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Home My WebLink AboutCoyote Canyon- Letter of Map Revision (LOMR)APPLICATION LETTER OF MAP REVISION FOR THE COYOTE CANYON SPECIFIC PLAN FONTANA, CALIFORNIA PREPARED FOR: COYOTE CANYON, LLC 16027 BROOKHURST STREET - SUITE G-251 FOUNTAIN VALLEY, CA 92708 PREPARED BY.• AEI•CASC ENGINEERING 937 SOUTH VIA LATA - SUITE 500 COLTON, CA 92324 . (909) 783-3636 - Fax (909) 783-0108 MAY 3, 2007 1 FEDERAL EMERGENCY MANAGEMENT AGENCY 0.M.B1Vo. 3067-0148 OVERVIEW & CONCURRENCE FORM Expires September30,2005 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW - 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Harris County TX 48201 C 0220G 09/28/90 160274 FONTANA, CITY OF CA 06071C 7911G 01/17/97 060270 SAN BERNARDINO COUNTY, UNICORPERATED AREAS CA 06071C 7911G 01/17/97 2. Flooding Source: BULLOCK CANYON, UNNAMED STREAMS 'B", "C" AND "C-1" AND HAWKER CRAWFORD CHANNEL 3. Project Name/Identifier: COYOTE CANYON SPECIFIC PLAN 4. FEMA zone designations affected: A,X (choices: A, AH, A0, Al -A30, A99, AE, AR, V, V1 -V30, VE, B, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) ® Physical Change ❑ Improved Methodology/Data ❑ Regulatory Floodway Revision ❑ Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check ali that apply) Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ® Channelization ® Levee/Floodwall ❑ Bridge/Culvert 0 Dam ❑ Fill ❑ Other, Attach Description ias the review fee for the appropriate request category been included? Please see the FEMA Web site at hftp://www.fema revent/fhm/frm f D. SIGNATURE ® Yes Fee amount: `04000 ❑ No, Attach Explanation shtm for Fee Amounts and Exemptions. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: ARIC TORREYSON Company: AEI-CASC CONSULTING Mailing Address: Daytime Telephone No.: Fax No.: 5053 LAMART DRIVE (951) 342-7990 x 105 (951) 275-0159 RIVERSIDE, CA. 92507 E -Mail Address: atorreyson@aei-casc.com Signature of R ster (required Date: As t/community official resp for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditioR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community management requirements, including the requirement that no fill be placed in the regulatory floodway, and that .all_necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. .ommunity Official's Name and Title: Telephone No.: cl — 356— -Community Name: Community Offic' I's ature (required): Date: CERTIFICATION BY REGISTERED PIRCKESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: ARIC TORREYSON License No.: 66068 Expiration Date: 06/30/08 Company Name: AEI-CASC CONSULTING Telephone No.: (951) 342-7990 x 105 Fax No.: (951)275-0159 Signature: Date: Ensure the forms that are appropriate to v revision request are included in your submittal - Form Name and (Number) Required if ... ® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein_ The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. Aric A Torreyson, RCE 068 Registered Civil Engin `Date O��,TORRF�s � � 02 Q No. 66068 Seal 5/2/2007 AEI•CASC ENGINEERING O:\word pro:ssingg\job related\526 - CentexV26-181 LOMR Coyote Can yon\Reports\Coyote Canyon_LOMRdoc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA TABLE OF CONTENTS PAGE I. PURPOSE OF STUDY.......................................................................................................................1 H. PROJECT SITE AND DRAINAGE AREA OVERVIEW........................................................... 1-2 III. FLOOD PLAIN ANALYSIS......................................................................................................... 3-6 IV. FINDINGS.......................................................................................................................................6-7 V. REFERENCES....................................................................................................................................7 FIGURE 1: REGIONAL LOCATION MAP FIGURE 2: LOCAL VICINITY MAP PROJECT PHOTOGRAPHS APPENDIX A: BULLOCK CANYON (STREAM "A") / LINE "A" APPENDIX A.1: FEMA FORMS APPENDIX A.2: PRE -PROJECT (EXISTING) HEC -RAS ANALYSIS APPENDIX A.3: POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "A" APPENDIX B: UNNAMED STREAM `B" / LINE "B" APPENDIX B.1: FEMA FORMS APPENDIX 13.2: PRE -PROJECT (EXISTING) HEC -RAS ANALYSIS APPENDIX B.3: POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "B" APPENDIX BA: LINE "A" AND LINE `B" AS -BUILT PLAN AND PROFILE APPENDIX C: UNNAMED STREAM "C" / LINE "C-1" APPENDIX C.1: FEMA FORMS APPENDIX C.2: PRE -PROJECT (EXISTING) HEC -RAS ANALYSIS APPENDIX C.3: POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "C" APPENDIX D: UNNAMED STREAM "C-1" APPENDIX D 1: FEMA FORMS APPENDIX D.2: PRE -PROJECT (EXISTING) HEC -RAS ANALYSIS APPENDIX D.3: POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "C-1" APPENDIX DA: LINE "C" AS -BUILT PLAN AND PROFILE APPENDIX E: HAWKER-CRAWFORD CHANNEL APPENDIX E.1: FEMA FORMS APPENDIX E.2: PRE -PROJECT (EXISTING) HEC -RAS ANALYSIS 5/2/2007 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-I 81 LOMR Coyote Canyon\Reports\Coyote Canyon_L.OMRdoc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA APPENDIX E.3: POST -PROJECT (PROPOSED) HEC -RAS ANALYSIS APPENDIX E.4: POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR HAWKER- CRAWFORD CHANNEL APPENDIX E.5: HAWKER-CRAWFORD CHANNEL AS -BUILT PLAN AND PROFILE EXHIBIT "A" CURRENT FEMA FLOOD INSURANCE RATE MAP (FIRM) EXHIBIT "A-1" CURRENT FEMA FLOOD INSURANCE RATE MAP (FIRM) EXHIBIT "B": PRE -PROJECT (EXISTING) FLOOD PLAIN MAP EXHIBIT "C": BULLOCK CANYON (STREAM "A") DETAILED PRE -PROJECT FLOOD PLAIN MAP EXHIBIT "D": UNNAMED STREAM `B" DETAILED PRE -PROJECT FLOOD PLAIN MAP EXHIBIT "E": UNNAMED STREAMS "C" & "C-1" DETAILED PRE -PROJECT FLOOD PLAIN MAP EXHIBIT "F": HAWKER-CRAWFORD NORTH AND SOUTH LEVEES FAIL DETAILED PRE -PROJECT FLOOD PLAIN MAP EXHIBIT "G": POST -PROJECT (PROPOSED) FLOOD PLAIN MAP EXHIBIT "H": BULLOCK CANYON (STREAM "A") AND UNNAMED STREAM "B" DETAILED POST -PROJECT FLOOD PLAIN MAP EXHIBIT "I": UNNAMED STREAMS "C" & "C-1" DETAILED POST -PROJECT FLOOD PLAIN MAP EXHIBIT "J": HAWKER-CRAWFORD NORTH AND SOUTH LEVEES FAIL DETAILED POST -PROJECT FLOOD PLAIN MAP EXHIBIT "K": PROJECT TOPOGRAPHIC MAP (1" = 200' AND 1 -FOOT CONTOUR INTERVALS) EXHIBIT "L": PROPOSED FEMA FLOOD INSURANCE RATE MAP (FIRM) EXHIBIT "L -I": PROPOSED FEMA FLOOD INSURANCE RATE MAP (FIRM) 5i2/2007 AEI-CASC ENGINEERING 0Aword processing\job related`526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_LOMRdoc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA I. PURPOSE OF STUDY Coyote Canyon LLC seeks the issuance of a Conditional Letter of Map Revision (CLOMR) under the National Flood Insurance Program (NFIP) regulations, Code of Federal Regulations (CFR) 44, in order to remove portions of Coyote Canyon that lay within current Zone A flood plain limits. The technical studies and application in this report have been prepared in accordance with the NFIP regulations, the instructions for letters of map revisions (RSD -1), and correspondence with FEMA representatives and consultants. II. PROJECT SITE AND DRAINAGE AREA OVERVIEW The Coyote Canyon Specific Plan is located in City of Fontana, County of San Bernardino, State of California. This 323 -acre project site is roughly bounded by I-15/Duncan Canyon Road to the south and east, the existing Hunter's Ridge development to the west, and the undeveloped hillsides to the north (see Figure 1). Bullock Canyon, three unnamed tributary streams and the Hawker -Crawford Channel, are the existing major watercourses that impact the project. For purposes of this report, the unnamed tributary streams are defined as Unnamed Stream `B", Unnamed Stream "C", and Unnamed Stream "C-1" (see Exhibit `B"). Bullock Canyon (Stream "A") and Unnamed Stream `B" enter the project site from the undeveloped hillsides to the north and travel south to Rich Detention Basin were the streams confluence with the Hawker -Crawford Channel. Unnamed Streams "C" and "C -l" originate from the northern undeveloped hillsides and confluence directly south of the north project boundary. Unnamed Stream "C" continues southerly and terminates at the existing Rich Detention Basin. The Hawker -Crawford channel enters the project site from the northeast project boundary and traverses the site southwesterly before discharging into the Rich Detention Basin. The outlet channel for the Rich Detention Basin continues downstream and joins the San Sevaine Drainage system. The proposed flood plain management approach involves implementation of seven Master Plan Storm Drain Systems. The description of the seven master plan drainage systems is described below: Line "A" Line "A", as proposed, will intercept and redirect the Bullock Canyon flows to run along the north project boundary. This concrete rectangular channel is proposed to intercept and convey the off- site 100 -year bulked storm flows of 615 0sec and discharge them into the Line `B" storm drain system. The bulking factor is increased from 50 to 100 percent (i.e. the "clear -water flow is increased by a factor of 2) through the project site for additional protection from "clogging" of the drainage system. Line "B" Line "B" is an open channel system that drains the major off-site storm flows from the undeveloped areas to the north. It also serves as outlet for Line "A" and the on-site flows generated by the westerly side of the project. Line `B" is a "soft -bottom" channel with concrete side slopes. Line "B" is sized to convey the 100 -year bulked storm flow of 1,710 ft3/sec. Multiple -cell RCB crossing 5/2/2007 4 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_IAMR.doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA is proposed under Coyote Canyon Road. One access road is proposed along the length of the channel. Line "C" This facility is proposed to intercept and convey the off-site 100 -year "Bulked" storm flows that originate from the canyons to the north, maneuver thru the adjacent property to the northeast, and eventually confluencing with Unnamed Stream `B" directly north of the Rich Detention Basin. Line "C" is composed of a multi RCB culvert inlet structure that intercepts off-site flows before they confluence with Unnamed Stream `B" and conveys the flows to a proposed 8'W X 8'H RCB. The storm flows are then conveyed to the Hawker Crawford Channel. Line "C" varies in size from 8'W X 8'H RCB to 10'W X 8'H RCB and serves as outlet for Line "C-1 ". Lines "C-1" Line "C-1" is proposed to be an underground drainage system that conveys the 100 -year clear -water outflow of 487 ft3/sec from Debris Basin "C" and the bordering tract development. It consists of a 78 -inch RCP and connects into Line "C". Debris Basin "C" This facility is proposed to intercept off-site storm flows coming from the canyons to the north, namely Unnamed Stream "C" and Unnamed Stream "C-1". It is sized to accommodate approximately 3.9 acre-feet of debris. The "Clear -water" outflow is approximately 478 ft'/sec. The preliminary water surface elevation (WSE) for Debris Basin `B" is approximately 1698.7'. Hawker Crawford Channel The tributary off-site 100 -year `Bulked" storm flows will be intercepted and conveyed by the proposed concrete -lined training levees. The levees will direct the tributary storm flow into the proposed Hawker -Crawford Channel inlet structure. The reach of the Hawker Crawford Channel located within the project site is proposed to be a concrete -lined trapezoidal channel with a bottom width of 12 feet, depth of 10 feet, and 1.5 to 1 side slopes. Double 12' W X 8' H RCB and Double 14' W X 8' H RCB culverts are proposed at the roadway crossings of Roadrunner Road and Coyote Canyon Road respectively. The reach downstream of Roadrunner Road will be a riprap channel with a bottom width of 12', depth of 12 feet and 1.5:1 side slopes. A riprap-lined outlet structure is proposed inside Rich Basin. 5/2/2007 5 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Repores\Coyote Canyon_LOMR.doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA III. FLOOD PLAIN ANALYSES The analyses for the pre -project and post -project conditions for Bullock Canyon (Stream "A"), Unnamed Stream `B", Unnamed Stream "C", Unnamed Stream "C-1", and the Hawker -Crawford Channel were performed with the Boss River Modeling System (RMS) HEC -RAS Module, the United States Army Corps of Engineers "HEC -RAS 3.0" software, and the Los Angeles County FIood Control District Water Surface Pressure Gradient (WSPG) computer program. The RMS program allows a river model to be analyzed within an Autocad environment. The project topographic map was used to develop the cross sections (see Exhibit "M"). The WSPG computer program was utilized to model the proposed storm drain systems. Analyses summary tables are included herein along with the input and output files. Prior to beginning the analyses for the pre - project and post -project conditions for the aforementioned streams, the hydraulic parameters for the streams were determined. The following is a list of parameters utilized to analyze the streams: Bullock Canyon (Stream "A") 1) Per the Coyote Canyon Master Drainage Plan (Reference 1), the Bullock Canyon flow rate to be used for this study is 310 ft3/s. This flow represents the 100 -year clearwater storm event condition. 2) The pre -project and post -project models used the following Manning's "n" values: Zone Description Manning "n" value Surface Channel 0.045 Shrubs, and patches of dense vegetation East Overbank 0.055 Shrubs, and patches of dense vegetation West Overbank 0.055 Shrubs, and patches of dense ve etation 3) Starting water surface elevations for the subcritical model is based on critical depth. See Exhibit "C" for pre -project flood plain and Exhibit "H" for post -project flood plain. Unnamed Stream "B" I) Per the Coyote Canyon Master Drainage Plan (Reference 1), the Unnamed Stream `B" flow rate to be used for this study is 857 ft3/s. This flow represents the 100 -year clearwater storm event condition. 2) The pre -project and post -project models used the following Manning's "n" value: 5i2i2007 6 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex`526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_LOMR.doe LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA Zone Description Manning "n" value Surface Channel 0.035 Shrubs, and patches of dense vegetation East Overbank 0.035 Shrubs, and patches of dense vegetation West Overbank 0.035 Shrubs, and patches of dense ve etation 3) Starting water surface elevations for the subcritical model is based on critical depth. See Exhibit "D" for pre -project flood plain and Exhibit "H" for post -project flood plain. Unnamed Stream "C" 1) Per the Coyote Canyon Master Drainage Plan (Reference 1), the Unnamed Stream "C" flow rate to be used for this study is 253 ft'/s. This flow represents the 100 -year clearwater storm event condition. 2) The pre -project and post -project model used the following Manning's "n" value: Zone Description Manning "n" value Surface Channel 0.035 Shrubs, and patches of dense vegetation East Overbank 0.035 Shrubs, and patches of dense vegetation West Overbank 0.035 Shrubs, and patches of dense vegetation 3) Starting water surface elevations for the subcritical model is based on critical depth. See Exhibit `B" for pre -project flood plain and Exhibit "J" for post -project flood plain. Unnamed Stream "C-1" I) Per the Coyote Canyon Master Drainage Plan (Reference 1), the Unnamed Stream "C-1" flow rate to be used for this study is 187 W/s. This flow represents the 100 -year clearwater storm event condition. 2) The pre -project and post -project models used the following Manning's "n" value: 5/2/2007 7 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_LOMR.doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA Zone Description Manning "n" value Surface Channel 0.035 Shrubs, and patches of dense North Overbank 0.032 ve etation East Overbank 0.035 Shrubs, and patches of dense vegetation West Overbank 0.035 Shrubs, and patches of dense ve etation 3) Starting water surface elevations for the subcritical model is based on critical depth. See Exhibit "E" for pre -project flood plain and Exhibit "J" for post -project flood plain Hawker -Crawford Channel 1) Per the Coyote Canyon Master Drainage Plan (Reference 1), the Hawker -Crawford flow rate to be used for this study is 1,800 ft'/s. This flow represents the 100 -year clearwater storm event condition. 2) The pre -project and post -project model used the following Manning's "n" value: Zone Description Manning "n" value Surface Channel 0.027 Earthen gravel channel North Overbank 0.032 Tilled soil with patches of vegetation South Overbank 0.032 Tilled soil with patches of vegetation 3) Starting water surface elevations for the subcritical model is based on critical depth. 4) For the most part, the sides of the main channel are protected with small cobbles and rocks. The banks extend above the adjacent ground, thus forming a levee condition. Since the south and north channel levees are not FEMA certified levees, the potential for levee failure exists. In an effort to model the worse -case flood plain limits for the reach of the existing Hawker -Crawford Channel located northeast and upstream of the Coyote Specific Plan project, the following pre -project and post -project HEC -RAS analyses were performed: 5) Since the existing levees are not FEMA certified, the potential for levee failure exists. Therefore, in order to conform to FEMA's requirements, a flood plain analysis was performed based upon the assumption that both the existing north and south levees will fail. For the pre -project or existing condition, the resulting floodplain covered a large inundation area to the north and south. These flows will overtop the existing Coyote 5i2i2007 8 AEI-CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 L.OMR Coyote Canyon\Reports\Coyote Canyon_L.OMR.doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA Canyon Road and proceed southwesterly through the project site (see Exhibit "J"). For the post -project analysis, the model included the training levees that are proposed under the worse case scenarios mentioned above. The resulting flood plain limits are shown on Exhibit "J". IV. FINDINGS For the flood plain analysis that was performed based upon the assumption that both levees will fail, the change in the water surface will occur beginning from the concrete inlet structure up to Section 4080. However, no change was noted upstream of Section 4280 therefore the project proponent will not be required to obtain a drainage acceptance letter from the affected property owner. The pre -project and post -project conditions for Bullock Canyon, Unnamed Stream `B", Unnamed Stream "C", and Unnamed Stream "C-1" show that the flows will be contained within the proposed facilities without increasing the water surface elevations upstream of the proposed drainage facilities. Even if a change in the water surface had occurred, the impact would have taken place within the limits of the project property. In summary, the study shows that the proposed improvements will intercept and convey the 100 - year storm flows and protect the proposed development from the 100 -year flood hazard (see Exhibit "G"). The Zones A and AE flood plain designations should therefore be conditionally revised as described herein. Exhibits "L" and "L-1" show the proposed flood plain limits and designations resulting from the implementation of the drainage improvements in conjunction with the Coyote Canyon Specific Plan. V. REFERENCES 1. AEI-CASC Engineering; Master Drainage Plan for the Coyote Canyon Specific Plan, April 2002. 5/2/2007 9 AEI-CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_LOMR.doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA NOTES FIS study of area could not be obtained. 2. The City Of Fontana has approved the Hydrologic Analysis. A copy of the Master Drainage Plan for the Coyote Canyon Specific Plan, April 4, 2002 has been provided for reference. 3. FIS study of area could not be obtained therefore it is not applicable. 4. Multiple pre -project models developed to analyze various scenarios. File Names: H C FLOODPLAIN EXISTING 1.PRJ H C FLOODPLAIN EXISTING 2A.PRJ H C FLOODPLAIN EXISTING 4.PRJ H_C FLOODPLAIN EXISTING 5.PRJ Multiple post -project models developed to analyze various scenarios. File Names: H C FLOODPLAINPROPOSED 2.PRJ H_C FLOODPLAIN PROPOSED 4a .PRJ H C FLOODPLAINPROPOSED_5 .PRJ HCPRI .WSN HCPR2.WSN HCPR3.WSN HCINT.WSN Starting water surface elevations for the subcritical model is based on critical depth. 7. Pre -project and post -project channel runs within supercritical flow regime. HEC -RAS models default to critical depth. The project utilizes riprap-lined levee. North riprap lined levee causes water surface elevations to increase. HEC -RAS 3.0 and Los Angeles County Flood Control District Water Surface Pressure Gradient (WSPG) computer program was used to model the stream and proposed improved channel. Not applicable. No 100 -year base flood elevations studied in effective FIS model. 10. Water surface elevation at the described Sections does not show an increase. Downstream 5i2i2007 10 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_1DMR doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA end of channel terminates within Rich Detention Basin; water surface elevation does not show an increase. 11. "Not used." No floodway elevations or profiles studies in effective FIS model. 12. Coastal zones are not applicable to this area. 13. Not applicable. 100 -year and 500 year -flood plain not studied ineffective FIS. 14. Inlet structure is a concrete transition structure. Channel is a concrete trapezoidal channel with reinforced concrete box culverts. South of proposed Roadrunner Road, channel is a riprap trapezoidal channel. Please find attached plan and profiles for proposed improvements. 15. The proposed channel terminates within Rich Detention Basin. Water surface elevation within Rich Detention Basin is greater than water surface elevation within the proposed channel, therefore a hydraulic jump will occur. The hydraulic jump will occur within the location of the proposed riprap pad. 16. The project utilizes riprap-lined levee. The north riprap lined levee cause water surface elevations to increase. 17. Post -project HEC -RAS analysis was not performed. Pre -project HEC -RAS analysis indicates that the flow regime is supercritical and the HEC -RAS models default to critical depth. The Los Angeles County Flood Control District Water Surface Pressure Gradient (WSPG) computer program starting -water-surface elevation defaults to critical depth. The WSPG analysis indicates that the proposed facility does not cause a hydraulic jump (which would permit the possibility of a tail water condition), therefore the existing flood plain would not be effected. 18. Inlet structure is a combination of riprap and concrete transition structure. Channel is a concrete rectangular channel. 19. The inlet structure will be lined with concrete. The proposed channel is a concrete trapezoidal channel with an adjacent vegetative channel designed to carry low flows. Multi reinforced concrete box culverts are proposed at the Coyote Canyon Road crossing. 20. The proposed channel is design to convey the maximum flow rate of 7,456 cfs. This flow rate corresponds to the bulked tributary offsite flows confluenced with the developed flow rates from the Coyote Canyon Development and the future City of Fontana MDP Line "A". Please see Master Drainage Plan for the Coyote Canyon Specific Plan, for further information. 21. The stream discharges into Debris Basin "C". Outlet of Debris Basin "C" is a 6.5' W X 6.5' H RCB, which Transitions into a 78" RCP. The 78" RCP, Line "C-1", discharges into Line «C„ 22. The CLOMR will be submitted to the City of Fontana for their review and approval. The 5i2i2007 11 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 ]AMR Coyote Canyon\Reports\Coyote Canyon_LOMR.doc LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA Coyote Canyon Specific Plan was officially annexed to the City on November 27, 2001. 5/2/2007 12 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 L.OMR Coyote Canyon\Reports\Coyote Canyon_LOMR.doc 'o (U O(�O �s e. O RANCHO 1 CUCAMON( !UPLAND 57 _ I ONTARIOv ( 60 CHINO"HIN r - -__-.L, 15 ♦O 91 %` CORONA jr j1, ``� North Coyote Canyon Specific Plan City of Fontana Regional Location Figure I- I PROJECT SITE SAN ERNARDIN 330 30 RIALTO 215 FONTANA MR -am Mft%R COLTON REDI S —� ERNARDINO CO. RIVERSIDE MORENO VALLEY 1-3 -5- 7:: G V. ------ -- t=7- -7 % IFADO�- -.4 nk -,Oqc T ITT _ROAD *; k 74- 23, Vicinity Map Figure 111-1 W'j ai 7J Coyote Canyon Specific Plan City of Fontana 2 55 'Nell USGS Devort.;CA,* :4 North 111-2 LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA PROJECT PHOTOGRAPHS Bullock Canyon looking downstream, Hunter's Ridge Development to the right. Typical vegetation cover for Unnamed Stream `B", Unnamed Stream "C", and Unnamed Stream "C -P. 5/2/2007 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_LOMRdoe LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA PROJECT PHOTOGRAPHS r4 ,y r -'F' . a-1 ydµ 1 •1t- ,w Hawker -Crawford Channel looking upstream, north of Coyote Canyon Road. l +� ♦:..i. ,. 't.: ik -,�.. i1� 15Mw'4 t.,.lws'�+�i-'�Y � ..r."w-+^ _ .. Hawker -Crawford Channel north overbank, north of Coyote Canyon Road. 5i2i2007 AEI•CASC ENGINEERING O:\word processing\job related\526 - Centex\526-181 L.OMR Coyote Canyon\Reports\Coyote Canyon_LOMRdoe LETTER OF MAP REVISION COYOTE CANYON - FONTANA, CALIFORNIA PROJECT PHOTOGRAPHS Hawker -Crawford Channel south overbank, north of Coyote Canyon Road. Hawker -Crawford Channel looking downstream, outlet of Rich Detention Basin. 5i2r2007 AEI-CASC ENGINEERING 0Aword processing\job related\526 - Centex\526-181 LOMR Coyote Canyon\Reports\Coyote Canyon_LOMR.doc APPENDICES APPENDIX "A": BULLOCK CANYON (STREAM "A")/LINE "A" APPENDIX "A.1": FEMA FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM PAPERWORK BURDEN DISCLOSURE NOTICE O.M.B No. 3067-0148 Expires September 30, 2005 Public reporting burden for this form is estimated to average 1 hour per response_ The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Hams County TX 48201 C 022OG 09/28/90 .x0274 FONTANA, CITY OF CA 06071C 7911G 01/17/97 060270 SAN BERNARDINO COUNTY, UNICORPERATED AREAS CA 06071C 7911G 01/17/97 2. Flooding Source: BULLOCK CANYON —STREAM A 3. Project Name/Identifier. COYOTE CANYON SPECFIC PLAN 4. FEMA zone designations affected: A,X (choices: A, AH, AO, Al -A30, A99, AE, AR, V, V1 -V30, VE, B, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) ® Physical Change . ❑ Improved Methodology/Data ❑ Regulatory Floodway Revision ❑ Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ® Channelization ❑ Levee/Floodwall ❑ Bridge/Culvert ❑ Dam ❑ Fill ❑ Other, Attach Description =;::i,AA Qi_Pc CGP n9 rwGllji-w R. r'nnniirrPnr;P =nrm" " f�T-2 OiiTi 1 auc i ` 2 O. C. REVIEW FEE -las the review fee for the appropriate request category been included? ® Yes Fee amount: $4000 No Attach Exp lanat,cn ^"' Please see the FEMA Web site at http://www.fema.gov/planlprevent/fhm/frm—fees.shtm for Fee Amounts and Exemptions. D. SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001, Name: ARIC TORREYSON Company: AEI-CASC CONSULTING Mailing Address: Daytime Telephone No.: Fax No.: 5053 LAMART DRVIE, SUITE 205 (951) 342-7990 x 105 (951) 275-0159 RIVERSIDE, CA. 92507 E -Mail Address: atorreyson@aei-casc.com Signature of Requ (required): ` Date: yAv p As the community official responsibler floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMB) or conditional LOM request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. 'ommunity Official's Name and Title: Telephone No.: Community Name: Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: ARtC TORREYSON License No.: 66068 Expiration Date: 06/30/08 Company Name: AEI-CASC CONSULTING Telephone No.: (951) 342-7990 x 105 Fax No.: (951) 275-0159 Signature: Date: Ensure thwformsVfhat are appropriate toy r revision request are included in your submittal. Form Name and (Number) Required if ... ® Riverine Hydrology and Hydraulics F (Form 2) New or revised discharges or water -surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM PAPERWORK REDUCTION ACT O.M.B No. 3067-0148 Expires September 30, 2005 Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not _send your completed survey to the above address. Flooding Source: BULLOCK CANYON — STREAM A Note: Fill out one form for each Flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) [4 Not revisedsk�ipp to section 2 ® No existing analysis tUs�s mAOtAS twoveO E3 Alternative ethodology ❑ Proposed Conditions (CLOMR) CLO IM tL t ("w Cv► 2. Comparison of Representative 1 %-Annual-Chance Discharges Location SEE NOTE 3 Drainage Area (Sq. Mi.) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Improved data ® Changed physical condition of watershed FIS (cfs) Revised (cfs) ❑ Statistical Analysis of Gage Records ® Precipitation/Runoff Model [TR -20, HEC -1, HEC -HMS etc.] ❑ Regional Regression Equations ❑ Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en—modi.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. SEE NOTE 2 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. 1. Reach to be Revised Downstream Limit Upstream Limit I , 2. Hvdraulic Method Used B. HYDRAULICS Description Cross Section Water -Surface Elevations (ft.) Effective Proposed/Revised fpstreaxr X J-, e A 1fi$ : SEf= t�Oi 3 f79,6 2085 &EUR-9 . _;-3 TRT, Hydraulic Analysis HEC -RAS [HEC -2 , HEC -RAS, Other (Attach description)] B. HYDRAULICS 3. Pre -Submittal Review of Hydraulic Models FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparab!e with the assumptions and limitations of HEC-2/HEC-RAS. CHECK -2 and CHECK -RAS identify error areas of potential or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded from http://www.fema.gov/plan/prevent/fhm/frm soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? ❑ Yes ® No 4, Models Submitted Duplicate Effective Model* Natural File Name: Floodway File Name: Corrected Effective Model* Natural File Name: Floodway File Name: Existing or Pre -Project Conditions Model Natural File Name: Line A Existing.PRJ Floodway File Name: Revised or Post -Project Conditions Model Natural File Name: See Note 17 Floodway File Name: CYTLNA.WSN Other - (attach description) Natural File Name Floodway File Name: -Not required for revisions to approximate 1 %-annual-chance floodpfains (Zone A) - for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: hftp:/Iwww.fema.gov/plan/prevent/fhm/en-modi.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2% -annual -chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); locaticn and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). slote that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2% -annual -chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? N/A ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? N/A ❑ Yes ❑ No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? ❑ Yes ,c No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1% -annual -chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT -2 Form 2 Instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes A No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT -2 Form 2 Instructions. S1p� O Wars CSS Cir �`�� 1 (Q; + . . t-�TTe, lL S iz.1-3T To 4" t` "� tr 4 �i 7" J ^M-� G c=r.ao G,,.,,, pi-aoa cep n,) Rivarina Hvrlrnlnnv R Hvrirai ifinn Fnrm MT -2 Form 2 Paoe 2 of 2 FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE STRUCTURES FORM O.M.B. Alo. 3067-0148 Expires September 30, 2005 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: BULLOCK CANYON - STREAM A Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization ................complete Section B Bridge/Culvert ................. complete Section C Dam ...............................complete Section D Levee/Floodwall .............complete Section E Sediment Transport ........ complete Section F (if required) Description Of Structure Te (check one yp (c k ) E-1 Channelization 1. Name of Structure: LINEA Type (check one): ® Channelization ❑ Bridge/Culvert Location of Structure: Downstream Limit/Cross Section: Rich Detention Basin Upstream Limit/Cross Section: Approximately 400 Feet North of North Project Boundary 2. Name of Structure: Te (check one yp (c k ) E-1 Channelization ElBridge/Culvert Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelization ❑ Bridge/Culvert Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: NOTE: For more structures, attach additional pages as needed. ❑ Levee/Floodwall ❑ Levee/Floodwall ❑ Levee/Floodwall ❑ Dam ❑ Dam ❑ Dam FEDv1M rv..8 1-89B, SEP 02 Ri,..,.ne Structures Fr MT-2Form 3 Paoe 1 of 10 B. CHANNELIZATION Flooding Source: BULLOCK CANYON - STREAM A Name of Structure: LINE A 1, Accessory Structures The channelization includes (check one): ❑ Levees [Attach Section E (Levee/Floodwall)] ❑ Superelevated sections ® Debris basin/detention basin ❑ Other (Describe): 2. Drawing Checklist ❑ Drop structures ® Transitions in cross sectional geometry ❑ Energy dissipator Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hydraulic Considerations The channel was designed to carry 615 (cfs) and/or the 100 -year flood. iY 1.5 ` u I.�ED � iZ�'1-�, . 9� G C The design elevation in the channel is based on (check one): ❑ Subcritical flow ❑ Critical flow ® Supercritical flow ❑ Energy grade line If there is the potential for a hydraulicjump at the following locations, check all that apply and attach an explanation of how the hydraulicjump is controlled without affecting the stability of the channel. ❑ Inlet to channel ❑ Outlet of channel ❑ At Drop Structures ❑ At Transitions ❑ Other locations (specify): 4. Sediment Transport Considerations Was sediment transport considered? ❑ Yes ® No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): ❑ New bridge/culvert not modeled in the FIS ❑ Modified bridge/culvert previously modeled in the FIS ❑ New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): ❑ Dimensions (height, width, span, radius, length) ❑ Shape (culverts only) ❑ Material ❑ Beveling or Rounding ❑ Wing Wall Angle ❑ Skew Angle ❑ Distances Between Cross Sections 4. Sediment Transport Considerations ❑ Erosion Protection ❑ Low Chord Elevations — Upstream and Downstream ❑ Top of Road Elevations — Upstream and Downstream ❑ Structure Invert Elevations — Upstream and Downstream ❑ Stream Invert Elevations — Upstream and Downstream ❑ Cross -Section Locations Was sediment transport considered? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FE::MA Form 81-898, SEP 02 Ri'verine Structures Fomii rviT-c t=OriTi 3 rade 2vf i"v APPENDIX "A.2": PRE-PROJECT (EXISTING) HEC-RAS ANALYSIS U k � « 2 J § w w w w w w w - U to $ $gd4Q«k6@ ƒ ) a « g m q R q §� «� ° mam © �a- g m L 2$k§§2§§B ¥. 0000000 �. -etogooco$q ke§)§k(/§ m f«/q$ee \E}§()K/\ 6 Z-§§/bA�/ .@�----�- E a ■SSeasB LU 06 GE2§§co#�r, 2 8 @ @ @ 8 $ # 77222/%// cr 022»o0a ¥ zzzzzzz 0. %/S2 )A&3b -Lo / � {\�/.\/( zz;zz z z z z z z a.z. z -a UK�� Ut b /¢� « «<«« uww.cu_w am 3■■ I -Z� I 0 0 Q 00 C, r N O r co O N o N N N 0 0 N Z _O 0 z O U u, (� o z u � LU to Q LLJ �n Z C) _t c m a 0 0 z O z Q U w F- O O U')U o LD LO 0 0 0 O `7 V' C) OCM N N 00 00 00 W OD W v (4) UOIJEAGG : z z z :u �Y Mu w 3 � z z z ; ' w +X r y X X a c t W W I W � m J 0 co0 W 3:�U 0 N U O Q 00 M O r r co O N N N N z ` O H 0 O U u -j In Lf) � o U)z n F- i o X co W Q W z c CU DL z O Q o U o W F- 0 O U LO LO 0 0 0 M O NT Cc7 04 CO 0p OD c2 d0 (4) uoijen913 m :z z ;z R X XW i � W 'U �m W � C) v Q N 00 M o T O T T O O O N N o 0 N T z LO r z O co U Un O o Z n U) S. O LLI CA Q W0 z o J C (u Lo FL O z O o z Q U W I— O O U O 0 0 0 M Cl) N CN O pO C 2 m (u) u01aen913 :z z ;z R X XW i � W 'U �m W � i (7 U' ! C7 ;z z :z :n W W JW Ur`OtCV C7 to .. m W �y U 0 0 r r 0 m r Q 00 co O T o O L LO r r N � N N N T 0 N z r O z O O O (D c r Z n r U) ry O X cu LJ m Q W o _z J w v � o Cl CO O z O i z Q U W o o F- r O O U O N O LO LO O Cl O O u) o In- c) ro (4) UOI;EAOI3 i (7 U' ! C7 ;z z :z :n W W JW Ur`OtCV C7 to .. m W �y U CD (D Z Z Z r 0) : :; 45, w W W W 0 0 04 OD LO LO C.D C) C) C) LO !�i - C14 CN C14 z 0 Z 0 C) Z U) Cl) C) x w < LLJ O C) LO C, O 0 C) LO C) C) cli 0 0 UOIJEA0171 ;z z .z y X X+X ��c J W W W C7 m w � 'U C) Q O 00 N m LO r � O LO � r CD O O N N N � N Z O F z O co U O 00 C� Z n o X o W cq Q W m Z O C a. Z O i O O Q U W O O U o N N O O O O O O O m O m m 0') 00 OD ap ap h h h h (4) UOIIEAGI3 ;z z .z y X X+X ��c J W W W C7 m w � 'U HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: COYOTE CANYON Project File : LINE A EXISTING FLOODPLAIN.prj Run Date and Time: 12/22/2006 11:01:38 AM Project in English units Project Description: LINE A EXISTING CONDITION PLAN DATA Plan Title: LINE A EXISTING CONDITION Plan File : q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Existing\LINE A EXISTING FLOODPLAIN.P01 Geometry Title: Base Conditions Geometry Geometry File q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Existing\LINE A EXISTING FLOODPLAIN.G01 Flow Title 1 Flow Profiles Flow File q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Existing\LINE A EXISTING FLOODPLAIN.F01 Plan Summary Information: Number of: Cross Sections = 7 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: 1 Flow Profiles 1 Flow File : q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Existing\LINE A EXISTING FLOODPLAIN.FO1 Flow Data (cfs) River Reach RS EXISTING Reach #1 LINE A EXISTING 2085 310 Boundary Conditions River Reach Profile Upstream Downstream Reach #1 LINE A EXISTING EXISTING Critical GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Existing\LINE A EXISTING FLOODPLAIN.G01 CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING INPUT Description: Station Elevation Data Sta Elev Sta 1000 1645 1037.43 1080.66 1840 1083.35 1094.7 1835 1098.76 1118.21 1830 1121.39 1132.62 1825 1134.47 1145.96 1825 1147.17 1152.27 1830 1153.5 1159.74 1835 1161.76 1169.41 1840 1171.32 1200.19 1845 1215.52 Manning's n Values Sta n Val Sta 1000 .055 1075.16 Bank Sta: Left Right 1075.16 1182.51 RS: 2085 num= 50 Element Vel Head (ft) 0.98 Wt. n -Val. W.S. Elev (ft) Elev Sta Elev Sta Elev Sta Elev 1844 1064.53 1843 1075.16 1842 1077.9 1841 1839 1086.12 1838 1088.65 1837 1091.32 1836 1834 1102.4 1833 1105.97 1832 1110.24 1831 1829 1123.28 1828 1125.09 1827 1127.91 1826 1824 1135.78 1823 1141.22 1823 1144.76 1824 1826 1148.5 1827 1149.74 1828 1150.96 1829 1831 1154.78 1832 1156.17 1833 1157.8 1834 1836 1163.83 1837 1165.68 1838 1167.54 1839 1841 1174.93 1842 1178.6 1843 1182.51 1844 1846 1231.83 1847 1245.63 1648 1255.67 1849 num= 3 n Val Sta n Val .045 1182.51 .055 Lengths: Left Channel Right Coeff Contr. Expan. 70.85 72.83 64.55 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1827.14 Element Vel Head (ft) 0.98 Wt. n -Val. W.S. Elev (ft) 1826.16 Reach Len. (ft) Crit W.S. (ft) 1826.16 Flow Area (sq ft) E.G. Slope (ft/ft) 0.026229 Area (sq ft) Q Total (cfs) 310.00 Flow (cfs) Top Width (ft) 19.90 Top Width (ft) Vel Total (ft/s) 7.95 Avg. Vel. (ft/s) Max Ch1 Dpth (ft) 3.15 Hydr. Depth (ft) Conv. Total (cfs) 1914.1 Conv. (cfs) Length Wtd. (ft) 72.83 Wetted Per. (ft) Min Ch El (ft) 1823.00 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft s) Frctn Loss (ft) 2.03 Cum Volume (acre -ft) C & E Loss (ft) 0.11 Cum SA (acres) Left OB Channel Right OB 0.045 70.85 72.83 64.55 39.01 39.01 310.00 19.90 7.95 1.96 1914.1 21.54 2.97 23.57 0.40 0.26 2 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 2025 INPUT Description: The program defaulted to critical depth. Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1840 1012.62 1839 1022.48 1838 1031.09 1837 1038.4 1836 1057.9 1835 1066.84 1834 1069.69 1833 1072.29 1832 1074.92 1831 1077.51 1830 1080 1829 1082.56 1828 1085.14 1827 1089.05 1826 1093.78 1825 1101.61 1824 1108.79 1823 1152.34 1822 1154.54 1821 1156.28 1820 1162.06 1818.9 1164.51 1819 1166.29 1820 1167.99 1621 1169.62 1822 1171.05 1823 1172.39 1824 1173.91 1825 1175.39 1826 1176.77 1827 1178.01 1828 1179.58 1829 1161.16 1830 1182.71 1831 1184.31 1832 1185.9 1833 1187.45 1834 1189.02 1835 1190.59 1836 1192.26 1837 1196.11 1838 1205.43 1839 1214.52 1840 1223.54 1841 1232.78 1842 1246.84 1843 1260.05 1844 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .055 1066.84 .045 1187.45 .055 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1066.84 1187.45 29.75 58.2 66.33 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1823.15 Element Left OB Channel Vel Head (ft) 0.61 Wt. n -Val. 0.045 W.S. Elev (ft) 1822.54 Reach Len. (ft) 29.75 58.20 Crit W.S. (ft) 1822.54 Flow Area (sq ft) 49.59 E.G. Slope (ft/ft) 0.029736 Area (sq ft) 49.59 Q Total (cfs) 310.00 Flow (cfs) 310.00 Top Width (ft) 41.53 Top Width (ft) 41.53 Vel Total (ft/s) 6.25 Avg. Vel. (ft/s) 6.25 Max Ch1 Dpth (ft) 3.64 Hydr. Depth (ft) 1.19 Conv. Total (cfs) 1797.7 Conv. (cfs) 1797.7 Length Wtd. (ft) 58.20 Wetted Per. (ft) 43.11 Min Ch El (ft) 1818.90 Shear (lb/sq ft) 2.14 Alpha 1.00 Stream Power (lb/ft s) 13.35 Frctn Loss (ft) 1.65 Cum Volume (acre -ft) 0.33 C & E Loss (ft) 0.02 Cum SA (acres) 0.21 Right OB 66.33 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer CROSS SECTION RIVER: Reach #1 The program defaulted to critical depth. 3 REACH: LINE A EXISTING RS: 1955 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1834 1009.87 1833 1034.92 1832 1038.18 1831 1040.8 1830 1048.17 1827 1055.53 1824 1059.06 1823 1062.77 1822 1066.22 1821 1117.8 1818 1119.89 1817 1122.04 1816 1128.62 1815.4 1132.14 1816 1135.58 1817 1138.19 1818 1139.94 1819 1141.57 1620 1143.64 1821 1146.05 1822 1149.19 1823 1153.22 1824 1157.4 1825 1161.12 1826 1164.83 1827 1168.46 1828 1171.96 1829 1175.18 1830 1178.63 1831 1181.89 1832 1184.95 1833 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .055 1040.8 .045 1175.18 .055 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1040.8 1175.18 139.59 106.17 60.63 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1819.18 Element Left OB Channel Right OB Vel Head (ft) 0.79 Wt. n -Val. 0.045 W.S. Elev (ft) 1818.40 Reach Len. (ft) 139.59 106.17 60.63 Crit W.S. (ft) 1818.40 Flow Area (sq ft) 43.51 E.G. Slope (ft/ft) 0.026920 Area (sq ft) 43.51 Q Total (cfs) 310.00 Flow (cfs) 310.00 Top Width (ft) 27.88 Top Width (ft) 27.88 Vel Total (ft/s) 7.12 Avg. Vel. (ft/s) 7.12 Max Ch1 Dpth (ft) 3.00 Hydr. Depth (ft) 1.56 Conv. Total (cfs) 1889.4 Conv. (cfs) 1889.4 Length Wtd. (ft) 106.17 Wetted Per. (ft) 28.85 Min Ch E1 (ft) 1815.40 Shear (lb/sq ft) 2.53 Alpha 1.00 Stream Power (lb/ft s) 18.06 Frctn Loss (ft) 2.81 Cum Volume (acre -ft) 0.26 C & E Loss (ft) 0.01 Cum SA (acres) 0.16 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1855 INPUT Description: Station Elevation Data num= 47 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1820 1003.63 1819 1007.36 1818 1011.45 1817 1015.76 1816 1019.81 1815 1024.02 1814 1028.28 1813 1032.02 1812 1035.25 1811 1038.49 1810 1042.56 1809 1047.81 1808 1058.49 1807 1061.67 1806 1064.76 1805 1073 1804.7 1079 1805 1081.02 1806 1083.04 1807 1085.02 1808 1087 1809 1088.96 1810 1090.94 1811 1092.85 1812 1094.09 1813 1095.06 1814 1096.08 1815 1097.08 1816 1098.1 1817 1099.08 1818 1100.19 1819 1101.43 1820 1102.66 1821 1103.89 1822 1105.09 1823 1106.32 1824 1107.58 1825 1108.81 1826 1110.49 1827 1112.3 1828 1114.3 1829 1116.13 1830 1118.07 1831 1121.04 1832 1128.02 1833 1136.98 1834 0 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val Elev Sta Elev 1000 .055 1000 .045 1101.43 .055 Elev 1000 1820 1003.08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1000 1101.43 1013.87 1815 1016.48 31.41 66.39 90.11 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING 1024.17 1811 1026.9 1810 1029.51 E.G. Elev (ft) 1807.89 Element Left OB Channel Right OB Vel Head (ft) 0.84 Wt. n -Val. 1803 0.045 W.S. Elev (ft) 1807.05 Reach Len. (ft) 31.41 66.39 90.11 Crit W.S. (ft) 1807.05 Flow Area (sq ft) 1083.56 42.15 E.G. Slope (ft/ft) 0.026048 Area (sq ft) 1091.34 42.15 Q Total (cfs) 310.00 Flow (cfs) 1803 1096.45 310.00 Top Width (ft) 25.20 Top Width (ft) 1806 25.20 Vel Total (ft/s) 7.35 Avg. Vel. (ft/s) 1810 7.35 Max Ch1 Dpth (ft) 2.35 Hydr. Depth (ft) 1.67 Conv. Total (cfs) 1920.8 Conv. (cfs) Manning's n Values 1920.8 Length Wtd. (ft) 66.39 Wetted Per. (ft) 26.00 Min Ch E1 (ft) 1804.70 Shear (lb/sq ft) 2.64 Alpha 1.00 Stream Power (lb/ft s) .045 1106.48 19.39 Frctn Loss (ft) 1.74 Cum Volume (acre -ft) 0.16 C & E Loss (ft) 0.01 Cum SA (acres) Coeff 0.10 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1780 INPUT Description: Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1820 1003.08 1819 1006.02 1818 1008.69 1817 1011.35 1816 1013.87 1815 1016.48 1814 1019.06 1813 1021.66 1812 1024.17 1811 1026.9 1810 1029.51 1809 1032.3 1808 1035.77 1807 1040.9 1806 1046.22 1805 1051.16 1804 1055.97 1803 1061.23 1802 1065.94 1801 1070.38 1800 1074.73 1799 1077.97 1798 1079.59 1797 1083.56 1796.7 1086.54 1797 1088.78 1798 1090.09 1799 1091.34 1800 1092.63 1601 1093.93 1802 1095.17 1803 1096.45 1804 1097.81 1805 1098.99 1806 1100.3 1807 1101.74 1808 1104.03 1809 1106.46 1810 1139.13 1811 1164.52 1810 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .055 1026.9 .045 1106.48 .055 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1026.9 1106.48 25.11 33.66 49.72 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1800.88 Element Left OB Channel Right OB Vel Head (ft) 0.97 Wt. n -Val. 0.045 W.S. Elev (ft) 1799.90 Reach Len. (ft) 25.11 33.66 49.72 Crit W.S. (ft) 1799.90 Flow Area (sq ft) 39.14 E.G. Slope (ft/ft) 0.026428 Area (sq ft) 39.14 Q Total (cfs) 310.00 Flow (cfs) 310.00 5 Top Width (ft) 20.41 Top Width (ft) 20.41 Vel Total (ft/s) 7.92 Avg. Vel. (ft/s) 7.92 Max Ch1 Dpth (ft) 3.20 Hydr. Depth (ft) 1.92 Conv. Total (cfs) 1906.9 Conv. (cfs) 1906.9 Length Wtd. (ft) 33.66 Wetted Per. (ft) 21.84 Min Ch E1 (ft) 1796.70 Shear (lb/sq ft) 2.96 Alpha 1.00 Stream Power (lb/ft s) 23.42 Frctn Loss (ft) 0.89 Cum Volume (acre -ft) 0.10 C & E Loss (ft) 0.01 Cum SA (acres) 0.07 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1740 INPUT Description: The program defaulted to critical depth. Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1820 1006.78 1819 1010.58 1818 1013.14 1817 1015.74 1816 1018.37 1815 1021 1814 1023.54 1813 1026.18 1812 1028.72 1811 1031.26 1810 1033.77 1809 1036.74 1808 1039.8 1807 1043.12 1806 1046.33 1805 1049.72 1804 1053.36 1803 1057.34 1802 1061.4 1801 1065.92 1800 1070.51 1799 1074.9 1798 1080.72 1797 1083.9 1796 1085.5 1795 1088.94 1794.8 1092.43 1795 1094.52 1796 1095.95 1797 1097.19 1798 1098.43 1799 1100.27 1800 1103.47 1801 1108.31 1802 1113.98 1803 1120.4 1604 1127.68 1805 1140.13 1805 1170.83 1804 1187.76 1803 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .055 1046.33 .045 1127.68 .055 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1046.33 1127.68 71.29 63.13 54.64 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1798.88 Element Left OB Channel Vel Head (ft) 0.93 Wt. n -Val. 0.045 W.S. Elev (ft) 1797.95 Reach Len. (ft) 71.29 63.13 Crit W.S. (ft) 1797.95 Flow Area (sq ft) 40.11 E.G. Slope (ft/ft) 0.026657 Area (sq ft) 40.11 Q Total (cfs) 310.00 Flow (cfs) 310.00 Top Width (ft) 21.96 Top Width (ft) 21.96 Vel Total (ft/s) 7.73 Avg. Vel. (ft/s) 7.73 Max Ch1 Dpth (ft) 3.15 Hydr. Depth (ft) 1.83 Conv. Total (cfs) 1898.7 Conv. (cfs) 1898.7 Length Wtd. (ft) 63.13 Wetted Per. (ft) 23.37 Min Ch E1 (ft) 1794.80 Shear (lb/sq ft) 2.86 Alpha 1.00 Stream Power (lb/ft s) 22.08 Frctn Loss (ft) 1.77 Cum Volume (acre -ft) 0.07 C & E Loss (ft) 0.11 Cum SA (acres) 0.05 Right OB 54.64 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. R Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1680 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta 1000 1806 1008.99 1804 1017.82 1802 1021.98 1030.88 1798 1035.43 1796 1037.75 1795 1039.73 1044.27 1792 1049.4 1792 1051.54 1793 1054.04 1073.97 1794 1086.52 1795 1093.35 1796 1101.38 1116.69 1799 1120.5 1800 1123.81 1800 1130.69 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .055 1035.43 .045 1101.38 .055 Bank Sta: Left Right Coeff Contr. Expan. 1035.43 1101.38 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1795.35 Element Vel Head (ft) 0.57 wt. n -Val. W.S. Elev (ft) 1794.79 Reach Len. (ft) Crit W.S. (ft) 1794.79 Flow Area (sq ft) E.G. Slope (ft/ft) 0.029636 Area (sq ft) Q Total (cfs) 310.00 Flow (cfs) Top Width (ft) 45.64 Top Width (ft) Vel Total (ft/s) 6.05 Avg. Vel. (ft/s) Max Ch1 Dpth (ft) 2.78 Hydr. Depth (ft) Conv. Total (cfs) 1800.7 Conv. (cfs) Length Wtd. (ft) Wetted Per. (ft) Min Ch E1 (ft) 1792.00 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft s) Frctn Loss (ft) Cum Volume (acre -ft) C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Reach #1 Elev Sta Elev 1801 1028.59 1799 1794 1041.33 1793 1794 1061.1 1794 1797 1110.79 1798 1799 .045 .055 SUMMARY OF REACH LENGTHS River: Reach #1 Left OH Channel 0.045 51.26 51.26 310.00 45.64 6.05 1.12 1800.7 46.72 2.03 12.28 Right OB Reach River Sta. nl n2 n3 LINE A EXISTING 2085 .055 .045 .055 LINE A EXISTING 2025 .055 .045 .055 LINE A EXISTING 1955 .055 .045 .055 LINE A EXISTING 1855 .055 .045 .055 LINE A EXISTING 1780 .055 .045 .055 LINE A EXISTING 1740 .055 .045 .055 LINE A EXISTING 1680 .055 .045 .055 SUMMARY OF REACH LENGTHS River: Reach #1 Left OH Channel 0.045 51.26 51.26 310.00 45.64 6.05 1.12 1800.7 46.72 2.03 12.28 Right OB SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 Reach River Sta. Left Channel Right LINE A EXISTING 2085 70.85 72.83 64.55 LINE A EXISTING 2025 29.75 58.2 66.33 LINE A EXISTING 1955 139.59 106.17 60.63 LINE A EXISTING 1855 31.41 66.39 90.11 LINE A EXISTING 1780 25.11 33.66 49.72 LINE A EXISTING 1740 71.29 63.13 54.64 LINE A EXISTING 1680 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 1 Reach River Sta. Contr. Expan. LINE A EXISTING 2085 .1 .3 LINE A EXISTING 2025 .1 .3 LINE A EXISTING 1955 .1 .3 LINE A EXISTING 1855 .1 .3 LINE A EXISTING 1780 .1 .3 LINE A EXISTING 1740 .1 .3 LINE A EXISTING 1680 .1 .3 1 APPENDIX "A.3": POST-PROJECT HEC-RAS ANALYSIS 0C7 (D z F= z z - Uco II 2 l W W W C� m m w � Z;� v iI o 0 � � o fh N L (h O O O N M m � CCDO o o = N O` IIO z IL (D o O o of z O CS ALL' i I C U W r z Q ~ o Z �o a) _j x U` ❑ W �� C o cu f m U) W a aa)) z o ,JUS c+�i o v N m EL m E � o �I a> `m z U > o o O } z Q U W O 0 O U O LO 0 to Cl) O I Y O O LV c O N - 0 O o2 m N O O (4) UOIIBA913 Iiz z z �C,� U) U) � 1�WWTw��I m °w U I o 0 1= I f I f co N m r L6 C7 W CD LOCD N � M In LOO N o N II O N O 3 o ❑ r C9 Z p o U u - X (� W �Q z XU�Z W Q o ` z co ,n J *k o 3 N fD mOf N O 11 N j O z O z Q U W F- O OU 0 LD 0 I O O �fJ O LO O O [n Cl) Cl) N N O (4) UOi;eA@jS (D 0 1 Mi X x X 2 w W W IJ j C/) Lu 3: 0 LO co LO CF) r-- CZ) C) CD CN M U) Lo LO U-) N 0) -5 11 - cn 0 LL CD z Z C LL ) X w E w co o X (D LLJ 2 Lli X z M can) ry, oa)� > C 0 LO Lli 0 0 IX) Ce) C) c 6 tc) CN C14 o (4) UOIIEA913 IF y ' CA �ylW - U) Cl) *W S Y J W U m W U o Q E � C7 O r CO O I r M LO IrL M O O N M to o O LO l) � a . - a u Z 0 to O E- ❑ �- CD Q o U LL. CO oar z �Q �o EZ X C7 ❑ 0 Q O @ Cn W n LY z O c0 O L � N U (0 CO m N IX a Q LO p 11 N z CD V> OL L U io W F- O O U _N O O p LO c') O m to O«7 N N O O Ln O r O O co co O 2 m O (U) U0112AG13 �!./ / } \ \ �� 2�k x .\ x U®3 = = f 2 2 ;.i \ / / i� g . � % 6 CF) .@ �« \ C:) ® _q (D@ ±±® 2 m 2CLn O!� - � E O�o 2\z - O£\ % \§ \ G 2) �c 2\ u \ /, k}/ UJ ` \ 4)m . ° ^ [\ ƒ 0 - �3k \) i ]� m c \CD, § \ R \\ ¥ . 2 ' « U LU F- ¥ 0 2 y O U / \ ƒC� \ . . . . _ . . . 2 . j aS Q z G U ugea i Z (n Z CnU) Z 11 7 OY , D LU W W CD m •W i >y U o N T Ir 1 G Q co Co :Y7 117 O CDO O N c`) v LO o t` II Z� d � i O o LL Z I O o r U LL- x CD w z Q r h E Z 0 t!7— , X C n o 0 0 w i6 LLI -6 n Z o cc m m a C) II c� z 0 z Q U o Lo o F- IY 0 O U I o i 0 0 to m CD 0 o o mcv co m m (4) uonen9l3 I � z z z ` l i ! lcz CO ami y� co C/) !-ji W W W ca m W 3 U o r� I� C) r!�! co M CO LO0 M - C) ti O IF O M C, —� o a) c L j ep I r I r O 11 I t ZO_C I O 3 r r _O _ LL z z o o W _z a)a F- o z v , N J X C7 i i u� C o WcO s o m Q o m U) W'a n- I Z m J Uo j o C cav I (� m Ca QCD y i O a) Z� o Q � a U F- O r O U 0 N LO O m 0 i .. �o 0 LO O O [V O O ro O O 6) O) O O> (4) uOiaenaj:� HEC -FAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX IN= X X X X X X X X X X100= XXXX X X X X X X X X X X X X yXXXXX XXXX XXXX XX XXXX X X X X X X X X X x XXX XXXX J=XXXX XXXX X X X X X X X X X X X X X X XXXXX PROJECT DATA Project Title: COYOTE CANYON Project File : LINE A PROPOSED FLOODPLAIN.prj Run Date and Time: 5/3/2007 9:35:36 AM Project in English units Project Description: LINE A PROPOSED CONDITION PLAN DATA Plan Title: LINE A EXISTING CONDITION Plan File : q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Proposed\LINE A PROPOSED FLOODPLAIN.P01 Geometry Title: Base Conditions Geometry Geometry File q:\526181\Master—Drainage\LOYiR\Line A\Calcs\HEC-RAS Export \Proposed\LINE A PROPOSED FLOODPLAIN.G01 Flow Title 1 Flow Profiles Flow File q:\526181\Master_Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Proposed\LINE A PROPOSED FLOODPLAIN.F01 Plan Summary Information: Number of: Cross Sections = 7 Multiple Openings = 0 Culverts > 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: 1 Flow Profiles 11 Flow File : q:\526181\Master Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Proposed\LINE A PROPOSED FLOODPL.hIN.FO1 Flow Data (cfs) +++*******+x*********************+#*****x++*+++++++**++****** * River Reach RS * EXISTING * * Reach #1 LINE A EXISTING 2085 * 310 * ***+**+****x**************+*****xx***x***************#***x*#+ Boundary Conditions +*++*+****++****W*x****W**xx****x*WxW+**+***+***********x*+**x*x**x**+***W*x++**+*x*++*****xx+*x**** Wx*+ * River Reach Profile * Upstream Downstream + **** * Reach #1 LINE A EXISTING EXISTING * Critical * #*********+***+**x********+*W+***+++++*+***x*xx****+*x**xxxxx+*x*+*****#+xx+***+*xxx**+*****x+xx*+** x+*+ GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master-Drainage\LOMR\Line A\Calcs\HEC-RAS Export\Proposed\LINE A PROPOSED FLOODPLAIN.GO1 CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 2085 INPUT Description: Station Elevation Data num= 50 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1845 1037.43 1844 1064.53 1843 1075.16 1842 1077.9 1841 1080.66 1840 1083.35 1839 1086.12 1838 1088.65 1837 1091.32 1836 1094.7 1835 1098.76 1834 1102.4 1833 1105.97 1832 1110.24 1831 1118.21 1830 1121.39 1829 1123.28 1828 1125.09 1827 1127.91 1826 1132.62 1825 1134.47 1824 1135.78 1823 1141.22 1823 1144.76 1824 1145.96 1825 1147.17 1826 1148.5 1827 1149.74 1828 1150.96 1829 1152.27 1830 1153.5 1831 1154.78 1832 1156.17 1833 1157.8 1834 1159.74 1635 1161.76 1836 1163.83 1837 1165.68 1838 1167.54 1839 1169.41 1840 1171.32 1841 1174.93 1842 1178.6 1843 1182.51 1844 1200.19 1845 1215.52 1846 1231.83 1847 1245.63 1848 1255.67 1849 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1075.16 .035 1182.51 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1075.16 1182.51 70.85 72.83 64.55 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING * E.G. Elev (ft) * 1827.14 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.98 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1826.16 * Reach Len. (ft) * 70.85 * 72.83 * 64.55 * Crit W.S. (ft) * 1826.16 * Flow Area (sq ft) * * 39.01 * * E.G. Slope (ft/ft) *0.015867 * Area (sq ft) * * 39.01 * * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * * Top Width (ft) * 19.90 * Top Width (ft) * * 19.90 * * Vel Total (ft/6) * 7.95 * Avg. Vel. (ft/s) * * 7.95 * * Max Ch1 Dpth (ft) * 3.15 * Hydr. Depth (ft) * * 1.96 * * Conv. Total (cfs) * 2461.0 * Conv. (cfs) * * 2461.0 * 7 * Length Wtd. (ft) * 72.83 * Wetted Per. (ft) * * 21.54 * * Min Ch E1 (ft) * 1823.00 * Shear (lb/sq ft) * * 1.79 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 14.26 * * Frctn Loss (ft) * 1.23 * Cum volume (acre -ft) * * 0.40 * * C & E Loss (ft) * 0.11 * Cum SA (acres) * * 0.26 * #xx***#xxx####x####xx#x######x#xx#xx#x#**x#xx#xx######**###****xxxxxx#xx###**#x*#x###*######### Elevation Data num= Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical death for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 2025 INPUT * 1823.15 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.61 * Wt. n -Val. Description: * 0.035 * * W.S. Elev (ft) * 1822.54 * Reach Len. (ft) * 29.75 * Station Elevation Data num= 48 * 1822.54 * Flow Area (sq ft) * * 49.59 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *#x#*�#*#####x#x#x###xx#x#x##xxx###xxxxx***x###xx#######•#*#x***xxxx####*##:#x*x#x * 310.00 * Flow (cfs) * * 310.00 1000 1840 1012.62 1839 1022.48 1838 1031.09 1837 1038.4 1836 1057.9 1835 1066.84 1834 1069.69 1833 1072.29 1632 1074.92 1831 1077.51 1830 1080 1829 1082.56 1828 1085.14 1827 1089.05 1826 1093.78 1825 1101.61 1824 1108.79 1823 1152.34 1822 1154.54 1821 1156.28 1820 1162.06 1818.9 1164.51 1819 1166.29 1820 1167.99 1821 1169.62 1822 1171.05 1823 1172.39 1824 1173.91 1825 1175.39 1826 1176.77 1827 1178.01 1828 1179.58 1829 1181.16 1830 1182.71 1831 1184.31 1832 1185.9 1833 1187.45 1834 1189.02 1835 1190.59 1836 1192.26 1837 1196.11 1838 1205.43 1839 1214.52 1840 1223.54 1841 1232.78 1842 1246.84 1843 1260.05 1844 Manning T s n Values num= 3 Sta n Val Sta n Val Sta n Val 3-000 .035 1066.84 .035 1187.45 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1066.84 1187.45 29.75 58.2 66.33 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING * E.G. Elev (ft) * 1823.15 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.61 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1822.54 * Reach Len. (ft) * 29.75 * 58.20 * 66.33 * Crit W.S. (ft) * 1822.54 * Flow Area (sq ft) * * 49.59 * * E.G. Slope (ft/ft) *0.017989 * Area (sq ft) * * 49.59 * * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * * Top Width (ft) * 41.53 * Top Width (ft) * * 41.53 * * Vel Total (ft/s) * 6.25 * Avg. Vel. (ft/s) * * 6.25 * * Max Chl Dpth (ft) * 3.64 * Hydr. Depth (ft) * * 1.19 * * ConV. Total (cfs) * 2311.3 * Conv. (cfs) * * 2311.3 * * Length Wtd. (ft) * 58.20 * Wetted Per. (£t) * * 43.11 * * Min Ch E1 (ft) * 1818.90 * Shear (lb/sq €t) * * 1.29 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 8.07 * * Frctn Loss (ft) * 1.00 * Cum Volume (acre -ft) * * 0.33 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * * 0.21 * x Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. J Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1955 INPUT Descriution: Station Elevation Data num= 32 Left OB * Channel * Right OB * Vel Head (ft) * 0.79 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev xxxx*,rx**xxxxx,rx,t****,r,r**,rxxxx,rx**x**x*xx**x*xxxx*x*xxxxx**xxxxxxxxxxxxxxxxx*x** 106.17 * 60.63 * Crit W. S. (ft) * 1818.40 1000 1834 1009.87 1833 1034.92 1832 1038.18 1831 1040.8 1830 1048.17 1827 1055.53 1824 1059.06 1823 1062.77 1822 1066.22 1821 1117.8 1818 1119.89 1817 1122.04 1816 1128.6.2 1815.4 1132.14 1816 1135.58 1817 1138.19 1818 1139.94 1819 1141.57 1820 1143.64 1821 1146.05 1822 1149.19 1823 1153.22 1824 1157.4 1825 1161.12 1826 1164.83 1827 1168.46 1828 1171.96 1829 1175.18 1830 1178.63 1831 1181.89 1832 1184.95 1833 * Shear (lb/sq ft) * * 1.53 * Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val xxxxxx**,rxxxxxxxarxxx***x**x*x*xxxxxxxxxx*xxxxxxx 1000 .035 1040.8 .035 1175.18 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1040.8 1175.18 139.59 106.17 60.63 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING xx*xx*xye*xxxxxxxxxxxxxxxxxxxx**xxxxxxxxxx*xxxxxxxxxxxxxxtrxxxxxxxx***xxxxxxxx***xxx*xxx***x**xx* * E.G. Elev (ft) * 1819.18 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.79 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1818.40 * Reach Len. (ft) * 139.59 * 106.17 * 60.63 * Crit W. S. (ft) * 1818.40 * Flow Area (sq ft) * * 43.51 * * E.G. Slope (ft/ft) *0.016285 * Area (sq ft) * * 43.51 * * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * * Top Width (ft) * 27.88 * Top Width (ft) * * 27.88 * * Vel Total (ft/s) * 7.12 * Avg. Vel. (ft/s) * * 7.12 * * Max Chl Dpth (ft) * 3.00 * Hydr. Depth (ft) * 1.56 * * Conv. Total (cfs) * 2429.2 * Conv. (cfs) * * 2429.2 * * Length Wtd. (ft) * 106.17 * Wetted Per. (ft) * * 28.85 * * Min Ch E1 (ft) * 1815.40 * Shear (lb/sq ft) * * 1.53 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 10.92 * * Frctn Loss (ft) * 1.70 * Cum Volume (acre -ft) * * 0.26 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * 0.16 * xxxxxxxxxxxxxxx*xiexxxat atxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+rxx*xxx*x*xxx*x*xx*x*x*x*xxx**x Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1855 INPUT Description: Station Elevation Data num= 47 The program defaulted to critical depth. E, Sta Elev Sta Elev Sta Elev Ste, Elev Sta Elev +xx+xx+x*xxxx+xxx*x+x+*x++xx+xxx+xx+xx*xxxxxxxxxx+++x++x++++++++++xx+x*+xdrx++*++ 0.035 * * W. S. Elev (ft) * 1807.05 1000 1820 1003.63 1819 1007.36 1818 1011.45 1817 1015.76 1816 1019.81 1815 1024.02 1814 1028.28 1813 1032.02 1812 1035.25 1811 1038.49 1810 1042.56 1809 1047.81 1808 1058.49 1807 1061.67 1806 1064.76 1805 1073 1804.7 1079 1805 1081.02 1806 1083.04 1807 1085.02 1808 1087 1809 1088.96 1810 1090.94 1811 1092.85 1812 1094.09 1813 1095.06 1814 -1096.08 1815 1097.08 1816 1098.1 1817 1099.08 1818 1100.19 1819 1101.43 1820 1102.66 1821 1103.89 1822 1105.09 1823 1106.32 1824 1107.58 1825 1108.81 1826 1110.49 1827 1112.3 1828 1114.3 1829 1116.13 1830 1118.07 1831 1121.04 1832 1128.02 1833 1136.98 1834 Manning s n Values num= 3 Sta n Val Sta n Val Sta n Val xxxxxx+x*+xx+++xx*x+xxxxxx+*xxxxx+x+*xxxxx+xxxxx 1000 .035 1000 .035 1101.43 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1000 1101.43 31.41 66.39 90.11 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING xxxxxxx,rxxxxxxxx+*xxxx+x++xxxxxxxx+xxxxxxx*xxxxxxx+xxxxx+x++*+xxxxxxx*xxxxxxxxxxx++++xx++x+xxdrx * E.G. Elev (ft) * 1807.89 * Element * Left OB * Channel * Right OB * vel Head (ft) * 0.84 * Wt. n -Val. * * 0.035 * * W. S. Elev (ft) * 1807.05 * Reach Len. (ft) * 31.41 * 66.39 * 90.11 * Crit W. S. (ft) * 1807.05 * Flow Area (sq ft) * * 42.15 * * E.G. Slope (ft/€t) *0.015757 * Area (sq ft) * * 42.15 * * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * * Top Width (ft) * 25.20 * Top Width (ft) * * 25.20 * * Vel Total (ft/s) * 7.35 * Avg. Vel. (ft/s) * * 7.35 * * Max Ch1 Dpth (ft) * 2.35 * Hydr. Depth (ft) * * 1.67 * * Conv. Total (cfs) * 2469.6 * Conv. (cfs) * * 2469.6 * * Length Wtd. (ft) * 66.39 * Wetted Per. (ft) * * 26.00 * * Min Ch E1 (ft) * 1804.70 * Shear (lb/sq ft) * * 1.59 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 11.73 * * Frctn Loss (ft) * 1.05 * Cum Volume (acre -ft) * * 0.16 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * 0.10 * xxxxxxxxxxxx+xxxxx+++x++xxxxxxxxxxxx,t*xxxx++++xxxxxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxx++xxxxx+xxxx 1810 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1780 INPUT Description: Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev xxxxxxxx+xx+xxxxxx*,rxxxxx+x++*xxxxxxxxxxxxx*+xx++xxx*x+xxx+*xx++xxx*xxx+++xxxx++ 1000 1820 1003.08 1819 1006.02 1818 1008.69 1817 1011.35 1816 1013.87 1815 1016.48 1814 1019.06 1813 1021.66 1812 1024.17 1811 1026.9 1810 1029.51 1809 1032.3 1808 1035.77 1807 1040.9 1806 1046.22 1805 1051.16 1804 1055.97 1803 1061.23 1802 1065.94 1801 1070.36 1800 1074.73 1799 1077.97 1798 1079.59 1797 1083.56 1796.7 1086.54 1797 1088.78 1798 1090.09 1799 1091.34 1800 1092.63 1801 1093.93 1802 1095.17 1803 1096.45 1804 1097.81 1805 1098.99 1806 1100.3 1807 1101.74 1808 1104.03 1809 1106.48 1810 1139.13 1811 1164.52 1810 5 ManninggIs n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1026.9 .035 1106.48 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1026.9 1106.48 25.11 33.66 49.72 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING * E.G. Elev (ft) * 1800.88 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.97 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1799.90 * Reach Len. (ft) * 25.11 * 33.66 * 49.72 * Crit W.S. (ft) * 1799.90 * Flow Area (sq ft) * * 39.14 * * E.G. Slope (ft/ft) *0.015987 * Area (sq ft) * * 39.14 * * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * * Top Width (ft) * 20.41 * Top Width (ft) * * 20.41 * * vel Total (ft/s) * 7.92 * Avg. Vel. (ft/s) * * 7.92 * * Max Ch1 Dpth (ft) * 3.20 * Hydr. Depth (ft) * * 1.92 * * Conv. Total (cfs) * 2451.7 * Conv. (cfs) * * 2451.7 * * Length Wtd. (ft) * 33.66 * Wetted Per. (ft) * * 21.84 * * Min Ch E1 (ft) * 1796.70 * Shear (lb/sq ft) * * 1.79 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 14.17 * * Frctn Loss (ft) * 0.54 * Cum Volume (acre -ft) * * 0.10 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * * 0.07 * wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww,twwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwww 1803 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1740 INPUT Description: Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww,tw*wwwwwwwwwwwwwwwwwwwwwwwwwwwww 1000 1820 1006.78 1819 1010.58 1818 1013.14 1817 1015.74 1816 1018.37 1815 1021 1814 1023.54 1813 1026.18 1812 1028.72 1811 1031.26 1810 1033.77 1809 1036.74 1808 1039.8 1807 1043.12 1806 1046.33 1805 1049.72 1804 1053.36 1803 1057.34 1802 1061.4 1801 1065.92 1800 1070.51 1799 1074.9 1798 1080.72 1797 1083.9 1796 1085.5 1795 1088.94 1794.8 1092.43 1795 1094.52 1796 1095.95 1797 1097.19 1798 1098.43 1799 1100.27 1800 1103.47 1801 1108.31 1802 1113.98 1803 1120.4 1804 1127.68 1805 1140.13 1805 1170.83 1804 1187.76 1803 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val twwwwwwwwwwwwwwww+rwwwwwwwwwwwwwwwwwwwwwwww*wwwww 1000 .035 1046.33 .035 1127.68 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1046.33 1127.68 71.29 63.13 54.64 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING wwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww,o-wwwwwwwwwwwwwwwwwwwwwwwwwwww-r.wwwwwwwwweww * E.G. Elev (ft) * 1798.88 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.93 * Wt. n -Val. * * 0.035 * It W.S. Elev (ft) * 1797.95 * Reach Len. (ft) * 71.29 * 63.13 * 54.64 2 * Crit W.S. (ft) * 1797.95 * Flow Area (sq ft) * * 40.11 * * E.G. Slope (ft/ft) *0.016126 Elev * Area (sq ft) * * 40.11 * * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * Top Width (ft) * 21.96 * Top Width (ft) * * 21.96 1804 * Vel Total (ft/s) * 7.73 * Avg. Vel. (ft/s) * * 7.73 1030.88 * Max Ch1 Dpth (ft) * 3.15 * Hydr. Depth (ft) * * 1.83 1794 * Conv. Total (cfs) * 2441.2 * Conv. (cfs) * * 2441.2 1051.54 * Length Wtd. (ft) * 63.13 * Wetted Per. (ft) * * 23.37 1794 * Min Ch El (ft) * 1794.80 * Shear (lb/sq ft) * * 1.73 1110.79 * Alpha * 1.00 * Stream Power (lb/ft s) * * 13.36 1800 * Frctn Loss (ft) * 1.07 * Cum Volume (acre -ft) * * 0.07 * Min Ch El (ft) * C & E Loss (ft) * 0.11 * Cum SA (acres) * * 0.05 * Alpha * 1.00 * Stream Power (lb/ft s) Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there 4 is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE A EXISTING RS: 1680 INPUT Description: Station Elevation Data num-- 24 * Element * Left OB * Channel * Right OB * Vel Head (ft) Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * Crit W.S. (ft) * 1794.79 3.000 1806 1008.99 1804 1017.82 1802 1021.98 1801 1028.59 1799 1030.88 1798 1035.43 1796 1037.75 1795 1039.73 1794 1041.33 1793 1044.27 1792 1049.4 1792 1051.54 1793 1054.04 3.794 1061.1 1794 - 1073.97 1794 1086.52 1795 1093.35 1796 1101.38 1797 1110.79 1798 1116.69 1799 1120.5 1800 1123.81 1800 1130.69 1799 * Wetted Per. (ft) * * Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1035.43 .035 1101.38 .035 Bank Sta: Left Right Coeff Contr. Expan. 1035.43 1101.38 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING * E.G. Elev (ft) * 1795.35 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.57 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1794.79 * Reach Len. (ft) * Crit W.S. (ft) * 1794.79 * Flow Area (sq ft) * * 51.26 * E.G. Slope (ft/ft) *0.017928 * Area (sq ft) * * 51.26 * Q Total (cfs) * 310.00 * Flow (cfs) * * 310.00 * Top Width (ft) * 45.64 * Top Width (ft) * 45.64 * Vel Total (ft/s) * 6.05 * Avg. Vel. (ft/s) * * 6.05 * Max Chl Dpth (ft) * 2.78 * Hydr. Depth (ft) * * 1.12 * Conv. Total (cfs) * 2315.2 * Conv. (cfs) * * 2315.2 * Length Wtd. (ft) * * Wetted Per. (ft) * * 46.72 * Min Ch El (ft) * 1792.00 * Shear (lb/sq ft) * * 1.23 * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.43 * Frctn Loss (ft) * * Cum Volume (acre -ft) * C & E Loss (ft) * * Cum SA (acres) SUMMARY OF MANNING'S N VALUES 7 River.Reach #1 * Reach * River Sta. * Contr. * Expan. * Reach * River Sta. * nl * n2 * n3 *LINE A EXISTING * 2085 * .035* .035* .035* *LINE A EXISTING * 2025 * .035* .035* .035* *LINE A EXISTING * 1955 * .035* .035* .035* *LINE A EXISTING * 1855 * .035* .035* .035* *LINE A EXISTING * 1780 * .035* .035* .035* *LINE A EXISTING * 1740 * .035* .035* .035* *LINE A EXISTING * 1680 * .035* .035* .035* ***************************************************WW******WWW#***************** SUMMARY OF REACH LENGTHS River: Reach #1 * Reach * River Sta. * Contr. * Expan. *LINE A EXISTING * 2085 * .l* .3* * Reach * River Sta. * Left * Channel * Right * 1955 * 1* .3* *LINE A EXISTING *LINE A EXISTING * 2085 * 70.85* * 1780 * .1* .3* 72.83* 64.55* *LINE A EXISTING * 2025 * 29.75* *LINE A EXISTING 58.2* 66.33* *LINE A EXISTING * 1955 * 139.59* Profile Output Table - Standard Table 1 106.17* 60.63* *LINE A EXISTING * 1855 * 31.41* 66.39* 90.11* *LINE A EXISTING * 1780 * 25.11* Chnl * Flow Area * Top Width * Froude 33.66* 49.72* *LINE A EXISTING * 1740 * 71.29* * (ft/ft) * 63.13* 54.64* *LINE A EXISTING * 1680 * LINE A EXISTING * 2085 * EXISTING * 310.00 * 1823.00 * 1826.16 * 1826.16 * 1827.14 * 0.015867 * SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 i * Reach * River Sta. * Contr. * Expan. *LINE A EXISTING * 2085 * .l* .3* *LINE A EXISTING * 2025 * 1* .3* *LINE A EXISTING * 1955 * 1* .3* *LINE A EXISTING * 1855 * 1* .3* *LINE A EXISTING * 1780 * .1* .3* *LINE A EXISTING * 1740 * .1* .3* *LINE A EXISTING * 1680 * .1* .3* *###kkk###*##***###**********#*###**#**kkk#****#******* Profile Output Table - Standard Table 1 k*W***#*k*******k********k*W*W**kk*#****##*#********#*#*k*kkk#*#*#**************#**##**#**#k###*#*** #k***********#**#****##*******************+k**kkk#*W#*##******k** * Reach * River Sta * Profile * Q Total * Min Ch E1 * W.S. Elev * Crit W.S. * E.G. Elev * E.G. Slope * Vel Chnl * Flow Area * Top Width * Froude # Ch1 * * * * * (cfs) * (ft) * (ft) * (ft) * (ft) * (ft/ft) * (ft/s) * (sq ft) * (ft) kkk#kkk*#+*#*********kk**+****WW***+kkk+*#*#***x****kk********+***W***kx***+*W***##***#**k***##**#** * LINE A EXISTING * 2085 * EXISTING * 310.00 * 1823.00 * 1826.16 * 1826.16 * 1827.14 * 0.015867 * 7.95 * 39.01 * 19.90 * 1.00 * * LINE A EXISTING * 2025 * EXISTING * 310.00 * 1818.90 * 1822.54 * 1822.54 * 1823.15 * 0.017989 * 6.25 * 49.59 * 41.53 * 1.01 * * LINE A EXISTING * 1955 * EXISTING * 310.00 * 1815.40 * 1818.40 * 1818.40 * 1819.18 * 0.016285 * 7.12 * 43.51 * 27.88 * 1.01 * * LINE A EXISTING * 1855 * EXISTING * 310.00 * 1804.70 * 1807.05 * 2807.05 * 1807.89 * 0.015757 * 7.35 * 42.15 * 25.20 * 1.00 * * LINE A EXISTING * 1780 * EXISTING * 310.00 * 1796.70 * 1799.90 * 1799.90 * 1800.88 * 0.015987 * 7.92 * 39.14 * 20.41 * 1.01 * * LINE A EXISTING * 1740 * EXISTING * 310.00 * 1794.80 * 1797.95 * 1797.95 * 1798.88 * 0.016126 * 7.73 * 40.11 * 21.96 * 1.01 * * LINE A EXISTING * 1680 * EXISTING * 310.00 * 1792.00 * 1794.79 * 1794.79 * 1795.35 * 0.017928 * 6.05 * 51.26 * 45.64 * 1.01 * i *xxx*�x****+tet**�*******�****�*�*tt+x**�**tax****��*��*x*+��*x*��+x*****+W**��x:��+*******tx***:x: *********#*k##�X&*�**#*#*+*#************�*ki***k#�*�*!****f*****t APPENDIX "A.3": POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "A" T1 52637 COYOTE CANYON 0 T2 WSPG RUN FOR LINE A T3 FN:LINEA.WSW SO 1002.5101766.410 15 1773.400 R 1112.6501771.490 15 .014 -78.884 R 1134.2601772.490 15 .014 .000 WE 1134.2601772.490 1 .250 TS 1149.4901772.940 2 .014 .000 .000 0 R 1557.7501785.320 2 .014 .000 R 1619.3601788.290 2 .014 .000 R 1688.0601791.602 2 .014 39.362 R 1696.2501792.000 2 .014 .000 TS 1726.2501795.000 9 .015 .000 .000 0 TS 1752.2601796.000 96 .035 .000 .000 0 TS 1785.6001797.000 97 .035 .000 .000 0 SH 1785.6001797.000 97 1797.000 CD 1 2 0 .000 8.000 10.000 .000 .000 .00 CD 2 2 0 .000 6.000 10.000 .000 .000 .00 CD 9 1 0 .000 8.000 10.000 1.500 1.500 .00 CD 15 3 0 0.000 7.000 10.000 .000 .000 .00 CD 96 5 0 .000 .000 .000 .000 .000 .00 CD 97 5 0 .000 .000 .000 .000 .000 .00 PTS 9610 7.850806.000 19.940803.000 26.700800.000 33.460796.000 35.070796.000 PTS 37.310797.000 39.660798.000 44.930799.000 53.130800.000 74.860805.000 PTS 9710 2.790810.000 11.360805.000 21.820800.000 23.300799.000 24.460797.000 PTS 27.010796.000 29.560798.000 32.890799.000 34.930800.000 62.380805.000 Q 614.000 .0 Q, U* 0 0 0 CD Cz7 o Uz o Cz7 o iz7 o U o L M * 3 w N+ E F F E rn « ul (y : x x x U U U U U U w # o sA ? o o O o O o O W O w O w O a O C) I I �W a * 1 + 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O « N N« •r1 « « 0 1 O O 1 0 O 1 0 O 1 0 O I co O I O O I O O I O CD 1 0 Ln « p -« o 0 o O o 0 0 0 0 0 0 o O o 0 0 0 0 p « rtl « 0 o O 0 o o O o O N « N I* O O O O O O O O O I « b k p1 « m O 1 * 1 I I I I I I I I N* ------ .—. — — — — — — — I t I t I a « p « 1J (x, I« « O I O l O 7 O I O l O O O O « 1 * O v1 O If O v' CD dl O v� O yr CD � O dl O � ,0 « (71 O 11 O .--1 O f -I O H O 'A O .--I O H O ri O ri N * •ri 16 =« O O O O O O O O O 1] * lU -r 4 « r r r m LD ' s F Q 0 m o ro o m o 0 0 o in o In 0 In o Ln « aJ 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 CC« « 0-1 N* O N O N O N O O N O N O N O N Cl N O I W I O 1 CD I M 1 I M (1)* Ol N Cil N (3) 0) C11 O 01 m(3) m M r mtIl Ln Ot v� CDC� co M N N N N N N « •r1 N O* a a a a N a -Im c v' U Q # I �* I 1 I l I I 1 I I « '. 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W # 1 N* Lf) 1 w m I m m Ir- m .I r4 m I m r I m O I .-i Ua # b ',� # N r Ln in m m U) N Ln m a) Ln N QW t r-1 ro * -4.--i L -I .-I Ln m a •• w * N N * r O LO O I[1 O Lo o t o N O .-i H 71 * '� .T. w # Ill J # W t H [q * 1 # 1 1 1 1 U* — — — — -- — — — — I * 1 * O I O I V 1 m I m I I fi I LD LD Lo o) ,--1 m m t v a m in rn m co CD * # —o —0 —o — —0 u2 * 1— i 1 i o 1 0 1 O I 1 u) # * o 0 0 o o O o N a # 3 * W t al a1 c VL <T H b z a w * ,-i ,-, a f-1 c-1 ,� r1 X O � * U # 1D 10 lD 1D 1D LD Lo U H t ro ate* 1 I I I — O * 1 # N I m 1 O) I Ln I Ln I O 1 U) 1 W w aa7 * t LD .-i N m v1 Ln m bl O G* N' # O) Ot r N m O) O O H# .0 N * N m C' Ln r c l m N O R; a* ro r+ * ON (n o) rn rn Ol o a U * 3 W * r r r r r r m r w w t I # I I I I I I I — — LD N t •--( 1 r I to I In I O I U) I m N m dl Lo m Ln * 11* m O) ci N m o) O t Q, E * N w t N N m m N m 1D # # * I # I I I I I I I t I * o I r I N 1 O I O I o O 1 # N* N N m N O Loo O (D O # U a* .-1 m O) m LD m o O O dl O O O t si o* 'o v c o m o * 01 N I-1 * O O O O H o N O Ln m lD m r USS # r -I cn # m mOl m L-1 O) O m o o) r r r r r # H Ste• # .-1 .--I H .--I .--1 .--I .--I ro * U * t f v -- •*k # O) I N .--t 1 ON O I o O 1 a o 1 W O 1 od O I o LD r m to m Ln E Ln E lD E o rl * O * m m N r O c-( N US N W N US )o * • i N # W * 1J * LIS .-f * W * r U) to .-1 r .-i m m m LD O) u) tD co N u) m * 1J t )D lD 1D LD r r * cn a* + 1i a .-1 x .-i r 1 w * * E E E APPENDIX "B": UNNAMED STREAM `B"/LINE `B" APPENDIX "B.1": FEMA FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM PAPERWORK BURDEN DISCLOSURE NOTICE O.M.B No. 3067-0148 Expires September 30, 2005 Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Harris County TX 48201C 0220G 09/28/90 60274 FONTANA, CITY OF CA 06071 C 7911 G 01/17/97 060270 SAN BERNARDINO COUNTY, UNICORPERATED AREAS CA 06071C 7911G 01/17/97 2. Flooding Source: UNNAMED STREAM "B" 3. Project Name/Identifier: COYOTE CANYON SPECFIC PLAN 4. FEMA zone designations affected: A,X (choices: A, AH, A0, Al -A30, A99, AE, AR, V, V1 -V30, VE, B, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) ® Physical Change ❑ Improved Methodology/Data ❑ Regulatory Floodway Revision ❑ Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: ® Rivedne ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ® Channelization ® Levee/Floodwall ® Bridge/Culvert ❑ Dam ❑ Fill ❑ Other, Attach Description FEMA Form 81-89. SEP 02 rlvprviaw 9 (nnrurranra rnrm r,e-.') e— a D— -: ,.a o C. REVIEW FEE Has the review fee for the appropriate request category been included? Please see the FEMA Web site at http://www.fema. ® Yes Fee amount: $4000 ❑ M. A++Mrh Cv I�n�+inn m/frm_fees.shtm for Fee Amounts and Exemptions. D. SIGNATURE FFkA,a Fnr Ri-Rq qPP m ( "."io.., P r .onno E:-- — n r..__.-.. 4 I_ n ..r n All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: ARIC TORREYSON Company: AEI-CASC CONSULTING Mailing Address: Daytime Telephone No.: Fax No.: 5053 LAMART DRVIE, SUITE 205 (951) 342-7990 x 105 (951) 275-0159 RIVERSIDE, CA. 92507 E -Mail Address: atorreyson@aei-casc.com Signature of Requ (require ): Datte- 0 0 As the community official responsible for flo plain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMB) or conditional LOMR/re st. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplai�l nage requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and to permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are orwill be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. r:ommunity Official's Name and Title: I Telephone No.: Community Name: Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifiers Name: ARIC TORREYSON License No.: 66068 Expiration Date: 06/30/08 Company Name: AEI-CASC CONSULTING Telephone No.: (951) 342-7990 x 105 Fax No.: (951) 275-0159 Signature: n Date: Ensure the forms that are appropriate to "rrevision request are included in your submittal. Form Name and (Number) Required if... ® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans FFkA,a Fnr Ri-Rq qPP m ( "."io.., P r .onno E:-- — n r..__.-.. 4 I_ n ..r n FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.BNo. 3067-0148 RIVERINE HYDROLOGY & HYDRAULICS FORM Expires Septem her 30, 200S PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM 'B" Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) i �e i revised ski to section 2�� ®No existing analysis ❑ Aterna ive odology1 ❑ Proposed Conditions (CLOMR) f I P V F_ WW P-0.4-95 2. Comparison of Representative 1% -Annual -Chance Discharges Location SEE NOTE 3 Drainage Area (Sq. Mi.) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Improved data ® Changed physical condition of watershed FIS (cfs) Revised (cfs) ❑ Statistical Analysis of Gage Records ® Precipitation/Runoff Model [TR -20, HEC -1, HEC -HMS etc.] ❑ Regional Regression Equations ❑ Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" fists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en_mod[.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. SEE NOTE 2 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water -Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit Upstream Limit 2. Hydraulic Method Used Hydraulic Analysis HEC -RAS [HEC -2, HEC -RAS, Other (Attach description)] FEMA Form 81-89A. SEP 02 Riverine Hvdroioav & Hvdraufics Form ivii 2 Form 2 P a a e i of 2 n, r1Y1JKAUL1Lb (LUN1INUtU 3. Pre -Submittal Review of Hydraulic Models FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP renuirementc nnri that tho riata are=nmparahle with the assumptions and limitations of HEC-2/HEC-RAS. CHECK -2 and CHECK -RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded firom- hftp://www.fema.gov/plan/prevent/fhm/frm soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? ❑ Yes ® No 4_ Models Submitted Duplicate Effective Model' Natural File Name: Floodway File Name: Corrected Effective Model* Natural File Name: Floodway File Name: Existing or Pre -Project Conditions Model Natural File Name: Line B Existing_PRJ Floodway File Name: Revised or Post -Project Conditions Model Natural File Name: SEE NOTE 17 Floodway File Name: LINE "B".WSW Other - (attach description) Natural File Name: Floodway File Name: *Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) — for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http:/iwww.fema.gov/plan/preventlfhm/en—modl.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2% -annual -chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2% -annual -chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? N/A ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? N/A ❑ Yes ❑ No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information. 3. For LOMR requests, is the regulatory floodw2y being revised? ❑ Yes JWNo If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1% -annual -chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT -2 Form 2 Instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes WNo If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT -2 Form 2 Instructions. 5ie Pgevlou , r-oi,n r--c-R_ FxP141J "�a✓1, PFNAA :-nrm R1-ACIA SFP n? Rivarina Hvrirninnv A Hvrimrrlir Fnrm AAT_7 :nrm 7 D.— 9 of 7 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0148 RIVERINE STRUCTURES FORM Expires September 30, 2005 PAPERWORK REDUC T iON ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM "B" Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channefization ................complete Section B Bridge/Culvert .................complete Section C Dam ............................... complete Section D Levee/Floodwall .............complete Section E Sediment Transport ........ complete Section F (if required) Description Of Structure 1. Name of Structure: LINE B Type (check one): ® Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 2. Name of Structure: LEVEE B1 Type (check one): ❑ Charnelization ❑ Bridge/Culvert ®LeveeiFloodwal! E3 Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channefization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: TOTE: For more structures, attach additional pages as needed. _`IMA F --,m 81_uoa cEo 02 Riverine Structures Form MIT -2 Form 3 Paoe 1 of 10 B. CHANNELIZATION Flooding Source: UNNAMED STREAM "B" Name of Structure: LINE B 1. Accessory Structures The channelization includes (check one): ❑ Levees [Attach Section E (Levee/Floodwall)) ❑ Superelevated sections ® Debris basin/detention basin ❑ Other (Describe): 2. Drawing Checklist ❑ Drop structures ® Transitions in cross sectional geometry ❑ Energy dissipator Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hvdraulic Considerations The c l nneA was designed to carry 857 (cfs) and/or the 100 -year flood. Ic The design elevation in the channel is based on (check one): ® Subcritical flow ❑ Critical flow ❑ Supercrifical flow ❑ Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulicjump is controlled without affecting the stability of the channel. ❑ Inlet to channel X Outlet of channel ❑ At Drop alructures ❑ At Transition ❑ Otherlocations (specify): �pnU,LT2 LA -►aD AAs t.N 4. Sedim ransoort Considerations Was sediment transport considered? ❑ Yes ® No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. 12T_Q(, C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): ❑ New bridge/culvert not modeled in the FIS ❑ Modified bridge/culvert previously modeled in the FIS ❑ New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): ❑ Dimensions (height, width, span, radius, length) ❑ Shape (culverts only) ❑ Material ❑ Beveling or Rounding ❑ Wing Wall Angle ❑ Skew Angle ❑ Distances Between Cross Sections 4. Sediment Transport Considerations ❑ Erosion Protection ❑ Low Chord Elevations — Upstream and Downstream ❑ Top of Road Elevations — Upstream and Downstream ❑ Structure Invert Elevations — Upstream and Downstream ❑ Stream Invert Elevations — Upstream and Downstream ❑ Cross -Section Locations Was sediment transport considered? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FuviA Fviin vi- -, SEP v2 Riverine Structures Foml> ` MT= Form 3 Page .. 2 of 10 D. DAM Flooding Source: Name of Structure: 1. This request is for (check one): ❑ Existing dam ❑ New dam ❑ Modification of existing dam 2. The dam was designed by (check one): ❑ Federal agency ❑ State agency ❑ Local government agency ❑ Private organization Name of the agency or organization: 3. Does the project involve revised hydrology? ❑ Yes ❑ No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2). 4. Does the submittal include debris/sediment yield analysis? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation forwhy debris/sediment analysis was not considered. 5. Does the Base Flood Elevation behind the dam or downstream of the dam change? ❑ Yes ❑ No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below. Stillwater Elevation Behind the Dam FREQUENCY (% annual chance) FIS REVISED 10 -year (10%) 50 -year (2%) 100 -year (1%) 500 -year (0.2%) Normal Pool Elevation 6. Please attach a copy of the Formal Operation and Maintenance Plan FEMA Form 81-89B; SEP 02 Riverine Structures Form MT -2 =orm 3 Page 3 of 10 E. LEVEE/FLOODWALL 1. Svstem Elements a. This Levee/Floodwall analysis is based on (check one): ❑ upgrading of an existing levee/floodwall system ® a newly constructed levee/floodwall system ❑ reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): _ ® earthen embankment, dike, berm, etc.C —� Station 10+00 to 13+DO L OJt G� ❑ structural floodwall Station to ❑ Other (describe): Station to c. Structural Type (check one): ❑ monolithic cast -in place reinforced concrete ❑ reinforced concrete masonry block ❑ sheet piling ❑ Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? ❑ Yes [-No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 12 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 12 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 12 4. A layout detail for the embankment protection measures. Sheet Numbers: 12 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: 12 2. Freeboard a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout ® Yes ❑ No 3.5 feet or more at the upstream end iK Yes ® No 4.0 feet within 100 feet upstream of all structures and/or constrictions DKYes a No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). ❑ Yes ❑ No 2.0 feet above the 1 %-annual-chance stillwater surge elevation ❑ Yes ❑ No FEMA Form 81-89B, SEP 02 Riverine Structures Form rv1T-2 Form 3 page " of 10 E. LEVEE/FLOODWALL (CONTINUED) 2. Freeboard (continued) _ Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation addressing Paragraph of the NFiP Regulations, If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice -jamming can affect the BFE? ❑ Yes ER No If Yes, provide ice -jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures a. Openings through the levee system (check one): ❑ exists 0does not exist If opening exists, list all closures: Channel Station Left or Right Bank Opening Type Highest Elevation for Type of Closure Device Opening Invert (Extend table on an added sheet as needed and reference) Note: Geotechnical and geologic data In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USACE] EM -1110-2-1906 Form 2086.) 4. Embankment Protection a. The maximum levee slope landside is: 4' b. The maximum levee slope floodside is: 6' c. The range of velocities along the levee during the base flood is: (min.) to (max.) d. Embankment material is protected by (describe what kind): 8" concrete with #4 bars @ 18 -inch centers e. Riprap Design Parameters (check one): ❑ Velocity ❑ Tractive stress Attach references Reach Sidesiope Flour Depth Velocity Curve or Straight Stone Riprap Depth of Toedown D,00 Dso Thickness Sta 10+00 to 13+00 1.5:1 3' STRAIGHT Ai� 12 Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) FENIA Forn-, 81-89B, SEP 02 Riverine Structures Form ivi i-2 Form 3 Page 5 of 10 E. LEVEEIFLOODWALL (CONTINUED) 14. Embankment Protection (continued) f. Is a bedding/filter analysis and design attached? ❑ Yes ® No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction plans. R- 5. Embankment And Foundation Stability ':�' j5/ ' '.-'q a. Identify locations and describe the basis for selection of critical location for analysis: ❑ Overall height: Sta. ; height 6 ft. ❑ Limiting foundation soil strength: Sta, depth to strength = 33 degrees, c = 0 psf slope: SS = 1.5 (h) to 1 (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.): Circular C. Summary of stability analysis results: Case Loading Conditions Critical Safety Factor Criteria (Min.) I End of construction 2.22 1.3 11 Sudden drawdown 1.62 1.0 III Critical flood stage 2.08 1.4 IV Steady seepage at flood stage 2.08 1.4 Vi Earthquake (Case 1) 1.66 1.0 (Reference: USACE EM -1110-2-1913 Table 6-1) d. Was a seepage analysis for the embankment performed? ❑ Yes ® No If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? ❑ Yes ® No f. Were uplift pressures at the embankment landside toe checked? ❑ Yes ® No g. Were seepage exit gradients checked for piping potential? ❑ Yes ® No h. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. FEMA Form 81-69B, SEF' 02 Riverine Stfu tures Fom—i IVIT-2 Folly 3 Page S of iv E. LEVEE/FLOODWALL (CONTINUED) 6. Floodwall And Foundation Stability 0/ a. Describe analysis submittal based on Code (check one): ❑ UBC (1988) or ❑ Other (specify): b. Stability analysis submitted provides for: ❑ Overtuming ❑ Sliding If not, explain: c. Loading included in the analyses were: ❑ Lateral earth @ PA = psf; Pp = psf ❑ Surcharge -Slope @ ❑ surface psf ❑ Wind @ Pw = psf ❑ Seepage (Uplift); ❑ Earthquake @ Peq = %g ❑ 1 %-annual-chance significant wave height: ft ❑ 1% -annual -chance significant wave period: sec. d. Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Criteria (Min) Sta To Sta To Loading Condition Overturn Sliding Overturn Sliding Overturn Sliding Dead & Wind 1.5 1.5 Dead & Soil 1.5 1.5 Dead, Soil, Flood, & 1.5 1.5 Impact Dead, Soil, & Seismic 1.3 1.3 (Ref: FEMA 114 Sept 1986: USACE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Sustained Load (psf) Short Term Load (psf) Computed design maximum Maximum allowable f. Foundation scour protection ❑ is, ❑ is not provided. If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. FEMA i=orm 81-89E3, SEP 02 Kiverine Struciures Form iV7-2 Form 3 Page 7 of 10 t. LtVtt/t-LUUUWALL (I;UN I INUtU) 7. Settlement a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the establishad fra^cbvard margin? Yes ❑ P.f0 b. The computed range of settlement is 0.04 ft. to 0.05 ft. c. Settlement of the levee crest is determined to be primarily from ❑ Foundation consolidation ® Embankment compression ❑ Other (Describe): d. Differential settlement of floodwalls ❑ has ❑ has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. 8. Interior Drainage �/IV a. Specify size of each interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b. Refabonships Established Ponding elevation vs. storage ❑ Yes ❑ No Ponding elevation vs. gravity flow ❑ Yes ❑ No Differential head vs. gravity flow ❑ Yes ❑ No c. The river flow duration curve is enclosed: ❑ Yes ❑ No d. Specify the discharge capacity of the head pressure conduit cls; e. Which flooding conditions were analyzed? • Gravity flow (Interior Watershed) ❑ Yes ® No • Common storm (River Watershed) ®Yes ❑ No • Historical ponding probability ❑ Yes ® No • Coastal wave overtopping ❑ Yes ® No If No for any of the above, attach explanation. f. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. ❑ Yes ❑ No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. i MA Form U11-091B,wCi-� - Riverine Structures Foml MT -2 Form 3 rage 8 of 10 E. LEVEE/FLOODWALL (CONTINUED) FENVIA Foinrn 81-896, SEP 02r--_ n_ . 10 RI�Veilrte SUUCLUICJ rout( ivtT-2 FVllf-I 3 rase s Oj �u 8. Interior Drainaae (continued) 0 JA - i. Will pumping plants be used for interior drainage? ❑ Yes ® No If Yes, include the number of pumping plants: For each pumping plant, list: Plant #1 Plant #2 The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning and flooding? Will the operation be automatic? ❑ Yes ❑ No If the pumps are electric, are there backup power sources? ❑ Yes ❑ No (Reference: USACE EM -1110-2-3101, 3102, 3103, 3104, and 3105) Include a copy of supporting documentation of data and analysis. Provide a map showing the Flooded area and maximum ponding elevations for all interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction ❑ is ® is not a problem Hydrocompaction ❑ is ® is not a problem Heave differential movement due to soils of high shrink/swell ❑ is ® is not a problem b. For each of these problems, state the basic facts and corrective action taken: Loose sandy soils along levee alignment had been removed and replaced with engineered compacted fill. Attach supporting documentation c. if the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? ❑ Yes ❑ No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? ❑ Yes ❑ No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FENVIA Foinrn 81-896, SEP 02r--_ n_ . 10 RI�Veilrte SUUCLUICJ rout( ivtT-2 FVllf-I 3 rase s Oj �u E. LEVEE/FLOODWALL (CONTINU 10. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations? ❑ Yes ❑ No C. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? ❑ Yes ❑ No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No If No, please attach supporting documentation. 12. Operations and Maintenance Plan $'0— ATrWA", ,,, � l p Y OF ✓hHwt%NC4& fJ Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. F. SEDIMENT TRANSPORT Flooding Source: Name of Structure: If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge: Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. FEMA Form 01-8913, SEP 02 Riverine SITuCiUfes Form MT -2 Form 3 Page 10 of 10 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0148 RIVERINE STRUCTURES FORM Expires September 30, 2005 PHiCRYYVECn RL UU%., 1 I%aj'4 /-%%, I Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148)_ Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM "B" Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below Channelization................ complete Section B Bridge/Culvert ................. complete Section C Dam...............................complete Section D Levee/Floodwall .............complete Section E Sediment Transport ........ complete Section F (if required) Description Of Structure 11. Name of Structure: LEVEE B2 Type (check one): ❑ Channelization ❑ Bridge/Culvert ® Levee/Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 2. Name of Structure: T'y'pe (check one): ❑ Channelization ❑ Brdge/Culvert ❑ Levee; Floodvmll ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Darn Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: COTE: For more structures, attach additional pages as needed. FEMA FVI111 81-896, SEP 02 Ri'venne Structures Foliu iviT-2 Forlit 3 f age 11 of iv E. LEVEE/FLOODWALL 1. System Elements a. This Levee/Floodwall analysis is based on (check one): ❑ upgrading of an existing levee/floodwall system ® a newly constructed levee/floodwall system ❑ reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): ® earthen embankment, dike, berm, etc. P re V t tion 10+00 to 12+00 ❑ structural floodwall Station to ❑ Other (describe): Station to c. Structural Type (check one): ❑ monolithic cast -in place reinforced concrete ❑ reinforced concrete masonry block ❑ sheet piling ❑ Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? ❑ Yes P9 No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 12 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 12 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 12 4. A layout detail for the embankment protection measures. Sheet Numbers: 12 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: 12 2. Freeboard a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout ® Yes ❑ No 3.5 feet or more at the upstream end ® Yes ❑ No 4.0 feet within 100 feet upstream of all structures and/or constrictions ® Yes ❑ No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). ❑ Yes ❑ No 2.0 feet above the 1 %-annual-chance stillwater surge elevation ❑ Yes ❑ No FEMA Form 8i -89B, SCP 02 Riverine Struciures Form IV,T-2 For' 3 ` " Page 10 yc i E. LEVEE/FLOODWALL (CONTINUED) 2. Freeboard (continued) — Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations. If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice -jamming can affect the BFE? ❑ Yes ® No If Yes, provide ice -jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures a. Openings through the levee system (check one): ❑ exists t( does not exist If opening exists, list all closures: Channel Station Left or Right Bank Opening Type Highest Elevation for Type of Closure Device Opening Invert (Extend table on an added sheet as needed and reference) Note: Geotechnical and geologic data In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USACE] EM -1110-2-1906 Form 2086.) 4. Embankment Protection a. The maximum levee slope landside is: 4' b. The maximum levee slope floodside is: 6' c. The range of velocities along the levee during the base flood is: (min.) to (max.) d. Embankment material is protected by (describe what kind): 8" concrete with #4 bars @ 18 -inch centers e. Riprap Design Parameters (check one): ❑ Velocity ❑ Tractive stress Attach references Reach Sideslope Flow Depth Velocity Curve or Straight Stone Riprap Depth of Toedown Dioo Dso Thickness Sta to Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) FEMA Form 81-89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 5 of i0 E. LEVEEIFLOODWALL (CONTINUED) 4. Embankment Protection (continued) _ f. Is a bedding/filter analysis and design attached? ❑ Yes ® No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction pians. 5. Embankment And Foundation Stability a. Identify locations and describe the basis for selection of critical location for analysis: ❑ Overall height: Sta. ; height 6 ft. ❑ Limiting foundation soil strength: Sta. depth to strength = 33 degrees, c = 0 psf slope: SS = 1.5 (h) to 1 (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc_): circular c. Summary of stability analysis results: Case Loading Conditions Critical Safety Factor Criteria (Min.) End of construction 2.22 1.3 II Sudden drawdown 1.62 1.0 III Critical flood stage 2.08 1.4 IV Steady seepage at flood stage 2.08 1.4 VI Earthquake (Case 1) 1.66 1.0 (Reference: USACE EM -1110-2-1913 Table 6-1) d, Was a seepage analysis for the embankment performed? ❑ Yes ® No If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? ❑ Yes ® No f. Were uplift pressures at the embankment landside toe checked? ❑ Yes ® No g. Were seepage exit gradients checked for piping potential? ❑ Yes ® No h. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. FEiviA Form 8 i -89B, SEP 02 Riverine Structures Form NII -2 Form 3 rage 6 of 10 E. LEVEEJFLOODWALL (CONTINUE a. Describe analysis submittal based on Code (check one): ❑ UBC (1988) or ❑ Other (specify): b. Stability analysis submitted provides for: ❑ Overturning ❑ Sliding If not, explain: c. Loading included in the analyses were: ❑ Lateral earth @ PA = psf; PP = psf ❑ Surcharge -Slope @ ❑ surface psf ❑ Wind @ Pr, = psf ❑ Seepage (Uplift); ❑ Earthquake @ Peq = %g ❑ 1 %-annual-chance significant wave height: ft. ❑ 1 %-annual-chance significant wave period: sec. d" Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Criteria (Min) Sta To Sta To Loading Condition Overturn Sliding Overturn Sliding Overturn Sliding Dead & Wind 1.5 1.5 1.5 1.5 od, & r 1.5 1.5 ,,eismic 1.3 1.3 (Ref: FEMA 114 Sept 1986; USACE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Sustained Load (psf) Short Term Load (psf) Computed design maximum Maximum allowable f" Foundation scour protection ❑ is, ❑ is not provided. If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. FE A -=o.—_ o1_89B SEP 02 R;V2nne Str u't=s MT -2 Form 3 Page 7 '10 E. LEVEE/FLOODWALL (CONTINUED) 7" Settlement a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the "V_"_ r--1 AI_ esiabilshed freeboard margin? LnJ I es " Ivo b. The computed range of settlement is 0.04 ft. to 0.05 ft. c. Settlement of the levee crest is determined to be primarily from ❑ Foundation consolidation ® Embankment compression ❑ Other (Describe): d. Differential settlement of floodwalls ❑ has ❑ has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. B. Interior Drainage o/ a. Specify size of each interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b" Relationships Established Ponding elevation vs" storage ❑ Yes ❑ No Ponding elevation vs. gravity flow ❑ Yes ❑ No Differential head vs. gravity flow ❑ Yes ❑ No c. The river flow duration curve is enclosed: ❑ Yes ❑ No d. Specify the discharge capacity of the head pressure conduit: cfs e. Which flooding conditions were analyzed? • Gravity flow (Interior Watershed) ® Yes ❑ No • Common storm (River Watershed) ® Yes ❑ No • Historical ponding probability ❑ Yes ® No • Coastal wave overtopping ❑ Yes ® No If No for any of the above, attach explanation. f. Interior drainage has been analyzed based on joint probability of interior and exterior Hooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. ' ❑ Yes ❑ No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. FEMA Form 8"i-896, J=" 02 Rivenne .SU uctures i vliu %4T_2 Corm 3 Pane 8 of 10 E. LEVEEIFLOODWALL (CONTINUED 8. Interior Drainage (continued) IV /-I r� Ai. Will pumping plants be used or interior drainage? ❑ Yes ® No If Yes, include the number of pumping plants: For each pumping plant, list: Plant #1 Plant #2 The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning andflooding? Will the operation be automatic? ❑ Yes ❑ No If the pumps are electric, are there backup power sources? ❑ Yes ❑ No (Reference: USACE EM -1110-2-3101, 3102, 3103, 3104, and 3105) Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction ❑ is ® is not a problem Hydrocompaction ❑ is ® is not a problem Heave differential movement due to soils of high shrink/swell ❑ is ® is riot a problem b. For each of these problems, state the basic facts and corrective action taken: Loose sandy soils along levee alignment had been removed and replaced with engineered compacted fill. Attach supporting documentation c. if the leveeMoodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? ❑ Yes ❑ No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? ❑ Yes ® No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. Page FE fviA FuriTi 8 i-i3So, SEr v 2 r�i'verine Structuresr=OiTn fvi i -2 Form ayc a Of 41 0 E. LEVEE/FLOODWALL (CONTINUED 10. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations? ❑ Yes ❑ No C. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? ❑ Yes ❑ No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the plannedAnstailed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No If No, please attach supporting documentation. n 12. Operations and Maintenance Plan � j 15710- �,-r f p \' y '0 Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. '#1 AAy'-LtA 191/ F. SEDIMENT TRANSPORT P/# Flooding Source: Name of Structure: If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge_ Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. 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Q Z o. w m cl f am p it m LL C C m Q fA g m (n m .41J cQ� (n rn n = d N p z S F - w J g m O O O h fh oaC! aoo�� w LOO coo /H W w w z zU 71 O Z Q � W LLJ Z UF -d O O U O Q z� U OU LLI Z O K Q m U 0 U) Z U � _Z z Q 0o Co OQ J HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Unnamed Stream B Existing Project File : LINE B EXISTING FLOODPLAIN.prj Run Date and Time: 5/2/2007 10:42:00 AM Project in English units PLAN DATA Plan Title: Plan File : q:\526181\Master_Drainage\LOMR\Line B\Calcs\HEC-RAS Export\Existing\LINE B EXISTING FLOODPLAIN.PO1 Geometry Title: Base Conditions Geometry Geometry File q:\526181\Master_Drainage\LOMB\Line B\Calcs\HEC-RAS Export\Existing\LINE B EXISTING FLOODPLAIN.GO1 Flow Title 1 Flow Profiles Flow File q:\526181\Master_Drainage\LOMR\Line B\Calcs\HEC-RAS Export\Existing\LINE B EXISTING FLOODPLAIN.FO1 Plan Summary Information: Number of: Cross Sections = 10 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0. Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow ******************************************************************************** FLOW DATA Flow Title: 1 Flow Profiles Flow File : q:\526181\Master_Drainage\LOMR\Line B\Calcs\HEC-RAS Export\Existing\LINE B EXISTING FLOODPLAIN.FO1 Flow Data (cfs) ************************************************************* 1 * River Reach RS * Existing * * Reach #1 Reach #1 4685 * 857 * **************************************k****+****+************ Boundary Conditions *************************************************************************************************** ***** * River Reach Profile * Upstream Downstream * * Reach #1 Reach #1 Existing * Critical Critical * ******************************************************************************** GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master_Drainage\LOMR\Line B\Calcs\HEC-RAS Export\Existing\LINE B EXISTING FLOODPLAIN.GO1 CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4685 INPUT Description: Station Elevation Data num= 36 * Left OB * Channel * Right OB * Vel Head (ft) * Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ***+********************************************+**************k**************** * 130.34 * Crit W.S. (ft) * 1836.29 * Flow Area (sq ft) 1000 1842 1027.09 1842 1030.73 1841 1048.14 1841 1057.99 1841 1093.6 1840 1116.97 1839 1131.14 1839 1140.2 1839 1142.15 1838 1144.11 1837 1145.9 1836 1147.81 1835 1149.89 1834 1158.51 1833 1173.93 1833 1176.91 1834 1178.45 1835 1179.75 1836 1161.14 1837 1182.15 1838 1182.65 1839 1183.04 1840 1183.45 1841 1183.88 1842 1184.33 1843 1184.79 1844 1185.26 1845 1185.62 1846 1186.1 1847 1186.55 1848 1188.9 1852 1189.64 1853 1190.39 1854 1191.24 1855 1206.79 1858 * 0.00 * C & E Loss (ft) * 0.20 * Cum SA (acres) * * 1.02 * 0.03 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1093.6 .035 1182.65 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1093.6 1182.65 130.34 130.34 130.34 .1 .3 CROSS SECTION OUTPUT Profile #Existing ******+**************************************************************************************** * E.G. Elev (ft) * 1837.63 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 1.34 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1836.29 * Reach Len. (ft) * 130.34 * 130.34 * 130.34 * Crit W.S. (ft) * 1836.29 * Flow Area (sq ft) * * 92.15 * * E.G. Slope (ft/ft) *0.013836 * Area (sq ft) * * 92.15 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 34.76 * Top Width (ft) * * 34.76 * * Vel Total (ft/s) * 9.30 * Avg. Vel. (ft/s) * * 9.30 * * Max Ch1 Dpth (ft) * 3.29 * Hydr. Depth (ft) * * 2.65 * Conv. Total (cfs) * 7285.7 * Conv. (cfs) * * 7285.7 * * Length Wtd. (ft) * 130.34 * Wetted Per. (ft) * * 36.26 * * Min Ch E1 (ft) * 1833.00 * Shear (lb/sq ft) * * 2.20 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 20.41 * * Frctn Loss (ft) * 1.98 * Cum Volume (acre -ft) * * 1.08 * 0.00 * C & E Loss (ft) * 0.20 * Cum SA (acres) * * 1.02 * 0.03 2 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4585 INPUT Description: Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev xxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx**xxxxxxxxxxxxxxxxx*xxxxxxxxxxx 1000 1827 1052.25 1826 1058.95 1826 1073.47 1827 1104.75 1827 1110.62 1826 1117.34 1825 1135.33 1824 1143.87 1825 1173.71 1825 1178.62 1824 1184.45 1824 1192.38 1824 1196.47 1823 1205.52 1823 1207.79 1824 1210.14 1825 1212.67 1826 1216.54 1826 1222 1826 1224.09 1827 1226.22 1828 1230.63 1830 1232.89 1831 1235.22 1832 1237.38 1833 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx**xxxxxxxxxx***xx 1000 .035 1104.75 .035 1222 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1104.75 1222 51.43 51.43 51.43 .1 .3 CROSS SECTION OUTPUT Profile #Existing **xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxx***xx*xxxxxxx*xxxxxx * E.G. Elev (ft) * 1831.95 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 7.28 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1824.67 * Reach Len. (ft) * 51.43 * 51.43 * 51.43 * Crit W.S. (ft) * 1825.75 * Flow Area (sq ft) * * 39.58 * * E.G. Slope (ft/ft) *0.379495 * Area (sq ft) * * 39.58 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 51.96 * Top Width (ft) * * 51.96 * * Vel Total (ft/s) * 21.65 * Avg. Vel. (ft/s) * * 21.65 * * Max Ch1 Dpth (ft) * 1.67 * Hydr. Depth (ft) * * 0.76 * * Conv. Total (cfs) * 1391.2 * Conv. (cfs) * * 1391.2 * * Length Wtd. (ft) * 51.43 * Wetted Per. (ft) * * 52.55 * * Min Ch E1 (ft) * 1823.00 * Shear (lb/sq ft) * * 17.85 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 386.38 * * Frctn Loss (ft) * 5.09 * Cum Volume (acre -ft) * * 0.89 * 0.00 * C & E Loss (ft) * 0.59 * Cum SA (acres) * * 0.89 * 0.03 Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach 41 3 REACH: Reach #1 RS: 4510 INPUT Description: Station Elevation Data num= 35 * Left OB * Channel * Right OB * * Vel Head (ft) Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * Reach Len. (ft) * 78.71 * 78.71 * 78.71 * * Crit W.S. (ft) 1000 1823 1012.76 1822 1018.92 1821 1029.68 1821 1040.7 1822 1045.53 1822 1052.19 1821 1054.07 1821 1073.03 1822 1073.79 1822 1084.2 1821 1094.53 1820 1099.87 1819 1100.9 1819 1126.84 1620 1133.37 1821 1146.52 1821 1148.12 1821 1156.68 1821 1170.01 1821 1195.62 1821 1197.52 1820 1199.4 1819 1201.44 1819 1207.27 1819 1210.07 1818 1213.57 1818 1224.74 1819 1226.9 1820 1229.04 1821 1230.54 1822 1232.02 1823 1233.78 1624 1238.57 1826 1240.87 1827 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .035 1073.79 .035 1226.9 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1073.79 1226.9 78.71 78.71 78.71 .1 .3 CROSS SECTION OUTPUT Profile #Existing * E.G. Elev (ft) * 1822.62 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.40 * Wt. n -Val. * * 0.035 * 0.035 * * W.S. Elev (ft) * 1620.23 * Reach Len. (ft) * 78.71 * 78.71 * 78.71 * * Crit W.S. (ft) * 1821.17 * Flow Area (sq ft) * * 68.97 * 0.05 * * E.G. Slope (ft/ft) *0.082086 1814 * Area (sq ft) * * 68.97 * 0.05 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 856.85 * 0.15 * * Top Width (ft) * 66.43 * Top Width (ft) * * 65.94 * 0.48 * * Vel Total (ft/s) * 12.42 * Avg. Vel. (ft/s) * * 12.42 * 2.67 * * Max Ch1 Dpth (ft) * 2.23 * Hydr. Depth (ft) * * 1.05 * 0.11 * * Conv. Total (cfs) * 2991.2 * Conv. (cfs) * * 2990.7 * 0.5 * * Length Wtd. (ft) * 78.71 * Wetted Per. (ft) * * 66.82 * 0.54 * * Min Ch E1 (ft) * 1818.00 * Shear (lb/sq ft) * * 5.29 * 0.53 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 65.71 * 1.40 * * Frctn Loss (ft) * 7.87 * Cum Volume (acre -ft) * * 0.82 * 0.00 * * C & E Loss (ft) * 1.46 * Cum SA (acres) * * 0.82 * 0.03 * Warning: Divided flow computed for this cross-section. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach 41 RS: 4420 INPUT Description: Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1816 1021.61 1816 1036.51 1816 1081.22 1815 1086.61 1814 1121.8 1814 1123.39 1814 1126.81 1813 1133.02 1813 1135.43 1813 1140.83 1813 1144.85 1814 1155.84 1815 1204.18 1815 1209.83 1814 1215.76 1813 1223.07 1812 1232.62 1811 1238.3 1811 1243.06 1812 1252.39 1613 1260.75 1813 1281.14 1812 1286.13 1811 1291.42 1811 1299.54 1812 1303.58 1813 1306.17 1814 1308.68 1815 1311.38 1816 1314.84 1817 1317.41 1818 1319.4 1819 1323.4 1821 1325.37 1822 Manning's n Values num= 3 Ell Sta n Val Sta n Val Sta n Val ************************************************ 1000 .035 1121.8 .035 1311.38 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1121.8 1311.38 107.06 107.06 107.06 .1 .3 CROSS SECTION OUTPUT Profile #Existing *********************************************************************************************** * E.G. Elev (ft) * 1815.40 * Element * Left OR * Channel * Right OR * Vel Head (ft) * 2.64 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1812.76 * Reach Len. (ft) * 107.06 * 107.06 * 107.06 * Crit W.S. (ft) * 1813.49 * Flow Area (sq ft) * * 65.78 * * E.G. Slope (ft/ft) *0.102634 1136.76 * Area (sq ft) * * 65.78 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (£t) * 69.64 * Top Width (ft) * * 69.64 * * Vel Total (ft/s) * 13.03 * Avg. Vel. (ft/s) * * 13.03 * * Max Ch1 Dpth (ft) * 1.76 * Hydr. Depth (ft) * * 0.94 * * Conv. Total (cfs) * 2675.1 * Conv. (cfs) * * 2675.1 * * Length Wtd. (ft) * 107.06 * Wetted Per. (ft) * * 70.16 * * Min Ch El (ft) * 1811.00 * Shear (lb/sq ft) * * 6.01 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 78.27 * * Frctn Loss (ft) * 7.20 * Cum Volume (acre -ft) * * 0.70 * 0.00 * C & E Loss (ft) * 0.02 * Cum SA (acres) * * 0.70 * 0.03 *********************************************************************************************** 1399.6.7 1806 1403.63 1807 Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m), between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4320 INPUT Description: Station Elevation Data num= 54 * Element * Left OB * Channel Sta ******************************************************************************** Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1807 1076.47 1806 1089.99 1805 1093.19 1604 1101.23 1803 1105.78 1803 1107.42 1804 1109.11 1805 1136.76 1806 1156.57 1806 1161.49 1806 1181.84 1806 1201.43 1805 1203.71 1804 1217.83 1803 1224.6 1802 1226.79 1801 1228.92 1800 1238.01 1800 1241.1 1801 1244.88 1802 1255.25 1803 1274.3 1803 1275.85 1802 1281.16 1801 1284.43 1801 1293.14 1801 1300.88 1801 1302.73 1802 1304.3 1803 1305.68 1804 1308.9 1804 1312.77 1803 1315.71 1802 1322.56 1802 1326.07 1803 1336.8 1804 1337.25 1804 1354.98 1803 1358.65 1802 1361.2 1802 1363.06 1803 1365.3 1804 1378.59 1804 1392.75 1804 1396.2 1805 1399.6.7 1806 1403.63 1807 1415.47 1806 1425.56 1811 1429.47 1813 1435.26 1816 1437.59 1817 1464.68 1819 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .035 1101.23 .035 1308.9 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1101.23 1308.9 100.63 100.63 100.63 .1 .3 CROSS SECTION OUTPUT Profile #Existing *********************************************************************************************** * E.G. Elev (ft) * 1805.20 * Element * Left OB * Channel * Right OR * * Vel Head (ft) * 3.02 * Wt. n -Val. * * 0.035 * 0.035 * * W.S. Elev (ft) * 1802.17 * Reach Len. (ft) * 100.63 * 100.63 * 100.63 * * Crit W.S. (ft) * 1803.12 * Flow Area (sq ft) * * 60.73 * 1.80 * * E.G. Slope (ft/ft) *0.088122 * Area (sq ft) * * 60.73 * 1.80 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 850.44 * 6.56 * * Top Width (ft) * 62.12 * Top Width (ft) * * 50.65 * 11.47 * * Vel Total (ft/s) * 13.71 * Avg. Vel. (ft/s) * * 14.00 * 3.64 * 5 * Max Ch1 Dpth (ft) * 2.17 * Hydr. Depth (ft) * * 1.20 * 0.16 * * Conv. Total (cfs) * 2886.9 * Conv. (cfs) * * 2864.8 * 22.1 * * Length Wtd. (ft) * 100.63 * Wetted Per. (ft) * * 51.85 11.59 * * Min Ch El (£t) * 1800.00 * Shear (lb/sq ft) * * 6.44 * 0.85 * * Alpha * 1.04 * Stream Power (lb/ft s) * * 90.23 * 3.11 * * Frctn Loss (ft) * 10.17 * Cum Volume (acre -ft) * * 0.55 * 0.00 * * C & E Loss (ft) * 0.04 * Cum SA (acres) * * 0.55 * 0.01 * w###ww#####ww##www#*wwwwwwwwwwwwww#xw###ww##www###x#wx#ww###wwwwwwwwww*wwwwwwxwxwwww#w####ww### Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4220 INPUT Description: Station Elevation Data num= 45 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev wwwwwwxwwww#w#wwwwwwww#wwwwwwwwwwww#wwwwwwxwxww#####w#x#wxwxxxx#xxx#x#xx#xx#ww## 1000 1795 1025.82 1796 1061.1 1796 1063.52 1795 1070.98 1794 1072.39 1794 1074.49 1795 1076.8 1796 1078.85 1797 1089.91 1798 1101.82 1799 1108.82 1799 1115.81 1798 1125.79 1797 1132.88 1796 1137.97 1795 1140.02 1795 1146.41 1795 1162.27 1795 1170.32 1795 1180.34 1794 1182.47 1793 1184.41 1792 1187.58 1791 1191.38 1791 1194.36 1792 1200.75 1793 1207.53 1793 1214.37 1793 1226.39 1794 1239.57 1794 1249.15 1793 1256.14 1792 1269.69 1792 1271.5 1793 1272.98 1794 1338.77 1795 1357.26 1795 1370.29 1795 1375.72 1796 1384.32 1796 1394.69 1796 1408.9 1797 1413.16 1798 1418.13 1799 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val wwwwwwwwwwwwwwwwwwwwww#wwwwww#wwwww#w#wwwwww#www 1000 .035 1101.82 .035 1272.98 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1101.82 1272.98 60.41 60.41 60.41 .1 .3 CROSS SECTION OUTPUT Profile #Existing w#####w##w##xwwx#wwww###x######w#####xw#w###ww######x####xww#w#wwwwwwwwwwwwx#xwwwwwww#w#ww#wwwt * E.G. Elev (ft) * 1796.01 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 2.55 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1793.47 * Reach Len. (ft) * 60.41 * 60.41 * 60.41 * Crit W.S. (ft) * 1794.29 * Flow Area (sq ft) * * 66.91 * * E.G. Slope (ft/ft) *0.091627 * Area (sq ft) * * 66.91 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 65.98 * Top Width (ft) * * 65.98 * * Vel Total (ft/s) * 12.81 * Avg. Vel. (ft/s) * * 12.81 * * Max Ch1 Dpth (ft) * 2.47 * Hydr. Depth (ft) * * 1.01 * * Conv. Total (cfs) * 2831.2 * Conv. (cfs) * * 2831.2 * * Length Wtd. (ft) * 60.41 * Wetted Per. (ft) * * 67.23 * * Min Ch E1 (ft) * 1791.00 * Shear (lb/sq ft) * * 5.69 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 72.91 * * Frctn Loss (ft) * 9.04 * Cum Volume (acre -ft) * * 0.40 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * * 0.41 * x#wwwwwwwwwww#wwwwxwwww#wxwwwwxwwwww#w#w#wwwwwwwwwwwwwwxw#wwwwwwwwwww#x#x##wwwwwwww#wwwxwww#wwx Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4120 R INPUT Description: Station Elevation Data num= 28 * Left OB * Channel * Right OB * Vel Head (ft) * Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *W********************************WW************************W*W*WWW**W********** * 88.62 * Crit W.S. (ft) * 1789.06 * Flow Area (sq ft) 1000 1789 1002.62 1790 1019.21 1791 1043.21 1791 1065.44 1790 1083.46 1790 1088.8 1790 1118.79 1789 1138.25 1788 1194.14 1788 1209.21 1788 1212.76 1787 1221.89 1787 1227.2 1788 1232.62 1788 1235.77 1787 1238.16 1787 1241.2 1788 1244.4 1789 1251.14 1790 1270.4 1790 1316.81 1790 1330.75 1791 1333.05 1791 1336.16 1790 1339.36 1790 1348.62 1791 1373.44 1792 * * 4.06 * * Alpha Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1043.21 .035 1251.14 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1043.21 1251.14 88.62 88.62 88.62 .1 .3 CROSS SECTION OUTPUT Profile #Existing * E.G. Elev (ft) * 1790.22 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 1.63 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1788.59 * Reach Len. (ft) * 88.62 * 88.62 * 88.62 * Crit W.S. (ft) * 1789.06 * Flow Area (sq ft) * * 83.70 * * E.G. Slope (ft/ft) *0.090883 1782 * Area (sq ft) * * 83.70 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top width (ft) * 116.31 * Top Width (ft) * * 116.31 * * Vel Total (ft/s) * 10.24 * Avg. Vel. (ft/s) * * 10.24 * * Max Ch1 Dpth (ft) * 1.59 * Hydr. Depth (ft) * * 0.72 * * Conv. Total (cfs) * 2842.8 * Conv. (cfs) * * 2842.8 * * Length Wtd. (ft) * 88.62 * Wetted Per. (ft) * * 116.96 1787 * Min Ch El (ft) * 1787.00 * Shear (lb/sq ft) * * 4.06 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 41.57 * * Frctn Loss (ft) * 5.51 * Cum Volume (acre -ft) * * 0.29 * * C & E Loss (ft) * 0.28 * Cum SA (acres) * * 0.29 * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4050 INPUT Description: Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *********##*****************************************#***************#*********** 1000 1782 1004.89 1782 1011.33 1781 1021.28 1781 1028.83 1782 1029.3 1782 1034.01 1781 1042.24 1781 1048.61 1782 1054.62 1783 1088.03 1783 1104.17 1783 1117.18 1784 1122.42 1785 1132.74 1785 1140.67 1785 1155.49 1785 1160.05 1785 1160.93 1785 1178.28 1785 1185.26 1786 1195.49 1787 1210.93 1787 1216.35 1787 1221.45 1787 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1000 .035 1122.42 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1000 1122.42 40.8 40.8 40.8 .1 .3 CROSS SECTION OUTPUT Profile #Existing 7 Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4011 INPUT Description: Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1778 1023.16 1778 1026.94 1777 1030.97 1777 1035.76 1777 1041.57 1777 1046.18 1778 1055.23 1779 1062.81 1779 1063.59 1779 1078.85 1779 1101.96 1779 1110.92 1780 1133.63 1781 1145.32 1782 1146.37 1782 1150.95 1781 1155.84 1780 1159.89 1780 1163.07 1781 1166.9 1781 1170.85 1780 1186.68 1780 1193.73 1780 1197.52 1780 1198.87 1781 1200.66 1782 1210.25 1782 1229.84 1781 1243.5 1780 1256.61 1780 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ##***#**#*************************************** 1000 .035 1000 .035 1145.32 .0358 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1000 1145.32 45.91 45.91 45.91 .1 .3 CROSS SECTION OUTPUT Profile #Existing * E.G. Elev (ft) * 1782.06 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 3.25 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1778.81 * Reach Len. (ft) * 45.91 * 45.91 * 45.91 * Crit W.S. (ft) * 1779.61 * Flow Area (sq ft) * * 59.24 * * E.G. Slope (ft/ft) *0.104162 * Area (sq ft) * * 59.24 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 53.52 * Top Width (ft) * * 53.52 * Vel Total (ft/s) * 14.47 * Avg. Vel. (ft/s) * * 14.47 * * Max Ch1 Dpth (ft) * 1.81 * Hydr. Depth (ft) * * 1.11 * * Conv. Total (cfs) * 2655.4 * Conv. (cfs) * * 2655.4 * * Length Wtd. (ft) * 45.91 * Wetted Per. (ft) * * 54.61 * * Min Ch E1 (ft) * 1777.00 * Shear (lb/sq ft) * * 7.05 * * Alpha * 1.00 * Stream Power (1b/ft s) * * 102.05 * * Frctn Loss (ft) * 2.62 * Cum Volume (acre -ft) * * 0.07 * * C & E Loss (ft) * 0.13 * Cum SA (acres) * * 0.06 * Warning: The cross-section end points had to be extended vertically for the computed water surface. i * E.G. Elev (ft) * 1784.81 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 1.90 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1782.91 * Reach Len. (ft) * 40.80 * 40.80 * 40.80 * Crit W.S. (ft) * 1783.50 * Flow Area (sq ft) * * 77.47 * * E.G. Slope (ft/ft) *0.043419 * Area (sq ft) * * 77.47 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 54.08 * Top Width (ft) * * 54.08 * * Vel Total (ft/s) * 11.06 * Avg. Vel. (ft/s) * * 11.06 * * Max Ch1 Dpth (ft) * 1.91 * Hydr. Depth (ft) * * 1.43 * * Conv. Total (cfs) * 4112.9 * Conv. (cfs) * * 4112.9 * * Length Wtd. (ft) * 40.80 * Wetted Per. (ft) * * 55.39 * * Min Ch E1 (ft) * 1781.00 * Shear (lb/sq ft) * * 3.79 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 41.94 * * Frctn Loss (ft) * 5.38 * Cum Volume (acre -ft) * * 0.13 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * * 0.11 * **W##**********#****************#****W*********W*#**********WWW******#*************#*******#*** Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 4011 INPUT Description: Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1778 1023.16 1778 1026.94 1777 1030.97 1777 1035.76 1777 1041.57 1777 1046.18 1778 1055.23 1779 1062.81 1779 1063.59 1779 1078.85 1779 1101.96 1779 1110.92 1780 1133.63 1781 1145.32 1782 1146.37 1782 1150.95 1781 1155.84 1780 1159.89 1780 1163.07 1781 1166.9 1781 1170.85 1780 1186.68 1780 1193.73 1780 1197.52 1780 1198.87 1781 1200.66 1782 1210.25 1782 1229.84 1781 1243.5 1780 1256.61 1780 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ##***#**#*************************************** 1000 .035 1000 .035 1145.32 .0358 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1000 1145.32 45.91 45.91 45.91 .1 .3 CROSS SECTION OUTPUT Profile #Existing * E.G. Elev (ft) * 1782.06 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 3.25 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1778.81 * Reach Len. (ft) * 45.91 * 45.91 * 45.91 * Crit W.S. (ft) * 1779.61 * Flow Area (sq ft) * * 59.24 * * E.G. Slope (ft/ft) *0.104162 * Area (sq ft) * * 59.24 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 53.52 * Top Width (ft) * * 53.52 * Vel Total (ft/s) * 14.47 * Avg. Vel. (ft/s) * * 14.47 * * Max Ch1 Dpth (ft) * 1.81 * Hydr. Depth (ft) * * 1.11 * * Conv. Total (cfs) * 2655.4 * Conv. (cfs) * * 2655.4 * * Length Wtd. (ft) * 45.91 * Wetted Per. (ft) * * 54.61 * * Min Ch E1 (ft) * 1777.00 * Shear (lb/sq ft) * * 7.05 * * Alpha * 1.00 * Stream Power (1b/ft s) * * 102.05 * * Frctn Loss (ft) * 2.62 * Cum Volume (acre -ft) * * 0.07 * * C & E Loss (ft) * 0.13 * Cum SA (acres) * * 0.06 * Warning: The cross-section end points had to be extended vertically for the computed water surface. i Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Reach #1 REACH: Reach #1 RS: 3950 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev **xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxx*,txxx*xxxx*xxxxxxxx 1000 1774 1004.11 1773 1006.33 1773 1023.24 1773 1036.66 1773 1047.92 1774 1061.6 1774 1066.35 1774 1070.65 1775 1077.47 1776 1086.48 1777 1094.88 1778 1100.49 1778 1109.33 1776 1129.48 1778 1136.54 1777 1151.2 1777 1153.2 1777 1158.42 1776 1161.81 1775 1167.85 1775 1178.88 1776 1189.44 1777 1191.72 1778 1196.9 1779 1201.78 1779 1208.8 1778 1231.44 1777 1258.87 1777 1262.98 1778 1266.85 1779 1270.66 1780 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val xxxxxxxxxxxxxxxxxxx*xxxx*xxxxxxxxxxx**xxxxxxxxxx 1000 .035 1000 .035 1109.33 .035 Bank Sta: Left Right Coeff Contr. Expan. 1000 1109.33 .1 .3 CROSS SECTION OUTPUT Profile #Existing *xx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx,rxx**xx*xxx*xxxxxxx*xxxxxx*xx*xxxxxxxxxx**x**xx * E.G. Elev (ft) * 1777.10 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 2.74 * Wt. n -Val. * * 0.035 * * W.S. Elev (ft) * 1774.36 * Reach Len. (ft) * Crit W.S. (ft) * 1775.14 * Flow Area (sq ft) * * 64.56 * * E.G. Slope (ft/ft) *0.105727 * Area (sq ft) * * 64.56 * * Q Total (cfs) * 857.00 * Flow (cfs) * * 857.00 * * Top Width (ft) * 67,.91 * Top Width (ft) * * 67.91 * * Vel Total (ft/s) * 13.27 * Avg. Vel. (ft/s) * * 13.27 * * Max Ch1 Dpth (ft) * 1.36 * Hydr. Depth (ft) * * 0.95 * * Conv. Total (cfs) * 2635.7 * Conv. (cfs) * * 2635.7 * * Length Wtd. (ft) * * Wetted Per. (ft) * * 66.48 * * Min Ch E1 (ft) * 1773.00 * Shear (lb/sq ft) * * 6.22 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 82.61 * * Frctn Loss (ft) * 4.82 * Cum Volume (acre -ft) * * * x * C & E Loss (ft) * 0.15 * Cum SA (acres) * * * x xx,F*xxxxxxxxxxxxxxxxxxxxxxxxxx,txxxxx,t*xxxxxxxxxxx*xxxx**xxxxxxxxxxxxxxx**xxxx*x*x*xwxxx*xxxxx*x Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxx*xxx,txxxxxxxxx SUMMARY OF MANNING'S N VALUES River:Reach #1 xxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxx***xx*xxxxxxxxxxxxxxxx*xxxxxx * Reach * River Sta. * nl * n2 * n3 *xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx**x*xxxxxxxxxxxxxxxx *Reach #1 * 4685 * .035* 035* .035* *Reach #1 * 4585 * .035* .035* .035* 0 *Reach #1 * 4510 * .035* .035* .035* *Reach #1 * 4420 * .035* .035* .035* *Reach #1 * 4320 * .035* .035* .035* *Reach #1 * 4220 * .035* .035* .035* *Reach #1 * 4120 * .035* .035* .035* *Reach #1 * 4050 * .035* .035* .035* *Reach #1 * 4011 * .035* .035* .0358* *Reach #1 * 3950 * .035* .035* .035* Wwwwwwwwww***************w**wxwwww*wwwwwx**tw***********w**xWww** * 60.41* 60.41* 60.41* w*wwww*x**wwwxwxw****x***w***xt*w***tW*tx**w**w*w*w*wwwww*wwwwxwwwww*w***w***wwt SUMMARY OF REACH LENGTHS River: Reach #1 **wwtwwww*Wtwtt**Wwwwwwxww**w*wwwt*w*ww**w*xw*wwwwwwwt*w*xwwwww*w * Reach * River Sta. * Left * Channel * Right *wwww*wwt*wwww*www*wwwttwwwwtw***tWw***ww*tt*twt***w*wx*w*t*t*www *Reach #1 * 4685 * 130.34* 130.34* 130.34* *Reach #1 * 4585 * 51.43* 51.43* 51.43* *Reach #1 * 4510 * 78.71* 78.71* 78.71* *Reach #1 * 4420 * 107.06* 107.06* 107.06* *Reach #1 * 4320 * 100.63* 100.63* 100.63* *Reach #1 * 4220 * 60.41* 60.41* 60.41* *Reach #1 * 4120 * 88.62* 88.62* 88.62* *Reach #1 * 4050 * 40.8* 40.8* 40.8* *Reach #1 * 4011 * 45.91* 45.91* 45.91* *Reach #1 tt**wt*wtw*ww*w**twWtwtx****************x*xw********************* * 3950 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 *****tw*wwwtt*wwwt********x***ttw*WwwwwwtwxwwwwtwwxtWtt * Reach * River Sta. * Contr. * Expan. *Reach #1 * 4685 * .1* .3* *Reach #1 * 4585 * .1* .3* *Reach #1 * 4510 * .1* .3* *Reach #1 * 4420 * .1* .3* *Reach #1 * 4320 * .1* .3* *Reach #1 * 4220 * .1* .3* *Reach #1 * 4120 * .1* .3* *Reach #1 * 4050 * .1* .3* *Reach #1 * 4011 * .1* .3* *Reach #1 * 3950 * .1* .3* ***x****x***x*w*******ww*xwww**w***twww*tw*wwwwwWwwwwww Profile Output Table - Standard Table 1 ******w*W*****************t***********************w*******ww*w*ww**w********w*w*w***wW**********w** www**w**x***tww***wWw***wttwWW*************twwx***wwtt*W*twwww * Reach * River Sta * Profile * Q Total * Min Ch E1 * W.S. Elev * Crit W.S. * E.G. Elev * E.G. Slope * Vel Chnl * Flow Area * Top Width * Froude # Chl * * * * * (cfs) * (ft) * (ft) * (ft) * (ft) * (ft/ft) * (ft/s) * (sq ft) * (ft) ******Ww***************x***w*******#******w*w*******w**x**wwt*W**W********t*****w******t******w**** ******************www*www#*x***********t*t****x***www*xx*****w * Reach #1 * 4685 * Existing * 857.00 * 1833.00 * 1836.29 * 1836.29 * 1837.63 0.013836 * 9.30 * 92.15 * 34.76 * 1.01 * * Reach #1 * 4585 * Existing * 857.00 * 1823.00 * 1824.67 * 1825.75 * 1831.95 0.379495 * 21.65 * 39.58 * 51.96 * 4.37 * * Reach 41 * 4510 * Existing * 857.00 * 1818.00 * 1820.23 * 1821.17 * 1822.62 0.082086 * 12.42 * 69.03 * 66.43 * 2.14 * * Reach #1 * 4420 * Existing * 857.00 * 1811.00 * 1812.76 * 1813.49 * 1815.40 0.102634 * 13.03 * 65.78 * 69.64 * 2.36 * * Reach #1 * 4320 * Existing * 857.00 * 1800.00 * 1802.17 * 1803.12 * 1805.20 0.088122 * 14.00 * 62.53 * 62.12 * 2.25 * * Reach #1 * 4220 * Existing * 857.00 * 1791.00 * 1793.47 * 1794.29 * 1796.01 0.091627 * 12.81 * 66.91 * 65.98 * 2.24 * 10 * Reach #1 * 4120 * Existing * 857.00 * 1787.00 * 1768.59 * 1789.06 * 1790.22 * 0.090883 * 10.24 * 63.70 * 116.31 * 2.13 * * Reach 41 * 4050 * Existing * 857.00 * 1781.00 * 1782.91 * 1783.50 * 1784.81 * 0.043419 * 11.06 * 77.47 * 54.08 * 1.63 * * Reach #1 * 4011 * Existing * 857.00 * 1777.00 * 1778.81 * 1779.61 * 1782.06 * 0.104162 * 14.47 * 59.24 * 53.52 * 2.42 * * Reach #1 * 3950 * Existing * 857.00 * 1773.00 * 1774.36 * 1775.14 * 1777.10 * 0.105727 * 13.27 * 64.56 * 67.91 * 2.40 *************************************************************************************************** ************************************************************** 11 APPENDIX "B.3": POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE `B" T1 52637 COYOTE CANYON T2 WSPG RUN FOR LINE "B" T3 FN:LINE "B".WSW SO 1395.9801618.020 13 R 1475.9801618.420 12 WX 1475.9801618.420 11 R 1686.2501627.840 11 WE 1686.2501627.840 12 TS 1736.2501630.390 2 R 1772.0401632.220 2 JX 1777.8101632.520 2 4 R 1800.6301633.680 2 R 2098.6001648.860 2 R 2342.2201661.307 2 R 2450.1901666.815 2 R 2722.3901680.690 2 TS 2822.3901685.470 5 WX 2822.3901685.470 15 R 2857.9501687.170 15 R 3034.8001695.610 15 JX 3037.8001695.770 15 9 R 3049.5001696.330 15 R 3102.8301698.880 15 WE 3102.8301698.880 5 TS 3202.8301705.960 2 R 3301.7701712.965 2 R 3421.1001721.414 2 R 3545.1201730.660 2 R 3831.5501752.020 2 TS 3931.5501759.670 14 TS 4004.8401768.460 8 JX 4005.8401768.580 6 3 TS 4075.9101777.000 7 SH 4075.9101777.000 7 CD 1 3 0 .000 10.000 CD 2 2 0 .000 6.000 CD 3 2 0 .000 6.000 CD 4 4 1 .000 3.000 CD 5 2 0 .000 6.000 CD 6 2 0 .000 6.000 CD 7 2 0 .000 6.000 CD 8 2 0 .000 6.000 CD 9 4 1 .000 2.500 CD 10 3 0 .000 6.000 CD 11 3 0 .000 10.000 CD 12 2 0 .000 10.000 CD 13 2 0 .000 10.000 CD 14 2 0 .000 6.000 CD 15 3 1 1.000 6.000 Q 1212.100 .0 .035 .035 .014 .250 .014 .014 .014 21.100 .014 .014 .014 .014 .014 .014 .000 .014 .014 .014 12.000 .014 .014 .250 .014 .014 .014 .014 .014 .014 .014 .014 461.300 .014 14.000 15.000 10.000 000 29.000 36.000 70.000 46.000 .000 14.000 14.000 14.000 60.000 20.000 29.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1628.420 1632.860 1696.960 1766.410 0 .000 .000 0 .000 .000 0 -48.190 .000 0 .000 .000 45.0 .000 -34.145 .000 12.372 .000 11.459 .000 4.075 .000 90.0 .000 6.111 11.458 .000 6.837 7.106 .000 .000 .000 -14.036 .000 .000 0 .000 0 .000 0 000 0 000 0 .000 [Ij1100 111 1777.000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 0 .000 .000 0 .000 .000 0 -48.190 .000 0 .000 .000 45.0 .000 -34.145 .000 12.372 .000 11.459 .000 4.075 .000 90.0 .000 6.111 11.458 .000 6.837 7.106 .000 .000 .000 -14.036 .000 .000 0 .000 0 .000 0 000 0 000 0 .000 [Ij1100 111 O o z o o o z o z d z o o z a # g N K E- E E ct E EC E E- E E FC E O SNi a o o W o W o U W d W o W o W 1 a o W I a o W t o I a — I a 1 a — 1 0X — — — — — — — Q' N * ------ --. — — — a x * 0 0 0 0 0 0 0 0 0 0 o Cl d 0 d Cl o 0 d C. o 0 0 0 0 d o o d o d d o 0 a x * I I I I I 1 Ey # 1 x 1 I I O 1 0 O 1 0 O I O O I O O 1 0 O I O O O 00 I O O # Q .-i * O O 0 O O O O O O O 00 O o0 O O C) # (ti x O O O O , CD N * UI H # N w x 1 x O -0 .-1 •-i 1 to a-I .--I rl r-1 c-1 I .-I I 1 1 I * M o 1 k — —I i — — N I CA * ' ------ x E it * w 1 x x -- 1 o 0 — — I 0 — I 0 1 o d Cl to o O Ul 0 O 0 O In O O 0 to M O O to M O O tf1 M O O to M O O O O O m O O MO O O O O O O O }J # -rf N W -1 * I # O `-I 1 O r-1 I O .-1 I O r-1 I O H I c-I I '-i I r•-I 1 — r1 I Q# — — — — Fq: o o a o e O -V o <r o v o a o o a o o * a> K o o <r o � O a o o a o k o -.a E �i # o a a �r v1 <r �r v� v' <r �P •a a a a # --i I — — # rl 1 z x I I I I m In M M O # U .Cs (U k M M m MP M c-I M N M C' M t to P m h * •� a x m r r H r N r N r N N N M # 41 CL 0* O x N r `--I r h h r r r r I 1 1 i K U I W x 1 I I I # 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Q m r m O �-i `--1 N # O) N x .h-1 •) � �J * Ul * I I — iJ— N t0 I m I M 1 I O I 1 O t II # x P m m o M K r-I U) * N m N O M ri M M M ''� (d ^� # •J w k N N N N * 1 * OI O — 1 0 I O I O I m m f m 1 10 U7 W * * to to to In In i k V] * to t0 10 to lD o LD d l0 o t0 O t� o ZW Of U x 0 o r d h O r r r r r r 0 2 # r .-i Ua�*------ * I k -- O 1 to — I — r to — I — N r — I — m m l M M I r r l m l m * 1 W rp N .-I a N r+ D, rn 07 2* m > H* dJ U7 k # m M N N N N , N >4 o,7 a a k * N N N o N N to N to to P4 U * 3 w k to 1 1 r Q w* x — — M m K ------ tp # I * -- O I In — I — N — I — d� I h l I I ro I OD I N * S1 x x O •d� m O O C r to 1n U N O m t0 Ln .0 .� * aE * d k * * o In 'r a a a a M * * 1 I I I k— k I OI O i O In in I O m m I O c-1 I C' O a m O t0 N I O h tD 1 O r O I O * # y N* Q1 * N O N O to O Ln O to ci Ul .-i O N O N MO t"1 0O m O o m O d m p o m p o m o m o o m o to # N N x> rt f-I # W* m H . 4 H to to to c-1 to .--I to .--1 to .--1 toto .-1 <i c-( rl — v * ------ # 1 * -- O I O — I m — m I m 10 I r M I O M 1 0 M I 1f) r t C1 d c-I I N m m m m n In N N N 1f1 <0 h m M �7' H O N V� M O to M r k O x m m m m tD lfl t0 K -ri # iJ U7 x r-I x to In to N m .--1 m O m N m m m L r W # b W* m m O .-1 IV N en m C1 a # k M M v N # Q ,3'. * o CD o z o0 o c7 o L9 o Ci o U o C9 .--I * .� •�I U * FC F [L) U U crix m # U U 7C o o C) W W o W o W C) W I Qui o W I R•. o i o O I— I a 1 Pr I Ri I 0.' 1 (� x z (� k — — a # 1 t o 0 0 0 Cl 0 0 0 0 0 0 0 o 0 d 0 d 0 o 0 0 0 0 0 Cl 0 v x a cx * 0 0 0 0 00 0 0 rl E— * * I 1 I I * ------ x JJ 1 r-1 k O 1 0 O — 1 0 O 1 O 1 0 O I O O 1 0 O O 1 0 O O O 1 0 O O I O O O Ln k '� Q ,--I # O O O O O O O O O O O O O O O O O O O O O # Ul H x CL k tlI •dl Ln In rl 1n H Ul .•'1 I H a --I I .-i 1 .-I 1 1 1 1 x (Y1 O* I I 1 1 # E I t I 1 O I O I O I O O O O (sa # - x O 111 O Ill O O O O O HO •N # b1 z t O Irl O M O O �-+ O -4 O HO O O O O O O O to tD IO if # al •.1 * O * a # # o * E., � # o d, o a o o ,.1 0 0 O 0 Ql 0 O o O m m O m * * O p •� O O N O * �✓ 'b * M 117 N to 111 N 111 N rl W I z* — — — * --- # ri -- I z* — I — — I — 1 r I M 1 I N N # U k Q7 * M D N Mll n E M rn r M O m !T m M N M N M O NO M •{� L Id * r r r r r m m M ' k 13 # Irl r M r r Irl r Irl r r I+1 r r t •.i 0 N 4 q 0 O x * r I I I 1 i I %*4 I I I I — — * ------ x I ,C. t 1 s-1 — — I trl — I M O m O Ol O r O' I o m I O O M M m r O .-, O O CT # d N a* O O M N N N H * a W Q k N tV M mak- * UT W # 1 I I l � # I m* I I — I — — — o a -- —# — — -4 a In r CM o 1 111 l0 ; H r m Ol 1 C' I Irl Ol Ol Ln U] W # M w t In r rn Ol N N to 01 M N r 01 �4 # al `� r14 •,y # O .--I N r-1 CI In to 14 k V CI IV w ID In to In In k p # W (7 * to to ID I ' i - O P, y k — m I fl — v I D• l m — — m I r, O I m — CO — 1 m — — m I O — — 10 1 vH, cN w k W+ 1 r 1 In In 1D t0 In m Ot r r M m * 1 m RC * rn D N O O O O N Cl W is N Q) x m N O N N N N N O N N N N H #> ,7, N Q) 5 N* 1 1 I I I I U m # m I O I m — I -iI O I 1 I W 1 CD I 77 I z W # # r O I N r E. t rl m # C; t0 m m m m fn m M m In m In lr7 M rn In U, •�4 * t I I 1 F4 N m *---_'-- - # , # O — I — O — I O I O I I O I Ln 1 1 —, V1 Lp # # Ln Ln In lLn111 to n . # UI # 10 10 t0 1D 0 tD o 1D O l0 O to m m O' r-4# o 0 0 r r ID 0 ma e x I—# m I N I M I .-"I 1 1n 1 IN 1 I I W # * 111 to OI W O z # al > * M Ln 1n O [x a 3 w o o o o o tMo N .-� 1 r ul r-4 t * 1 rn [q * ------ 1D — — — NI � I CD CN H (n a, # Q, W x M rn M M M N N N N * I # I I 1 _ _ 1— _ 1 _ I * ------ t 1 # tD 1 -0 I O, I O 1 O — I OI m rl O N I O N 1 m O I m O * N t cw O m O N N m T m O Irl N NLn 4, y i%1 # M m rn In o a N Ln g x 1, > t al QI o x ,1 t m o o m o m m o r In O o o N n N o d N 10 10 In A # I U— °� -- I r o l o d I ?HC o 1 0 d 1 rx o I o o I a: o l d o 1 0 r 1 M m o m w m r If) E In m r d' O E CR -4 m N m M 10 01 l0 I•l 01 61 N N m N # 14 w# tp m to r In r a a 111 r O .-i l0 m m lD I`� In In N � E U 'irL�7�• r N Nm O r N w a V3 a -4-, -4-4 .�-i s�-1 N .�-I P cr-I .--I .-i rl w * * , E O O (7 O O O O r' E F x x O H # O W O WW O O O O 1 W0.' 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W # * m a F m F h Q APPENDIX "B.4": LINE "A" AND LINE "B" AS -BUILT PLAN & PROFILE STORM DRAIN IMPROVEMENT NOTES THE BASIS OF BEAFM IS BASLE ON THE WEBiBiLY l�Cff86.T LTY METROPOLITAN WATER Qt4iiCCT @1. CALFOf98A 1� RNd1CM0 CUCAlKXNQA NEAR THE LRE OF THE NORR64BT OUARTIER OF f1EC110N 20, CeI D( HOMER gI$Ig-K�f and A880(:, INC. 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA �a STANDARD PLANS. THE CONTRACT PROVISIONS AND THE STANDARD SPECIFICATIONS at FOR PUBLIC WORKS CONSTRUCTION ('GREEN BOOK'). ALL REFERENCE SPECIFICATIONS e FOO S UOr ON MAL TRACT MAP NO ISM FILED IN BOOK 260. SERNk ANO MERIDIAN. COUNTYOFSAN BEFWAROM C4 922n F- (7 (CA 02800 BLMrfT AVE BET FLUBFL ON THE tgR'Rilrf'BT CORNER OF A 10 FOOT WIDE CATCF8ABP0 0.6 FOOT SOUTH OF THE 10 H A T AT PACES 48 THROUGH 06, NCLUSIVE, N THE O(iRCE PK (960 2710000 Far (7W 020-A16 FAM DISK WA fiY7. AND STANDARDS SHALL BE THE LATEST EDITION UNLESS OTHERWISE NOTED. 3 g 2. WHEN A TECHNICAL CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT FROM SELECTED CAN NOT BE RESOLVED BY REFERENCE TO PRECEDENCE PROVISIONS IN THE `GREEN BOOK', e° -150°.56 (FEET) OOUNTY. BANG NORTH 0030'24' WEST. THE CONTRACTOR SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION. 1 ��Ilnj�� a�brop-+' 3. ALL MATERIALS AND METHODS ARE SUBJECT 70 THE APPROVAL OF THE CITY ENGINEER. 15 1 �1-1Ig 4. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE JJ// 'A ONE WEEK PRIOR TO IMPLEMENTING DETOURS. T7 5. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA COMMUNITY " DEVELOPMENT DEPARTMENT, ENGINEERING DIVISION PRIOR TO THE START OF ANY WORK. BEFDRE TDL4ISYSV IORNGE CIN ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING FECWN ADE BY: INSPECTION COORDINATION SHALL BE REQUESTED AT LEAST TWO WORKING DAYS PRIOR9s c g TO THE START OF ANY WORK IN PUBLIC RIGHT-OF-WAY WITHIN THE CITY LIMITS. .x-'°` 03 CALL (909) 350-7610. 02 6. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, METHODS AND 91 PROCEDURES DESCRIBED IN THE STATE OF CALIFORNIA MANUAL OF TRAFFIC CONTROLS, ex° Rt9 LATEST NON -METRIC EDITION UNLESS OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. �90 121 7. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO MAINTAIN BARRICADES. 118 DELINEATORS OR 0114ER TRAFFIC CONTROL DEVICES AT ALL TIMES. s9 1xz q7 S. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR TRENCHES 5 FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DMSION \ ,,ire$ } 1 a19 j JD 1xI 1• NM 1 OF INDUSTRIAL SAFETY. r e1 t+s 9. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH l '� SHALL BE GUARDED BY SHORING. SLOPING OF THE GROUND OR OTHER APPROVED MEANS 11r D6 rSa PURSUANT TO THE REQUIREMENTS OF THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF TRENCHES LESS THAN FIVE FEET SHALL ALSO BE GUARDED WHEN CALIFORNIA. (5) THE POTENTIAL EXISTS FOR GROUND MOVEMENT. 10. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF WAY WITHOUT II + r az OBTAINING A SEPARATE PERMIT FOR THAT PURPOSE. I i 11. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION, HOWEVER• IT SHALL BE 774E RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THEFIELD, 4.,.��71 THE TRUE LOCATION AND ELEVA71ON OF ANY EXISTING UTUIIES, AND TO EXERCISE -} 81 60 J PROPER PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT AT 1-800-227-2600 , - t /% TWO WORKING DAYS BEFORE EXCAVATION. `0, /� \ 12. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT LIMITED TO, GAS, TELEPHONE, ELECTRIC. CABLE TELEVISION, LANDSCAPING, LANDSCAPE, IRRIGATION, DOMESTIC WATER. RECLAIMED WATER. SEWER, STORM DRAIN. FLOOD CONTROL AND CALTRANS. ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS NOTICE PRIOR TO WORK AROUND THEIR FACILITIES. 13, THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAIN VALVES WITHOUT APPROPRIATE AGENCY AUTHORIZATION. CONTRACTOR SHALL COORDINATE WITH THEAPPROPRIATE WATER COMPANY FOR VALVE OPERATION AND WATER REQUIREMENTS. ,, \ 7 z 14. STATIONING REFERS TO THE CENTERUNE OF STORM DRAIN EXCEPT WHERE 07HERIMSE NOTED. \Y\) 15. ADEQUATE CONSTRUCTION CONTROL STAKES SHALL BE SET BY THE ENGINEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN GRADES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PRESERVATION OF BENCHMARKS AND CONSTRUCTION f CONTROL STAKING DURING CONSTRUCTION. 16, THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR -r- BENCH MARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER. \�I 17. REMOVAL AND REPLACEMENT OF EXISTING SURVEYCON7ROL, INCLUDING SURVEY MONUMENTS,�- MONUMENT TIES AND BENCH MARKS. SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 4 ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS CAN BE ESTABLISHED / FOR LATER REPLACEMENT OF THE MONUMENT. TRAT NO. l.•1 ,3 h 18. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CONSTRUCTION 14570-1 AREA FOR RESIDENTS AND EMERGENCY VEHICLES. 19. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL, INCLUDING ADEQUATE WATERING, AT ALL TIMES. 20. THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL, MUD, SILT OR DEBRIS TO ) T BE DEPOSITED ONTO PUBLIC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY r DURING CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL. %` 1 21. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY INSPECTOR. L 22. A GEOTECHNICAL ENGINEER SHALL CERTIFY ALL BACKFILL COMPACTION. FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING OF 'THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS OBTAINED. J C 23. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE TEMPORARY NON-ERODEABLE SWALES ENTERING OR LEAVING IMPROVEMENTS. _ 24. ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE. COLOR AND FINISH 70 MATCH EXISTING CONCRETE. 25. NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY WITHOUT PRIOR APPROVAL OT HE CITY ENGINEER. CITY OF FONTANA STORM DRAIN IMPROVEMENT PLANS LiNE "A" AND LINE nRA Q 26. PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY OF APPROVAL OF V SPILLWAY / CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS. 20 x+ zz 19 27. IF EXISTING UTILITIES OR ANY OTHER FACILITIES CONFLICT WITH THE PROPOSED +1 t° IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL t5 is AFFECTED AGENCIES IMMEDIATELY. 28.NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE N BEEN PLACED, INSPECTED AND APPROVED. 1y 7a ,10 29. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND APPROVED PRIOR 7s as ` TO PAVING OF STREET. 9x 1f 109 , 30, APPROVED SOIL ANT IS REQUIRED UNDER ALL NEW ASPHALT PAVEMENT y V 1 9° PRIOR TO PLACEMENT. 1s 1 Toa 31. ALL MANHOLES.CLEANOUT FRAMES.COVERS AND VALVE BOXES SHALL BE RAISED TO 10+ �a 1 73 at FINISHING GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. + 19 101 32. UPON COMPLETION OF CONSTRUCTION•CONTRACTOR SHALL RESTORE ALL SIGNING, 72 M STRIPING, SARRICADES•AND OTHER TRAFFIC CONTROL DEVICES TO THE SATISFACTION 100 OF THE CITY TRAFFIC ENGINEER. 33. AS BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER +o OF RECORD,WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. ° 34. MINIMUM D -LOAD FOR ALL RCP IS 1350. +os 1 al 7 70 35. THE CONCRETE COATING ON THE INSIDE OF ALL REINFORCED CONRETE PIPES MUST BE INCREASED TO PROVIDE A MINIMUM OF 1-1/2" OVER THE REINFORCING WHEN THE DESIGN VELOCITIES EXCEED 20 FEET t0a ° 69 a5 91 I PER SECOND. THE CONCRETE DESIGN STRENGlT IN THESE REACHES SHALL BE FC - 5,000 PSI FOR VELOCITIES EXCEEDING 20 FEET PER SECOND AND FC - 6,000 PSI FOR VELOCITIES EXCEEDING 30 FEET PER SECOND. PRIVATE ENGINEER NOTE 09 gyp° r f C CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES. CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS e DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, z INCLUDING SAFETY OF ALL PERSONS AND PROPERTY• THAT Ir s 17 `D 06 THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. AND D N N CANYON RDA SITE LOCATION �h ROACRMYT EEK NCI CANYON ROAVICINITY MAP NTS ENMEERIS NOTICE TO CONTRACTORS THE EXISTENCE AND LOCATION OF ANY UNDERGROUND OR OVERHEAD UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE APPROXIMATE. THE ENGINEER ASSUMES NO U491UTY AS TO THE EXACT LOCA77ON OF SAID LINES NOR FOR U71LITIES OR IRRIGATION LINES WHOSE LOCATION ARE NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UDUTY AND IRRIGATION COMPANIES PRIOR TO WORK TO ACCURATELY IDENTIFY THESE LOCATIONS, WHETHER OR NOT SHOWN HEREON, AND IS RESPONSIBLE FOR ANY DAMAGE OR PROTECTION OF THESE LINES. PHASED UTILITY RELOCATIONS MAY BE NECESSARY AND SHALL BE THE CONTRACTORS RESPONSIBILITY TO CLOSELY COORDINATE HIS ACTIVITIES WITH THOSE OF ALL UTILITY O AN CONTRACTOR S f 710 f TO UNDERGROUND COMPANIES. THEHALL CALL N A LOCA N REQUEST SERVICE ALERT (U.SA) PHONE 1 -WO -227-2600 TWO (2) WORKING DAYS PRIOR TO DIGGING. NO CONSTRUCTION PERMIT ISSUED BY PUBLIC WORKS DEPARTMENT SHALL BE VAUD INVOLWNG UNDERGROUND FACILITIES UNLESS THE APPLICANT HAS AN INQUIRY IDENTIFICATION NUMBER ISSUED BY U.SA THE ESTIMATED QUANTITY FOR EACH SPECIFIC ITEM OF THE WORK DESIGNATED -ON THE PLANS SHALL BE CONSIDERED AS APPROXIMATE ONLY AND NO GUARANTEE IS MADE THAT THE QUAWITIES WHICH CAN BE DETERMINED BY COMPUTATIONS, BASED ON THE DETAILS AND DIMENSIONS SHOWN ON THE PUNS, WILL EQUAL THE ESTIMATED QUANTITIES. THE ESTIMATE OF QUANTITIES IS PROVIDED BY THE ENGINEER ONLY FOR THE CONVENIENCE OF THE OWNER, THE CONTRACTOR SHALL MAKE HIS OWN DETERMINATION AND BE RESPONSIBLE FOR HIS OWN CONSTRUC770M QUANTITIES BEFORE SUBMITTING A 81D. ANY REM OF WORK OR PORTION THEREOF REQUIRED BY THESE PLANS WHICH IS NOT SPECIFICALLY LISTED IN THE ESTIMATE OF QUANTITIES SHALL BE CONSIDERED AS INCLUDED IN 774E OTHER ITEMS OF WORK. CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND. zo T - I EMNIFYY ANDA AND HOLD DESIGN ESY. A L ORPROFESSIONAALLEGED,L 1H ARMLESSCONNECFROM UTILITY PURVEYORS ON r \ \ to I n 7z 7a i " WITH THE PERFORMANCE OF WORK ON THIS PROJECT, WATER WEST VALLEY WATER DISTRICT t;s x1 EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF NE 14 DESIGN PROFESSIONAL RIA W BASEL/37 s< zz 9r SLEET i1� RIALTO, CA LON I 15 1 \ xx 9 9( 95 1�VG/L ATTENTION.- LOIN 75AI sI ` 1-2 7I7LE SHEET/VICINITY MAP/INDEX MAP 9 LINE B' OUTLET AND DEBRIS BASIN TELEPHONE (909) 875-1804 10 WO BASIN S" SEWER CITY OF FONTANA 3 UNE B', PLAN AND PROFILE10 LINE B' OUTLET, PLAN AND PROFILE 8353 SIERRA AVENUE 1y M s 1r1 STA. 14+75.98 TO STA. 20+00.00 STA, 10+00.00 TO STA 13+96.59 FONTANA, CA 92335 4 UNE 'B; PLAN AND PROFILE LINE 'B' SPILLWAY PLAN AND PROFILE ATTENTION: BRIAN WREN STA. 20+00.00 TO STA 27+00.00 STA. 10+00.00 TO STA 13+16.65 TELEPHONE (909) 350-6632 UNE B-3 ; PLAN AND PROFILE I s9 s� 96 5 LINE B; PLAN AND PROFILE STA. 10+00.00 TO STA. 11+33.37 GAS THE GAS COMPANY 1 Z T STA. 27+00.00 TO STA 35+00.00 16231 VALLEY BOULEVARD 11 LEVEE B-1" PLAN AND PROFILE FONTANA, CA 92335 I ss 1p 6 LINE 'B; PLAN AND PROFILE STA. 9+4.4.09 TO STA 13+24.69 ATTENTION: STEVE ROSLES 1 I 66 ,P STA. 35+00.00 TO STA. 40+69.41 13 DETAIL SHEET TELEPHONE (909) 428-8407 1 1 7 UNE A"• PLAN AND PROFILE 14 LAT B -IA', LAT. IB -IB". LAT. •B-10" -M as 1 STA. 9+57.62 TO STA. 77+26.25 WO LINE B" AND NO LINE B-1' i111 8 LINE 78-1" PLAN AND PROFILE 15-25 DETAIL SHEETS u eee _o w i 111 STA. 10+00.00 TO STA. 15+61.96 ,I W1.11 ,Y so TELEPHONE VERIZON 16071 MOJAVE DRIVE. BLDG. 8' WCTORWLLE. GA 92392 ATTENTION: FRANK ANGUSTAIN TELEPHONE (760) 245-0330 ELECTRIC SOUTHERN CALIFORNIA EDISON COMPANY 800 W. CIENEGA AVENUE SAN DWAS, CA 91773 ATTENTION: JEF BURT TELEPHONE (909) 592-3737 CABLE AOELPHIA COMMUNICATIONS 1500 S. AUTO CENTER DRIVE ONTARIO, CA 91761 ATTENTION: LEWIS MCOONALD TELEPHONE (909) 975-3343 3/4:1 SLOPE OR FLATTER OR ADEQUATE SHORING THE BASIS OF BEAFM IS BASLE ON THE WEBiBiLY l�Cff86.T LTY METROPOLITAN WATER Qt4iiCCT @1. CALFOf98A 1� RNd1CM0 CUCAlKXNQA NEAR THE LRE OF THE NORR64BT OUARTIER OF f1EC110N 20, CeI D( HOMER gI$Ig-K�f and A880(:, INC. 90X EOMPACTED NATIVE �a SBA A BUBDWOON OF A PORTION OF THE SOUOfABT V4 �,=" OF: SUMMIT AVE AND CHERRY AVE AT THE SOUTHWEST CORN OF CM3iWt AVE Mb SUMMIT" Tom & -v 1 NORTH RANGE 0 WEBT, SBM AS BROWN iii CORONA POINTE COURT XBI N ARIAkW O lir7�T TEPLNE OF CHEM AVE AND 0713"Wf 90UTM C OF eC-C.'TpN 14 TOYINBFF 1 ALDRIN( RANGE B WEST. 9AN AVE 101 FEET NEBi OF TOE at e E e FOO S UOr ON MAL TRACT MAP NO ISM FILED IN BOOK 260. SERNk ANO MERIDIAN. COUNTYOFSAN BEFWAROM C4 922n F- (7 (CA 02800 BLMrfT AVE BET FLUBFL ON THE tgR'Rilrf'BT CORNER OF A 10 FOOT WIDE CATCF8ABP0 0.6 FOOT SOUTH OF THE 10 H A T AT PACES 48 THROUGH 06, NCLUSIVE, N THE O(iRCE PK (960 2710000 Far (7W 020-A16 FAM DISK WA fiY7. 3 g CURB A STANDARD MW08C 9 NCH BRASS STAMPM OF THE COUNTY RECORDER OF SAN BEWLARDNO FAX+ (W) 279-2100 Ms LOM) °SD -1°26 NAW FROM SELECTED 6 1 e° -150°.56 (FEET) OOUNTY. BANG NORTH 0030'24' WEST. .NQiES q3V. MOM MOIFTION DATE DNR crrY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT N BER NAR D I N 0 C 0 U N � COMMENCEWITHFNTWOYEARSOFTHEDATEOFAPPROVAL FL CONTROL DI CT«.,wo.w..+ Wo 'V �H'"TTEn Sy. 2. TRENCH DEP7HS OF GREATER THAN 5' ZONES UNLESS OTHERWISE SPECIFIED. SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. THE TRENCH STABILITY SHALL CONFORM A CLASS 11 AGGREGATE BASE ALL BEFDRE TDL4ISYSV IORNGE CIN ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING FECWN ADE BY: aroro t 99_x0.Oa rt c g YOU DIG YOU DIG- THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN APPROVED Sr +r� IW R� - 10LL F I -Soo -227-2600 GHAIaa®s1 RCP To 90 RCPRBAOYID BTp/ AMT a rA A PUBLIC SERVYCE BY mmElawmBlB SERVICE ALERT , EFFECT. TELEPHONE VERIZON 16071 MOJAVE DRIVE. BLDG. 8' WCTORWLLE. GA 92392 ATTENTION: FRANK ANGUSTAIN TELEPHONE (760) 245-0330 ELECTRIC SOUTHERN CALIFORNIA EDISON COMPANY 800 W. CIENEGA AVENUE SAN DWAS, CA 91773 ATTENTION: JEF BURT TELEPHONE (909) 592-3737 CABLE AOELPHIA COMMUNICATIONS 1500 S. AUTO CENTER DRIVE ONTARIO, CA 91761 ATTENTION: LEWIS MCOONALD TELEPHONE (909) 975-3343 3/4:1 SLOPE OR FLATTER OR ADEQUATE SHORING ..;,,:t rNp MAX. SIZE oSS''IZE CTI ACTEDL 95X 90X EOMPACTED NATIVE GRANULAR BEDDING FROM SELECTED BACKFILL 6' MAK SIZE at 66 MIN. B' MAX. :- GRANULAR BEDDING FROM SELECTED 1 TRENCH SIDE .NQiES NOTE: MATERIAL Tn 71 'V I- MAX SIZE) STORM DRAIN -l' Y at GRANULAR BEDDING FROM SELECTED at TRENCH MATERIAL FOR TRENCH :- DEPTH GREATER THAN 70'. USE 1/2 CRUSHED ROCK. .NQiES NOTE: 1. TRENCH WIDTH SHALL BE CONTROLLED TO TOP OF PIPE ZONE. COMPACTION SHALL BE 9OX IN ALL 2. TRENCH DEP7HS OF GREATER THAN 5' ZONES UNLESS OTHERWISE SPECIFIED. SHALL HAVE ADEOIATE SHORING. TRENCH STABILITY SHALL CONFORM A CLASS 11 AGGREGATE BASE ALL TO CAL -OSHA REQUIREMENTS. TRENCHES LESS TRW 10' IN LENGTH. TRENCH BEADING N. I. DETAIL AE I-*CASC CITY �COFONTANA, YOTE CAON CALIFORNIA ENGINEERING aRA+rN os STOW 437 SOUTH 161 UTA SUITE 500 CgiW. OI 92524 � W, STo" tvaDVEMENTS "1'T' PH. (999) 783-0101 FAX (909) 783-0108 R,9Y: MBC fA 7349MYSON R.GE NO. _ 30 -OB Id VMSE JA ��/ Qj� dome xm 1 �: 0802 25 E A A4 Ci A v1 V 1"LS a Ad _;E: Wuuy I.%. CITY OF FONTANA STORM DRAIN IMPROVEMENT PLANS LINE AAA AND LINE ABA 3?iN fc 4 - t- -J(` CONSTRUCTION NOTES ESTIMATE !� CONSTRUCT 75'W x 6H REINFORCED CONCRETE CHANNEL PER 1379.1 C.Y. 46 CONSTRUCT 1 TON CONCRETE RIPRAP WITH UPPER 6- TO 9" OF TOP LAYER EXPOSED PER CALTRANS 2.200 C.Y. TYPICAL SECTION AND STRUCTURAL DETAILS ON SHEET 16. M. SPEC. SEC. 72 (METHOD A" PLACEMENT) AND DETAIL ON SHEET 9. 2O CONSTRUCT T0'W x SH REINFORCED CONCRETE CHANNEL PER TYPICAL SEC770M AND STRUCTURAL DETAILS ON SHEET 16. 629.7 C.Y. Q CONSTRUCT 6" CLASS A' CONCRETE SLOPE PROTECTION WITH 84 O 18" O.C. B.W. 298 C.Y. O3 CONSTRUCT RECTANGULAR CHANNEL TRANSITION PER DETAIL SHOWN ON SHEET 16. 49C.Y C.Y ® CONSTRUCT 15 -FT. WIDE WROUGHT IRON DOUBLE DRIVE LATE PER PERIMETER WALL PLANS. 1 EA ® CONSTRUCT CONCRETE CHANNEL TRANSITION PER DETAIL SHOWN ON SHEET 77. 29..77 C.Y 49 CONSTRUCT 8' CLASS 'A" CONCRETE W/ N0. 4 REBAR AT 18` O.C. 250 C.Y. SO CONSTRUCT b' WROUGHT IRON WALL FENCE PER PERIMETER WALL PLANS ©0 CONSTRUCT DROP INLET PER SECTION `B -B' ON SHEET 6. 1 EA 4304 L.F. 51 CONSTRUCT WALL EX7ENRON (EXTEND VERTICAL STEEL 6') 406 LF © CONSTRUCT 75 -FT WIDE ACCESS ROAD WITH 0.25' AC (TYPE B) OVER 6" 95.Z COMPACT NATIVE 34,432 S.F. O7 CONSTRUCT TYPE A" AC blKf PER CALTRANS STD. PLAN A87. ©2 CONSTRUCT B" CLASS A` SPILLWAY W/ 14 ® 16` O.C. B.W. AND DETAILS ON SHEET 9. 760 CY 2,317 LF Q CONSTRUCT TRANSITION STRUCTURE PER APWA SID, 342-1. 1 EA ® CONSTRUCT DOUBLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED CALTRANS STD. PLAN D81 AND DETAILS 843.8 L.F ©4 CONSTRUCT TRANSITION S7RUCTURE PER APWA STD. 341-1. ON SHEET 16 (SEE PROFILE FOR SIZE). 7 EA 9 CONSTRUCT JUNCTION STRUCTURE PER APWA STI). PLAN 3J3-1. O 4 EA 5© CONSTRUCT CHAINLINK WALL FENCE PER CALTRANS S7D. PLAN 811-52. 180 LF 70 CONSTRUCT 18` RCP (D -LOAD PER PROFILE). 206 L.F ® CONSTRUCT 15 -FT. DOUBLE DRIVE GATE PER SBCFCD SP, 1. 2 EA Q CONSTRUCT 6 -FT CHAINLINK FENCE PER SBCFCD SP. L 215 LF I1 CONSTRUCT 24' RCP (D -LOAD PER PROFILE). 307 L.F 58 CONSTRUCT CONCRETE V -DITCH PER DETAILS ON SHEET 70. 12 CONSTRUCT 30" RCP (0 -LOAD PER PROHLE). 577 LF 64 LF 13 CONSTRUCT 36" RCP (D -LOAD PER PROFILE). 73 L.F ©9 CONSTRUCT PIPE OUTLET PROTECTION BARRIER PER SBCFCD S.P. 101-1, 701-2, AND 101-3. 3 EA 74 CONSTRUCT CATCH BASIN PER APWA STD. PLAN 300-2. 7 Fit 60 CONSTRUCT I0'Wx7H SINGLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED CALTRANS STD. PLAN D80 AND DETAIL 014 SHEET 16. 132 LF 15 CONSTRUCT MONOLITHIC CATCH CONNECTION BASIN PER APWA SID. PLAN 308-1. 1 EA © CONSTRUCT TYPE 1A RETAINING WALL PER CALTRANS STD. PLAN 83-3. 85 LF 76 CONSTRUCT LOCAL DEPRESSION CASE A' PER APWA STD. PLAN 313-1. 3 L.F 62 CONSTRUCT 20.75'Wx6H CONCRETE CHANNEL PER TYPICAL SEC77ON AND STRUCTURAL DETAILS ON SHEET 16. 20 LF 17 CONSTRUCT CONCRETE SLOPE PROTEC77ON PER DETAILS ON SHEET 12. 420 CY 78 CONSTRUCT MANHOLE PER APWA STD. PLAN 321-1, 2 EA 19 CONSTRUCT PIER EXTENSION PER DETAIL ON SHEET 16. 1 EA - LEGEND L.L� END ©0 CONSTRUCT CONCRETE BULKHEAD PER RCFC AND WCD STD. DWG. N0. M816. 3 EA 21 CONSTRUCT MANHOLE PER APWA STD. PLAN 322-1. 6 EA APWA AMERICAN PUBLIC WVRKS ASSOCIATION ©2 CONSTRUCT INLET STRUCTURE PER RCFC AND WCD STD. PLAN CB708, 2 EA SC BEGINNING OF CURW .- GRADE PER PLAN. I LS BOT. BOTTOM C8 CATCH BASIN _ ®NE CONSTRUCT 3" DG ACCESS ROAD OVER 6'.95x COMPACT NATIVE 22,500 S.F. CIL OR C.L. CENTER NE © CONSTRUCT 90' RCP (D -LOAD PER PROFILE). GP CONNECTOR PIPE © CONSTRUCT REMOVABLE TRASH RACK PER DETAILS ON SHEET 13. 110 3 LF. EA CFS CUBIC FEET PER SECOND DIP DUC17LE IRON PIPE ELEV ELEVATION © CONSTRUCT CONCRETE COLLAR PER APWA STD. PLAN 380-2.3 END OF CURVE CONSTRUCT 4" CLASS A" CONCRETE WITH 6xWx ® 6' 1.J1.3W W.W.F.S (JI EXIST./EC EXI - FINISH SURFACEF• ©0 CONSTRUCT CSP RISER PER DETAILS ON SHEET 17. 200 1 CY EA FL FLOW LINE GB GRADE BREAK CTD GRADE TO DRAIN 3 CONSTRUCT TYPE A" PIPE HEADWALLS AND WINGWALlS PER CALTRANS STD. D90. 2 EA HGL HYDRAULIC GRADE LINE [450.00) ©4 CONSTRUCT 48" RCP (D -LOAD PER PROFILE). 227 L.F. INDICATES EXISTING CONDITION 450 00 fND1CATES PROPOSED CONDITION INT INTERSECTION 5 CONSTRUCT 1 4 TON CONCRETE RIPRAP PER CALTRANS STD. SPEC. SEC. 72 (METHOD "B AND DETAIL ON SHEET 75. 7 250 C.Y. INV INVERT LF LINEAR FEET J6 CONSTRUCT ACCESS ROAD WITH 0.25' AC (TYPE B) OVER 6' 95% COMPACT NATIVE (WIDTH PER PLAN). 80,200 S.F. M.H. MANHOLE ©MIN CONSTRUCT SLIDE CATS PER WATFRMAN AC -31 ALUMINUM GATE OR EO/AL MINIMUM PX PAD ELEVATION ©8 CONSTRUCT 6" PVC PERFORATED RISER PER WO RISER DETAIL 8" k SECT70NS "C -C" AND ID -D' ON SHEET 10. 1 1 EA Fit PRC POINT OF REVERSE CURVATURE PVC POLY VINYL CHLORIDE 39 CONSTRUCT 20 -FT. WIDE ACCESS ROAD WITH 0.75' AC (TYPE 8) OVER 6" 95x COMPACT NATIVE 32,798 SF P/L PROPERTY LINE PROP.PUE PROPOSED 40 CONSTRUCT WIRE WELDED FABRIC (8 X 8 MESH). I EA LMJC UTILITY EASEMENT RCB REINFORCED CONCRETE BOX 41 CONSTRUCT MODIFIED CATCH BASIN PER APWA STD. PLAN 300-2 AND DETAIL A' MODIFIED ON SHEET 10. 1 EA RCC REINFORCED CONCRETE CHANNEL RCP REINFORCED CONCRETE PIPE 42 CONSTRUCT 14'Nx10'H SINGLE CELL RElNFORC£D CONCRETE BOX CULVERT PER MODfF7E0 CALTRANS STD. PLAN D80 AND DETAIL ON SHEET 16. 378.2 C.Y RRIGHT OF WAY /W RCFC RIVERSIDE COUNTY FLOOD CONTROL DISTRICT ® CONSTRUCT CONCRETE FLARE END SECTION PER CALTRANS STD. PLAN 0948. 3 EA Sw SEWER LINE S SLOPE 44 CONSTRUCT 14'Wx12'H SINGLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED CALTRANS STD. PLAN D8O AND DETAIL ON SHEET 16. 7.3 C.Y. SID. STANDARD STA STATION 45 CONSTRUCT TYPE A" BOX CULVERT WINGWALLS PER CALTRANS S7D, PLAN 084.I EA ST. S A STREET STATIONso STORM INLINE g TC TOP OF CURB WCD WATER CONSERVA77ON DISTRICT W WATER LINE WSE WATER SURFACE ELEVATION W W70TH i "AS BUILT" The leclO of AsBuiN Plans and Civa aDceflmrce s the Wcbesnalabs*eTheSubrGuklalDevejoW > a of any responsbU),fw 8nsw lacy. s8 c' THE BASS Cr- BE~ N BASED C)!1 THE W�T9i.Y LIVE OF 71-E NORITEAW OVARTER OF 8ECIM 2% ffiq A BUF A CENTDC Howe AI.BUB-K� AND ASS= NO. 1GO ErgNN6d .F1Y Ca,T_(J{-L o II -E THOF 'IO4YDIBFE 1 NORR♦. MMOE a WEST, SBM. A88H01MN POHTpN OF 7}E BOVTIEASf U4 1286 CORONA POINTE COURT IDA N. AIM A DO STREET .E ON FINAL TRACT MAP NO.13780, RM N BOOK 250, OF BECNCk TB NNBER 1 RTR CORMA CA 92876 ANAHM CA 92908 - RDINO AT PACES 48 WMMH 88, NOLUSIYE N 7HE RAND 8 SIEBT, BAN BEliVARDNO M+ L96A 279 -SM PLM OMA 880-1a ME'llotwS OF 3of 7W000MRECOFDl4i aF BAN BERNARDND 9W FA7M08027P2g0 FARM M 0109919 I- 2 COLNII: BEND NOR1M 008024' WEST. 8 BENCH MARK: DESCRIBED BY METROPOLITAN WATER DISTRICT SO. RANCHO NEAR THEDM196)) p FT ler. REN90N aEsawra DATE INSK CITY MAIL SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OFAPPROVAL - /IJSCCALIFORNIA CITY OF FONTANA, CALIFORNIA CANYON aINTERSECTION s N O E sLI AVE. A CH AVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER ��V(/�A111 r E N G I N E E RI N G � �.COYOTE LdE'A' MD'8' SCALE. OF AVE IDL OF CHERRY AVE. AND A„n SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE Tae a ik ^x e FEET WEST OF THE AVE A OF CHERRY AVE AND 37 yp, aeoee 937 SOIlII1 VW LATA, SI1ffE 500 C0L70N, G 92J24 O5. A$ SFI0IYN CENTERLINE FEET SOUTH OF THE CENTERLNVE OF SUMMITAVE. SET FLUSH TWO WORKING DAYS BEFOtE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a e cm. 06-00'0° PR. (sos) 7HJ-o1m FAx (sos 78J-DIDa ) t€s zm �ROVB�I28 DATE; mg ON THE NORTHWEST CORNER OF A 10 FOOT WIDE CATCMBASON 0.8 FOOT SOUTH OF CURB FACE. ASTANDARD Y77u DIG THEM INTO CONFORMANCE WITH CONDIITONS AND STANDARDS IN '�+� C e +� S SHEET 9 NOVEMBER 20C PREPARED HY AMC N, RRLYSTIN A.GE. W. 66089 Q " MWDSC 3INCH BRASS DISK STAMPED 199Y. TI2LL FREE 1-800-227-2600 '" OF CNS E%P. '06-3 BY: oRAVENC N0: 2 03 NAVE, 88-1508.56ffEET) A PUBLIC SERVICE BY uILaEltctminm SERVICE ALERT EFFECT-71�4V ��- ,DATE; / �R''f N E ER R.C.E. 57752 3802 2 3?iN fc 4 - t- -J(` Y _f :.._I. ..,....._._.:__.' �-;.: _,_.�_a._f_.'_..:..I,_-._ ,:.•-t.j._ .`>-;-_ _R,_,;._i�L_ ` ? _ -� _i.. -L� 1_.�. -s , I_ } _ , ,. ,. s c t • r' t 1 ¢- �-� •�:'- _,i....,___r - -..I., =r _.Y ..F�.._ ,_--' s.., e• - - - ..�. _s._.:. -- ..y. � £..i. - _ �...-.�...!,_ 'r-'-- - _d_ --�. .-��- t__,__,p..t-- - ? -� r' 'Y.._.' }J + .-.s-� .t z 'i .-�-�j_{'.«_;3_: '�.� "•-'y"_.��.:-� - -F- _ - I t , ,... '� • _ 1 .. . - : - . _• :-: -_. `.. - _--:- ': =: , .:1 a'..:. 'c; -'j- � -�- ! : i, { _ t i ! 3 t t .d.. y '�, �� .; 'f• .�...4' • ,._t•--�.�; r t r f YT .(. r:-.7_ .r...I_-'--.-.. •..r.. -r -:^?-'-4- f-}_.,�"-.-• * -','--•-j- ...#.-_!: F.-.,,._. .L. rJ..._..._.. _.7:, • i 4 i_ "� , '}"'� . r 'i 7 i' 3 - i• - : • = - - .. f - I t f ��T#jF? '}'` -1 �' -'i•- --r-. -. - •,•1•- _•z-_. ' 7�-r-i--•-!•i'.i_ _6.. 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' :I• •� .: .'°i : - - j., -t.=, _ _�. « _ - is - x Y .1 - "•i T - 4 _ _ I . h s• pp _t. s = ;•'-' a ,r. - _ - - - l ._�._.• :..: ... . .. ... _• _ : _ .: - � '._-._,__' .:.. .. _ _.._.. - .,: _ f �i._� _ ' :%.moi _ _ _ F' - _I .F -•i - F , - t ._ .... - _... __ __}q .._ _. _.. .� . _ n _. _ .. _. •C J._ _ } T •:i'_ 1-• SSS , .r - .,_�; _ _ ••tom __ i _ _ _ _ - - ---- - - PROFILE SCALE _ - CONSTRUCTION NOTES 15+00 16+00 17+ 18+00 f 9i•_00 20+00 ''il i \ i X ' II ' `° ! NOTE: EX. UNDERGROUND FACIU77ES TO BE FOR BA.9Pl I (� 11 \:., l t LINE B" O CONSTRUCT 75'W x 61.1 REINFORCED CONCRETE CHANNEL PER SEE SHEET AN t'F'iS`•:fiS;i' t` =�°i 111 i ? \', q l x�• I�, y ' PROTECTED O PLACE E- ACCESS ISZING ROADS A 14'W X 70'H RCB PER !�� 3� Iia;imle F :4s .i, t TO BE RESTORED 7O PRE-EXISTING TYPICAL SECTION AND STRUCTURAL DETAILS ON SHEET 76. // t�`;, I, itl;it �•'f CONDITION. CALTRANS STD. OBO ON SHEETa 9�A•t!'f•i .fltII, Illi - _ (•_- _ 0 CONSTRUCT RECTANGULAR CHANNEL TRANSITION PER DETAIL SHOWN ON SHEET 76. �/ , i i ' i /-' . , ! S'EE _ t' S 1P' ; j ST�Rn R� 'y ti ) I I10 O CONSTRUCT 6' WROUGHT IRON WALL FENCE PER PERIMETER WALL PLANS 1 't EI ' ; `, {! I ;1� • % IMPRS2Y�MAN ', V DIRECTION ?'A+„_ - DWG„ - _`_ i _ _ OF FLOW © CONSTRUCT 15-F7 WIDE ACCESS ROAD WITH 0.25' AC (TYPE B) OVER 6. 95R COMPACT NATIVE. ;: ,"h,1,I jT�_- - .� -s�-- 1621.85 16220.3 O7 OONMUCT TYPE A' AC DIKE PER CALTRANS S7D. PIAN A87. \ 451 _f !'=1.i - <.� I _ --,- 25'STORM DR _ - _ PROP. K�^ STEELNTO INV. INV, 9O CONSTRUCT JUNC71ON STRUCTURE PER APWA STD. PLAN 333-1. - . ' •• 1 / 5• �' + -s _- EL - .0 UNE - 2 ~• - -. (EACH SIDE) RCB � SEE DETAIINVERT L 70 CONSTRUCT 18" RCP (D -LOAD PER PROFILE). - - f tiP 'R '• - CONSTRUCT 36' RCP (O -LOAD PER PROFILE). ,I -• ; I \ • D UCTKIN`SECTION OF 14V X 1274 RCB �I E tI 1 i 13 _ :� t � \ �4� ©0 CONSTRUCT CONCRETE BULKHEAD PER RCFC AND WCO STD. DWG. NO. M516. ` © CONSTRUCT INLET STRUCTURE PER RCFC AND WCD S70, PLAN CB708. ''- - S' a 1L '' a 11'1 - -�--1 -. , HEREON '-. - 1' STEEL TROWQ t-•' 2' SMOOTH p l4? CONSTRUCT 14-Wx1OW SINGLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED CALTRANS ' '_i�`c- •„ 7 + 8' RE N y STD. PLAN D80 AND DETAIL ON SHEET 16. _ _ _- -`� Yu- ` ^3-. _ r`- 78` RCP 2%r��" �!sB CONSTRUCT 14'fYxf2'H SINGLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED GALTRANS ____ - _ - _ '•�. >o STD. PLAN D80 AND DETAIL ON SHEET 16. - _- ` s - ,y ' -'x&. _.t _ ti t� / O 16F9.94 0 CONSTRUCT TYPE A' BOX CULVERT WINGWALLS PER CALTRANS STD. PUN D84. ""` _ _ -,.^ , " -- - 7 v 1N , h -"' �- A �'"' �• 1j� Q PUCE ADDITIONAL CONCRETE C _.. 4'. t .. " 4 - / v CUSS A" CONCRETE 46 CONSTRUCT i TON CONCRETE RIPRAP WRH UPPER 6" TO 9- OF TOP LAYER EXPOSED PER CALTRANS GRADE TO DRAIN (FC - 5,000 PSI) • "h �` �'{� `, _ PR ' .'�" ``� `._. (FC -5,000 PSI) SID. SPEC. SEC, 72 (MERIOD 'A" PLACEMENT) AND DETAIL ON SHEET 9. - ;•,+'' -.-� ` , 1 7 H ® CONSTRUCT WALL EXTEMION (EX7END VERTICAL STEEL 67 -�`-� •' r ' ., ��, 'II _ ; 11T ,_,� `. �: 7 '-.t % ,\, r',, . ' }. l �._% '3 . ' - _ �\ \� 8>:CTtodv i4 a• DETAH. a' ® CONSTRUCT 15 -FT. DOUBLE DRIVE GATE PER SBCFCD SP. I. t•. is i 1 S • r-10' ©CONSTRUCT 6 -FT CHAINUNFENCE PER SBCFCD SP. 1. ��I' I' it�f'F l"' :- •__' 40�It•• 1;4J.4�P-.E.lL1E/CtM DATA UWCLME DATA t52' T-5 BD' R m DELTA/BEARING -RADIUS I UEN./DlST.j TANGENT DELTA/BEARING RADIUS LEN./01ST. TANGENT A 48.11'29" 250.00' 210.27' 111.81' N45'41'00"W N/A 20.35' N/A B N00'A1'00"W N/A 114.38' N/A 45"00100" 22.50' 17.67' 9.32' C 22'50'45" 500.00' 199.57' t0T_03' G N89'19100"E N/A 49.70' N/A D N72.48'36"W N/A 47.15' N/A NGW281511W N/A 84,05' N/A � ,\ � •�i .: �a;Ii;,�III;, ;"-•'•_,. , ;,� �•. .. 1 -��S+I'i,:I.',�,If.•;j[:ltl t 320 P. f. tifi�1 DATA I 1 20' Th ' tOfASEAusl BUILT" YARIES \\ 17' S' L INE "� n IWUNUNE LATERAL ISTRUMRE TYPEI A 1 8 1 C EL S" ELEV, "R" LINE B' LINE "8-2" JS 333-1 45'00'00" 36' IT.4- 1632.86 1623.91 UNE B" U7 'B" JS 333-7 90'0010` 18' 1.58' 1627.87 1627.90 LINE B" WO UN£ JS 333-1 90'00'OD" 'w LNE OF THE NORTHEAST CUARTER OF SECTION 93. III-, 4menoLlysaaep RE£N WALL ACCESS thewfdmrMabs*atheSut nderlDeveo 0fanylasl00sihRYJB1th0Gswjtacy. 7 16290P2� \ R01D 6' SCREEN WALL 2:1 \\ 2 PAD TRACT 16290-1 GROUND VARIES 2X \ 7Supw oTHE 90L B9� BENCH MARK: ROUGH GRADING �" 75' BASS OF BEAPNO I8 BALD ON THE MESTE FLY DEQ BY C PLANS WAND \ 'w LNE OF THE NORTHEAST CUARTER OF SECTION 93. BEi•K7 A BUBDNIBIOM OF A P'Of7110N OF THE ti017iMF1,8i tj4 CENM HOMER ALBlA4•+� f- CH97 01l NEARA ltf F 8LW METROPOLITAN A?O C l ffW AVE.A THE O UT V92 RANCHO NTEiieECT1oN OF Sue tiT AVE AW CHF3:TR AYAT 71E 90UhpV£8T C"ORI•lEf1 OF c166is' AVE AND 9tttAt4T 4•-•-� • -«� Ti%QI�CAL CP'{A L'•.�CTTON 6.5' �LXIST. a BBN A8 57101VN N 144A T 1 NOFRH RANGE 8 , FILED ON FACT TRACT MAP FILED N BOOK 250. OF RECTION TOWNG�W 1 NOTCH, RANGE 8 WEST, 94N 1265 CORONA. PONCE COURT CORONq OA 02E79 O S pp N AIRWOO STiitgf ANAF�4 CA AVE 101 FET WEST OF THE CB{1C3816E OF CHERRY AVE. AND E! FEET (�jU17f OF THE CE3RFAlE OF GRAPHIC SCALE STi�. f8fOQ00 GROUND AT E6 40 06 ]INCLUSIVE60, %, N k 8f361ARDPdO A!El�ttW. COUNTY l7F 8Ap BSWAIO24D. 0'".A 277•,• �, (7161 �� 9UAMT AYE BET RUSH ON liiE NCYiIi+NgBT CORJt1t OP A b FOOT YLDE W6T'CtBSEB?+06 fADOT eO11T/1 OF �0 o Yo !o BO T-20, koqlz 3Y TH OF THE NTY RECO OF BAN BEiilARD7A7 ROF:SN VO TiRTH 1- FAX (86D 27P'11D0 FA PIV (w e� FACE A B 1U8100C 0 ►ICT{ BRABB OEfC STAMPED '394 T.JP'. r -v VETT e , COUNTY. B®1L1 NORTH O1Fd0'24' Wl:'8'T. BEND N WW2 NAV NAVD 88 - 1508.56 (FEEn 6 (FEET) r _ " b. i KV.90N RSUCPPON PAN 21 m OT DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT N B E R N A R D I N 0 0 0 0 N �" �' C A E (4CAJ IC CITY OF FONTANA, CALIFORNIA COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL F L C O N T R O L D I C T COYOTE CANYON g bTrim w E N G I N EE 121 N G „ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE l�1E- we LL wom ar L1 SCAIC DIAL TYO t/ORKIN6 xe eso�e m 93T 5Df1IH Y4t UTA scurf SOD COTTON. G 9232s as FRAM BTA TQ STA 20+00.00 As 91 TOWN -Am ? DIAL DAYS BEFORE YOU DIG rau a16 CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING aECOMMOIDEO Br -natE- + owaro + PH. (9Ds) Tat -0101 FAX (909) 783-0106 i>mon 8r A.T. - 0 � � 2005 . THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN APPROVED BY 4;r vl � E PRPPA r. ARec u. R.C.[ ND. csa�s9 ' . 63 TOLL FREE I -BBB- 27-2600 A PWIC SERVICE iY UNDEAEROINa SERVICE OF CE11 EXP. - CV DRATI;A/ No.: 3 ALERT Q FatO®,NOTMRCONGTRIICTIOW 1fl! AMr !j/• EFFECT- DATE, , '"F'R 3802 25 TY ENGIN E 51152 02.-: �.. • 1tY I r��z��\� NO r 7 v _1• L . . . . . . . ...... ywm- p LfT �!C"; _J U61E _j L _7 T 4 4-Jall i I..... t 4 TIM! 4— 7 . . . . . . . . . . . . ....... D, — T- J - 77 4-- 'T :7 .,j 4- :..k.;_1._3s T:J L T -44� t t TIP' i7a tlffi 11 4 MML 7 35+00 36+00 37+00 35+00 39+00 40+00 41+00 -CHANNEL INVERT (A) 02'35'07* GRATE AND FRAME PER CALTRANS SID. PLAN D7, 1 22.57' MODIFY WIDTH AS REQUIRE 00-9 GRATE TO 1 N 10*32,51 *W N/A 524-28' N/A N2,r35'O2'W 2 06 0 12 D.C. (V) �c -c �C*yrc 78'53'02' f -BOTH FACES E.W. 110.14! SECTOV NIS N/A 71.68' N/A Lu 35'21'04" 22.50' GRAPHIC SCALE 0 20 40 60 OAS* OF F O 18 L99AL i THE SAW SEARING BAAW ON THE W29TERLY OEM A SUBDNIBION Cr- A CENTEX HOMES ALBUS-KEEFE AND ASSOC * INC. LINE OF THE NOffHEAST OUARTER OF SECTION 23, PORTION OF THE IM CORONA POINTE COURT 11011 N. ARMANDO STREET ON FINAL TRACT MAP NO. UM, FLED IN BOOK 260. p OF SECTION A Toyma-1p I mom CORONA, CA 92M ANAHEM cA 92WB ,*M a WE9r. SANIBERWODIND 99 AT PA0ES,48-TFmFRtK0U—QHCMA CE, E. —N T - FE PK (BST) 279-ODDO PH, OW e3"28 MERIDIAN. COUNTY OF I&AN --ZIDO -M OF THE COUNTY REXOXONDER OF FAX, (DSO 279 FAX' 63D m COUNTY, SEW NORTH 00�J110-24' BENCH MARKptcys�,� 050F"T% DESCRIBED BY METROPOLITAN WATER DISTRICT SO .6 CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE U SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 DIAL Ivo wowl ti FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET. FLUSH BEFORE DAYS XFD ON THE NORTHWEST CORNER OFA IOFOOT WIDEYOU IG YOU DIG ;8' CATCHDASIN 0.8 FOOT SOUTH OF CURB FACE- A STANDARD I - MWDSC, 3 INCH BRASS DISK STAMPED -3M 1882'- TULL TREE 1-800-227-2600 59 NAVD 88.1508.66(FEET) I A PUBLIC SERVICE BY UNDERGRUIND MtVICC ALERT NWVED 7XIT FOR OONSTIM-IT 7f _44 I I A PROPROFILE SCALCAL H_ 12ES m__ MUM—,.4 1 1 VERT.: 1'=B* 10+00 11+00 VARIES 5' WN. 2' BENCH VARIES 17' 15" ACCESS ROAD 6' SCREEN WALL EXIST. GROUND, -per-- LOW FLOW 2:7 MAX M'A' FINISH GROUND PER —1 fiANI, E AC DIKE ROUGH GRADING PLANS n?V-GAL CHAA90- CTKYrY P�w UXE/CLIWE DATA illy VH=STT. 0 DELTA/BEARING I RADIUS LEN./DIST. TANGENT (A) 02'35'07* 1000.00' .45.12' 1 22.57' 'W . SW REINFORCED CONCRETE CHANNEL PER CONSTRUCT fS EL N 10*32,51 *W N/A 524-28' N/A N2,r35'O2'W 44.89' N/A �c -c �C*yrc 78'53'02' 80-00' 110.14! 65.91, N10'32'SI*W N/A 71.68' N/A F 35'21'04" 22.50' 13.88' 7.17' "AS BUILT" The molof&Bulllt Plans and CtVs acCePtOnCe thueofdoes not abs" ft Subdividedlevelopor Ota11T respanaL3Yy Inc U, 'oa•Tna ,4tyl- 17 %,; c44 1- !1 ;�, -x d. Li ENI�WQI CONSTRUCTION NOTES C, -,�I! Ji T. 'W . SW REINFORCED CONCRETE CHANNEL PER CONSTRUCT fS EL 7-�"`FZC� TYPICAL SECTION AND STRUCTURAL DETAILS ON SHEET 16. MON••• CONSTRUCT RECTANGULAR CHANNEL TRANSITION PER DETAIL SHOWN ON SHEET 16 �c -c �C*yrc R)X CONSTRUCT 6' WROUGHT IRON WALL FENCE PER PERIMETER WALL PLANS. % f 3 CONSTRUCT is -FT WIDE ACCESS ROAD wrrm 0.25' AC (TrpE a) OVER is, 95K cokfpAcT IiAnve, CONSTRUCT TYPE 'A- AC DIKE PER CALTRANS STD. PLAN A87. CONSTRUCT 24- RCP (D -LOAD PER PROFILE). comsmcT r Dc Access ROAD OVER 6,.95x COMPACT mATme CONSTRUCT CONCRETE FLARE END SECTION PER CALTRANS STD. PLAN D948. CONSTRUCT 15 -FT. WIDE WROUGHT IRON DOUBLE ORNE GATE PER PERIMETER WALL PLANS. CONSTRUCT DROP INLET PER SECTION 'B -B' HEREON. 51 CONSTRUCT WALL EXTENTM (EXTEND VERTICAL STEEL 6' OATS Dm aTY DME�°"-"'IMPROVEMENTS NOT SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTSROVAL AE14CASC CITY OF FONTANA, CALIFORNIA COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL ENGINEERINGLINE COYOTE CANYON ORAYM BY: SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. THE O.S 1Y ASSHOWN eeoee 937 SCUM WA IATA SUITE 500 COLTOK CA 92324 PLAN A14D PFAVILE 0A V_ CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO B RINGe. FW. ($09) 783-0101 rA)( (NA) 70,0108 55—m By., A -Vo.& --FA&5k /,15+?O= 70 GTAL 40+75M NOVB4MR 2005 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN os t ftr_e No. 68068 =Ci9k 4R. EFFECT. 51152 DRIE: W 1/21 Itfool %,; c44 1- !1 ;�, -x d. Li _T 4 Z li5i 4-t 4 J i_ J T -4 . I .. i -T L I A -7 _6 4r 4 • : :17 '7 7Z L I L X -.4 --T el c THE BASIS OF BEARNO IS BASED ON THE WE81BiLY LINE OF THE NORM AST OVARTER OF SECTION = TOVMSHP I NORTH RANGE 15 WEST. SEA AS SHO" ON FINAL TRACT MAP NO. WK PLED IN SOCK 25D, AT PAOM 48 1 HRCI 86, HMUWVF- IN THE OFFICE OF THE COUNTY RECORDER OF SAN BERHARDW Behla A SUBDR OM Or A PORT�N Or TIE SOU`rlEAST 114 OF SECTION K TOWNSHP I NORTHCORONA, RANGE 6 WEST, BAN 88RiA}�I10 hIERIDIAN, 0OUNTY OF SAN BERNARDINO CENTEX HOLES 1286 CORONA PONTE COURT CA 97879 PH, No 2769000 FAX- (M 279-M AIBUS-ISAND ASSOC, INC. W N. ARMANDO STREET ANAHM CA WZBW PF# (74) 630-I826 PAX, C7W WO -IM 78`53'02' COUNTY. BEING NORM 00'=24• WEST. 110.14' 65.61, CONSTRUCT IOW x 6'H REINFORCED CONCRETE CHANNEL PER 5,9 BENCH MARK TYPICAL SECTION AND STRUCTURAL DETAILS ON SHEET 76. 36.21'36' O 31=9 lwallill. W DESCRIBED BY METROPOLITAN WATER DISTRICT90, CALIFORNIA 1992 RANC NO CUCAMONGA, NEAR THE INTERSECTION OF SUMMIT AVE. Adlit) CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 AT T T SHOWN ON SHEET 16. Oig 194m—mg FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 FEET SOUTH OF THE CEWERUNE or SUMMIT AVE SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDEBEFORE CATCHBASINO.B FOOT SOUTH OF CURS FACE. ASIAl, DIAL �"_)TDvAoYSwDRKFDWRE YOU DIG YOU DIG ON SHEET 17. HsI- _ MWOSCS INCH BRASS D KSTAMPEWMA1992% TULL FREE 1-800-22 A KIKIC SERVICE BY UNMGMM SERVICE CitLOT FOAM FOR OONSTAUCTIO� CONSTRUCT 15 -FT WOE ACCESS ROAD WITH 0.25' AC (TYPE BI p OVER 6' 95M COMPACT NATIVE. el c THE BASIS OF BEARNO IS BASED ON THE WE81BiLY LINE OF THE NORM AST OVARTER OF SECTION = TOVMSHP I NORTH RANGE 15 WEST. SEA AS SHO" ON FINAL TRACT MAP NO. WK PLED IN SOCK 25D, AT PAOM 48 1 HRCI 86, HMUWVF- IN THE OFFICE OF THE COUNTY RECORDER OF SAN BERHARDW Behla A SUBDR OM Or A PORT�N Or TIE SOU`rlEAST 114 OF SECTION K TOWNSHP I NORTHCORONA, RANGE 6 WEST, BAN 88RiA}�I10 hIERIDIAN, 0OUNTY OF SAN BERNARDINO CENTEX HOLES 1286 CORONA PONTE COURT CA 97879 PH, No 2769000 FAX- (M 279-M AIBUS-ISAND ASSOC, INC. W N. ARMANDO STREET ANAHM CA WZBW PF# (74) 630-I826 PAX, C7W WO -IM 78`53'02' COUNTY. BEING NORM 00'=24• WEST. 110.14' 65.61, CONSTRUCT IOW x 6'H REINFORCED CONCRETE CHANNEL PER 5,9 BENCH MARK TYPICAL SECTION AND STRUCTURAL DETAILS ON SHEET 76. 36.21'36' O ;g II s SN DESCRIBED BY METROPOLITAN WATER DISTRICT90, CALIFORNIA 1992 RANC NO CUCAMONGA, NEAR THE INTERSECTION OF SUMMIT AVE. Adlit) CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 AT T T SHOWN ON SHEET 16. 38A9' 0 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 FEET SOUTH OF THE CEWERUNE or SUMMIT AVE SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDEBEFORE CATCHBASINO.B FOOT SOUTH OF CURS FACE. ASIAl, DIAL �"_)TDvAoYSwDRKFDWRE YOU DIG YOU DIG ON SHEET 17. MWOSCS INCH BRASS D KSTAMPEWMA1992% TULL FREE 1-800-22 A KIKIC SERVICE BY UNMGMM SERVICE CitLOT FOAM FOR OONSTAUCTIO� g dul ur LINE "A acceptance r&"Icper l0la9yresAlufO.ttyh .Fra q. PROFILE SCALES 140RIZ.:1"=40, VERT, I "-S' 42.00' EASEMENT. 6' "Rotc4a WON FENCE 2' BENCH . 17' 12 VAR GROUND 1.5 MEET EXIST. GROUND 7TYPE'A' C DIKC CUTOFF WALL 6' PER PMWETER WALL PLANS DELTA/BEARING I RADIUS LEN./DIST. TANGENT TYPICAL CHANNEL SECTIO N/A_ 44.89' 1 *-20' 78`53'02' CONSTRUCTION NOTES 1*_Io' VERF.HORIZ. 110.14' 65.61, CONSTRUCT IOW x 6'H REINFORCED CONCRETE CHANNEL PER NIA 45.10' TYPICAL SECTION AND STRUCTURAL DETAILS ON SHEET 76. 36.21'36' O CONSTRUCT RECTANGULAR CHANNEL TRANSITION PER DETAIL 3S.77' #04'DB'28"W SHOWN ON SHEET 16. 38A9' N/A CONSTRUCT CONCRETE CHANNEL TRANSITION PER DETAIL SHOWN ON SHEET 17. CONSTRUCT 6' WROUGHT IRON WALL FENCE PER PERIMETER WALL PLANS. CONSTRUCT 15 -FT WOE ACCESS ROAD WITH 0.25' AC (TYPE BI OVER 6' 95M COMPACT NATIVE. CONSTRUCT TYPE w Ac On PER camNs sro. PLAN A87. CONSTRUCT 6' CLASS V CONCRETE SLOPE PROTEC17ON WIN 14 0 18- O.C. B.W. 48 CONSTRUCT 15 -FT WIDE DOUBLE DRIVE GATE PER A.P.WA STD. PLAN 600-1. 60 CONSTRUCT IO'Wx7'H SINGLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED CALTRANS SID. PLAN DSO AND DETAIL ON SHEET 16. 61 CONSTRUCT TYPE IA RETAINING WALL PER CALTRANS STD. PLAN 83-3. @ CONSTRUCT 20.75ft6W CONCRETE CHANNEL PER TYPICAL SECTION AND STRUCTURAL DETAJLS ON SHEET 16, UMEAAM DATA DELTA/BEARING I RADIUS LEN./DIST. TANGENT N2,r35'02.w N/A_ 44.89' NIA 78`53'02' _ 30.001 110.14' 65.61, N76'31'56'E NIA 45.10' N/A 36.21'36' 100.00, 68.70' 3S.77' #04'DB'28"W N/A 38A9' N/A GRAPHIC SCALE 40 0 20 +o so I' - 40 4 U" DATE MR. OTY DALE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOTCITY COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT . 17/" Ate Qp OF AEI*CASC ENGINEERING 937 SWW W LATA. SM WD CJXIM CA 92324 -0101 FAX (W9) 7W-0708 In (90) m OF FONTANA, CALIFORNIA COYOTE CANYON IMAM Loa w C'S PROFILE DEgam By. MTO STA. 17+26.25 •NOVEMOM "cmr. tv-k EN SHOW DAIL 20M 3802 , !ps =1m. Top RaE. No. 660M 0 0 o" 4 U" w (5) CONSTRUCT 6' WROUGHT IRON WALL FENCE PER PERIMETER WALL PIANS. L- ` W 1 fit-) Vii © GRADE PER PLAN. 1 0 CONSTRUCT 4' CLASS A" CONCRETE WRH 6"x6' 1.3Wx1.3W W.W.F. ©5 CONSTRUCT 1/4 TON CONCRETE RIPRAP PER CALTRANS STD. SPEC. SEC. 72 (METHOD 0 AND DETAIL ON SHEET 15. © CONSTRUCT ACCESS ROAD WRH 0.25' AC (ME B) OVER 6' 95X COMPACT NATIVE (WIDTH PER PIAN). 42 CONSTRUCT 14*10W SINGLE CELL REINFORCED CONCRETE BOX CULVERT PER MODIFIED CALTRANS STD. PLAN D80 AND DETAIL ON SHEET 16, GRAPHIC SCALE ® CONSTRUCT TYPE A' BOX CULVERT WLNGWALLS PER CALTRANS STD. PLAN D84. 40 D 20 40 'o ® CONSTRUCT 1 TON CONCRETE RIPRAP WITH UPPER 6' TO 9' OF TOP LAYER EXPOSED PER CALTRANS SEC. 72 (METHOD A' PLACEMENT) AND DETML HEREON. ©8 CONSTRUCT CONCRETE V-DLTCH PER DETAILS ON SHEET 10. THE BASIS OF SEARING IS BASED ON THE WESTEF LY LBE OF THE NORTHEAST QUARTER OF SECTION 20, BEING A SUBD M ION OF A PONTRON OF THE 80UTHEA9T V4 TOWN9FW 1 NORM RANGE 6 WEST, S.EIM AS SHOWN OF SECTION A TOWNSHIP 1 NORTH( RANGE 6 WEST. BAN ON FINAL TRACT MAP NO 13750. FLED N 800( 260, BE3tlJAfmH30 AERDi4N COUNTY OF SAN BEF ARE)N0. AT PACES 48 THROUGH M NCLISA'E, N TUE OFFICE OF THE COUNTY RECOPIDM OF BAN BEFWA D140 COLG�IIwa;R R7'I'NT�Y\\5JB'J NGG NORTH 07W2-Vf��LV VOELST Ip �IjI�I''I LI �� LS REV. f�lt9fk7 DFSGEPIIDN DATE E GRE TOLL FREE 1-800-227-2600 & 1840VED 1= FOR CONSTRUCTION. PEV79® SIV108 A A PUBLIC SERVICE BY UNDERGPD-40 SERVICE ALERT FM SA1BN GRADING- ADDED 20' 904CH SECTION 'C—C' 1 ^=20' HORIZ. 1"-10• VERT. CBDEJL HOIES ALBU� —AMC NO D BY AETROPCLITAN WAT6i DISTIOCT 80, CAL IPCMIA 192 RANCHO CUCAUONOA NEAP THE Y265 CORONA POINTE COURT pR H AP4AANDp SiTiff'T Ni13'EECTION OF SUILOAT AVE AND CI$RNY AVE AT THE 9OUT -wW CORNER OF CF6d1Y AVE AND 9LH COPONA, CA 92878 AVE 161 FEET WEST OF THE CENTS OF 0♦lBi4Y ANE. AND 37 FEET SOUTH OF THE C9RHi3F AMAIHM CA E C 9?a06 wo-" (9671 270-30M F � i714i SLA6fT AVE SET FLUSH ON THE NORRtA'EST COiN�i OF A 10 HOOT WOE CATCHSASN CA FOOT SOUTH OF FAX, CM 77130M i7N) 6CURB PACE A STANDAIE 44 VOSO 0 NOH BRASS DCSK STALN'ED '3:W 1002'. NAVO 68 - 1508.56 (FEET) SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT B E R N A R D I N O C O U COMMENCE VATHiN TWO YEARNS OF THE DATE OF APPROVAL F L CONTROL D I SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE suamITTED eY. CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING REco u.D Dr: THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN APPROVED DY EFFECT. 25' MIM. 2X 2X 3 Ir 311 FG 1.5 46 1 8' SECTION 'D—D" SCALE. 1'=20' 1 TON CONCRETE RIPRAP PER CALTRANS STD. SPEC SECTION 72. (METHOD "A" CEMENT). 12'W BLANKET CALTRANS NO. 3 BACKING TYPICAL 1 TON RIPRAP SECTION SCALE: 1"=20* ��1--VARI�E�S -,7(P) 6 �➢ 4 FG �I ,u VARIES 4' CONC. W/ 6"x6' WWF 2' MM. 8 867.90 N1 TERVA, WALL 0 20' AE 14CASC A1AX ENGINEERING 937 SOUIH INN UTA SL91E 600 COLM,, CA 92=4 PK (903) 783-0701 FAN (909) 76T-0108 m 9/.• AMC M.ADRREYSON R.C.E. N0. 6ww WE. SEC7M 'A A' SCALE: 1^=20' R/W A.T. CYA IV/Y r�sw.ccc SECIBB-O' SCALE: 1X20' CITY OF FONTANA. CALIFORNIA '8' SHEET DRAMW' NO.; DELTA/BEARING RADIUS LEN./DIST. TANGENT A N82 -16'22"W N/A 76.16' N/A B NOS'06'01'E I N/A 681.27' 1 N/A C N89'06'011E I N/A 32.67' N/A 0 22'34'05" 25.00' 9.85' 4.99' N66.31'56"E N/A 72.69' N/A F 111'37'14" 13.00' 57.67' 66.24' C NOl'S0'S0"W N/A 213.66' N/A H N89'S7'33'E N/AN/A 25' MIM. 2X 2X 3 Ir 311 FG 1.5 46 1 8' SECTION 'D—D" SCALE. 1'=20' 1 TON CONCRETE RIPRAP PER CALTRANS STD. SPEC SECTION 72. (METHOD "A" CEMENT). 12'W BLANKET CALTRANS NO. 3 BACKING TYPICAL 1 TON RIPRAP SECTION SCALE: 1"=20* ��1--VARI�E�S -,7(P) 6 �➢ 4 FG �I ,u VARIES 4' CONC. W/ 6"x6' WWF 2' MM. 8 867.90 N1 TERVA, WALL 0 20' AE 14CASC A1AX ENGINEERING 937 SOUIH INN UTA SL91E 600 COLM,, CA 92=4 PK (903) 783-0701 FAN (909) 76T-0108 m 9/.• AMC M.ADRREYSON R.C.E. N0. 6ww WE. SEC7M 'A A' SCALE: 1^=20' R/W A.T. CYA IV/Y r�sw.ccc SECIBB-O' SCALE: 1X20' CITY OF FONTANA. CALIFORNIA '8' SHEET DRAMW' NO.; TRACT 16290-1 t�a•7 SHEET 5 OF 18 SECTION A—A SCALE: 1'-20' 10+00.00 WO ACCESS ow.. GROUND —� WATER QUALITY BASIN FLOOR LSy. (EUV. PER PLAN) SLIDE GATE" I it II I ( (I II I I I I I 6' PVC v PROWDE 24" OPENING SECTION E -E �..� At•. a r nrH N.T.S. A7 r PERMNETER 2, WALL VARIES 20' VARIES at it TRACT WIDTH PER PLAN AGGESS f. I, t �f7 76290-1 ROAD PROP. Wo Lm V Ir ,, SEE COYOTE CANYON LINE 'C' J 1 J 24 2X DWG. ¢3607 SHEET 3 OF 28 2J -- STA 18+14.56 (�P) MEET £XI57N1C CHANNEL F10WIJNE ) r►��l p 16.4 ' I (PBI PLAN SECTION B -D 36.49' IT. SCALE: 1"=2p• EXIST. ACCESS ROAD PROP. ACCESS ROADPER LWWKER-CRAWFORD iT{.. •,� :��r IAL �.PIR TRACT 15290 T1iAGT NCJ. 16290-1 CHANNEt 1MPRovEMENTs G. DETAIL 'A' SCALE: i"=10' 3.1 MAK. r r 1' CUTOFF O 15' INTERVALS MAX V—DITCH 71. 7-7/� 1NM�RN.T.S. THRFAOED CAP ROWSWATER QUALITY „•OUTLET HOLES 6" PVC PIPE 4'3/4" DIAMETER WATER QUALITY RISER PIPE DETAIL DETAIL 'B' N.T S. BASIN FRONT WALL 1.- 1' WIDE GALVANIZED CLASS A' CONCRETE IN STEEL STRAP WITH 18" O.C. B.W. N.T.S. 1/4" BOLTS AND ANCHORS SECTION D—D N.T.S. MODIFIED CATCH BASIN WELDED FABRIC MESH 6' PERFORATED RISER (SEE DETAIL 6' FOR WO RISER) 440 WIRE WELDED FABRIC (8•x8" MESH) ,� 7, „-. ,.7-� t,R� •rry �.._. LBS/40MYSDATA UWCIIMDATA c s , Ba NOTE EX. UNDERGROUND FACILITIES TO BE PROTECTED IN PLACE EOG ACCESS ROADS TO BE RESTORED TO PRE-EXISTING CONDMON. WATER OUALITY BASIN DELTA BEARING RADIUS LEN. DIST. TANGENT DELTA/BEARING RADIUS LEN./DIST. TANGENT 5.16' 103.24'19" 35.00' 63.17' 44.32' B NOYSD'50"W N/A 213.66' N/A C 111'37'14" 45.00' 87.67' 66.24' D N86'31'56"E N/A 276.33' N/A E 13'51'10" 45.00' 10.88' 5.47' ® CONSTRUCT 6" PNC PERFORATED RISER PER WO RISER CONSTRUCT 6-fT CHA/NUNK FENCE PER SBCFCD SP. 1. DETAIL 'B" dt SECTIONS C -C' AND �-D` HEREON. N60'23'06"E N/A 258.88' N/A G 49'06'33" 45.00' 38.57' 20.56' N BERNARDiN0 C O U N FL CONTROL DI CTAE14CASC� N31'16'33"E N/A 81.55' N/A DELTA BEARING RADIUS LEN. DIST. TANGENT f 13'05'24" 1 45.00' 10.28' 5.16' KIWI 1'09"E 1 N/A 94.74' N/A N78'26'31"W N/A 210.78' N/A L N23'28'04"W N/A 227.98' N/A M N7W46'04"E N/A 126.15' N/A 03'37'02" 45.00' 2.84' 1.42' O N80'23'06"E N/A 218.88 N/A CONSTRUC 1 It-" NO S 4' � HOLESE CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 373-1. �T1 10 CONSTRUCT 18' RCP (D -LOAD PER PROFILE). SECTION C -C © GRADE PER PLAN. 39 CONSTRUCT 20 -FT. WIDE ACCESS ROAD WITH 0.25' AC (� © CONSTRUCT CONCRETE COLLAR PER APWA STD. PLAN J80-2. (TYPE B) OVER 6" 95R COMPACT NATNE © CONSTRUCT TT?E A" PIPE HEADWALLS AND WINGWALLS ® CONSTRUCT WIRE WELDED FABRIC (8 X 8 MESH). PER CALTRANS STD. 090, 47 CONSTRUCT MODIFIED CATCH BASIN PER APWA STD. PLAN JOO-2 ® CONSTRUCT 48" RCP (D-LQ4D PER PROFILE). AND DE7Ak il" NODIFIEO HEREON. GRAPHIC SCALE Qao o so an so ' ©SP£STRUCTC. 24(MERHODD DETAILCR PER ON SNET� 15.E PER CALCI END 7RANS SOD. P SECTION ' BASS O= BFB LEPAL BENCH MARK: SEC. I- THE BASIS OF BEAFM IS BASED ON THE WE5TI LY DeSCRIBM BY ItE1TiOPd.1fPN WATER DISTRICT 80.OAI.FOPN41992 RANCHO WCA1a0NOP, NEAR THE 3© CONSTRUCT SLIDE GATE PER WATERA"N AC -3i ALUMINUM ® CONSTRUCT Cf1A7NUNK WALL FENCE PER CALTRANS STD. PLAN BI 1-52. LINE OF THE NORTHEAST QUARTER OF SECTION 23, ^ TOWNSHIP 1 NORTH. RANCGE 6 WEST, SBM AS MONK WHO A BLBONV910N OF A PORTION OF THE SOUTHEAST U4 OF SECTION T4• TOW!l3Hp 1 NORTH. RAANOE 6 WEST. BAN HOMES �' CORONA POINTE�� ALSU6� "ASSOC, �- M N At'r,UHDO STAT INTERSECTION OF M#A FT AVE ADD COY AVE AT THE SCUT WEST CORNER OF CH IBARY AVE AIA MMMrT AVE 101 FEET WEST OF THE CENTERLINE OF CHUM AVE AND 57 FEET SOUTH OF THE CET9LIE OF GATE OR EQUAL ®CONSTRUCT 75 -FT. DOUBLE DRIVE GATE PER SBCFCD SP. L. ON FNAL TRACT MAP NO. 13780. FLED N BOO' 240, AT PAGES 46 TFNOVOH 06, NCLUSNF, N TIE BERNhROIVO ?A9VXAK COUNTY OF SAN BEiVNARONO. CORONA CA 92879 PH (661) 279.3000 AN1eN 92008 Fas: 014) 630-916 SMMT AVE SET IL.USH ON THE NORTHWEST CORNER OF A 10 FOCfr WIDE CATCHSA K 08 FOOT SOUTH OF ® CONSTRUCT 6" PNC PERFORATED RISER PER WO RISER CONSTRUCT 6-fT CHA/NUNK FENCE PER SBCFCD SP. 1. DETAIL 'B" dt SECTIONS C -C' AND �-D` HEREON. OF II- E COUNTY RECORDER OF SAN BE iNARDNO COUNTY, BEIM NORTH 0030.WWEST FAX-- 6780 99-2100 PIT ON) ON -we CINO RACE 0 STANDARD A1wD.9C 3lHGi BR48817(BIL SI'ANP®'BOA R97. NAVO 88 -1508.56 (FEET) CONSTRUCT PIPE O(1TLEf PROTECTION BARRIER PER S8CFC0 S.P. 101-1, 101-2, AND 701-3. ��' / p DIF C/� �1&=yoU HEY. RE SIN OESlT0. Pl'N BATE fHGt tltY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL N BERNARDiN0 C O U N FL CONTROL DI CTAE14CASC� CITY OF FONTANA, CALIFORNIA COYOTE CANYON 1'{I �� E N C I N E E RI Pmt C..I SuBMmeD Br �At� �,� e, Da � AS SWINK Zl SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE a a DIAL BEFORE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING Mab a +F 937 St703- NA UTA STATE 500 COLIX (CA 9924 PM. (909) 7pJ-0181 FAx (909) 767-G+OH OE9i9lm or INA OUALRY DABN'B' AL �V 2005 REto�MLHI)!D BY: _ YDU DIG THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN $7F 'V t A! r CxCD DRAMNG �_ APPROVm 6 .50 PREPARt� 9Y TRC R.QF. NO. saosn m 7SIOV®YKYi FOR CO�iRLlC110N', I�N6M % AAfi I -800 -a27 - a N CI C.V �faX ' 21 -,0,- 10 RGH BARN GRADING - ADO® 2W BENCH A PUBLIC SERVICE BY UMXW SERVICE2ALERT EFFECT. RA,E E 1 DA .1602 25 JAN 2 f 1 1 [ i i ..• 1 ... i ;, .i_�.....�_ y.......r.-.L._ _: ....J_....L_ � _L. _ _ _ .'"t _ _ -_-'`_-..•_. %. � . L _ i...t .-F .. y.. r -i` F - _ _ .f r. 7 .L _ i { ,a. -:-i- ..i f j, r •s. -_�' t .a" _''_ __l_ •_ i. _ .� � .t t r_ .x , . _ r .- i' -f ..z.- '�' -i• - ,--.h_...-.i ,t F _ ..{-. .._ ,1_ ._.-t--: i .. 1 .; '-T'S: :.t _ . _... �.. _ '..'_i" < L._ i _.3,:...' ?_.i-, _ -L _t _z_•I -� . tom. _ _ •=: z. _ ' ..i'c.:.r.-__ .,i-.... ,.. ,�. _ _r• s-! _ i. ;�... _ .s: �.- ' • _.r.-. -t . •-r-. _ -;`--F- . 7,_.. _ _ r. � •t. - Oi'�D U .FIAtS#iEC3 _`•�-;_ _'.,.--1 • � r -T-' y - t 7 �-_ t ..j � -�.�•, t: • ,_- ..ar. f-� ; i -i . r . 1..-: t ,-- .L._'_..: �_ ! _ �} -. 1'f- _•_?- - rt .1%_ �. �l"�� :_.` 3r{-.--fE- j__4r•rx. _ J. [ i �-. it `£.}_ -k._'_}FLi_.:7 -•.•'.T`L_".='-�T -.''i" _' �r ,_� L�, f, __ -_•d� Ii _ ! I --t-- �,.-yi-- .f�' --L .+,_'. -' ..-a' -Jt FK &tom - 7 •�` t t , .'�' �":�.•.�...�_ . x `l'--� - , �' .7 ._.i :I - :: - -�-. � Vis_.., - Y _... _.{_ --.o- _. ._: _,__ i.._.. r y F 1' • A •t _-.. _ t .`-".-T -•t _ +-.-r . i i :J : �...i • '� • � _ _ _ 2. 1 f -.i t j i t -.� ,�....#:...�..F._a .t.. �..�� ,;�•.� _.'-=.E-rc -s-=�iqq-..^*--j. _ -r :•� _ �!i•; -t-. _ ...�... :�-...i-< r ••r•>- -, •� - - -r-i_ � _ . �- i .'fj 7' F f .Y t. S' -i;" 'J'.J_ - 1 _ .E - - S V:� � �, t.�: - _«i._r t._, :-..7.• >. .}_. _ --Y=-z�-3--r• �- -7-.: '_.. _ -fir -•�--'-?--:5- - - -'i •+; )i. �:. 1 ._!-. .cam r . t ..[. -T?•. ( t..;x- -7 "ii -•r i- 4. t..{.-1:�L;3_�i:_��- - - - .._,;....- „�;3_�1�.((�y:'i:�_�..-•__ _L.. _ ..l_ -,r.�; r� .f 1 y r b. _ .:-x--•-.< .I-•ice=�•'.�. _. - rte.-.. -• -- - M. x•i T r .��F'. A:3 t_ f��i'..r .. .! �, -r:� �-is-,.. �-i' _ J- "-. .;- - �_ ... ._�- i �j:::f .. .:E`.`s'.,_.>.-, i• 1�'-i . _ - �� t_:. .. _L.� _�_.i _..,. •"I: 0 1 TW ! i SASIN['B' I-IF i 4b'- K:4' p•-`-4' CUTOFF WR � � r Ir -i• i . T r 1615100 TW 1611.00s TF } 0' ,S.. � h O IB* r 78 00 h 1575.00 157 .00 TF LIE - . i 0 3 55 N F C+ +-1, PROFILE SCALES HOR/Z- 1'=40' VERT.: I "-6' � SPILLWAY INV. HEADWALL PER 0/0845 STD. \ O 1.575.00 ' - -r 1•W r w 90" RCP /_J 1575.00 TF. 14'x10' RCB SEC7kW 'A -A' �r m NIS 1624.00 7112- DETAL, '8' 1611.00 TF •rq$ BUILT" . 47 Tw co CTI NOTES The recetptolA.s-00,Plans and Cilys 1 0'TF 42 mmo(doesnot sbslirethe SuSdNde •s,` O CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 333-1. Oi ony respens5i[ry.Ot kh3ir aecorlry. CONSTRUCT 90" RCP (D -LOAD PER PROFILE). rs® CONSTRUCT CSP RISER PER UE'TA4 ON SHEET 77. ,'� �� t •' ' I © CONSTRUCT TYPE A- PIPE HEADWALLS AND WINGWALL$ PER CALTRANS STD. D90. CONSTRUCT 48' RCP (D -LOAD PER PROFILE). DETAL A' © CONSTRUCT 14'WxIOW SINGLE CELL REINFORCED CONCRETE BOX CULVERT 1-10' PER MODIFIED CALTRANS STD, PLAN DSO AND DETAIL ON SHEET 16. IS 984. I JLVOCTSTRICTURE DATA fl 79 �cG�.�- UWC UM DATA ® CONSTRUCT TYPE %1' BOX CULVERT WINGWAtPER CALTRANS Sm. PLAN ION DELTA/BEARING RADIUS LEN./DIST. TANCENT A N00'53'59W MAINLINE LATERAL STRUCTURE TYPEJ A B C JELEV. 'S" ELEV R' 232.02' iL It V= Oma/ Li IL- C: I GRAPHIC SCALE" 120.00' 62.63' LINE 'B" LINE `8-1" JS 333-1 4500'00' 48' 3.84' 1607.19 1607.28 N/A 101.75' 40 o zo 4c a0 D NOW53'S9"HV N/A 316.65 N/A 40' �$ 89 BAB19OF86AR1405 THE DAMS OF BF_AFM S BAS® ON THE VVESTEPLY LE99j2ffp2mmm F 39.03'39' 45.00' ¢58,13 15.96' BENCHMARK: f I 65.75' )^ CENTEX HOMES A890C, N4 D BY MF WATER 8O. Y4A'692 RaNaa C DEM E L.FE OF THE NORTFEAST OUARIER OF SECTION 23, TOWTSFE 1 NORD[ RANGE S Y/EST, SBM AS SHOWN L7EjJ0 A BU[i01VS10N OF A PORTION OF THE SOLITHEEAST 114 OF SECTION 141DYINSHP 1 NORTH RANGE 6F Yr1B31', 8N1 1286 COFiD7tA POINTE COIhiT ALgt1Bi�E and W6 N ARDAADDO 61R�TOF F CHERRY D S M7T7OD7 OF fXA.0.6T AVE.AYE AND C14Hh' AVE AT llE 60tli)197�1' 0071781 OF CIEARt' AVE AND 6UMgWT %AA ERM A THE S AVE FEES WEST OF THE OF CHEIVIYOMO AVE AND 37 80k1IH1 OF THE OA E E 3ruAT ON FNAL TRACT MAP NQ 13750, FIJI N BOOK 260, 8671A1CWIO'A�INL CSJU(lY OF 8A71 BEFti1flDN0. COROMh OA 02x79 FAA (960 278'0000 ANAH�I CA 92006 FOOT UT BLltA6T AVE C(Ei Fll/577 ON THE NORMCIEBT CG7Rii;«R OFA 10 FOOT MADE cAT7:+SA9:i ob FOOT eo71D4 OF a THE T VAI PAGES 48 T1ii0l10H( 66, INC1.LSNE, N THE OFRM OF THE COUNTY Fid OF SAN 133NAROM FAX, (980 278-900 Feu (14) 00-136 P1Y (7111630-7186 CM PACE A STAYBARD AIwD6C 0 NCH MOM V= BTAI.T®•37A109L'. DELTA/BEARING RADIUS LEN./DIST. TANCENT A N00'53'59W N/A 232.02' N/A 8 29'59'59" 120.00' 62.63' 32.15' C N30'53'S9"W N/A 101.75' N/A D NOW53'S9"HV N/A 316.65 N/A N14ro6'Ol"E N/A 34.4x' N/A F 39.03'39' 45.00' 301s8' 15.96' C N53.O9'39`E -N/A I 65.75' )^ ® CONSTRUCT 1 YON CONCRETE RIPRAP WITH UPPER 6- TO 9" OF TOP LAYER EXPOSED PER C4L7RANS STD. SPEC. SEC. 72 (METHOD A- PLACEMENT) AND DETAIL ON SHEET 9. CONSTRUCT a- CLASS A- CONCRETE SPILLWAY W/ J4 018" O.C. BOTHWAYS AND DETAILS ON SHEET 9.. © CONSTRUCT TRANSITION STRUCTURE PER APWA STD. PLAN 342-1. ® CONSTRUCT TPANSMON STRUCTURE PER APWA STD. PLAN 341-1. ® CONSTRUCT CHAOXINK Wild FENCE PER CALTRANS STD. PLAN 811-52. 3 ® CONSTRUCT PIPE OUTLET PROTECTION BARRIER PER S8CFCO S.P. 101-7. 101-2. AND 101-3. ... ^ � 90' COUNTY. DEMO NORTH 0024' WEST. NAVD68. 1508.56TSET) �g REV . r�t+soIIBESCRPnoe BMTL DC4 0TY own SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT N BERNARDfNO COUN �``"`"� /� ('' CITY OFFONTANA,CALIFORNIA _�� COMMENCE WiTHIN TWO YEARS OF THE DATE OF APPROVAL FL CONTROL DI CT ""'� �`< AE I,*CAS .. COYOTE CANYON (� J� suewileveY ^,msµ ENGINEERING Wr �: SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE -6A� "FLAN �7�Afm FAOF�E gg DIAL ruD vORIL1t/G CRIEF.Re, cAabe 837 so171H 777 LATA, 5011E 50o conal, a s2a24 OF9.REo v Owul, LINE Ir SPILLWAY AND oA� 9Hi01Yl i `g BEFORE BAYS B TNG - CITY ENGINEER MAY f2E0U1RE REVISIONS TO THE PLANS TO BRING RccowuO+91n Wr. s E,m•ec-w-oe • PN. (9os) 263-ofor FAX (9os) lea -0108 $ YDU DIG You BIG AT Lm 13-3' NOVEMBER2 z� THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN •A+7 v! o` PREPARED !n:• AR(C w. i aaE. No. y mi,paexwc R'J.: p�� APPROVED BY f or CNt EXP. -JD-OB h CYA _ ML FREE f-600-227-2600 � CFMNOEO WM RCP 7090' RCR RBIDY® as A7AT Dip 041E -Y E .C.E 5773 DA 3802 fig" A PIOLIC SERVICE BY MCCRMU10 STRVICE ALERT .�� TM EFFECT. t- F� r r , +-�- F s. 'F•- - "Y '"I: Y 1 ITS •1 _•-•- if S 1. - 1111 -p' i r t ..i_. J—L_�. !_-'•_i.. i.' }-' . .... _. E - +' -�'L-_ �_ '..}.._` 1 � _. �:-..'T--_ w• -C '�•3`1 _.S.-:-�_"• _ _ '-T'_^_'-�•Y-"• 'Y__ • ' �.� '!' .I'.. - 't_ _ F. _ •L '.'¢ T Y- r. 't } - - :Y'T r 1 T ".. ( i r T :1•_ r :t• i< .l• - — �. 73 1 �. ':-h '~'� :�-+_: Y-=' -- -.:L• =�•: r ;• •T � - �t- a '):`+ i •t . •i_1' t �' i _� i tn�� - _ _ i..� _ 3- •r 2.�:..i.-_ " - --'1 .I.. '-a. - - - �'--•-i--�-_•f--3-�. ''r-,L...:.�.._ '_-_��:-r•-_3.-.r ._.i._'. T'{'-y�_L,: _ - •'�--i-T- _I -•r _( C-F� S _ 7 -_S � __ - - r:7r"X-_s� ~7�' f Y -.�_1 !¢¢!�, _ffss .s._-',-- •:L .Y} t,.: TT` .J_ �_y-. ,.�..�__f ..�.-. __{._ i.._�...• a.-. 'S - ,.-_'�'"'i ^-i-'->__•.•�-r� -= �•'c--i--?--� 'z. _ 'E - _ - _��_ - - - =�-�•- - .'-3.-: #-'�=-"tn�< I i"" � '4 s-'7 " `��'� _ _ _ S F� s - I i {� �..�� .x• - •� - �° -- - -t � -L ,Ij_t••_•i'-...�..:-.3�_.,__�.. _...I__•: -l.- a- A.•'�_` �•F--�--_.k;-'`'==� _ -- r ��i��i�� •T'? i'• ; -? • j--i.".`l - "77-•: - - - - _ --�,..� ..i 3..i.�.,. .r(-. J �T1 "('W t _ _ 1^ _ i � ' •'z a.- _ S ( -t - 1_ r• - - F _ _J5 _ •�-•- - - 1 - - = - 3 I .� — j '• 4 }-- , ..yam.' �. � L �' I • - S - 1 Y - .i ._ - - ' •' .•'S -''moi �. "- :^ ' _• .. c: "�__> _i"') -k t x•+c. ""i"" t i , t - - ' t r _L: - - _ - - -�` - - - � ..�-� .:tom - � :"s`"'- �"_ �'_' r= {`�• ,'�. - t .1. _ I ::7 1 .t _ _ _ - ..tom: _ _ _ _�-'•�S^-• ..t. .••1. _ - i ---F .r. J— — _ 4 - :•ter. - _ ter.:: _ - S I _ _ _ _ CONSTRUCTION JOINT LEVEE "B1" 2' FOR INTERMEDIATES (40' INTERVALS 6' FOR ENDS (SEE SECTION "C -C" HEREON) 6" CLASS 'A" CONCRETE 2)rO FORMED OPENING 0 40' NTS OPER- RADIUS LEN. TANGENT BA9tB OF BEAfYiOB 1r;q&j?f%Hn_0A TME BASS OF BEAFWO 18 BASED ON THE WESTERLY BEING A SUBD{VULN OF A ALHUS-KE$f AND ADS= INC. LINE OF THE NORRFAS T OUARTER OF SECTION 23, PDRypAI of THE sovclEABT v4 CENTEX HOBl85 TOWNSF� 1 NORM RANGE 6 WEST. SBJA AS SHOWN 1285 CORONA PO TE COURT = N ARMANDO STREET OF SECTION A TOWNsw 1 NORR•L 875 TRACT MAP NO. VM FiJD N BOCK WIDE 6 WEST, SAH BE#�iNO 8'..208 Pt+ MO 79 D RHE I COUNTY OF SAN PA i A PAGE OFFICE PAGES 48 BAN 830-U28 PH, rm) ao F IR %19-01 OF SAN BBYIAADNO BEF#L FSo610 FAX: QD59 279-2b0 O COUNTY E O D R OF THE COUNTY RECORDERE A , O FAX: (7i6} 8�••18M COUNTY, KENO NOfTIFf 0030.26' WEST: O NORTH W BENCH MARK: }7 DESCRIBED BY METROPOLITAN DISTRICT j}ST Rnas01PiON CALIFORNIA 1882 RANCHO CUCAMOND!, NEAR Til ISS'J„A INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE AND SUMMIT AVE 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 FEETSOUTHOFTHECENMRLINEOFSUMMRAVE.SETFLUSH BEFORE TVODAYMING BEFORE ON THE NORTHWEST CORNER OF A 10 FOOT WIDE YOU DIG YOU DIG CATCHIBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD MWOSC 31NCHf BRASS DISK STAMPED •3M 1892•. TOLL FREE 1-800-227-2600 NAVE) 68-1508.56(FEET) IAPUBLIC SERVICE BY tNDERTdtMW SERVICE ALERT REMOVED FOR CONSTMCU 0 fT a 1 L J 1 y (j S F ': I - - _ _ - _ - - :x:..° - :: - - - - _ : : reoFrcE scALes T- — - - _ -- - - -V --x : _ VERT.: 1^tea' _ �. >:.a`• _. {__ :S a:' ( �- •. L. .'4 I 1.. -' _ =}";- :fir'- ---.:: . ' - -':1.: _ _ sL.. 400 - 10+00 11+00 12+00 '- i CONSTRUCTION NOTES 1, / �I]'rf'[ . • ,.1 I , `. .IFA$E7{ j CONSTRUC17ON /oar`^"t Vis( N=18 ,R `„11"^^,^,•. TOF.•OF SLINT !:'� 1 3 A' ! =871�L�- .• -J . '1 1 •.PkO _ .,'t'7 .�.^:'r O5 CONSTRUCT 6' WROUGHT IRON WALL FENCE PER PERIMETER WALL PIANS. L _ • + ( - -+ 'K'? - © CONSTRUCT 15 -FT WIDE ACCESS ROAD WITH 0.25' AC (TYPE B) OVER 6” �' -• i 3 ! I •.- �\ SLOPE PAVSNG 12" CLASS '8" CONCRETE 95,5 COMPACT NATNE. 7• _ •-, i.• '!' - ) �r I - "'� "A10R •MAX.'- / 4 REBAR 012" O.C. B.W. 17 CONSTRUCT CONCRETE SLOPE PROTECTION PER DETAILS HEREON. -•� W • `-;,. .�'n' " :.;;: r.%--,-.,•�4�x C+,ROUND ©3 GRADE PER PIAN. ��- �__ ®CONSTRUCT 3" OG ACCESS ROAD OVER 6" 95X COMPACT NATNE ".`2• 1;� • ',!' '' s� —'T• •'•'1 �'•� .SEOWN 0'0 =;.© CONSTRUCT REMOVABLE TRASH RACK PER DETAILS ON SHEET 13. �, '�..'.�,'... / hart • r•.sO CONSTRUCT 1/4 CONCRETE TON RIPRAP PER CALTRANS STD. SPEC. SEC. 72 \'` •y`�,.k ., I ;��A c�yn��n-: arrS'yIIA ,Vsx�'"yF�� ; �, 24" CONSTRUCl10N JOINT WAY (METHOD "B) AND DETAIL ON SHEET 15. I` \`'3.`, �•}dr1.Y�`al �-'� 'Q'Y 9�9�Y•1, �•- L E�%EE B2 b o "AS BUILT" The receipt 01 Asea Plans and Cdf(s 6uePU t 1' theleW does notnus the the SuDdNidarfieve�per .4 ACCESS ROAD of any lespoissuil' h�1a ELEV. '•V` CONSTRUCTION JOINT s•�.B" I-� 1' PER PROFILE Fi DIE FORMED 1/4" MESH II SLOPE TO GROUND SURFACE OF COMPACTED SEE DETAIL "B" 15' TYP 16 GA. GAIV, SCREENa" CLASS 'A' R/W LINE 2:1 MW- FILL EMBANKMENT i '•"• CONCRETE 10' 2.OX s m _ 4 `•.';,y ': 2,_O" MN•I� -- - \:.: .t' n B' CLASS."A MAX. FLOOD �t3 0 2O - CONCRETE 6' TVP. ' x 20" LONG _ _i' 1 FILTER MATERIAL EXISTING _ WRAPPED IN FILTER FABRIC CLASS B CONCRETE GROUND 4" POSED TOE 2 6" OG OVER CUT-OFF QE7A n 'A, I I -B, 95% COMPACT NATIVE WALL 0 40' "Pt/ #4 0 16" o y Z �A I � 6 UNE CURVE DATA ,} BOTH WAYS F �a NTS DETAL Ir GJi�wA�:- GRAPHFC SCALE 20 0 10 20 AD DELTA RADIUS LEN. TANGENT A N55.3251'W ---- 171.34' ---- B 20.48'44" 507.50' 184,35' 93.20' C 50'00`00` 27.50' 24.00' 12,82' D NI"--- ---- 20,52' ---- SEE DETAIL "A" a 2 #4 0 18 - MAL =U -TE f G1f E SECMON STIRRUPS NTS DATE �i .1ox1E SHOULD CONSTRUCTION OF THEREOUIREDIMPROVEMENTSNOTR COMMENCE WFTHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. Wt ' wac >< a 0006! "' a EaP . 0+if 1 + �� OF 0 AE ICASC Er -4401 ISU E E RI IV G 937 SOUTH 114 U1X SURE 300 COL1t1N. G 82321 PR (909) ;w-olo1 FAx (909) 763-0108 CITY OF FONTANA, CALIFORNIA COYOTE CANYON DRAW muNc � / LEVEE W AND LEVEE -W AiS 94OiVIN DME °o�Loz BY.PROFILE NO� p8p0y 8r, r ' 2y ca -v Ho.: 12 GVA TY ENG EER R -G 51152 0 TE 8802 PRa° BY' MSC If• R.C.E.N0. �0� �• 3 - 8/01 . M� LOOP 3/4" STEEL CABLE AROUND UPSTREAM CABLE CLAMPS 4 W 4.5" OC SIDE OF PIPE ANCHOR TERMINAL DETAIL THIS SHEET 8•0 SCHEDULE 40 COLUMN ANCHOR TERMINAL DETAIL THIS SHEET YB"OSCHrDULE 40 STEEL PIPE CABLE ANCHOR TERMINAL DETAIL N. T. S. SEE CLAMP SEE CLAMP '-- ANCHOR TERMINAL DETAIL THIS SHEET 8•0 SCHEDULE 40 ANCHOR TERMINAL DETAIL THIS SHEET STEEL PIPE 15.0' L.F. TLP QIj TRASHIRACK ^14' STEEL CABLE / 1/4 70N CONCRETE 10'0 SCHEDULE 120 KICK PROTEC710N, - ENCASE EACH STEEL PIPE' STEEL PIPE SLEEVE SLEEVE 1N 1.5' WIDE TRENCH CONCRETE 9.0 LF. 7YP. TYPICAL ELEVATION1 FOR TRASH RACKS NITS E1157' GROUND 1/4 TON CONCRETE ROCK PROTECTION, 6"0 STEEL PIPE SCHEDULE 80 1,2 1��8" THICK ` DIAMOND PLATE TACK WELD 12 0 TOP VIEW FABRICATED PLATE COVER SEE DETAIL THIS SHEET h 0 h SECTION B -B NTS SECURE FABRICATED COVER TO 8"0 STEEL P1PE INTH 3/4" STEEL CABLE DRILL 1"m HOLES TYP - B"m STEEL PIPE SCHEDULE 40 4 TON CONCRETE OCK PROTECTION, PLAN FXL LOWER 1.0. OF 10"0 SCHEDULE 120 PCONCRFI�EVE WITH 12"m, 7 8" THICK CUT TOOABOVE DRILL 1"0 TYP HOLE TO DIMENSION SECURE FABRICATED COVER TO 8'0 STEEL PIPE WITH 3/4" STEEL CABLE TACK WELD 0 o� - i - 6"m STEEL PII OF SLOPE SCHEDULE BO DRILL 1"m TYP HOLE TO SECURE FABRICATED COVER WITH 3/4" STEEL CABLE - 8" m STEEL PIPE SCHEDULE 40 FABRICATED COVER PLATE DETAIL NTS "'a' k TRASH RACK NOTE TO CONTRACTOR. SET TRASH RACK PERPENDICULAR TO CHANNEL FLOWLINE. TYPICAL PLAN FOR TRASH RACKS NIS "AS BUILT" The Racegl DIAs9u'Y Plm &W Uyt sapplarcee �= L THE BASIS OF OF iB BAS®ON THE YtE6f6dY LM OF THE NORIFEAST QUARTER OF SEC)1CN 23. A 8UBt7NIliOF1 OF A CE NM SOL.1 tWmd dm DBt 3bsdva N SubftwDem!c^1,er 0{ &fh' 2sp0i.A114i%br ' Oa,W3ly. E oN 7OYINBFf 1 I4ORTF4, RAr1DE a WEST, Ni9At AB aHDv+rN W4At TRACT FkiP NR 137bD, PEID N BOOK 2so. Pom PORTION of TFE sourlgaer u4 OF VECTION T4 TOYIN61'F 1 NORM, 1. 4 cawT ALOUG-K� AND ASS= NC. tDH K aR atR�r z AT PAOES4B 71ii0llOIF 66, INCLu6NF N THE E WEHi MNOE , VAN 8t3lIA1bN0 c011oNACA 026N .1 .11 CA 111 PH, (080 7A-0000 ANAFBA, CA rr?d00 04 S mf OFD Erdorrd 6N!e_- i N OF llf COUNTYoCL'Oom OF tYQi 1iH04AFDiiOMEICCOLINT OF SANFAk W O 'D0 -21D0 FA)C VI0) 630.1016 CCAINiY, BEM NORM 0030'241Y6Sf. gg' BENCH MARK: CALIFO NIA 199 RANCH CUCAM NGA,SERIGTSO. CALIFORNIA 7992 RANCHO NcA, NEAR THE �� 1-r1'� 7Ro DE, BEv mvspx oEsaer7KN nix ENcx. an oAxSN SHOULDCONSTRUCT)ONOFTHEREQUIREDIMPROVEMENTSNOT COMMENCE WITHIN 7W0 YEARS OF THE DATE OF APPROVAL ` R� ASC CIN OF FONTANA, CALIFOF2NIA g INTERSECTION '.Ti of suMMITgvE. AND cHEFiRY AVE. AT THE AVE. AN SOUTHWESTCORNER ,I I(�7JnJ 4AEI 1 N E COYOTE CANYON OF CHERRYAVE. AND 9UMNUTAVE. 101 FEET WEST OF THE CEMERLINE OF CHERRY AVE. AND 37 „, ..,..w,.^ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE TO EN G E RI N G WAON BY: SC&E „ o FEET SOUTH OF THE CENTERLINE OF Sl1MMNT AVE. SET FLUSH ON THE NORTHWESTCORNER OFAIOFOOT WIDE DIAL TVD vt1RKtN0 BEFORE DAYS BEFORE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING `gyp, aeoee_ m a s rrm.% 937 SOVM 144 UTA, SU6E 500 COLTON, CA 92324 PH. (909) 763-0101 FAX (909) 733-0109 0'S DEMO BLE DET AEMOVASLE RACK" AS.SFK)WN DATE :g CATCHBASIN0.8FOOT SOUTH OFCURB FACE. A STANDARD YDU DIG You ntc THEM INTO CONFORMANCE WfTH CONDITIONS AND STANDARDS IN ✓1 E ! +r 1V77- .� PREP aT: ARIL M REYSON RCF. N0. JOEL AL/OS a1 OO 07: NOARABM 2005 g » NAVD MWOSC 3INCH BRASS DISKSTAMPEO WA 1992". 88- 8508..58 (FEET) TOLL FREE 1-800-22J-2500 / A1BUC SERVICE BY 131DFRCwRfWND SERVICE ALERT EFFECT. OF nLO DfP. 30- Cxw -I' (' �%jr'CK DRAOR.r; N0: MiE. 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LINE LITHEBAST OF ORRI p T BASEDONTHE SECTION 3. TOWNSHIP 1 AS BEND A 9UBON19i0N ORA POFTi10NOFTFESDIRlfABT 1 v C@{TEX F{OLE$ 1285 CORONA POINTE COURT ALBIT-ISE AND ABBOC N4 108 N AFWANDO SA15-7 t S _. ... - •. .. 8 SHOYM NORRI RANGE WEST, S.BM ON F7'IAL TRACT MAP Na 13750, FILED IN BOOK 250, sEt,'ttoN OF 7pTOWNSWTNORTH. COf'K1NA CA 02879 ANAS9A. CA 92806 ... T-".__ -�•- i . . }} I ..{. { ... -{ "i -s_.. _._ _ _- -. E - �; =_ _ • = -=: `-i _. •- .. - .. '� .. i -7i- :.' • .. ,-t. •-•'.:._ _ _ ;;_ :• • ^ :.. 'r -: ' ,._ • '- _ _ .T y�- -• :: _ < - _' . i...i - _ __ _ _ - = - - -r:= - - -- = _ PROFILE - - -'•=�`�' - - SCALES AT PAGES 40 TFROI)pi 86, NCI.UBA+E, N THE OF THE COUNTY RECORDER OF SAN t 8 RANGE WEST SAN Btir1AlCNp MT3f>DIAH COUNTY OF BAN BERNARDINO PM (96D 27P1i000 FAX! (DSII 27P2100 f'Fk (714) 820-1828 FAX: l7k) 880-816 - .f . - .. t •- . . ^e , u. _ .-k . }._..7 i _ .. :_'=:: »:...: _ _ . . , _..9 _ _ ._. ..._ ._... _ • � ._ -'.• -- �-'_ :s •. •: -f:�.. 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SET FLUSH TIO "MING CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a r PR (909) 763-0101 FAX (909) 735-0108 000i&D Ile •' 7 AM Wo-L.6'E'B-r i1)AX,ON THE NORTHWEST CORNER OF A IO FOOTWIDE 0.6 FOOT SOUTH OF CURB FACE A STANDARD 7BEFEIFZEDAYS BEFIXtE DIG YOU IIIC AT✓0.CATCHBASIN THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN '�e t�AR� pn Bn aRie lr• R•¢e Fro• efit°88 OT ttf� EXP. PKO® BIC GINNING N0: N OVA ` MWOSC 3 INCH BRASS DISK STAMPED -33A 1992•. NAV088 - /50(7.58 (FEET) A PUIlUC SERVICE HY WJBFRf> I-soM VICE2iaERT .�✓ EFFECT, LNT@ 9802 25 rt• R.C.E. 51152 DATE: zE REVT® Wo -UNE •B -T B)AI AMT 4 i CONSTRUCTION NOTES DETAL=20' ,• I7Q2tW 0 FL`, giwm / \ �' •.� ' END' RETE. ./ \\ SEGWN 7RA�LSITIC •\8�0•'-EasPEOSEDT ® CONSTRUCT CONCRETE CHANNEL TRANSITION PER DETAVL SHOWN ON SHEET 17. 36" 1/A TON CONCRETE RIPRAP ETHOD 8 ,- $STD. SPJ.C. 5O CONSTRUCT 6' WROUGHT IRON WALL FENCE —PER �CpANLTRAN PER PERIMETER WALL PIANS, PLACEAIEN� (M ® CONSTRUCT 3' DG ACCESS ROAD OVER 6. 95% COMPACT NATIVE �) 9" NO. 3 BACKING © CONSTRUCT REMOVABLE TRASH RACK PER DETAILS ON SHEET 13. - PER CALTRANS STD. SPEC. SECTION 72. ©5 CONSTRUCT 1/4 TON WRAP PER CALTRANS SID. SPEC. SEC. 72 (METHOD B7 FILTER FABRIC` AND DETAIL HEREON. © CONSTRUCT ACCESS ROAD W7TH 0.25' AC (TYPE 8) OVER 8' 95% COMPACT NATIVE (WIDTH PER PLAN). TYPICAL 1 A TON RIPRAP SECTION ® CONSTRUCT 6" CLASS A' CONCRETE SLOPE PROTEC770M WTIH Ifo O 18" O.C. B.W. NTS ACCESS CONSTRUCT 75 -FT. WIDE WROUGHT IRON DOUBLE DRIVE CATE PER PERIMETER WALL PLANS BORUNECVJ+Y 49 CONSTRUCT 8' CLASS A• CONCRETE W/ 14 O IB" O.C, B.W. I 4' 6200 �0t 2 ' 8• I 77.00 CONSMC770N 12' FL JOINT 12x 8' " CUSS A• CUSS 6' 6' CONCRETE CONCRETE WITH NO. 4 CUTOFF WALL WI4 BI REBARS O IB' O.C. A7HW 18' O.P.C. WITH NO. 4 RFSAR BOTHWAYS 15, a' O 18' O.C. (ECTEND STEEL INTO FOOTING) ----I SECTION B—B SEC7bDN A A I i CLASS A' CONCRETE WITH N0. 4 REBAR O 18' O.C. B.W. 6' CLASS ACONCRETE WINO, q4 RR�EBAR O +8' O.C. B.W. ACCESS ROAD 1.5TO TO A —11 36" LONG /4 REBAR O 18' O.C. v� ?DAD 10'-12.55' rr101Y X 73 xe — — PER UNE UNE A" 6ARaE5 I INV. PER LINE 'B' VARIES 0'-2 rT 8' CLASS A' CONCRETE WINO, 4 RWAR O 18' O.C. B.W. SECTION C—C N.T.S. �MSTNG GROUND CLASS A" CONCRETE WRH NO. _ ��'Q RESARS O 18' D.C. J% DIMS✓ lS5 A" CONCRETE 4 REBAR O 18' O.G B.W. CL15S A' 6' CONCRETE 12' l TAR7E5 0'-B' I -LINE 'B' INV. SECTION D -D N.T.S. 0 SECTION F—F N.T.S. NATURAL . FI.MNE :)R W4 Y j "AS BUILT" The mceiptO(AsB0I8 PIam and GIBS BCCep'2nce SCALE: 1"=10' Thereof tlDes n0ta6sDAe tlreSubdivid9r(Oeveloper of any resposNuy for• awaacy.. En�uuJA �I�f-3r-0 LV;ICLM DATA DELTA/KARINGj RADIUS a 56M OF DEAA610ID THE BASE OF SEARING IS BASED ON THE WEMMY BEINGA ION OF A 110.14' 65.81' 9oL ENOIr�t 100.00' LINE OF THE NORTHEAST OVAIITEI OF SECTKMJ 4 TOWNSW 1 NORTH, RANGE 5 WEST, SBM AS SHOWN Usk SOUTHEASTt/4 PORTIOvfa C®RFX HOMES 206 CORONA PONTE ALBUB-KBE AND ASSOC' INC. 101+ N ARAM}00 STREET ENG I N E E R I N G ON FINAL TRACT MAP No 13750, FLED N BOOK 2801 OF SECTION 9 TOWNSW 1NORTH COURT CORONA, CA 94679 ANA+@{ CA 92WO 3 AT PAGES 48 THROUGH 6Q, NClL10NE, IN THE RA/10E 8 WEST, 8X1 liErNalwNo OF' AN PN IWO 779.3000 PH, p+31 610 -ON 3 OF THE C9UNTY OF SAN B[3IWf+!)!70 Fw. (909) 7v-olo+ FAX (909) 703-0108 FAX: (WO 279.2100 FAX: (114) 890-1016 oA1e COUNTY, BEING NORM 0090'24' WEST. '� CIYI _.A.� of � uo PREP : ARIC M, RRE N0. Els - �j WTF. �� O+EOOD �' — XF n �BENCH ^• MARK: DESCRIBED BY METROPOLITAN WATER DISTPoCT SO. 2 RANCHO CUCAANDCH NEARTHE��„ 11AMR �<g rtY. r<;vsca oLTorrroR INTERS CTION CORNER OF CHERRY AVE, AND SUMMITAVE. 101 N4TERBECiTON OF SUINMR AVE. AND CHERRYAYE. ATINEzzm* ...,,6SOUTHWEST FEETWEST OF THE CENTERLNE OF CHERRY AVE AVID 37FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH THE NORTHWEST CORNER OFA IO FOOTWRDEFORECATCHBASIN 8C1 N0ON 1C 0.8 FOOT SOUTHDF CURB FACE. A STANDARD $ MWOSC 3 INCH BRASS DISK STAMPED'33A 1962'. TOLL FREE 1-800-227-2600 NAVD 88-1508.56(FEET) A PUBLIC SERVICE B7 UIOEOAM SERVICE ALERT YED.NOT FOR CON3iW1CTKXJ' �MSTNG GROUND CLASS A" CONCRETE WRH NO. _ ��'Q RESARS O 18' D.C. J% DIMS✓ lS5 A" CONCRETE 4 REBAR O 18' O.G B.W. CL15S A' 6' CONCRETE 12' l TAR7E5 0'-B' I -LINE 'B' INV. SECTION D -D N.T.S. 0 SECTION F—F N.T.S. NATURAL . FI.MNE :)R W4 Y j "AS BUILT" The mceiptO(AsB0I8 PIam and GIBS BCCep'2nce SCALE: 1"=10' Thereof tlDes n0ta6sDAe tlreSubdivid9r(Oeveloper of any resposNuy for• awaacy.. En�uuJA �I�f-3r-0 LV;ICLM DATA DELTA/KARINGj RADIUS I LEN./DIST.,F TANGENT A 78.53'02" 60.00' 110.14' 65.81' 6 39.21'36" 100.00' 68.70' 35.77' C X6006'28'W N/A 38.19' N/A 15' MIN. PER PLAN � 1/4 TON GROUTED FG 1 1 2 RIPRAP 1 15 1 - e' 8, CLASS A' CONCRETE WITH NO. 4 REa4RS O 18' O.C. SECTION E -E N.T.S. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOTy" tt6 T C A E `4�j CAS CITY OF FONTANA, CALIFORNIA COMMERCE WITHIN TWO YEARS OF THE DATE OF APPROVAL 11 COYOTE CANYON SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE a °C 1 ENG I N E E R I N G mom 6r. ' L1E7 A' AND. AS Me. sloes 937 MIN VIA IATA SURE 300 COLTON, CA 92324 0S ��S CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING • E, u- w Fw. (909) 7v-olo+ FAX (909) 703-0108 DEMM B+` AT. '.9f"lEfT oA1e THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN /I EFFECT. '� CIYI _.A.� of � uo PREP : ARIC M, RRE N0. Els - �j WTF. �� O+EOOD �' — XF n c c1 a� ne1c. DRA9wc 3802 9 STRUCTURAL NOTES 1. STRUCTURAL CONCRETE SHALL BE CLASS "A" (Rc-5000 PSI)" WITH THE FOLLOWING "CONCRETE FOR CHANNEL INVERT, STARTER WALLS AND CUTOFF WALLS SHALL BE CLASS D CONCRETE (1 1/2 INCH AGGREGATE, 5000 PSI) AND CONCRETE FOR CHANNEL WALLS, RCB DECK AND OTHER STRUCTURAL CONCRETE SHALL BE CLASS A CONCRETE ( 1 INCH AGGREGATE, 4000 PSI). 2. ALL LONGITUDINAL BARS SHALL BE /4 O 16 INCHES UNLESS OTHERWISE NOTED. PLACE BARS IN BOTTOM SLAB SYMMETRICALLY ABOUT CENTERLINE. PLACE BARS IN WALLS STARTING AT TOP WITH 2 INCHES OF CLEAR COVER. 3. CLEAR COVER FOR STEEL SHALL BE 2 INCHES AND 3 INCHES FOR EARTHEN WALL AND EARTHEN INVERTS FACES, AND 2 1/2 INCHES AND 4 INCHES FOR THE CHANNEL WALL AND INVERT FACES. 4. STEEL IS DIMENSIONED TO BACK OF BAR BEND. 5. FOR CONSTRUCTION ON CURVES, STRAIGHT TRANSVERSE BARS SHALL BE ALIGNED RADIALLY WITH SPACING MEASURED AT FACE OF WALL FOR L -BARS IN WALLS, SPACING SHALL BE MEASURED ' BETWEEN THE VERTICAL LEGS OF BARS. 6. ALL TRANSVERSE CONSTRUCTION JOINTS SHALL BE IN A VERTICAL PLANE NORMAL TO THE CENTERLINE AND THE SPACING THEREOF SHALL NOT EXCEED 50 FEET OR BE LESS THAN 12.5 FEET. CON- TINUOUS KEYWAYS SHALL BE CONSTRUCTED AS SHOWN IN DETAIL A A COMPLETE U N F T NSVERSE —-5 I DATA DETAIL SCHEDULE C R7A1 O RA L HALL BE PLACED 3 INCHES FROM EACH FACE OF THE JOINTS AND LONGITUDINAL STEEL WILL NOT BE CONTINUOUS THROUGH THE JOINTS. IN DESIGN DATA: MINIMUM LAP = V-9" ADDITION, EXPANSION JOINTS SHALL BE CONSTRUCTED BETWEEN LIVE LOAD = 16 K REINFORCED CONCRETE CHANNEL AND REINFORCED CONCRETE BOX SOIL DENSITY = 110 PCF SECTIONS AS SHOWN IN DETAIL B. DOWELS SHALL BE PLACED AT ALLOWABLE STRESSES: 12 INCHES SPACING CENTERED IN THE MIDDLE THIRD OF THE f'c = 5000 PSI BOTTOM SLAB AND THE TOP TOP THIRD OF SIDE WALLS. A MINIMUM fe = 1000 PSI OF 3 DOWELS PER SLAB AND WALLS SHALL BE PLACED. fy = 60000 PSI 100 K AMU DO BfiiEET ANA!"A CA 9=0 fa = 24000 PSI 7. WEEPHOLES SHALL BE FORMED AS SHOWN IN BOTH WALLS AT A SPACING OF 12.5 FEET WITH 1 CUBIC FOOT OF FILTER MATERIAL WRAPPED IN FILTER FABRIC PLACED AT EACH HOLE. B. ALL QUANTITIES SHOWN ARE APPROXIMATE. 9. NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED OTHER THAN SHOWN ON THE DRAWING WITHOUT APPROVAL OF THE ENGINEER. NO MORE THAN TWO SPLICES WILL BE PERMITTED IN ANY LONGITUDINAL BAR BETWEEN TRANSVERSE JOINTS. 10. THE BAR LENGTH SHALL VARY UNIFORMLY THROUGHOUT THE TRANSITIONS. 11. JOINT FINISH FOR CHANNEL FACE SHALL BE CHAMFERED 3/4 INCH ON WALLS AND ROUNDED WITH EDGER TOOL ON INVERT. 12. ALL REINFORCING STEEL SHALL CONFORM TO A.S.T.M. A615 GRADE 60. 13. LONGITUDINAL STEEL SHALL BE LAPPED 24 BAR DIAMETER AT SPLICES. TRANSVERSE STEEL SHALL BE LAPPED 45 BAR DIAMETERS AT SPLICES. SPLICES SHALL BE STAGGERED. 14. TRANSVERSE CONSTRUCTION JOINTS SHALL NOT BE PLACED WITHIN 30 INCHES OF SIDE INLETS. 15. TRANSVERSE CONSTRUCTION JOINTS SHALL BE PLACED AT THE JUNCTION OF RECTANGULAR OPEN CHANNEL SECTIONS WITH CLOSED CONDUIT SECTIONS (R.C.B.S.) 16. TRANVERSE CONSTRUCTION JOINTS IN WALLS AND SLABS SHALL BE IN THE SAME PLANE NO STAGGERING OF JOINTS WILL BE PERMITTEO. TRANSVERSE CONSTRUCTION JOINTS SHALL BE NORMAL OR RADIAL TO THE CENTERUNE OF CONSTRUCTION. 17. SAWCUT WEAKENED PLANE JOINTS, 1 -INCH DEEP AND 1/8 -MCN WIDE. IN INVERT SLAB AND WALLS AT 12.5 -FEET O.C. BETWEEN THE CONSTRUCTION JOINTS. 18. CHANNEL INVERT SURFACE SHALL BE GIVEN A STEEL TROWEL FINISH. 19. EPDXY ADHESIVE FOR WEEPHOLE SCREEN SHALL CONFORM TO THE 2002 EDITION OF THE STANDARD SPECIFICATIONS, SECTION 95-204, RAPID SET EPDXY ADHESIVE FOR PAVEMENT MARKERS. 20. ALL RECTANGULAR OPEN CHANNEL WALLS SHALL BE FENCED IN ACCORDANCE WITH S.B.F.C.D. SPECIAL DRAWING 11. SINGLE RCB CALTRANS `- PLAN 080 CHANNEL TRANSITION STRUCTURE DATA I DETAIL SCHEDULE DESIGN DATA: LIVE LOAD = 16 K SOIL DENSITY = 110 PCF ALLOWABLE STRESSES: Ve = 5000 PSI fe = 1800 PSI fy = 60000 PSI fs = 24WO PSI ,F • MINIMUM LAP = V-9" WALL & INVERT SECTION NTS 1' SMOOTH DOWEL 1/2" EXPANSION SEE NOTE 6 FILLER MATERIAL w WRAP OR LUBRICATE THIS N r- PORTION TO PREVENT BOND I. MIN. 2' MAX. 9" 9^ TRANSVERSE CONS�UCTION JOINT EXPANSION CAP DEAL A TR NSVF SE PaCPAMMInN _JOINT NTS DETAIL g — �-1 NTS (T=F2")♦ 1 CALTRANS TYPICAL SINGLE RCB NTS 2" ADDITIONAL SACRIFICIAL CONCRETE COVER OVER REINFORCING STEEL " THE SAM OF WARM IS BASED ON THE W✓'BTGI.T SUBDRISION OF NTS FOR CONCRETE AND a, LINE OF THE NWiT EAST OUARITE I OF BECTON 23, EAAW CB7(fE7C I omm AUX*- EEF AND A88OC, INC. TOW6BFIP 1 NORTH RANGE 6 WEST, aniA A3 SHOWN=5 ON FINAL P�ORI�IdJ 90lV4 OF: -4%W TOBMIP 1 NORTR, CORONA POKE OOM 100 K AMU DO BfiiEET ANA!"A CA 9=0 S E TRACT MAP NO, 10750, Fi®H BOOK 4A0, SERWICINO CA OWy S AT PAGES 40 THROUGH 66, NCLL%wwR IN TME MERIDIAN. COUNTY OF Ai SI6D 270.9000 PR ow 030-IM 2 N OF THE COUNTY f1ECOtO9i OF 8Af18ERIN>tf4D BEFRAFIDNO FAA (0160 278-2100 FAA O10 0.*-" B I OOONIY, BEM NORTH WW24 WIEWT. na BENCH MARK: DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA CHM1992 RANCHO CUCAMONGA NEAR THED ��T RD ut: RLNAON DEsaPca INTERSECTION OF SUMMIT AVE AND CHERRY AVE. AT THE CCCCIIII`"`VVV��V�11�A11 b� SOUTHWEST CORNER OF CHERRYAVE. AND SUMMIT AVE 101 www..w..,...«w. //—F BAR /—E FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 DIAL PE £ FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDE TYD YORKING BEELIKE DAYS BEFORE YOU DIG TOU AIG S cCATCHBASIN 0.8 FOOT SOUTH OF CURB FACE A STANDARD lA1'YDSC S INCH BRASS DISK STAMPED '33A 1982'. TOLL FRET' 1-800-227-2600 83 NAVD8B- 1SD8.56(FEET) A PUBLIC $DEVICE BY UNDERfiROtFID SERVICE ALERT CENTER 8' SQUARE FLATTENEDEXPANDED ALUMINUM SCREEN (3W3 -H14 1/2 NO. 0.081 12 CAGE OR DISTRICT APPROVED EQUIVALENT) AND ATTACH WITH EeOXY ADHESIVE AROUND EDGE OF ENTIRE SCREEN, 1 MIN. WIDTH. TYP� SIDE VIEW q CALTRANS TYPICAL DOUBLE RCB NTS 2" ADDITIONAL SACRIFICIAL CONCRETE COVER OVER REINFORCING STEEL. 1 CUBIC FOOT OF GRAVEL DRAIN MATERIAL WRAPPED IN FILTER FABRIC SACK (MIRAFI OR EQUIVALENT) PLACED AGAINST A CHANNEL WALL TO COVER WEEPHOLE 4" I.D. P.V.C. CUT FLUSH WITH CHANNEL WALL ON BOTH SIDES WET FACE N CHANNEL INVERT RCB PER CALTRANS PLAN D81 r-1 #5012 -OC EACH WAY EACH FACE H=4' MAX —r— 2"CL TYP NOTE: WEEPHOLES TO BE SPACED AT 12'-6" O.C. TO BOTH SIDES OF CHANNEL PARAPET WALL AND ENERGY DISSIPATOR VERTICAL FACES DETAIL C WEEPHOLE DETAIL NIS NTS T—1 "A—A" WIDTH —A A BAR NTS FOR CONCRETE AND C BAR "A" PER CALTRANS STD PLAN D81. Tt G.z _—_ 9 Dc4' 2' I "AS BUILT^ eleleipl ofAsBw@Plans BM M/8H0ce.*,ce 2' 6' 1eol does not ob%'m the SuMvId6r0evebpeT B BAR � InylSspensuclty iw;MtiraavNn g DEBRIS PIER EXTENSION DETAIL NTS x D BAR 12" BAR //—F BAR /—E j NATURAL GROUND BACKFILL ( TYPE BOTH SIDES) / R.C. CHANNEL '. EXCAVATION STRUCTUR 1 I BACKFILL � I 12" �; I Ir EXCAVATION T�STRUCTURAL BACKFILL R.C. CHANNEL EXCAVATION PAY LINES NTS SEE NOTE 7 SECTION "A—A" SEE DOUBLE RCB NTS FOR CONCRETE AND REBAR REQUIREMENTS "A" PER CALTRANS STD PLAN D81. Tt I _—_ 9 Dc4' 2' I "AS BUILT^ eleleipl ofAsBw@Plans BM M/8H0ce.*,ce 2' 6' 1eol does not ob%'m the SuMvId6r0evebpeT InylSspensuclty iw;MtiraavNn g DEBRIS PIER EXTENSION DETAIL NTS SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT j''� /� (� �` COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL e4Wf C �LjiJ{�..s SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE ¢ E IV G I N EE F-1 N G seam 937 SOLID! V14 IATA STATE 500 COLTON, CA 92324 CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING 4 E ,a ,b ,4 r PIE (909) 733-0101 FAX (909) 7W-0108 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN Pill Of � l` REPA EOe T RCE rtahy, EFFECT. "H}we,- DATE _ CITY OF FONTANA, CALIFORNIA COYOTE CANYON m. LAE'A' AFD V ar -, STORM DfIAIN APROVEMEM CHEDn BY - CV.A p38M V dtom!"i4,s ii1?P. STRUCTURAL NOTES 1. STRUCTURAL CONCRETE SHALL BE CUSS "A" (fc-5000 PSQ" WITH THE FOLLOWING "CONCRETE FOR CHANNEL INVERT, STARTER WALLS AND CUTOFF WALLS SHALL BE CUSS 0 CONCRETE (1 1/2 INCH AGGREGATE, 5000 PSI) AND CONCRETE FOR CHANNEL WALLS, RC9 DECK AND OTHER STRUCTURAL CONCRETE SHALL BE CUSS A CONCRETE ( 1 INCH AGGREGATE, 4000 PSI). 2. ALL LONGITUDINAL BARS SHALL BE /4 O 14 INCHES UNLESS OTHERWISE NOTED. PUCE BARS IN BOTTOM SUB SYMMETRICALLY ABOUT CENTERLINE. PUCE BARS IN WALLS STARTING AT TOP WITH 2 INCHES OF CLEAR CDVER. S. CLEAR COVER FOR STEEL SHALL BE 2 INCHES AND 3 INCHES FOR EARTHEN WALL AND EARTHEN INVERTS FACES, AND 2 1/2 INCHES AND 4 INCHES FOR THE CHANNEL WALL AND INVERT FACES. 4. STEEL IS DIMENSIONED TO BACK OF BAR BEND- S. FOR CONSTRUCTION ON CURVES, STRAIGHT TRANSVERSE BARS SHALL BE ALIGNED RADIALLY WITH SPACING MEASURED AT FACE OF WALL FOR L -BARS IN WALLS, SPACING SMALL BE MEASURED BETWEEN THE VERTICAL LEGS OF BARS, 6. ALL TRANSVERSE CONSTRUCTION JOINTS SHALL BE IN A VERTICAL N THE SPAC NG THEREOF DATA DETAIL SCHEDULE STATION TO STATION 16+96.25 TO 17405.25 17+06.25 TO 17+16.25 X 5.00' 1 5.0 5.00' Y 5.00' 8.17' 8.17' 11.66' HEIGHT FT .00' 6 33' 6.33 6.66' WALLS Ti IN 1 9 2 121, BOTTOM SUB T2014) 10" 12- "A A BARS 0 509 f 509 HORIZ. LENGTH 6'6" 6'6' BAR SLOPE LENGTH 6'5" 7" 7 8 BARS a 6 09 609 HORI . LENGTH 3' " 310 3'0 SLOPE LENGTH '1 36 414- '4"CBA C BA 5018 501 SLOPE LENGTH 6'S" 7'7" 1010 D BARS6 0 18' 6 0 18 H GTH 6'6" 6'6" 6' 616" EDNCR TE CY LF ED.? 0.66 1 0.71 0.71 1 0.80 ST L LF 110.4 118.7 iitk7 1 133.7 PLANE NORMAL TO THE CENTERLINE. A D 1 SHALL NOT EXCEED 50 FEET OR BE LESS THAN 12.5 FEET. CON- DESIGN DATA: TINUOUS KEYWAYS SHALL BE CONSTRUCTED AS SHOWN IN DETAIL LIVE LOAD = 16 K A. A COMPLETE CURTAIN OF TRANSVERSE STEEL SHALL BE PLACED SOIL DENSITY = 110 PCF 3 INCHES FROM EACH FACE OF THE JOINTS AND LONGITUDINAL ALLOWABLE STRESSES: STEEL WILL NOT BE CONTINUOUS THROUGH THE JOINTS. IN fe = 5000 PSI ADDITION, EXPANSION JOINTS SHALL BE CONSTRUCTED BETWEEN IS = 1800 PSI REINFORCED CONCRETE CHANNEL AND REINFORCED CONCRETE BOX fy = 60000 PSI SECTIONS AS SHOWN IN DETAIL 0. DOWELS SHALL BE PLACED AT 12 INCHES SPACING CENTERED IN THE MIDDLE THIRD OF THE BOTTOM SUB AND THE TOP TOP THIRD OF SIDE WALLS. A MINIMUM OF 3 DOWELS PER SUB AND WALLS SHALL BE PLACED. 7. WEEPHOLES SHALL BE FORMED AS SHOWN IN BOTH WALLS AT A SPACING OF 12.5 FEET WITH 1 CUBIC FOOT OF FILTER MATERIAL WRAPPED IN FILTER FABRIC PLACED AT EACH HOLE. 8. ALL QUANTITIES SHOWN ARE APPROXIMATE. 9. NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED OTHER THAN SHOWN ON THE DRAWING WITHOUT APPROVAL OF THE ENGINEER. NO MORE THAN TWO SPLICES WILL BE PERMITTED IN ANY LONGITUDINAL BAR BETWEEN TRANSVERSE JOINTS. 10. THE BAR LENGTH SHALL VARY UNIFORMLY THROUGHOUT THE TRANSITIONS. 11. JOINT FINISH FOR CHANNEL FACE SHALL BE CHAMFERED 3/4 INCH ON WALLS AND ROUNDED WITH EDGER TOOL ON INVERT. 12, ALL REINFORCING STEEL SHALL CONFORM TO A.S.T.M. A615 GRADE 60. 13. LONGITUDINAL STEEL SHALL BE UPPED 24 BAR DIAMETER AT SPLICES. TRANSVERSE STEEL SHALL BE UPPED 45 BAR DIAMETERS AT SPLICES. SPLICES SHALL BE STAGGERED. 14. TRANSVERSE CONSTRUCTION JOINTS SHALL NOT BE PLACED WITHIN 30 INCHES OF SIDE INLETS. 15. TRANSVERSE CONSTRUCTION JOINTS SHALL BE PLACED AT THE JUNCTION OF RECTANGULAR OPEN CHANNEL SECTIONS WITH CLOSED CONDUIT SECTIONS (R.C.B.S.) 16. TRANVERSE CONSTRUCTION JOINTS IN WALLS AND SUBS SHALL BE IN THE SAME PLANE NO STAGGERING OF JOINTS WILL BE PERMITTED. TRANSVERSE CONSTRUCTION JOINTS SHALL BE NORMAL OR RADIAL TO THE CENTERLINE OF CONSTRUCTION. 17. SAWCUT WEAKENED PLANE JOINTS, I -INCH DEEP AND 1/B -INCH WIDE, IN INVERT SLAB AND WALLS AT 12.5 -FEET O.C. BETWEEN HE CONSTRUCTION JOINTS. 18. CHANNEL INVERT SURFACE SHALL BE GIVEN A STEEL TROWEL FINISH. 19. EPDXY ADHESIVE FOR WEEPHOLE SCREEN SHALL CONFORM TO THE 2002 EDITION OF THE STANDARD SPECIFICATIONS, SECTION 95-204, RAPID SET EPDXY ADHESIVE FOR PAVEMENT MARKERS. 20. ALL RECTANGULAR OPEN CHANNEL WALLS SHALL BE FENCED IN ACCORDANCE WITH S.B.F.C.D. SPECIAL DRAWING 11. LONGITUDINAL- BAR SHALL BE 04 O 18" OC MINIMUM UP = V-9" �G ri �7„ \x9s TRANSVERSE �4 Sl��A0C4�(,1yC��x7 \06 \S CONSTRUCTION JOINT FSEE 0*1 \ of 0 0 TRANSVERSE CONSTRUCTION JOINT TRANSITION STRUCTURE NTS (SEE SHEET NO. 7) L3 -ADJACENT TO RCB L2 -CENTER PAY LINES NTS t1 y CENTEX HOMES ALBUB'1�E AND A&=, INC. LINE OF THE NORTHEAST OUAMER OF SECTION 2J, TOWNSHP 1 NO RANGE 6 IOW, BEM AS SMOMNOF C BARS CHAINSINELAWALLF SPAC NO PER TAB E CORONA POINTE COURT V C BAR ON L�1AL'TRACT AMP N0. t3730, FILM BOOK 230, LONGITUDINAL BAR (SEE NOTE 2) CORONA CA 92WO ANNIEWL CA 92606 A BAR M COLT, OF LAK O Pit (ON 27+0000 FAX' (980 270-M Pff ow wl -Mo F" GT4) 880"A16 i" MIN SPACING PER TABLE OUTSIDE FACE OF = O 4" DI JWEEP 2 MAX. CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR TETE INTERSECTION OF SUMMITAVE. AND CHERRY AVE. AT THE SPACIN ER TABLE CHANNEL WALL BARS BAR = X- HOLE 7 TRANSVERSE CONSTRUCTION JOINT DETAIL A12"�ICTION A SARsI FEET SOUTH OF THE CENTERLINE OF SUMMFTAVE. SEF FLUSH BEF BEFORE DAYS BEFORE ON THE NORTHWEST CORNER OF A IO FOOT WIDE YOU DIG YOU DIG NTS WALL dE INVERT SECTION NTS MWDSC3 INCH BRASS IMSKSTAMPED'33A 1992'. 1 iii .-D BAR NAVD 88.1508M(FEET) STANDARD END HOOK TYPICAL CHANNEL TRANSITION SECTION NTS rL CHANNEL 1622.00 TG T NOTE: FOR DATA ON D, TI & 8 SEE PLAN & PROFILE PREFORA77ON P OCEtfA STO. t327 5' S' B ADD 2 X15 BAR-- 2' MIN. I 1674.50 .__. TOP OF LINED �� (7YP.) I 24 FG �\ �,r CHANNEL ,� CONSTRUCT MIN72 72 1 ADD 2- -BARS CLASS B CONCRETE CONSTRUCTION k,. CSP JOINT (OPTIONAL) 1�•- 6 X 6" - W1.4 X W1.4 ` .5 4 BARS O 18" OC ^ \� WELDED WIRE MESH (W.W.M.) t4 BARS BOTH WALLS) 6" CLASS A CONCRETE- ---�,-g4 DOWELS 0 18" OC X d CENTERED IN EACH CUT-OFF 4" A FORMED WEEPHOLES O 20' t OC / IMI 'I I \ WALL (PLACE DOWELS AS SHOWN) BACKED WITH ONE CUBIC FOOT OF PERVIOUS CUT-OFF WALL, 12" THICK, N4 BARS 0 18" OC BACKFILL MATERIAL IN FILTER FABRIC, SECURELY TIED. PLACE 6" SO ALUMINUM 1'-6" DEEP (PUCE CUT -OFT CONSTRUCTION JOINT OR GALVANIZED STEEL WIRE 4 MESH WALLS 0 200' MAX OC) (SEE DETAIL "A") HARDWARE CLOTH ON BACKFACE OF CHANNEL LINING PRIOR TO PLACEMENT OF CONCRETE. WIRE DIAMETER 0.03" MINIMUM (TYPICAL BOTH WALLS) TYPICAL CONCRETE TRAPEZOIDAL CHANNEL SECTION NTS THE BA819 OF BENIN IS BASW ON THE WESTEFLY BISM A 6UBOM9KlN OF A CENTEX HOMES ALBUB'1�E AND A&=, INC. LINE OF THE NORTHEAST OUAMER OF SECTION 2J, TOWNSHP 1 NO RANGE 6 IOW, BEM AS SMOMNOF PORTION OF THE 80UTIEABT 114 CORONA POINTE COURT 1011 N. ARAMHDO STREET ON L�1AL'TRACT AMP N0. t3730, FILM BOOK 230, SECTION 14 TOWHBFf 1 NORTH, S RANGE 6 WEST. BAN B@NAfOf10 TINMIN CORONA CA 92WO ANNIEWL CA 92606 AT PAGES 46 THROILM 66, NCWRVE N THE OF THE COUNTY RECORDER OF SAN BEI AIIDNO M COLT, OF LAK O Pit (ON 27+0000 FAX' (980 270-M Pff ow wl -Mo F" GT4) 880"A16 COUNTY. BEND NOMMI 0080'24' WEUF. BENCH MARK: DESCRIBED BY METROPOLITAN WATER DISTRICT S0. AoT REV. I EW011 DEyBPTO CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR TETE INTERSECTION OF SUMMITAVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WESTOF THE CENTERLINE OF CHERRY AVE. AND 37 DIAL Ti10 MORKIHG FEET SOUTH OF THE CENTERLINE OF SUMMFTAVE. SEF FLUSH BEF BEFORE DAYS BEFORE ON THE NORTHWEST CORNER OF A IO FOOT WIDE YOU DIG YOU DIG CATCHBASIN 0.6 FOOT SOUTH OF CURB FACE. A STANDARD MWDSC3 INCH BRASS IMSKSTAMPED'33A 1992'. TOLL FREE 1-800-227-2600 ERG A PUBLIC SERVICE BY UNOR[)= SERVICE ALERT NAVD 88.1508M(FEET) CSP RISER "AS BUILT" '1' CSP RISER INLET PER MODIFIED The receipt OfAsBuUt Plans BM OVS 3003P15nce OCEMA STD. PIAN 1327. Lheteof does cot ebsaNe the Softer0eveloW of any respoluaxuty for Bwliramu SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT [�CJ COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL C eoY+L IC SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE E N G 1 N E E RI N (75 m Na eP IB 937 SOUTH VU UTA SURE 500 C00W. CA 92324 CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING • cm. • PN. (909) 783-0101 FAX (9O9) 783-0106 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN OMW +` P fj�° , B�r'jaBC 6 +�Ys°N Rc.E NO. '_/ EFFECT.�� OArF� CITY OF FONTANA, CALIFORNIA COYOTE CANYON A UNE 'A' AND 13' STORM DRAM MPROA9dWB DUAL SHEET CVA OVA*K 2 y GGrr'�y' ` `�' X02 )p t if Com+ !� t •.:# 5 RU'G UAkL DATA f��.r; d�slcl �•f�llt/3a . WALL AND6LA9 Ol1EENSlONS AND ^" CONNECTION REIHFORCETAENT REOb1REKCENTa lRL1NTN tTAINTA/m' T1OIla Ppq PIIW.K 7 r_ .i ' 1tE01oRzllIYNY AEOUMED W �m1f .. FIAMtPK. r��= N Y . IOSOAp;E<4.'f ILO Pd 17=1/2'I flan wv C<9.7 Y9LL ..fVAtt 4118• Y6uJ: I.a nt3.7R - Lam' wp f u0 selA7- »O' 1rb!l -. iS30 Yi aTll a}a-!9'i . 1435 Tr'tSYy W¢„19 7/<9 1 N . . .E dA 1Z, �C• i F1v3✓ 3 OlI�A y S . .L4 aN) 1.10 Pw1Y4` 200-AM/•.1 .OSI N I / A � _ �C [.i At• 1 ISP,w<Ty. 130 wwlf`) - � - K/!wa f Pe,+f4•z. Xto•wsf ; t II.R wlYl 1(to i/fMi.. w. _w.' jj{ �''' I`OPTICfYi. f1�TY0E ��qr1��' . � ifAF! iO4 te(!I 13h -�iva) AT- SEQTION A -A PLAN DOnL DEMAIL Iit. raNSF 11+61'1'. Y 13.SI<Ifil7oll-D i'.1.y iya•) SEE /sNIJECP.1LFb AMERO/tN'PU$l,7CWOp1(9A71OHI-60UTMERN CALEDRNfA CHAP'7'#R a+abwn4 Ct1RB OFE1�1N6 CATCH BASIN c* 300 - 2 llM MI7X7TANOAIWAPACN1CA71LV6 FOR rfI9EpHro10{t .SM�Tt01'2 5 RU'G UAkL DATA �d*a M014OUTHIC CATCH BASIN WALL AND6LA9 Ol1EENSlONS AND ^" CONNECTION REIHFORCETAENT REOb1REKCENTa lRL1NTN tTAINTA/m' T1OIla Ppq PIIW.K - . 141[ EI.AT f `f - ' 1tE01oRzllIYNY AEOUMED W FXDr1T. 71EAR'- SD CACI N Y . IOSOAp;E<4.'f ILO Pd 17=1/2'I flan wv C<9.7 Y9LL ..fVAtt 4118• Y6uJ: I.a nt3.7R - Lam' wp f u0 selA7- »O' 1rb!l -. iS30 Yi aTll a}a-!9'i . 1435 Tr'tSYy W¢„19 7/<9 L0.•0.71 }'e}^OC7400r✓M'1 ,201�wWa N . . .E dA 1Z, �C• I,D. edYl l:D �lTI J•b s01tJ: 4P0wwl3•i 100; wr<t'1 <;p:fe•111:T NI••) BO.f.Mal ,{Y/ aAma . .L4 aN) 1.10 Pw1Y4` 200-AM/•.1 i,6 MI••7 3'.S w1f21 806wwtl9. A/OVYta1 N I / A � _ �C [.i At• 1 ISP,w<Ty. 130 wwlf`) - � - K/!wa f Pe,+f4•z. Xto•wsf ; � ar . II.R wlYl 1(to i/fMi.. w. _w.' �M� % .► AO PaCi 100111111't fl0.✓�g7 . � ifAF! iO4 te(!I 13h -�iva) THE Mae OF BEARING TB BASED ON TFE WE'STER2 U e OF THE NCBRiEAST OUARTER OF SECTION Zl, TOWNSHIP 1 NORK RANGE S WEST, laahL AS SHD'M ry E ON RML. TRACT IMP NO, 197W, MED N BOOK 450, 3 4 AT PAGES 4D THOUGH SS, INCEA10YE, 91 THE OFFiC OF Tr•E CAI*" flEmeel of SAN BEINARCNO p I COUNTY„ 89/0 NCIRTH 0050'14' WEST. NOTES+ I. IYf16RE TIIE BANE Is to SB COtISTRUCTEO'4P.MIM Tm4:C+ApT3Dr E�BgT OP PRopasEo SYDEWALX.OR f$ ODNYziUDU4 TL gUON 91PEiMALN. THE TOP'dt)F' 1'NEEA:fN'YAY BE 9 (9- iTH YONOLtTi�CYATN THE vffi TCL . DaMG" THE 9ArE CLA68 OP -.Aa IMM TNE'fTA$ff&N, 1Mt LY lCAut. INE- fOEMALI[ 9�f;f,� SE PROVIDED WITH 'Mir .J w OR'A M�1 bA>11WT40NTJNU009II,,Y ptO1tl01 THE EXTERNAL PERIN[TOt'OF ME CATCH By IN AYAttz., INCLUINNO Ar7t114a THE FULL W1OTH OF " "WE 7 Atx;� ALL mW CONCRCC7£ SNACL t9NFORft'IN SLDPE. 9RApE cOLOP. FrNI�}I; .ANC :6COR7N6 to'UOSTINO OR PROPO9FD WRB AIR WALK 10,fACH1r To TN'E SAg1Xr 7 ALC VET£ FAMCRETE BWIFACE4 SHALL BE PORTED' SY'CURVED FORAfa. ANO SMALL NOT BE 9NAPEP BY Pt.atiTER7Nc S F 9F DABIN iuA.. i1E OIV[M A 9 FDIISN.ANp`SNAf.L NAvE A{:ONB{'NADE ANO TATFR1tL �l,OPE OFft127RNfW4 7:bi iKL -pNFAE THE 69T7ER:WADE EXC & B PERCENT 1N. f�1 riSE T LOIUTAIII ZL' tj RXI YNL FLOOR .SMALL SE T!E-SASE AS TML`"04177£11 GRADE: SlA1E'E'L•OM fR01E'.i{:L DIRECTIONS To iHE'OUTCET. 4. mwxstok� 'S ! 007) m-ri W a THE OIAflfENCE /M -ELEVATION BETNEEN AIE TOP OF TME COPS AND THE IBVOCr' OL ME CATeR RWIN AT THE W7LET • L7S w4<.S•C. +fUY THE DIFPEII£Nft IN {CEYAYiON BE7i[£H TOE fop 4F THE'NpB,ANP.YHE iNYCRY AY THb UPb�RE�N�1-!MO PF THE lA8fN ANP SHALLDE"bETERgIN@;BY Yj1E REOUIREiEHTS OF N¢T£ 3 is SNKt NOT BE Ld85 Tl(AN wRB FAR PLUS 900'.1s•Afa!1, 'Y1 - TIRE TBE PIFfEREME 1N ELEVATION SET98EX THE TOP OF THE COAD ANP THE INVERT OF TXE fNLET 11OT£0 ON THE PROJECT PLANS. M • NOt� a0. TIE PROJECT PL*"H W •NOTED ON THE PROJECT PLANS. A •THE ANGLE; JMIRYUICEPTED•BY THE CENTERLINE OF .THE.CONNECTOR FIPE ANO 311E CATCH DA9 W V/Atl TO 1BIICf1 'TME C01, CTOR RIPE f4'AYYA04M 5. PLACE.COIYE{TOR P/PES 'J)S ,--ATED ON'ITE OROJECt.wy1NS v"ss 9 NpIw19E 3PECt- 'F1ER.TNE iOWECTOR IIP SHALL 8E tOCLTED 37 THE OOW1197REL!Ap'EI{D OP iXE. SiWNL 'THE 1.oltl1EC70R RI ! L1lpOW�yf,AT X CDRNER iN6'tE71TEPLN+E OF THE N1PE aA{y J �T A1E 1 COP Or t11E ASM 1 £ NPE.f WY' R SUT ANp TRI Imo® JET-� 5 cE$ YT INS. 7N s0 1�P'E��{gNT ALL Apouxa WfTxfN T CAYCN'SA1114��T6 wi7>) 11 .. OF ROYNWNa`.� �TRVC .TURP COtlCRETE. L M�N�,.. AOJ TO PNIE L/D8.4 '1TNIC SRTCTLDAap' TION 9N{LLBE ttt1 lO, TD JONI,77ppEE iW Ptrb TOM Tdl9AAfSiM1E4�E ANGLE V• 19 -LESS TIAN 19� OEORSEB�F'.pIEATfR TNW d10 R'W1IEXEKRTNE.WpIEC7aN PIPE fS LOCATED .INA TNC OPTfONAI; tl�rE OFAiiOXOLTTHIC.CA'{GI.8A4YN•ypHNECTTON IN-ANY.fASE. tS P YON01i1TN1 '• CN-DAtMc'Cgq£OT70NS-y►Y �E.CON4TRUC E7t Tp'AWiD CLLt- 71(Ifr,`�;,ERETN£ OF PIPE. >n STFJk SHAii DE L01g- p AS 3-r 1F THE CON%1ItOIl PIPE IHTETIFERF3 VYt TN INE STEPS, �SFASOIIEuO�'SOh -e�At2•I.#oART .3 TME T T� jFHYi Arn7M81E WW N7;'TTGP TSH LE AIANIOLE.iN0 PR0.1EC7 .SYilwdk+1/27. Au, OTXER 3 9 SHALL PROJECT i70 UTIA. T DdVOLS' llrt AE LIMCD At -EACH CORIEtt ANa AT 2 wfi•) .00 Ypi7ER OMXINUW ALONG THE 8. THE POLEOWIN!'i'STAIWARO#CANS AMC IXCONVORAM'MEREIIb. SOB:/AON001TN1C CATCH. 1X71N todwCTION SOD'CA7CH. S1)91N.REWEaRCEYFNT 4J0. CATCR IN. FACEPLATE A97EWILY 'AND PROTECTION BAR 317-;nTaf11ASM'iN1NOCE fAAAE A1646M 637. STEEL SIR► 6><b.FDLXPROPYLEYE PU371C STEP A. P 70X9 py ON M19 PLL} FOR .A1E,TINC /ND EN6Ct,A1 UHfTS 111E NOT EKACT EOUAL V iF EC iEM'VACzlE9 Aj1E USEq •W, v:1CVES,u SED FOYt'CANSTNUCTION'9HALL BE 'Ir IOTMIdI :• T M N6 R BI EIWE'VSEO. !{C'L�Y�WEa ulEo rO�P'c1WOXItt9TRU TTE oN lNALL BET "IS 1",F 4 ' ...: P5lBIAC- Br7T8SOCYl ': R3NJt_ 30p - 2 .�itBOp,ENiN6Cf4T:OF'i'B�AS1N ENgTZOFJ i RENO A SUBDIVISION OF A CENTEX HOMES ALSUB-1� AND ASSOC, NO. POFSIION OF THE SOUTHEAST V4 1285 CORONA POINTE COURT 1011 N ARiWDO STREET OF SECTION A TOWNB}y I NORM OOR� CA 92078 ANAHW CA 92806 RANGE D WEST, SMI BERNARDlA PI$ OW 279.0000 PK (7w 6wme MEFw AN, COUNTY OF SAN FAXI CM 270-1200 FAX, (714) BBO-1N9 BERNARDNO, BENCH MARK: DESCRIBED 8Y METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1892 RANCHO CUCAMON(3A, NEAR THE INTERSECTION OF SUMMIT AVE AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 FEET SOUTH OF THE CErITERLINE OF SUMMIT AVE. SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDE CATCHBASIN 0.0 FOOT SOUTH OF CURB FACE. A STANDARD MWOSC 3INCH BRASS DISK STAMPED'33A 1999, NAW 88 -1608.58 (FEET) zAw Oa'1 IHN. ,•w, na wX. '��1�pF10YI�OP� a IP/0 >r IK PLAN CORNER CONNECTION SIDE C4A�INECTiON e AWERICM1 PUBLIC WORKS ABBDCIATION-SOUTHERN CALffORN1ACHAPT6i �d*a M014OUTHIC CATCH BASIN - �"AN ^" CONNECTION 308 - 7 lRL1NTN tTAINTA/m' T1OIla Ppq PIIW.K brb,T'I o•T STR4ciUHA(,. DATA 8 t sNS 1JJtY 8 1 � SBA, ��• 7PO4►P2•] Wiwi t47 STS Re Sia_ as ws.t4 174•t, 124 f1m 111'1 NS AwEI4 f�e9 � a p 0, � O � ,- IOSOAp;E<4.'f ILO Pd 17=1/2'I flan wv C<9.7 p � � - a m _ �' 1300 1>w H' b f14 ,.ntr) TET¢ VJ4IS17 IUS eibl tS'1/17 . 530 mol 122`1 0 Mw 1SK PR t24'1 Tw I71/R7, iS30 Yi aTll a}a-!9'i . 1435 Tr'tSYy W¢„19 7/<9 b7S ir•.32 . Pio tsf15 1-. rn 1607 i9s mvfe7 '. f J1wJ'tlav 2so rfr:»,l,•a•7-- l7SAq /sS•1196 w,N;tl09 -: N}37 WA.w% V4'T Aq E¢f• i/b Nriailt•7. 1135 ww N9•I A�I=Iw 3/ - ilA0. w.4 iT2T 2AD a*(Irl T! �.I71!) 9fi w1r ITh .- . !'OR B ORfAT'bl THAN NOP m (7�t81pz-PefaNCT PIAN. NOTES 1. RElNFORC%-TESL SN ALL BE k0'mm t1 -1/2`y CLEAR'IFROM1 FACE OF CONCRETE'UNLfiSS OTlIERYNS>: 8HQd91: 2. REINFORCING STEEL. FOR IRS CDE FACE aF CAYCy,.IfA9tN SHALL BE G_4.T AT C;CN'FER OF DRENINb AND SENT INTO WALLS OF MONOLkTfI�1C 'ATC BASIN CONNECTION RE'1}1FORCING STEEL FOR OUTWOH"FACC OF CATCR BASIN SIlALI BE CUT 50 *m 22') CLEAR OF.00EMIlk 3. CONNEGTtON 9NAk� TIE 4zLACED'AWNOi1T1IIc WtTB cAYCN BASIN. TBE 'ROUH all)BE ;OF: GfiilET'SHALL BE :CONSTRUCTED BY PLACING CONCRETE wtv THE sm& CTAS$ OF CoNCRET£ AS THE CATCH BASIN AOAiNST A CURVED 'FQRW-Wt'f.H' A RADIUS 'OF 75 TIMI I3.0. 4. CaNHECTIONS Sl1ALL BE CONSTNUCTEQ WH"' (A) PIPES INLET OR ObVLET TH86L16H CORNER OF CATCH BASIN (8) ANMD A`FOR P1P�S THROUGH.;SO 1111 43017 19 DIAMETER' 19 S E4.S THAN 70.OEGkESS OR GREATER THAN NO !)EGRESS, 5. QIYENS101RS $11100 ON'THIS')PLAN FAR b1ETRIC ANG:: ENOLIM UNITS U!SM ALL Vvi0LUE5,TU5 DFdR�C6N§,l'RGLEtiDN7 dN #9.FI RIC'AyRAIE.N 'E7tFEP.t REINPORCIIdC.$ft:RS'StYES IH-:ENGLISAr Uk1TS MAT. BE SPBSTITUTED FOR NETR(.C'1)AR SIZES IF•;ET4bLISN; tJNtTS ARE IJSEG• A"-A" US 0 FOR C>3N'TR11C'7lOt� SHALT. 8E•I;F/{SL;tSH yN�g- - WAR!(S:ASSOCikT'IpN:i: .._.:OIILIF..O$NIAy`HAP`.iER STANMl1P�PtArf ,AIIERIC1ENd�LiC. W7 AdOItOLiTHIG Gki Ck� BA itl toNm CT*m 308: 7 .. tS¢41 OF4 "AS BUILT" The relB'ptOfAs'BW0 Plan andCiys 2aeglanc� tfreleDf nAaltaiveMaSI1bdlydP0DmIOpSt of any mspen<.be%kr Ih - axwacy. �cryYmcfwA /�1JTYIII`I^fi ET DIAL TWO WORKING BEFORE SAYS BEFORE YOU DIG YOU DIG TGLL FREE 1-B00-227-2600 A PUBLIC SERVICE BY LNDTRGROM SERVICE ALERT EV Of5Wr00N SATE FN6R C Y DAiE IMPROVEMENTS L SHOULD CONSTRUCTION OF THE S OF THE COMMENCE'WITHINTWO YEARS OF THE DATENT APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. O, n ^m"'- Ne, eW® a _� A �/� JY �� OFC Q F A (1� / 1L �/ \J ENGINEERING 937 SOUTH 141 UTA SUITE 500 L`(11.TON, U 82321 PH. (909) 7&7-0101 FAX (909) 783-0208 CITY OF FO TANA, CALIFORNIA COYOTE CANYON ORAbHeT: 4.2'11 IN PROVI -- ` �� IIDB D Sr - / krvo'S Ir Ko, BY - 8 /.� -p Cl !:N R.C.E. 51152 DATE: PREP 9r: AR c RREYSW RX -E. NO. _66M eIP. .w/A'r T LUIS 1fElt5Q1 ns GVA 3802 13 o - To-E09E3 TO PC 1147Mm[0 nm13!1n r �`" to I R-20 QT SIVA a DOs. (4n Mlk M .. ' Ism NLLma N4 A4,y••• - r DEiAiL 'Nr' PL'AAI TryH PFN. 01-2 MI¢.CO@A.Y¢T"SNDYMt L my IS111fP.T"MOT 9MDWID ' 3TREET GRADE MANHOLE FRAM: CoNcu7E AI106 STREET GRADE OVER PER PER STA'►IAM 794 STD. ALAN 630 04a.T 7X19 YT9P - IaSI'1 2 "WHOLE IY.RAVLD STAFETS MIK SEAT X PRw�E3w P 400 IM �. PLAN 324 #AM VTRLETIL - �,. 900-0'-4.1 $80 • �V� '� ETAELTLs� in nm E 90 aar 16107'Ff SEAT v a - a RDlllm 1!DBE9'�, � p : 0T fKCTa r - 1 li 1. k � r INLET ELEVATION APPLIES AT TFUS SECTIONIC-C ' POINT' SECTMW A -A STATION LIRE •� 90¢ m 0•,01 200 t -18'I STOPS T 450! DIG-) ' Aa D I IOD Ne N•1 .� too Nn 14.1 IOP ARa ID•) too ed ra• OPTIONAL AOTTAh SEE GRADE F*V, SECTION E -H. - T " v • uou I. 1 eaT AMERICANPUBUO WORKS ASSINDIATIDN-SO UTIOW OAtIFOM A CHAPTER HOLE PIPir 1 O.PFPE= 7 �d act �. N"' Ri]i mysm ORSMALLB 321 -1 D l0 ..INF NATAICA710 PDII POeUowmamR9iPI1LTIwI 'E11aiT1 OF3 �� .1 NOTES 1. WHEN DEPTH G FROM STREET GRADE TO THE TOP OF THE BOX IS LESS V THAN 867 lmm i2•-fO 2•) FOR PAYED STNEETS. OR I00 -rom 43•••67 FOR UNPAVED STREETS,'CONSTRUCT SHAFT PER SECTION C -C AND:'Q$,TAIL 'N'. DEPTH M GAY SE REDUCED TO AN ABSOLUTE LIMIT OF 130 AA -.(5!) WHEN LARGBR VALVES OF M WOULD REDUCE H IN SECTION C -C TO'1080 mm 13•-6') 4R 'LESS: 2. H 104 SECTION A -A ANO 6-0) SHALL NOT BE LESS THAN 1.2 BUT MAY K INCREAJW PROVIDED THAT THE KALU£ OF M SHALL NOT BE LESS THAN THE MINIMUM:SPECIFIED AND THAT THE REOUCER'6RALL BE USED. FOR H [1N SECTION C -C) SEE NOTE 1. 3. L-SNALL.BE 1.2 TO 44•-0'1 UNLF315 OTHERWISE SHOWN. L MAY BE IN- CREASED OR LOCATION Of MANHOLE SHIFTED TO MEET PIPE OISS:'8UT ANY CHANGE IN LOCATION OF THE SPUR MUST BE APRROVW BY THE ENGINEER, 4, T SHALL BE 200 rAA 489 FOR VALUES OF R UP'TO AND INCLUDING 2.4 m (8'-07' AND 250 mm (10.1 FOR VALUES OF H OVER 2.4 At (8-0•1. b. S.TAt1ONS OF, MANHOLES BROWN ON PROJECT DRAWINGS APPLY.A 7ER: {RE OF SHAr%ELEVATIONS ARE SHOWN AT CENTER tiI Of AFT'ANO�REFER TO THE PAOLONGEO INVERT GRADE LINES_ S )VOTE 3, 6, R.6INFORCEMENT SHALL CONFDRM T6 ASTM A 615M. GRADE 3OOIAOM.'A• . 545, GRAD -40), AND SHALL TERMINATE 40 iron 0 ll;') CLEAR 'OF' CONCRETE SUR- FACES.II,NLESS OTHERWISE BROWN. _ 7.- FLOOR -OFAMANHOLE SMALL HE STEEL TROWELED TO SPRING LINE B. 'BODY OF MANHOLE -SHALL BE POURED IN ONE CONTINUOUS OPF,RATTON EXCEPT THAT A CON9tRUCTIDN JOINT WITH A 1,ON01TUDIMAL KEWWAM MAY-B1.PLACEO AT SPRING UNE S. THICKNESS OF THE DECK SMALL VARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SHALL NOT BE LESS THAN 200 mm W). 10.bTEPS SHALL CONFORM TD STANDARD PLAN- Sib OR 536: UNL'ESS.-67HERWl6E Skb, STEPS SMALL 8E .U211 FORMLY SPACED ;350 0Pi1 09'1 TO a7StlVli 1157 OC. THF kOWES7 STE9 $HALL NOT'8E MORE THAN b0O mm (2)1'1- ABOVE THE I,EOSE AT TNE'SiDE OF THE'1aANHOLE. 11. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE' A. MAIN LINE c S'25 rnm (33•) INSIDE DIAMETER OR LESS. (EXCEPTION IF THE MAIN LINE RCP DOWNSTREAM OF THE MANHOLE 18 900 mm 1361 TO 4030 mm 1.427 INSIDE DIAMETER AND THE MAIN UNE RCP UPSTREAM IS 1125 an 433'1 OR LESS.) STANDARD PLAN 320 OR STANDARD.pi:IW'322 1S NOT APPLICABLE WHERE THE MAIN LINE CONDUIT 1S LESS 'MAN'SOO wn (S67 IN DIAMETER. B. SEE SECTION A - A. THE MAXIMUM SIZE LATERAL THAT MAY' BE - CONNECTED TO THIS MANHOLE IS SUCH THAT THE DISTANCE,FROM THE OUTSIDE (TOP) OF THE LATERAL TO THE BOTTOM OF THE 200.1nm'(411 THICK TOP OF t'NE MANHOLE CHAMBER, MEASURED VERTiCALLYF.ROM THE END OF THE RCP, SHALL BE A MINwJIA OF 150 AND "(11% C. IF THE SIZE OF THE LATERAL IS SUCH THAT THE ABOVE-SPEC)FIFJS M1NIM(HJ OLS'I'Ai4CE5 CYWHOT BE MAINTAINED, THEN DME OF THE FaLLO)91HG ALTERNATE SOLUTIONS MUST 8E USED. 1. PROVIDE A SPECIAL STRUCTURE. 2. PROVIDE TWO STANDARD STRUCTURES, CONSISTING Of THIS MANHOLE PLACED UPSTREAM ON DOWNSTREAM FROM THE APPMOABL'E JUNCTION STRUCTURE OR TRANSITION STRUCTURE, 12, MANHOLE FRAME AND COVER SHALL CONFORM TO STANDARD PLAR 630 UNLESS OTHERWISE. SHOWN. - 13. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 USs OTHERWISE SHOWN. 14. WHERE A MANHOLE SHAFT - BOO mm (367 WITHOUT REDUCO-IS; SPECIFIED REFER TO STANDARD PLAN 336. IS, WHERE A PRESSURE MANHOLE SHAFT - WITH ECCENTRIC REN CER,.f9 SP#CIFIED REFER TO STANOARO PLAN 325. 16• WHERE A PRESSURE MANHOLE SHAFT - 914 AIA (36•) WITHOUT REW)CER I$ -SPECIFIED REFER TO STANDARD PLAN 329, - 17. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC NAA(N�O ENOLISH'UNIT($1.j ARE INISEDEFZzORTCO)13,TRU VALUES. FALL METRIC VALUES SEAT ifE{NF.OgCING F' ENOL SM UNIITTS�ARE USED ALL VALUES USED OR FOR �G710N SHA BE ]ENGLISH UNITS, THE POLLOW480 STANDARD PLANS ARE INCORPORATED HEREIN, 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 Ren (36.1 WITHOUT RE6UCER 328 PRESSURE MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT - 914 1Rm 136') WITHOUT REDUCER 630 610 mm M4') MANHOLE FRAME AND COVER 633 414 Ruff (367 MANHOLE FRAME AND COVER 6311 STEEL STEP 63S POL7pROR"7LENE PLASTIC STEP . AMEEUCANMIBL1C1iPOk1(S A960C7ATIOF7-SOUTNER4)tiAL1FORMIIiCHAPTFlt• ei. kNHOLETUT- TO PIPE (ONE OR SM. MAIN: NF, � . 1D:3 82$Rlitt 43 .OR SMALLER)scET1TfF2 -.,.' 1 f rah R 7 I•r: I� �{ ��3 AC -31 ALUMINUM CANAL GATE There;4t olA9•flvi9 Plans znd CLysBccep011ce 'MI 4 xNn I , I dsporis (a 18aco V 1 li 1. DAM OF BEARINGS: WmL DOgg(� of anM y for 1 Nlwid9rIDeVFt70er TotanY�Pd'Yrorlh@taaARaq. i 74 L- I FLtTBdCIO .I1� ! SM401604K tYPE4 TYPES 7 �d ON FLED N BOOK 200, OFNGE 6 N 1A N FINAL TRACT MAP NO. 0, FL D IN SAN BFF t NDIND( CORONA. CA 928TH RANGE 8 WBSF, SAN FlDND D l0 �� .1 nwwAwAVNaNPa fA INC N THE! , PFR MW 276.0000 PAG 88, F SAN SAN Pt* 0" X1626 OFIA11A910.vNkREAT . 0 ouroanneRls ww FAX. 014) 630 -IM 'SEAT DETAIL DAaixal!HaeIIagl91g1Xti•' - - AGEIAtDY9pINCWAL.WSi ... .. . MIAFEAfOaYOE!n!aPai LAuavn,0 OAIeilEia.HILCKf6. .. - Lv II4IDW xsTnFoa At A4 AS F! C... F .H A E I ACAS C 12 134 11% M44 it .q 26 1 10 4K 2Z 1q . '16A 149. ,rA ZS 9%. JD4'., A ;k '3a1f U�J SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE Pwm LIST O 19K 7mIPA 26K RI ]! -ti SIN 12 4K , SI:. 1! 405E ,? 04 SW aK'.�' °,u8+ BY-. •A'm •g OF AVE. ..,31u io ..37K 1A. IaaeN ",a. (1 c!aw,.1 9J7 SODU) VH UTA SUITE 500 COLTON, CA 92J24 STORM SHOWN �..21 Oils ,3 IK m FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 117 FEET SOUTH OF THE CENT1741.INE OF SUMMIT AVE. SETFLUSH DIAL TUD VORKTNG CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING R:� 42 .13K W 2,i Nit y SN 12Nwn+M49K DATE VEABER 2005 ON THE NORTHWEST OORNER OF A IO FOOTWIDE BEFORE DAYS BEFORE YOU DIG YOU DIG THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN SNA .14 93• ISN a A7 SED BC � vREPAR 0 BY: ARIC M ORREYSON RC.E N0. 86068 =�. Gift M 31K 'lei- 16)t" aN,an.,Nuo90'� 494 a1K 11IK' 16R- 6 lOq CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE.A STANDARD MWDSC 3 INCH BRASS DISK STAMPED -33A 1982•. TOLL FREE 1-800-227-2600 or clow 311 12W tan'• A 1n s,�eN...+P�,r7+-. A PIOILIC SERVICE BY IINDFJttatWND SERIICE ALERT EFFECT. 72 T3K 01%40K 1laq'TSR". 6 126 CI R.C.E. 51152 DATED 880'1 25 p wwooaw,,.ary . N' II6K 91% :4aK 15211• IN, F w% a..u.,1,•1: / -Dsq�+eaAdweNca,t,.oamslneNelta+wa 1 f rah R 7 I•r: I� �{ ��3 "AS 8U1LT" There;4t olA9•flvi9 Plans znd CLysBccep011ce dsporis (a 18aco DAM OF BEARINGS: WmL DOgg(� of anM y for 1 Nlwid9rIDeVFt70er TotanY�Pd'Yrorlh@taaARaq. i THE BABE MIF 0 BAB®ON THE BEING A 8160NBgN OF A W. t E O R.ABT CN1A EST SEI BECTON 23, PORTION OF THE SQVTEAST'V4 Clemmom A SECTION LINE OF THE N NORTH, AS 9HOM'TI YlBS Cf71K)NA PD/PTE CO(A(f 1 NORMA RANGE 0 AI.BU. ARM N ADD A9:7 10D k AR41MOo STREET 7 �d ON FLED N BOOK 200, OFNGE 6 N 1A N FINAL TRACT MAP NO. 0, FL D IN SAN BFF t NDIND( CORONA. CA 928TH RANGE 8 WBSF, SAN FlDND ANAH13K CA 92806 �� .1 fA INC N THE! , PFR MW 276.0000 PAG 88, F SAN SAN Pt* 0" X1626 O THE RECO R OF SAM FAX.* (NM 278-200 OF THE COUNTY RE OF flAN BB4)Af9= FAX. 014) 630 -IM COUNTY', 81340 NORTH COMM0070'' YY�I. BENCH MARK DESCRIBED BY ME-TROPOLITAN WATER OISTRK SO. CALIFORNIA 1882 RANCHO xlcAMONGA NEAR THE O J� o_�� DIC7d Lv II4IDW xsTnFoa DAIE (ACR- att DArz SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL scu Lik.R2x F4A�Al/( A E I ACAS C CITY OF FONTANA, CALIFORNIA COYOTE CANYON INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. ATTNE SOUTHWEST CORNER CHERRY AND SUMMITAVE 101 U�J SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE .,s u E N G I N E E RI N C"t °,u8+ BY-. •A'm •g OF AVE. Iq, EeOaa 9J7 SODU) VH UTA SUITE 500 COLTON, CA 92J24 STORM SHOWN - FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 117 FEET SOUTH OF THE CENT1741.INE OF SUMMIT AVE. SETFLUSH DIAL TUD VORKTNG CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a E,a a�,a.-Da ♦ PH, (909) 783-0101 FAX (909) 7W-0108 OE9g1FD BY: ) , DATE VEABER 2005 ON THE NORTHWEST OORNER OF A IO FOOTWIDE BEFORE DAYS BEFORE YOU DIG YOU DIG THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN 'P cmi. �Y' �iF A.T./6s CIff150D BY: SED BC DgAMIC B0. 20 vREPAR 0 BY: ARIC M ORREYSON RC.E N0. 86068 CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE.A STANDARD MWDSC 3 INCH BRASS DISK STAMPED -33A 1982•. TOLL FREE 1-800-227-2600 or clow EXP E�c�/66�-JJ0_ CVA A PIOILIC SERVICE BY IINDFJttatWND SERIICE ALERT EFFECT. •'• DAIS qAw CI R.C.E. 51152 DATED 880'1 25 NAVO 88-1508.58 (FEET) 1 f rah R 7 I•r: I� �{ ��3 4----a:MAIN UNE ACB cONSTAUeiION DANT CQl!iCRETE GQI.LRR fOlt LIEF 390';nla .12" TWR016H 100 �nm T2'? 1N 0 E4'$1*AT10N s $}iAtiroBWNE sNSlkTR?t Nm(-]jVi.Rla1J3R C P'ea 1. .,a0 awl 1+4 .,a -) Cc T RYN�. rt BUS A. LO s O'F STRUCTURE. TGR VIDE r 3..R61ilf. itOft STEQ.•.3HALL CORFORY TO AS -'T#51 ISIVIC' GRADE 300 (ASTM SHALL TETIMIHILTE 40 OMA 0 172]1 CLEAR 4{ ! g e I I gAlts o• f A / :■�iyx0..Iq .11 BENT INTO TOP AND BOTTOM OF JUNCTION STRUCTURE• It, OMIT H BARS *"EN SOFFIT OF SPUR IS 300 mm (jr) OR LESS -BELOW 1Y SIRS SEE NOTE 3 4 at eD+/SED�MviEM H Duilo E 70 Iia Ar R -9,R 1 nca soo Iw A 160.1 OR Molle . °3"n°p"�60 4, JURCT0R STRUCTURE SHALL BE POURED MONOLITHICAI_);.Y WITH MAIN- SJXT011'PO1HT. trta•I SE$TI ON 6-6 BOe. I3HapHeER pL' z? 3Hkl:l HE'SHOVM OR THE 1TROUEC7 ORAWINCS. / T MAWDIMENT,P, GHALL $E 150 nte a(5a) FOR B s 2400 Irma(99'1 OR LESS ALBU9-KEEM AND ASSOC. PIC, 1011 N APoJAHDO bTtEEI 24D'lme.,(B•Y FOR S OVER 2400 nTnt 1961. - AD EDGES TO 8 T Y WMT&L irk o M'1 `:wq` d t GRADE FROM MAIN LINE TO CATCH BASIN OR TO GRADE BREM IN INLET LINE. ELEVATION $.SHALL BE $00" ON THE PROJECT DRAWING$ IF De E CARS TH>= iNGE7i OPf3J1NG'FALi.S MORE TH1Wi [50 Imn T9? SELOW THE. SOFFIT j D. E x e a sAR$ ard► .3 -. v AS.srAT,�f ASOYE. E�kVAttON•R SHALLIW !9/10WN ON 131E PROJECT DRAWINGS ONLY WHEN A'S-TUS 1M TO BE PROVJOED: FOR A FI)TURE CONNECT)DFL S E of rVIA -ml fifer "-0.) � e70-1 PFH OWege CONNECTOR PIPES 816 Lem (2T) OR LARGER W DIAMETER SHALL BE NO Ism WJ ASOW THE IHM.T. WITH THE LENGTH * 1 . w-_ 1 `° Vffli - CONNECTOR PIPES LESS THAN -15 1540 IN SHALCjEPTION L CONSTROCYION JOINT .CAYC)[.'8A ..)NE0 `NOT atifji0RE TITAN 1.5 m (6-I ABOVE THE INVERT. PLAN ;Mtw'11sA1Rt F011'OWLN6-CONOTTIOtHi< O; T04Lt'F IS LE98_THAHH 30• .6; 7'OW.'15F 1NLET�PIPE 14 LESS THAN t50-tnm•f$') BELOW THE soiflT O. �-FLOW:LHHE OF INLET PUIE IS LESS THAN:/SQTrI es (7•ABOVE THE 'THE FLOOR OF TNE.ROB AT THE INSIDE FACE 1 Law OR' ENiYnNp I(CH, xc "Tt a -If) . CONS,TRUC1'ION BHAI,i BE METFOr IF ENGLISH UMTS ANUNI Y BE E USED: ALL VALUES . FOR CITU ONSTETRIC RUCTIONAR VSHALL BE ENGLISH W BARS D $ REVSDN DESMIP" 0 DAVIS ANpAqW9.rasa. rV 9T UIT D am • me•r9M s K It. DIMENSI0Ht8. SHOWN ON THIS PLAN FDR M�T�IC AND ENGLISH UNITS ARE t10T EXACT. EQUAL VALUES. IF NETR. 1C VA UES ARE USED. ALL , YA,L;0� S USED tPp.�STRUCT[ON ' low"tl NA rDun Y Y -H BARS too am 14'1 OC. SEE NOTE 3 NETRiC.BAR'Bl2ES IF ENGLTSH UNN1. S ARE USED. ALL VALUES USED FOR CONSTRUUCCiTION SHALL'BE EP1 MOo w r I ROUND 450 I.p dlor AAav1. waw ] rM F .7. 1'� aP._ anon 4. �o X LJ1E'A%A(VD �' yEM„}�y$ 11..01 .LLEV. & SFJ: NOTE e, '. MOLT' >tw m] witch. a f•II 4 OO SEE VOTE 1 �� .rrw 1 aV0 as QC. (`! OC. E 1V C111V E E RI 1V G 937 SDVM VM IATA SUrrE 300 COLIM CA 92324 . - I UNDIaTURBED CARTN r a FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 WEST I4 O -L• B EBS,Ity-_EO. m OR GEL 't?IVE L rr wvti i Ra, + + =LT OENSIT4. REW{ sO1L'TO RELATIVE �RQer PturtONNae BACKFILL aenr b ANY I 5T9UCTUIB LLtD ]00 r pa. UNONNNIS IM TUB,FXRTN TO 9TO1jM SECT10N Z•-ZINpAl. e >• A. IIl�RIOpHFP.UBUC WORK$ A'¢S¢irt7iTt(jN;;SODTHERN CALWOR".CNAPTER. •""`•A ""` "Nae `' T-RUJCiNC110HSCTURIE -P1PElQRCB mamww°d0`m.To BEFORE DAYS BEFORE YOU DIG YOU DIG 333 -1- N. .eT.rf nf[WISI1mAMDAROi TrD10TORrunleMdtlO'60Y111RICTfDN bAETfOr2 ISM O 300 nun ta4 O 1Z• �^- 330-C-23 (5GO-C-52601 ZONCRETC"' Lr2 try?.)-\ _ , / / -23 a+a U-) (TYP,1 FLOW R� ism 6300� T ,_+� •• vo .f.: r m -n^ IM D 12'1 IaOtj am L72'1 4t1jb,Am S(f.0-eTAdl .Y_,SN Havs 1RCULAR TIES, - Iso - 6 CUT Ll qT N0. I 1 BO• -CUT 2 I� CUT NO. 2 / 3.11 t00 -DI - _ DETAIL 'Ae twz NOTE Im 3UILfADE 90NOE ORi:OUAL,.INT.ENIDR FORM CUT R0. U SAW THE TUBE AT AN ANGxX OF A/2 WITH THE TRANS- A VMSE.PLANG REVERSE ONE SECTION ANO TAPE SOTO SECTIONS OF -TAIL TOBETNER FORWNG THE DEFLECTION ANGLE X TYPICAE.-:J01ttTrok Cr1T 00. 2 SAW THE TUBE LONOITUDINAILY REMOVING A STRIP REINFORCM CONCRETE PIPE 3.14 tDO=O) WIDE Ott THE SIDE OPPOSITE THE OPEN.IOtNT. _ °ENO TWE ENDS (IF TUE CUT T09ETHEA AND INSERT THE TUBE IN THE PIKE. ANTI CANFUBUJCWOMMASSOGATION- SOUTHERN CALIFORKA'IC.. R..: I - � CQl!iCRETE GQI.LRR fOlt LIEF 390';nla .12" TWR016H 100 �nm T2'? 1N 0 E4'$1*AT10N s $}iAtiroBWNE sNSlkTR?t Nm(-]jVi.Rla1J3R C P'ea u9E1•aTx9TANOAw IFI TroNSrtatweuO OO 'ELEVAifi9�# NOTE 8 2 SM �S SPE011 HEO dN T4fE P�(I�fecr PRA7I)RM • APPLY AT TNE. i1 - AND L%A'TER�ILS:.E-k>3EP7. HAT SEGTIIIN OR.•$ENTER LINES OF >i11V1N LINE STATIONS FOR COCH'SASIN CONNE&MIR PIPES APPLY. 'AT --INSIDE WALL s O'F STRUCTURE. 3..R61ilf. itOft STEQ.•.3HALL CORFORY TO AS -'T#51 ISIVIC' GRADE 300 (ASTM SHALL TETIMIHILTE 40 OMA 0 172]1 CLEAR 4{ A 615 GRAtiE }0). 40 C(HICRpE SURFACE UNLESS OTHERWISE SHOWN: , PNOJEL Ott rECT CRAWf*S AND BHALLL BE CUS )IN CANTER FIED FOR OF OPALL EN NG ANO s E BENT INTO TOP AND BOTTOM OF JUNCTION STRUCTURE• It, OMIT H BARS *"EN SOFFIT OF SPUR IS 300 mm (jr) OR LESS -BELOW SOFFIT OP WAIN LINE. AND, OMIT O BARS WHEN INVERT OFSPUR IS 300 Vnm [(2-) OR LESS ABOVE FLOOR OF MMW LINE. - 4, JURCT0R STRUCTURE SHALL BE POURED MONOLITHICAI_);.Y WITH MAIN- • g LINE: MAHH!Ur OR TRANSITION STRUCTURE. BOe. I3HapHeER 5. F(:OOR OF STRUCTURE SHAD BE ST£F1-TROWELED TO THE SPR)NG LMRE,. s *bj CON►IECTING TO EXISTINGRCS, SREAHOUT LIMITS AND QEtAILS 3Hkl:l HE'SHOVM OR THE 1TROUEC7 ORAWINCS. r T MAWDIMENT,P, GHALL $E 150 nte a(5a) FOR B s 2400 Irma(99'1 OR LESS ALBU9-KEEM AND ASSOC. PIC, 1011 N APoJAHDO bTtEEI 24D'lme.,(B•Y FOR S OVER 2400 nTnt 1961. - N. 3F,tM)j,�**` *' _H,R AND E"VATiON S ARE NOT SHOWN ON � THE PRAJECT THE INLET OPEWNG SHALL FALL, lS0 mp•1S') BELOW A OS-'.ECN', 7lifr�OPPbt'GF THE MAIN LINE WITH THE INLET PIP.£ LA(O ON A STRAIGHT rya GRADE FROM MAIN LINE TO CATCH BASIN OR TO GRADE BREM IN INLET LINE. ELEVATION $.SHALL BE $00" ON THE PROJECT DRAWING$ IF ANA)EM CA 93606 TH>= iNGE7i OPf3J1NG'FALi.S MORE TH1Wi [50 Imn T9? SELOW THE. SOFFIT OF THE yIAIH [:LRE W('TMI THE I14LET PIPE LAID ON A STRAIGHT GRADE AS.srAT,�f ASOYE. E�kVAttON•R SHALLIW !9/10WN ON 131E PROJECT DRAWINGS ONLY WHEN A'S-TUS 1M TO BE PROVJOED: FOR A FI)TURE CONNECT)DFL S E LA'MAALS OR CONNECTOR PIPES BOO IOm (24h OR "$S IN DIAMETER SHALL BE NO MORE THAN I:5m (51 ABOVE THE JNVERT, LATERALS OR e70-1 PFH OWege CONNECTOR PIPES 816 Lem (2T) OR LARGER W DIAMETER SHALL BE NO Ism WJ ASOW THE IHM.T. WITH THE LENGTH - CONNECTOR PIPES LESS THAN -15 1540 IN SHALCjEPTION L .CAYC)[.'8A ..)NE0 `NOT atifji0RE TITAN 1.5 m (6-I ABOVE THE INVERT. 10. 'iJ(£.��p :FOR AN EDGE BEAM OWOR ADDITIONAL R£INEOR,CEMENT SHALL;BF"INVE;T46ATEO'BY THE ERGIREER FOR ANY ONE or'THE FA)D (714) SWIM F011'OWLN6-CONOTTIOtHi< O; T04Lt'F IS LE98_THAHH 30• .6; 7'OW.'15F 1NLET�PIPE 14 LESS THAN t50-tnm•f$') BELOW THE soiflT O. �-FLOW:LHHE OF INLET PUIE IS LESS THAN:/SQTrI es (7•ABOVE THE 'THE FLOOR OF TNE.ROB AT THE INSIDE FACE 11: .OttIEHSLONO SMOWWON THIS PLAN FOR IIETRJO AND.ENGLtSH UNITS ARE NOT ,E)UICT�E��,,1177AA44 *ALVES, IF METRIC VALIfES J[RCtUSED: ALL VALUES USED FOR VALUES, EXCEPT REINFORyRteems SIZES NCOUNTY.. �$ CONS,TRUC1'ION BHAI,i BE METFOr IF ENGLISH UMTS ANUNI Y BE E USED: ALL VALUES . FOR CITU ONSTETRIC RUCTIONAR VSHALL BE ENGLISH A OR LARGER- A REMHVAS•LE INTERIOR FORM SHALL: BE USED OR. THE INT TOR JOINT-9HA41UL $E COIAPLETELY FILLED WITH MOR I'AR AND REVSDN DESMIP" >:....N got"Eitl'/W'I(t `CNAPTPJt aOO�r" It. DIMENSI0Ht8. SHOWN ON THIS PLAN FDR M�T�IC AND ENGLISH UNITS ARE t10T EXACT. EQUAL VALUES. IF NETR. 1C VA UES ARE USED. ALL , YA,L;0� S USED tPp.�STRUCT[ON J3lV*f(!<I:Ti� f PIPETO RC$ 333-1 CITY OF FONTANA, CALIFORNIA NETRiC.BAR'Bl2ES IF ENGLTSH UNN1. S ARE USED. ALL VALUES USED FOR CONSTRUUCCiTION SHALL'BE EP1 G . ANrEtdcAN'PUSL(CVIfgRKS ASSOG)ATION-S'O GATJFf)RNIA CNAP7BR. ISM O 300 nun ta4 O 1Z• �^- 330-C-23 (5GO-C-52601 ZONCRETC"' Lr2 try?.)-\ _ , / / -23 a+a U-) (TYP,1 FLOW R� ism 6300� T ,_+� •• vo .f.: r m -n^ IM D 12'1 IaOtj am L72'1 4t1jb,Am S(f.0-eTAdl .Y_,SN Havs 1RCULAR TIES, - Iso - 6 CUT Ll qT N0. I 1 BO• -CUT 2 I� CUT NO. 2 / 3.11 t00 -DI - _ DETAIL 'Ae twz NOTE Im 3UILfADE 90NOE ORi:OUAL,.INT.ENIDR FORM CUT R0. U SAW THE TUBE AT AN ANGxX OF A/2 WITH THE TRANS- A VMSE.PLANG REVERSE ONE SECTION ANO TAPE SOTO SECTIONS OF -TAIL TOBETNER FORWNG THE DEFLECTION ANGLE X TYPICAE.-:J01ttTrok Cr1T 00. 2 SAW THE TUBE LONOITUDINAILY REMOVING A STRIP REINFORCM CONCRETE PIPE 3.14 tDO=O) WIDE Ott THE SIDE OPPOSITE THE OPEN.IOtNT. _ °ENO TWE ENDS (IF TUE CUT T09ETHEA AND INSERT THE TUBE IN THE PIKE. ANTI CANFUBUJCWOMMASSOGATION- SOUTHERN CALIFORKA'IC.. R..: I - � CQl!iCRETE GQI.LRR fOlt LIEF 390';nla .12" TWR016H 100 �nm T2'? nOPeAN . �B�'� 2 , >�EI';T?OEa :. u9E1•aTx9TANOAw IFI TroNSrtatweuO OO A NOTES L A CONCRETE COLLAR TS REOUIRED WHERE THE CHANCE IN GRADE EXCEEDS 10 PERCENT, 2. FOR CURVE J0114T5 1SEE DETAIL Ia. SHEET 11 1F THE.EXTREIdp ENDS 'pF THE -PIPE LEAVE A CLEAR SPACE THAT IS GREAIER, THAT 25 rfm IM, BUT 19 DESS THAN- 75 mm[(3') s A CONCRETE COVER 1S, REQUIRED IN ACCORDANCE WITH SUBSECTION 306-1.2,4 OF THE SSPWC, IP THE EXTREME ENDS OF THE PIPE LEAVECLEAR SPACE CLESPACE THAT IS EQUAL TO OR GREATER THAN 75 mor, I3?. BUT LESS THAN ISO Ianl (6f1 k CONCRETE COLLAR IS REVUIREp. IF THE CLEAR s E SPACE SS ii0 00 W) OR GREATER, A TRANSITION STRUCTURE IS REauIR£D. 3, CONCRETE COLLAR SHALL NOT BE 4ASED FOR 'A SIZE CHANGE ON THE MAIN LINE: • g ' 4. takNECT'OR ;PIPES�p BOe. I3HapHeER A. ONE Hf SPOALIAR.IiF DEN, 'Tr A([ALL BBEESTHOSE:OF THE WITH p� AAAGER PIPE p•01 Q ''Az, VWIICNEVER-i$OREATER: B LESSM4) NSVFt'f7.S'!1 IHYERTS AND E p i5 OR k VA ER THR J6RN r B• FOR PIPE LARGER THAN WOO mm ITZ-4 SPECIAL COLLAR., DETAILS ARE REQUIRED. ALBU9-KEEM AND ASSOC. PIC, 1011 N APoJAHDO bTtEEI 6. FOR PIPE SIZE NOT LISTED USE NEXT S126 (,AftOER. 7. ..., CEMENT SHALL CONFORM 70 ASTM A 815 M (A GIS) GRADE rya 8. WHERE REINFOoRCING IS REQUIRED THE DIAMETER OF THE CIRCULAR ANA)EM CA 93606 TIES SHALL 139' 0+1271 WALL THICKNESS) + T, $. REtEWp7oEmRoks SHALL BE. usm WHERE THE PIPE I)t AN(ETER is BETWEEH RE UTfRNENDS 19 mmsf3 jOR LARGflACES fSt7'REIAt' 75 S E CIRCULAR TIES, PIPE i)[ANETER ICIRC U�LAR TIES e70-1 PFH OWege 525 >nm (21'J'OR d.85S 3. 800 mm (24Y! TO'ZSO.Irdti I30') 3 025 mnt (33?. TO 1425 tree (ST!)4. Iwo min. a 1) TO IB0.0 mtr I72•) FA)D (714) SWIM WHERE THE SPACE SET -WEEN PIPE BNDB EX CEEpS 75 INm [3•). TETE NUH�ER OF CIRCULAR TIES SHALL BE ANCI SED TU B(AINTMN AN APPRQ%IMATE SPACING OF 150 TNM'(f) Q:C, 10. WHERE THE PIPE s 1523 fMt 121.1 •:d8 ESS, .ILO DIAMETER AN INTERIOR PRpCFF 1'I A.SiATD O IMEKIOOR, e�P HPE NCOUNTY.. �$ JO�l�II 11.ORMt:AY BE LEFT TO PLACE TSE'e.OETAIL li):_%,I. THE plpE IS 500 IrPn (24.1 A OR LARGER- A REMHVAS•LE INTERIOR FORM SHALL: BE USED OR. THE INT TOR JOINT-9HA41UL $E COIAPLETELY FILLED WITH MOR I'AR AND REVSDN DESMIP" H£pY POINTED. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL It. DIMENSI0Ht8. SHOWN ON THIS PLAN FDR M�T�IC AND ENGLISH UNITS ARE t10T EXACT. EQUAL VALUES. IF NETR. 1C VA UES ARE USED. ALL , YA,L;0� S USED tPp.�STRUCT[ON AE 14CASC FO SHALL er RIC VALUES..EXCEPT ,REI ORDINO BAR,SJZ£S=IN ENGLI N UNITS MAY BE SUBSTITUTED FOR CITY OF FONTANA, CALIFORNIA NETRiC.BAR'Bl2ES IF ENGLTSH UNN1. S ARE USED. ALL VALUES USED FOR CONSTRUUCCiTION SHALL'BE EP1 . ANrEtdcAN'PUSL(CVIfgRKS ASSOG)ATION-S'O GATJFf)RNIA CNAP7BR. FrA RETEP LAR'FOR :R. ,' �Rpw,N LJ1E'A%A(VD �' yEM„}�y$ $CALL AS SHOWN �; 3o INTERSECTION OF SUAIMR AVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE TSH SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE "0L ° 9 e6VU "ASSUILTI• s T Plansrs les s E no:ASubNde90er� thmal, dobbS*d0W • g BASIS of eEAnItAs LF L THE BASIS OF BEARNO E BASED ON THE VVEUTB iILf�� A &RIXVON J OF A BOe. I3HapHeER of any re5Fon5ibaly for theiramraq. r LINE OF THE wwrmw OVARTER OF SECnON 20, SOUTHEAST 114 CEN TEX HOMES PORTION (>F THE Y PO TOWNSHIP t a WEST BIM. AS a 4MN J05 CORONPOINTE COURT' ALBU9-KEEM AND ASSOC. PIC, 1011 N APoJAHDO bTtEEI (�/w rya NORM RANGE TOWNSHIP ON FINAL TRACT MAP NO. 17750, FL12D IN BODY 250, (>F SECTION 1TOWNSHIP1 NDRR( CORONA CA M79 ANA)EM CA 93606 1 baTr31 � Oils N S E yp AT PAGES 46 THROIpH M 14MO M•, IN THE OFFICE ITAFIOE a WE$r SAN fA*AIQAID9MD Pit NSV9110000 e70-1 PFH OWege COUNTY OF THE COTY RECORDER OF SAN BERNARDINOMERIDIANOF am FAX• [969 90-2100 BEEHO NORTH t1ITD07A' WEST. FA)D (714) SWIM NCOUNTY.. �$ BENCH MARK: DESCRIBED 1992 RANCHOCUCAMON I DISTRICT MSO. CALIFORNIA 1992 RANGiO CUCAMONGA NEAR THE A HEY. REVSDN DESMIP" DALE DICK Ott DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SEu T1oi+9YYt AE 14CASC CITY OF FONTANA, CALIFORNIA COYOTE CANYON DRAWN ST: CIS. LJ1E'A%A(VD �' yEM„}�y$ $CALL AS SHOWN �; 3o INTERSECTION OF SUAIMR AVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE TSH SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE "0L ° 9 e6VU E 1V C111V E E RI 1V G 937 SDVM VM IATA SUrrE 300 COLIM CA 92324 U FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 WEST DIAL TWO WORKING CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING Ra, + + PH. (909) 7B3-0107 FAX (909) 7$T-0109 DE90RA �, � wTE NOY S?05 Ii' aS. FEET SOUTH OF THE CENTERLINE OF SUMMIT VE. SET FL(1SH ON THE NORTHWEST CORNER OVA 10 FOOT WIDE BEFORE DAYS BEFORE YOU DIG YOU DIG THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN 'Po I IL �� f Ar S �: Y' , DRA1mlp x0. 21 PREP er° ATN: TORREYSON R.C.E. NO. _ M. R CATCHBASM O.e FOOT SOUTH OF CURB FACE. A STANDARD TOLL FREE 1-B00-227-2600 OF D E'%P 06-3 ( Cv.A iso MVVDtiC 3 1HCH BRASS O{SK STAMPED 33A 1097. A PUBLIC SERVICE BY L44 ERGRMM SERVICE ALERT EFFECT. DA LY ENGINEER R.C.E 51152 ATE ,. 2S NAVD 9e -1508=1a (FEE'T) A BAR8E0. .=. NPYE L Wi<FES :KY 12a mm CS") OC, iSD tarn (2'.') TV JOP . AP Hot 1 45, AR .r19 Of'FABRIC CORN. 125 ER>inM{ END PCS TS N TE 61RE _ E POSTS =NOTE 3 PO TS OSED 75 lilm ' :CNWND.4.0Q �E 3' OTL OREAECTION mm T2") To lM)1ti JO mm BOTTOM OF. FABWC iF - tE rn F mrn,• 150(5') 7SO -3 oR LESS OY m ER T.50 '9ofi �- � T`f.P1CAL FENC?; t5'3 136'7. INTERMEDIATE / SLOPE POST 3DIS mm, (12' . PIPE RAIL ON R EYLSION POSY TRIISBHICNE ?EEL. B j( p y1HE t POST 4D0, f Do :vI (-v4*1 A,x Do tiHSERP OaPTE POSTS VsEo AT dRADE ' cFlarocts > sa p mm OZ. i ' INTERWIEDIATE f. SLOPE' -POST ECE . .FENCE•.- - RAIL L FORWALL TNIC*tZSS LESS -THAN 700 mm ' (,,i, VfSTALL FU,.CE OUTSIDE WALL 7F NOT€ 4 , • � � � HEaOfr'ASi r' . � t:TERNkTE LOP OF WALL TOP:OF WALL -NOTE 7 min lei TOEENT 6OTTON, IF 1. 1 DETA1(,AIL, SHEET ET 2 CHANNEL WALL AND WINGWALL AT HEADWALL AMEAr NPLBL1Cw6w"—..,%! X2 twer..�a2�4tbpgF `•`�. IG!'lAfhi Ut�if �Fi�NCE AND GATES � ' � � >� MPRXS Ca16 . - SN6EYt OF} fj BARBED VIRE- NOTE 4 t 5' ARM GATE FABRIC IAIDTH 36 m (1Y) TO 1D.8 END. PDST SAME AS FENCE 5.4 m 'I1B') 1 ( 4 —+1 FA&DC MAX SINGLE LEAF --f I TENSION ROD e TIGHTENER S11FFEtIER 24m(6_ PLUNOM ROD 6) PLUNGER CUP . 005 m3 tl CF) PCC I POST 00 + 20000 mm (8") WALK GATE DRIVE GATE 100 mm (4`? I 1W mmI r�1a mm (ITB ; a PIPE (') L 1( PLATE N51ON POST BAR y 125 mm GUSSET125 JOtf mm (127 G5" x 5") MON?SNiONK FOR UNE TF. WRC GROUT POSTS, j #ELSE 50 ^I'^ 10Q mm j AND LOCK I sD mmCHAIN t2)R CUT—OUT 1 7 mm. c 0 AT , (1/6`) 'FMAN PIPE p0 1 POSTSAR EMBEDMENT PLATE (►5 a 12§')St PLUNGER CUP ISOMETRIC AMERIC NT PVRL1C WOWS 1L9$CStIAMON-pouniERN CAWORNw OMAP'TfR su nOPDIN i 600 - 1 CHAIN LINK FENCE AND GATES SNFETSOFS NOIES: , 1. SECURE J=r^fl7 CALVANIQED CAP TO POSY VAIN 6 mm (1/4"p ROUND- HEAD RIVET 2. N DENOTES FABRIC *DM AND NOMINAL PENCE HEIGHT. N � 1,5 m (S) UNLESS MMMSE NDIED. 5: IF FENCE %1T 1 TOP RAIL LS SH.Ee(FIEO, DELE"IE STEEL TEWf04'W,RE AS IOP„ AND PLQE RAILS AT 10141EiDATE1 SLE+PE� END AND CORNER POSTS. LTITEND TENSION ROD TO TOP RAIL 4.. BARBED *AE SMALL BE USED ONLY WEN SREMnEA S POST SPAONO IS MAXI" yo Yn (10`)• 6. FILL CLEAR OPENLN05 GREATER THAN 70 mm. (3') VATH FABRIC. FOR OPENNGS LESS THA 4511 A 41111; TIE FABRIC TO POSTS. 7. USE ONE .PAST FDR CO!1&NEO ADPE ANO CORgER PpBT P i'PP OF CHANNEL WALL 15 CONSTRUCTED, AS SH06N FfjR 'ALTERNATE'. IL SSEEL 8AND5 AT TENSION BARS SHALL Bi 3 mm X Z$—(ITB' ATWINAJ1l SPACED AT MAXWUi! 400 PRq 'INCL 9 DWENSION I SHOWNOR THIS PLAN FOR METRIC ANTI rn.. N UN/75: ARE ROT EXACTLY {DDA- VALUES 1F METRIC UMTS ARE USED, ALL VALUE6 USED FOR. CONSIRU011ON SHALLBE METRIC'VAT.�S. If ENGLISH 4*%'ARE USED, ALL VAL(/GS USED NOR CONSTRUCTION SMALL B_.£NWSM VALUES.; HOWEVLA AMU 615 RONFOWNC, STEEL MAY 8: "%TITUTED FOR ASTM SAW STEEL. CHAIN LINK FENCE AND OATES -1 "AS BUILT" DAct P ,rig IhEreof 60ascW 21190I 1110 SLbdrviiddedDe'ree4er Z_, ' THE OASIS OF SISIU O IS @ABED ON THE WEBT�.Y B9KH A 8U8CIVI8lON OF A }any 165J:O. kr their BCO///fffrteGy. ry E LINE OF THE NCIRITEABT CthVTf@H OP SECTION 23, PORTION CF 1}E BOUTTfrABf 1/4 C✓E'1tIDC HOMER TCWNSHiP 1 NORTH. RANGE 1T WE1BT. BHM AS SHOWN DETECTION A TOWM*r I NORTH. i?BS CORONA PONTE O01ATF ON MAL TRACT MAP Na T5780, AW N BOCK 2W,WXE CORONA, CA 02M AC.Bt/8-ICEffHE MD A880C, NG 1011 N IM, CA 92 9TR�f ANAHEIM, CA 82306 Erok6d � � �i! ✓/ / 2 o P"cmE77>i' b AT PAS$ 48 THROUCYI 88, NCLUEipI; N THE B WEST' BIN BERNAPIDINCIMERIDIAK Pif (714) dP1826 g!2 5 COUNTY OF TFE CO(XQTT' RECORDER OF BAN BBiUIONO OF SAM FAV LOBO 270-2X10 COUNTY, BEM NORM 0030'24' WEST FAX: OW 630 -IM 1 -o so BENCH MARK: DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1992 RANCHOCUCAMONGA,NEARTHE DlQjA-4,ZR� a,Y. Rfl16fOM DEscRPr6x DUE INM OTY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NO7 COhiMENCEWITHINTWOYEARSOFTHEDATEOFAPPROVAL scu- � TBA�RVFC /�L� C I A C H C I� H J C ) \ 11 / \ CITY OF FONTANA, CALIFORNIA COIrOTEC 'ON ., sa INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. ATTHE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE ti „N, E N C3 11V E E R1 IV Ci DRAAN BY: 937 SOt/11r V71 UTA SUl7E 500 0.TL1aN, G 92524 as I NE'!� ATS g 6 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 DIAL TVD WORKING CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a R' oe • E -� PH. (909) 7SI-0101 FAX (909) 7&1-0109 D�� . ='" D" �B 2905 € FEETt>OUTHOFTHECENTERLNEOFSUMMITAVE.SETFLUSH ON THE NORTHWEST CORNER OF A IO FOOT WIDE BEFORE DAYS BEFORE YOU A S PAEPAR 9Y: ARIC AA, TORREYBON R.C.E. N0. 96068 - $ CATC HBASIN 0.8 FOOT BOOTH OF CURB FACE. A STANDARD YOU DIG DIG THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN+� F Oi GUVdI' EXP• 6 -JD- per® BY: ' �' 2 E)6 ORAWKG N0: o ' MWOSC 3 INCH BRASS DI SK STAMPED -33A 1992. NAVE) 68. 1508,66(FEET) TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UDtEF49UW O SERVICE ALERT EFFECT. c¢A D41.: • LY ENGINEER R.C.E. 51152 DATE: X02 r s o E ' o d � •tSY(Ft1 J Ws. - IA w,14 ^Fe/CLD�..eKy,�� - , � NaR4lww:fa'ii�J S L CI •. 'i ,or*w�!c watt .tH ri SEM A SLODN ON OF A PORTION OF THE SOViFE'A8T 114 6EC'110N >4 TOWNSHIP1 NORTIi, T SAN BEI*AADINC IAN. MERIDIAN. 0 COUNTY OF HOMES UN CORONA POINTE COURTFD CCRONk CA 92878 lit (880 270-WM FAX OW 270-2100 ;v�Tro.uAaR4..•�„T,.. i .. ul 4S .TR116R.e'C TO MItlOC ' . F1 IF COUNTY. BEARD NORM 0030'21• Wm. iD1[DP 19INmLE - r CT �G WALL OF STRUCTURE. IS, WHERE.A MANHOLE SHAFT - $,DO135.1 WITHOUT RFDUCPR )S t: spas I,i BENCH MARK: DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1882 RANCHO CUCAMONGA, REARTHE INTERSECTION OF SUMMRAVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE AND SUMMIT AVE. 101 O II OT II�// C1��1 LI IS a,bBAAi. is rP: - Ia.D -,� THAN 067 mm W-10'1129 FOR PAVED STREETS OR W60 InaA (3 +64) -FDR S.FtOFIED REFERTd STANDARD P1,A4 380. - la•) a caMrNVE. }3b' ,mt51 U. 0C' IRIWi9 •., pFEET v E WEST OF THE CENTERLINE OF CHERRY AVE. AHD 37 FEET SOUTH OF THE CENTERLINE OF SUMMRAVE. SET FLUSH ON THE NORTHWEST CORNER OFA 10 FOOT WIDE CATCHBASEN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD MWDSC 3INCH BRASS DISK STAMPED'33A 1982•. NAVD 88 -1506.56 (FEET) . 4.20YIK] E BARST'l �'. 921a=. MANHOLE ANY DEPTH OF IS, 'Dly&*MXS "OWN ON 'THIS ALAR FOR METRIE AND ENGLISH UNITS ARE VALUES. sEE, HATE s PER SECS ON C='C. WOHEN DIAMETER DI 00 nwI (48*1 OR LLEEGSCCENTER BAR SIZES IN DMMIH UNITS MAY SE SUBSTITUTED FOR.NETRIC BAR SIZES. IF USED; ALL 'VALVES USED FOR CONSTRUCTION SHALL OF SHAFT MAY BE LOCATED PER NOTE 3. ENGLIISNGLIS1 UMTS ARE 3. CENTER OF MANHOLE SHAFT SHALL BE LOCATED OVER CENTER L,4NE,OF SZ4 ADINHOLE SHAFT -WITH ECCENTRIC REDUCER STORM DRAIN VMM DIAMETER D, IS 1200 *61148.1 OR LESS, RN.VOHCH SHAFT 326 MANHOLE SHAFT - SOD nim (36!) ,WITHOUT REDUCER or WA* WON CASE PLACE E BARS SYMMETRICALLY AROUND SHAFT AT 45' WITH - w limmme FWAYE CENTER LINE. REDUCER E9�WI WM AIM C9YiR y[R f T l3`-E•I na BSQ 4. LENGTH OF MANHOLE MAY BE INCREASED AT OPTION TO MEET PIPE EMS. SOLE ;PL11i BUT ANY CHANGE IN LOCATION OF SPUR MUST BE APPROVED 8Y THE' 633 STEEL STEP PLAN SHAFT TOe4 ° $ .'Ams ENGINEER. i3N.lt,wN SIrOw1 -0ias 5. P SHALL BE t20 mm (5.1 FOR DE -2400 m" 19,61 OR LESS AND 800 mm (01) sT .AL1w14M - STEPSBARS ,W. , SwI6 A P .RS FOR T$ OVER 2400 mm (969. t" � nsRuai, S. REINFORCEMENT SHALL CONFORM TO ASTM A 616M. GRADE UOCASTM'A 615, FAX" w Tts I.r 190. r GRADE 401. AND SHALL TERMINATE 40 mm O 112.1 CLEAR OF -CONCRETE SUR- ' Tit IN.[OEAfi I �'MFIr� ilSik RAPS. 60 FACES UNLESS OTHERWISE SHOWN. ]�/J'jT,/�/\1 7, FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. _tel/ ISM Yr.490 .r.p4 ♦ Is•1 - OC SOY" WAYS," -IME S.EC FlDN G -G ISM 0 iso Im.1&1 0 167 Oc UaEO NNE" 0,19 11100 .. A JOINT. V/ITH A LONGITUDINAL KEYWAYOPERATIONE EXCEPT THATCONSTRUCTION icm kAYS. To- 9E'tISEO l00'1 011 man . N N 13 1300 - ROOT MAY BE PLACED AT SPRING LINE. OR E S THE SHALL NECESSARY OF - LEVEL SEA TBUTSHAkLL NOT BE LESS THRY AN THE ABULAR VALUES - Cpu-SLMiOH PER F SHOWN ON TABLE. SH. I. OWT THIS 5'f� I" nCo 10. IF LATERALS ENTER ON BOTH SIDES OF MANHOLE. SHAFT SHALL BE PAYED 0T%EL7i-+ .ETREL'Je OAAbE LOCATED ON SIDE RECEIVING THE SMALLER LATERAL, i E sm i N 635 OR 6(UWISe 11. NLESS CSHALRM TO M 03') Ixo,d,.ro•I-,, -. NSALL STEPS LBE UNIFORMLYSPGED 350 amt (141 TO 5 OC. 400. a 05.•).TOR PAVED me .0 IV) THE LOWEST STEP 614ALL NOT BE MORE THAN 600 mR (24.1 ABOVE THE.INVFRT. o�M u��t�t sO1Nrnetisr .. " eaR 12 THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE, yAR1A0LE A. THIS STANDARD PLAN IS USED WHEN STANDARD PLAN 320 IS 1NAD£•' . HE TURA,& TK IL" OUATE. MAIN LINE = 900 mm 136') INSIDE DIAMETER DR LARGER. J SAIRX B. LATERAL - 300 - 02.1 TO 3600 mra 0441 INSIOE AIAME-TM HOWEVER, ROwO' Ems TO THE INSIDE DIAMETER SHALL NOT £%DEED THE INSIDE DIAMETER OF >b MMIR THE MAIN LINE, SECTION. C ;C AMEMAN PUBLIC WORKS ASSOCIATION -SOUTHERN CALIFORNIA CHAPTER sT *m AMEK!aN PUBLIC WbRKSl�80CIATtON-.8¢f1T)IERN CALiKORHIA tIfAPYBt . MANHOLE PIPE TO PIPE (LARGE SIDE INLET) 122 - a I NIMHME RIPE TO PIPE "cmc tea'° LARGE SWE.4NLE'T . .w,sa :NEE..o%. u.crrml nAlovam I /YetKMm®tLmN3TIM� cw-- r s o E ' o d THE BABE OF BFJVWO 13 BA8® ON THE WEBTLRiL.Y LINE OF THE NORTHEAST WARIER OF SECTION 23,'CENTEX TOWNSHIP 1 NORTH, RANGE 6 WEST. SBM. AS SHOWNOP ON FINALTRACTMAP N0.18760. FLED N BOOK 230. AT PAOE9 48 THROUGH 04 INCLUSIVE- N TIE OFFM OFTFE COUNTY RE OF BAN B19d1NDsi0 SEM A SLODN ON OF A PORTION OF THE SOViFE'A8T 114 6EC'110N >4 TOWNSHIP1 NORTIi, T SAN BEI*AADINC IAN. MERIDIAN. 0 COUNTY OF HOMES UN CORONA POINTE COURTFD CCRONk CA 92878 lit (880 270-WM FAX OW 270-2100 AUKAS-KEEFE AND AGBDC NO. 1011 N. ARMAO SRIET ANAHEIM. CA 98806 PFM OW ea0•NR8 FAX; cm) 8304818 IF COUNTY. BEARD NORM 0030'21• Wm. �I WALL OF STRUCTURE. IS, WHERE.A MANHOLE SHAFT - $,DO135.1 WITHOUT RFDUCPR )S g �$ yo` BENCH MARK: DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1882 RANCHO CUCAMONGA, REARTHE INTERSECTION OF SUMMRAVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE AND SUMMIT AVE. 101 O II OT II�// C1��1 LI IS Rev, RE"m DESUIPMOR THAN 067 mm W-10'1129 FOR PAVED STREETS OR W60 InaA (3 +64) -FDR S.FtOFIED REFERTd STANDARD P1,A4 380. pFEET v E WEST OF THE CENTERLINE OF CHERRY AVE. AHD 37 FEET SOUTH OF THE CENTERLINE OF SUMMRAVE. SET FLUSH ON THE NORTHWEST CORNER OFA 10 FOOT WIDE CATCHBASEN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD MWDSC 3INCH BRASS DISK STAMPED'33A 1982•. NAVD 88 -1506.56 (FEET) DIAL TWO WORKING BEFORE DAYS OAroU u G� TOLL FREE 1-800-EE7-2600 A PIiBLTC SERVICE HT UNDERGROUND SERVICE ALERT' MANHOLE ANY DEPTH OF IS, 'Dly&*MXS "OWN ON 'THIS ALAR FOR METRIE AND ENGLISH UNITS ARE VALUES. PER SECS ON C='C. WOHEN DIAMETER DI 00 nwI (48*1 OR LLEEGSCCENTER Td #PIPE "AS BUILT" The rec°ipl Off a.0Ut1 Plars a0a Cif1T9 EaEptota NereefdaeIrrotahV3veNBSuw;JsfM ve40w O any responsibly for tWu Daalrsg.. 3G4'iimrdxni Oa.V'!/- SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT _ /� r ( /� C HJ PPasTsvayl H C 11 COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL � a4 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE ABm ro*A ENG 1 N E E Rt N G AAas x 937 SOUTH VN UTA 61111E 300 COLTON, CA 92324 CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a Y�,y, Ia at s PH. (909) 753-0101 FAX (969) 763-0108 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN �iF nFYc1u��` 6�xvP nmc TORRETSON R.c.e NO. _ EFFECT. AWE /L CITY OF FONTANA, CALIFORNIA COYOTE CANYON uaRv of UNE W AND V ASI Dann BY. �� DAT[ AT./OS�NOVENII OAiGBD By.. AP�1 8C8C pR/,WpIG CVA 2 •p GTYIENGNFER R.C.E. 51162 , DPTE .._ 2 AiN I3, MANHGLE-FRAME AND OOYHR SHALL CONFORM TO STANDARD PLAN 630 NOTES ONLEBS OTHERWISE SHOWN. ' 1. VALUES FOR A. B. C. Dr, N. ELEVATION R AND EL£VATtOH S ARE. SHOWN ON THE PROSECT DRAWINGS. ELEVATION 5 APPLIES AT INSIDE OTHERWISE SRO". WALL OF STRUCTURE. IS, WHERE.A MANHOLE SHAFT - $,DO135.1 WITHOUT RFDUCPR )S 2. WHEN DEPTH M FROb STREET GRADE TO THE TOP OF THE BOX IS LESS, I6, 'WHERE A.'PRES9UREM &ANDLIt SHAFT - WITH ECCENTRIk REDUCER IS THAN 067 mm W-10'1129 FOR PAVED STREETS OR W60 InaA (3 +64) -FDR S.FtOFIED REFERTd STANDARD P1,A4 380. UNPAVED STREETS. CONSTRUCT MONOLITHIC SHAFT PER SECTION=O-C'ANDP SPECIFTEO REFER TO STANDARD PLAN 329.' MANHOLE ANY DEPTH OF IS, 'Dly&*MXS "OWN ON 'THIS ALAR FOR METRIE AND ENGLISH UNITS ARE VALUES. PER SECS ON C='C. WOHEN DIAMETER DI 00 nwI (48*1 OR LLEEGSCCENTER BAR SIZES IN DMMIH UNITS MAY SE SUBSTITUTED FOR.NETRIC BAR SIZES. IF USED; ALL 'VALVES USED FOR CONSTRUCTION SHALL OF SHAFT MAY BE LOCATED PER NOTE 3. ENGLIISNGLIS1 UMTS ARE 3. CENTER OF MANHOLE SHAFT SHALL BE LOCATED OVER CENTER L,4NE,OF SZ4 ADINHOLE SHAFT -WITH ECCENTRIC REDUCER STORM DRAIN VMM DIAMETER D, IS 1200 *61148.1 OR LESS, RN.VOHCH SHAFT 326 MANHOLE SHAFT - SOD nim (36!) ,WITHOUT REDUCER CASE PLACE E BARS SYMMETRICALLY AROUND SHAFT AT 45' WITH 329 PRESSURF MANHOLE SHAFT - 914 mb 135.) WITNDUT CENTER LINE. REDUCER 4. LENGTH OF MANHOLE MAY BE INCREASED AT OPTION TO MEET PIPE EMS. 633. 9T4 Mm 150 MANHOLE PRAME-AN0,COVER BUT ANY CHANGE IN LOCATION OF SPUR MUST BE APPROVED 8Y THE' 633 STEEL STEP ENGINEER. 5. P SHALL BE t20 mm (5.1 FOR DE -2400 m" 19,61 OR LESS AND 800 mm (01) sT .AL1w14M FOR T$ OVER 2400 mm (969. ��a S. REINFORCEMENT SHALL CONFORM TO ASTM A 616M. GRADE UOCASTM'A 615, GRADE 401. AND SHALL TERMINATE 40 mm O 112.1 CLEAR OF -CONCRETE SUR- ' FACES UNLESS OTHERWISE SHOWN. 7, FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. 8. BODY OF MANHOLEPOURED IN ONE CONTINUOUIS A JOINT. V/ITH A LONGITUDINAL KEYWAYOPERATIONE EXCEPT THATCONSTRUCTION MAY BE PLACED AT SPRING LINE. S THE SHALL NECESSARY OF LEVEL SEA TBUTSHAkLL NOT BE LESS THRY AN THE ABULAR VALUES F SHOWN ON TABLE. SH. I. 10. IF LATERALS ENTER ON BOTH SIDES OF MANHOLE. SHAFT SHALL BE LOCATED ON SIDE RECEIVING THE SMALLER LATERAL, 635 OR 6(UWISe 11. NLESS CSHALRM TO M 03') NSALL STEPS LBE UNIFORMLYSPGED 350 amt (141 TO 5 OC. THE LOWEST STEP 614ALL NOT BE MORE THAN 600 mR (24.1 ABOVE THE.INVFRT. 12 THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE, A. THIS STANDARD PLAN IS USED WHEN STANDARD PLAN 320 IS 1NAD£•' OUATE. MAIN LINE = 900 mm 136') INSIDE DIAMETER DR LARGER. B. LATERAL - 300 - 02.1 TO 3600 mra 0441 INSIOE AIAME-TM HOWEVER, THE INSIDE DIAMETER SHALL NOT £%DEED THE INSIDE DIAMETER OF THE MAIN LINE, AMEMAN PUBLIC WORKS ASSOCIATION -SOUTHERN CALIFORNIA CHAPTER sT *m MANHOLE PIPE TO PIPE (LARGE SIDE INLET) 122 - a "AS BUILT" The rec°ipl Off a.0Ut1 Plars a0a Cif1T9 EaEptota NereefdaeIrrotahV3veNBSuw;JsfM ve40w O any responsibly for tWu Daalrsg.. 3G4'iimrdxni Oa.V'!/- SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT _ /� r ( /� C HJ PPasTsvayl H C 11 COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL � a4 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE ABm ro*A ENG 1 N E E Rt N G AAas x 937 SOUTH VN UTA 61111E 300 COLTON, CA 92324 CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a Y�,y, Ia at s PH. (909) 753-0101 FAX (969) 763-0108 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN �iF nFYc1u��` 6�xvP nmc TORRETSON R.c.e NO. _ EFFECT. AWE /L CITY OF FONTANA, CALIFORNIA COYOTE CANYON uaRv of UNE W AND V ASI Dann BY. �� DAT[ AT./OS�NOVENII OAiGBD By.. AP�1 8C8C pR/,WpIG CVA 2 •p GTYIENGNFER R.C.E. 51162 , DPTE .._ 2 AiN I3, MANHGLE-FRAME AND OOYHR SHALL CONFORM TO STANDARD PLAN 630 ONLEBS OTHERWISE SHOWN. ' 14. MANHOLE "AFT SHALL CUMPORIA TO STANDARD PLAN 324 UNLESS OTHERWISE SRO". IS, WHERE.A MANHOLE SHAFT - $,DO135.1 WITHOUT RFDUCPR )S .mm SPEC1fiEO4REF0 TO STANDARD PLAN 328. I6, 'WHERE A.'PRES9UREM &ANDLIt SHAFT - WITH ECCENTRIk REDUCER IS S.FtOFIED REFERTd STANDARD P1,A4 380. 17. WHERE A PRESSURE MANHOLE SHAFT - 914 mm ISQ1 WITHOUT IS SPECIFTEO REFER TO STANDARD PLAN 329.' IS, 'Dly&*MXS "OWN ON 'THIS ALAR FOR METRIE AND ENGLISH UNITS ARE VALUES. NOT EXACT EQUAL IF METRIC VALUES ARE'1)SED. ALL VALUES USED FOR CONSTRUCTION SHALL, BE METRIC VALUES, ZXCEPT REINFORCING BAR SIZES IN DMMIH UNITS MAY SE SUBSTITUTED FOR.NETRIC BAR SIZES. IF USED; ALL 'VALVES USED FOR CONSTRUCTION SHALL ENGLIISNGLIS1 UMTS ARE THE FOLLOWING $TANOARD PLANS ARE INCORPORATED HEREIN+ SZ4 ADINHOLE SHAFT -WITH ECCENTRIC REDUCER SHAFT 326 MANHOLE SHAFT - SOD nim (36!) ,WITHOUT REDUCER 328 RREB URE MANHOLE - WITH EOCENTR It 329 PRESSURF MANHOLE SHAFT - 914 mb 135.) WITNDUT REDUCER 630 1510 6.6 t241I MANHOLE FRAME AND COVER , 633. 9T4 Mm 150 MANHOLE PRAME-AN0,COVER 633 STEEL STEP 6'SS POLYPROPYLENE.PLASTiC STEP ..AMERICAti:PUBUQYMDgIts'AS90F.I/M1TIO-.BDUTNERN'CAUFORNIA'CHAP7ER sT .AL1w14M i�lAbli•�pLE PIPE T��'IPE (I,AR�E SIDE'INL);T) ��a "AS BUILT" The rec°ipl Off a.0Ut1 Plars a0a Cif1T9 EaEptota NereefdaeIrrotahV3veNBSuw;JsfM ve40w O any responsibly for tWu Daalrsg.. 3G4'iimrdxni Oa.V'!/- SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT _ /� r ( /� C HJ PPasTsvayl H C 11 COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL � a4 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE ABm ro*A ENG 1 N E E Rt N G AAas x 937 SOUTH VN UTA 61111E 300 COLTON, CA 92324 CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING a Y�,y, Ia at s PH. (909) 753-0101 FAX (969) 763-0108 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN �iF nFYc1u��` 6�xvP nmc TORRETSON R.c.e NO. _ EFFECT. AWE /L CITY OF FONTANA, CALIFORNIA COYOTE CANYON uaRv of UNE W AND V ASI Dann BY. �� DAT[ AT./OS�NOVENII OAiGBD By.. AP�1 8C8C pR/,WpIG CVA 2 •p GTYIENGNFER R.C.E. 51162 , DPTE .._ 2 AiN TYPICAL SECTION TYPICAL SECTION ��e12��n TN�� SPANS 3050 e7 TU 1 4270 n+ (4' THRU��ff) < 10' i�,$LI S4•> RDOF SECTION VS 3090 nn TNRI 42]0 nn ( lO�THR1�4' aw i.. rn. YALLnSECTTIN PNS 3270700 C 10' 1�47HRU 147HRU ') -{^YiBBBR"11.?i•walmIIi7•tTlTii)•�:^T_II31•�.•2,LIT)7♦i=-1VO>• !i'i1EHi•E'iSEE�?AEii7E�'AEiY7i E,�.siEimE?'JitEih7Ei31 ®E(,S1ilF:i�.'1ErS>t716'ii.'Z7�irSTiRtt�1 itrSlilhfF.�allicr'fi7llFif,$1!}�irdui �inST7fni lir riiin3 f7EtSiEs'h7i AEt<e7lhhllRY"!liFdlllRa �f �E(riiEtlGli3iliik7ErziEth7i iy7i+1EiE1++7miRiFd�E(rfa7 5iE+F71Ec;r7EF'il7iii,fiGmWMEtSlFriENEaER5f7EW6>Eh51 ♦�llaRlRa6dfhT43l�f7Ra41�WeS�iFbin��tl�ii �Fari�6i�llli f�['ix5i ®:iX;illt;�r7lti�7lE27lf�I�lSz�likk7l��ii hi5fiil[TEF,lsilF�7r 0�_lix5�fc�76i+Eifrs ski+�lix5ifre4ilta+7E��silff7E�s�^7lFiF,i j©4iR FT�I�iFit� FYFf �'9iN aY�1�siTPfi i�iY�!#�fs? WFi?A PAfiiFiMP-lit FTP Ytli� THE BASIS OF BEAFM 19 —ON THE VANTER -Y BEND A 8UlDNISION OF A LIE OF THE NORTHEAST OUARTER OF SECTION Yi. TOIMJ W 1 NORM( RMLOE S WEST, SBM AS SHOWN PORTION OF 7FE SOUTHEAST 1/4 CENTDL HOAE8 120.5 CORONA POINTE COURT ALBUB-IO�E AND ASSOC. INC. 1011 N. ARMADO STREET ON FINAL TRACT MAP NO. 13750. FLED IN BOOK 280, OF SECTION A TOWNSHIP 1 NORTH, 8 WEST, SAN BERNAFDIlO CORONA, CA 92679 ANAHEK CA 02808 AT PAGES 46 W OUGH 88, HCU)9YF IN TFE ORICE Nemvw� COUNTY OF am PR 059 279-3000 PFk a" 800-1828 OF THE COUNTY RECOID®i OF SAN BERM% -cm DETAIL"B" FAX, (980 27912100 FAX: (7$4) !00.1018 COUNTY, BEHO NORTH 0000'24' WINT. DATE 3802 PH. (909) 78J-0101 FAX (909) 783-0108 PLAN BENCH MARK: ��\ /� FEV. REnvoN BMW pR WATER DISTRICT 90. DESCRIBED BY METROPOLMANRANCHO (ds94iNa [V 6 Oi.Y CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE CUC INTERSECTION -OF SUMMIT AVE. AND CHERRY AVE AT THE I� Iry//I 1\�`J// El� e geaLla• n vi ' —NOTE: SOUTHWEST CORNER OF CHERRYAVE. AND SUMM(T AVE. 101 W. 3e FEET WEST OF THE CENTERLINE OF CHERRY AVE . AND 37 DIAL �6I GII01—&•odu. 0044rein FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH TYO YIBEKLN0 BEFORE DAYS BEFORE opeuipa oA ooNrw. ON THE NORTHWEST CORNER OF A 10 FOOT WIDE YOU DIG YW DLG to WLIUA01!-V OEPTN CATCHRASIN 0.9 FOOT SOUTH OF CURB FACE. A STANDARD MWDSC 3 INCH BRASS DISK STAMPED 33A 199Y. NAVO 88-1808.56(FEET) TOLL TREE I-800-227-2600 A PUBLIC SERVICE BY IeIDERORDOND SERVICE ALERT Y RMO ON PLAN& TYPE H t °s••sr. �a.n,vhwi CU ss y w ti,r „7 lana Li eu I laa Ti wa .A... I PiBtl {-� CL T( REYAJION °ie ED,�r z&nw CRIVENAYS N �F:�s:f:iS4J>♦t�`affil•S".1'�"i7•E�f:11•E�fRSE=��•-r�+ci��`ITSrI:>• �Ei51E .F1ii i�E?�l�i a�E?iitJil SiETfi1■Ffifi51l7.iiRi51EF31Eih1E- � �11�i♦i1�� ® :i'ffi��YL�J�il'A EI'i��►AJ��It I�� wil Luc M"Eitf �lEtdt�E(iS�lFr'L1a1l1LBf�lFi'�i lktF�la'r*s7lha/�l1114tF�'!iE(f1ErF1lIFTII�iRr.5S1lRs+�ll4iii� ®lml Iili/ R(WEh�i17114iL�1mik, !! iflikEn57ERh�Er'�7E5Bh�lEr'�i �ErtT.y7ii'b7Eir�iET3t7Er5ryirriillE s(�ii E'FiErniir'hii.r&iET�ErSiE�r°i11Er3�iiriSi O�E�i7lkilai�6llttis7lF{�7�Nit+�lkfrlili�a �Ii61E$ia lkfi7 tam ®�77ELx�Ei2l�EFt'i�fi'i 9�1 I'liFi'�EZ�ii¢�i il�l%�la'T��1RtJ��I2 J�'t�J' _0��fair•�aEtt�EtlL+=iri��fF;?Y��i��s��a��I�E!>�r(��h�;sr�� Vffflm l7' M'F7;I�, !I�........ l%r>nl.�'��'!�T � R,�, COYOTE CANYON a aw ww• I LUG. esV,'BARS vl�..r� aL{��19� :a DETAIL"B" SAS BFT( 937 SOUTH M UTA SOME 300 C017XK G( 92324 i111D DATE 3802 PH. (909) 78J-0101 FAX (909) 783-0108 TYPE H t °s••sr. �a.n,vhwi CU ss y w ti,r „7 lana Li eu I laa Ti wa .A... I PiBtl {-� CL T( REYAJION °ie ED,�r z&nw CRIVENAYS -ASPHALT CONCRETE DIKES W e� Nr, �„rN rr•�.f �rN arm a in r wf��,r.•n �•r� �,',..h, y .• a �' M.,.� wr •,w nw•.�M� •We w w �..'Tiu��i�tw�r.•�,w,�m,�tKl. r�.•+Y,w •h�. �ni Nxr IxRa p+_rmea a v..•,.u. +,., ,, ,, ,e,,,+,�„� ,a^,,, 's°";�",."..�x~ew .. w«....�.. CURBS, DIKES AND DRIVEVAYS ♦� rte.. ,i r eu �'•x.�ii.' ii�;"i., "�.:a �..,w n to n ta•>. Nr..W��y+%�n�` ^�^"{ �.'� .LAY r'^+'�71� 'Y '��""� Z "AS $ ILT- - il9 "SIR viAs•BuB °fans an3CR1's aexyleRce lIIf8R01:CB5 R0: abSCIYC!tIC SDb'Ihin, 8G'DGiT;lOp2! iCf aRy ta:,Ki!ISdfi{T/ WT1t�lr aQ'�.YAH. e,an%'/vi SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL( SHOWN HEREON AND CARRIED FORTH IN A DRIGENT MANNER, THE owae CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN 'P••r a vt F f OF CAS EFFECT. N Luc A _— "tcHrNouew u.•� lYPL➢ � R,�, COYOTE CANYON a aw ww• I LUG. esV,'BARS vl�..r� aL{��19� DRAW BY: O.S.Ltd DETAIL"B" SAS BFT( 937 SOUTH M UTA SOME 300 C017XK G( 92324 -ASPHALT CONCRETE DIKES W e� Nr, �„rN rr•�.f �rN arm a in r wf��,r.•n �•r� �,',..h, y .• a �' M.,.� wr •,w nw•.�M� •We w w �..'Tiu��i�tw�r.•�,w,�m,�tKl. r�.•+Y,w •h�. �ni Nxr IxRa p+_rmea a v..•,.u. +,., ,, ,, ,e,,,+,�„� ,a^,,, 's°";�",."..�x~ew .. w«....�.. CURBS, DIKES AND DRIVEVAYS ♦� rte.. ,i r eu �'•x.�ii.' ii�;"i., "�.:a �..,w n to n ta•>. Nr..W��y+%�n�` ^�^"{ �.'� .LAY r'^+'�71� 'Y '��""� Z "AS $ ILT- - il9 "SIR viAs•BuB °fans an3CR1's aexyleRce lIIf8R01:CB5 R0: abSCIYC!tIC SDb'Ihin, 8G'DGiT;lOp2! iCf aRy ta:,Ki!ISdfi{T/ WT1t�lr aQ'�.YAH. e,an%'/vi SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL( SHOWN HEREON AND CARRIED FORTH IN A DRIGENT MANNER, THE owae CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN 'P••r a vt F f OF CAS EFFECT. N Luc A _— "tcHrNouew L PIP¢ 7'ORkYFTVE 'L COYOTE CANYON I LUG. esV,'BARS DRAW BY: O.S.Ltd DETAIL"B" SAS BFT( 937 SOUTH M UTA SOME 300 C017XK G( 92324 1' DATE 3802 PH. (909) 78J-0101 FAX (909) 783-0108 PLAN ED &Y: ARI[ K EPSON R.G.E N0. pt:mmer. ♦.N./L MiE (�2 8¢E DETAIL'S• Nom• f i (ds94iNa [V 6 Oi.Y LI e geaLla• n vi ' —NOTE: W. 3e �6I GII01—&•odu. 0044rein opeuipa oA ooNrw. to WLIUA01!-V OEPTN ,n Y RMO ON PLAN& • .. fi: i•: .nJ 9. teaao mrl"iwiet Keieo w nrla SECTION A -A NOTES: I. nAcc c.Atc THIN PulAua to TIDY :. oeArs ANP n.Yc n.,i.L eE et4roNem INLET TYPE X (ORATE DETAILS) rtw iTroa D TAIL err " - sIAO,.O tMNv Iaa1B[II Up0 N I I 1 -T- COYOTE CANYON O DRAW BY: O.S.Ltd fpeNT Vi vf.Ti"N A SAS BFT( 937 SOUTH M UTA SOME 300 C017XK G( 92324 b Pec. 1K_T_yrru DATE 3802 PH. (909) 78J-0101 FAX (909) 783-0108 AL er, ED &Y: ARI[ K EPSON R.G.E N0. pt:mmer. ♦.N./L MiE (�2 OiTu f i - a mialc rwa.ac a,as< ' 0 .0 rrrwop vita p.nt K Mla[ef. btpJle tarn ITR r+e.wnu eula n., w, micp x yat aAa r n..Kp u Y «vA ran• t4 Ipe[ Grit a IR Tx+.•ia wAo.,r -e- pu sw. se •waP LI nmt aeut rAa > arrve R mre. l vn swat K a0rw ait4 ati rm a.d ,..ap TrtN. to wt -w-we rAVT' ewT tNam, •.• Auc mi wmmrp`la d vrs a•n e°A w w..,fo ep..rm wo r.,,..o .re°:u.o apnea CONCRETE BULKHEAD t�� TxoMb MA°TIC N[p t4Y ,n COYOTE CANYON AEI-4�CASC DRAW BY: O.S.Ltd .A• AIDS STOF#AXh SAS BFT( 937 SOUTH M UTA SOME 300 C017XK G( 92324 756Km BY: AL/os DATE 3802 PH. (909) 78J-0101 FAX (909) 783-0108 AL er, ED &Y: ARI[ K EPSON R.G.E N0. pt:mmer. ♦.N./L MiE (�2 ��.t�-"--,�.''��•[,r.:;,,� �� M ��, z��' m 10 v U�U S`{ "try, � RC PIPC DETAILS PPMIr PLAY A -Ay SECTIDM h9 jli- IN= DCI5IL.H JY r[rlu..w tv.•r r ""�^s."i: i'e:w.�.`•� <, a+• - �T.'. M t!)•1101 t -C s[C'rtd n -D a�� a_n v.v y��,: aYYJMMMMM-- t n��Yw�r�� u a•, rro> :'!'.'�.'^ i... « rwy."» ,,. a rrn sEsrtd A -A "' n r -I ,.. ... _ _'..,..��w n. n.+'�''• r .r.•Y•. a �, w ice::- r Etm is tatth r'[^"�.t r"•. TYPICAL LAYOUT EXAMPLE "•1{Y" �},[,..rm �. ,�4� RECTANGULAR GRATE DETAILS n+wr•�w"m.. �" rr w., ••r• `•ear.. ryiaw a..w h"'""ri"'w rrw ++r+t ".s. eve tw wa rxx ALTERNATIVE CAST NOD(LAR SRDN ALTERNATIVE a..rYw"raw..r.nr r.r �. "rr •"•'• M� GRATE.OR CAST STEEL GRATE VETOED GRATE ter�6-2r- T- T "' "r"OYi.�a' r b rre..nrr m_u•>. - r _ tn�rti ^ tf trt., nti r! �i.�wN rw barn aYti I•)u r.tame lwaryml rn. n.fo n.fri Ha w'� nii� fa`iw r,s r iYo`rt rr tm tPra FS1 <,N •t iRTld [E SCCrldM1F LYPE C VAL"^��, �„� �• ti'r. �� t ...w /.I NODULAR IM IRON CAS ' !'TEEL END BLOCK GRAT11 E v n •t �`y""T�� r'1n �I,1--t�V —��ll� D[n -msr,� un. = sN..i'in` ',• p��j I � �� E,m... rl•o> _tn a... a._.arnrr�t3�G�LUDtIRA xntd u• L. `�Nf ® w P v'rr. Ei j, r H.rlt 'q "�'P•� TSP.BGL FRWf . Y[• Y.Y"r r .. , i r H,Ytr RECTAKAILAR FRANC DCTPILS ILA.TE9 ENR x>xr'-�SPd6H own„ ;;FRA WATC IAT SPACIAL TAIILE Y\n ,frt tsar �.y �'�rrr YL$�py1l ® W -rte[.) j �a Z$L• i.Se w, rtt> END [LEVATIDet~,"Y ^r r s.nYw „t�r./-4-u -t sYh�ur"r •"r.s'^ STRAIGHT VINGVALL u^'t DETAIL lYfihNartvE SPAISR �r i1Sr'� r.> .,.""rn~a r.ao'4`r".rt arra ALTERNATIVE HILTED GRATE PIPE CULVERT HEADWALLS, ENDWALLS AND HINGWALLS r [ GRATE DETAILS [art �....rr. TYPES A, H AND C�� BASIS FILA MISCrIRON 6 STEEL FINAL PAY MASSES FIR IrUiNAOE INLETS Y,.rY......e�ZO.",. TYPICAL SECTION TYPICAL SECTIWa .rw�M::'T�..�T w a,.wa rr� a. o __-- M•t. P n({' J i11R0 3. 7 T U2' 1i�4 D n (lD') TNRO 6 1 n c20') E F Ton. IrJ c eL6n � E>�k14� PLAN �" CI@ vtEu r win ' a PRECAST CONCRETE FLARED END SCCTION TYPE A PRECAST CINCRETE FUREH END SECTION TYPE H ro In, TEs L� we. mT.r.r.rro r.•. Lrv[.�\ ��pp�a ,...,,, rr:rr r.bwrrr. CSNCD EST —F ''111 RR sate D94B rA18 BUILT" BA&B of erg � IT>le reLeipl IIAsiId1 FWns and CiMs axeDGnce ��oi��Ilill ��f��l�l��ll��I��II��I��I►��II��►��f�� ILIWIWIIUIIW u1111�IWll��ll��ll/�1WlIWiVIl11111WI1F� Y .-aa r r n n ■ n 9 v .• rira.: FYI .. rrn[ ,rt .�.. �. cVIE 91¢ F ?he iL�'d0eveklper ® ■��F�lt 9EE.iSuHLf4�¢�x'3v�`��tiSR"E �E6�rd ®!`F�lF�Sf'I�F�FiII�tF;�Sui4F�h�'4tiL�S.�St;'dFY�rHC�4a�F�9PTdLE�u.1')E,rSft�tF.�.'S�E�5c�i�iPS6�ftSiv ®F�F`�i78'F�f1L�t5ti1YF'�[ T�'�E�E�F�4ii1°lL�itt��l�i��f4d�l�' E�f�t31[�iiZ mrarr[oa�art��.wa�ar Y■rniYrTr ..,r..,[ra�,T.��rYr�.al�r-n .:ren-nm�.,ncai.,�:ars.c'�'•i PIPE n%T%aft—WALLS, ECBJIE7C H011,1150 LINE OF THE NORT W DUARTER OF SECTION 23• PORTION OF THE SOUTHEAST V4 TOWNSHIP 1 NORTi RANGE S WEST, a BA AS ShFDNT1 1 OFF SECTION 1q TD~ 1 NORM{, 245 CORONA POINTE COURT ON FINAL TRACT MAP NO A740. FIM N BOOK 290, ODFX*k CA 929M f4t on DY'dBOD ALBUIB•I�E AND ASSOC.Na 1011 N ARNAHUO STREET ANAH 134 CA DI PH: OK) 03D -IME pg �" 1,��. • I' V y ffffiiii a� � a3_ NINII��I�N ��ndn��II�IhIlNllalf � _ IrJ c eL6n � E>�k14� PLAN �" CI@ vtEu r win ' a PRECAST CONCRETE FLARED END SCCTION TYPE A PRECAST CINCRETE FUREH END SECTION TYPE H ro In, TEs L� we. mT.r.r.rro r.•. Lrv[.�\ ��pp�a ,...,,, rr:rr r.bwrrr. CSNCD EST —F ''111 RR sate D94B rA18 BUILT" BA&B of erg � IT>le reLeipl IIAsiId1 FWns and CiMs axeDGnce TIE BAB® OF EEAF24G IS BASED ON THE VV�TERLY �b� CIF A 91¢ F ?he iL�'d0eveklper ECBJIE7C H011,1150 LINE OF THE NORT W DUARTER OF SECTION 23• PORTION OF THE SOUTHEAST V4 TOWNSHIP 1 NORTi RANGE S WEST, a BA AS ShFDNT1 1 OFF SECTION 1q TD~ 1 NORM{, 245 CORONA POINTE COURT ON FINAL TRACT MAP NO A740. FIM N BOOK 290, ODFX*k CA 929M f4t on DY'dBOD ALBUIB•I�E AND ASSOC.Na 1011 N ARNAHUO STREET ANAH 134 CA DI PH: OK) 03D -IME pg �" 1,��. • I' V y ffffiiii a� � a3_ NINII��I�N ��ndn��II�IhIlNllalf � _ u�au!ueu�utnwluawyi;B�>E�rli ��; PAX, M 430 -IM �_ nav•A :, 1� i xvrzr i' nc a f, t a �Y� Y A Y Y} M }a 41 dY'l'Yah -YPA Y a15 HH W 3 t�-�.�• � 9 ,. Yr.,:'.Y.-}• Ya, 4r. Yt.., Yl,.r:Vr 1 Vl.u.Y.:L.AA'h. Rc},,;RIIS iii,n: av [uaii � •vwma( n.. an.u'r j. MIT m- }- 0 BENCH MARK: DESCRIBED BY METROPOLITAN MONGA,INEARTSO. CALIFORNIA 1992 RANCHO cucvaoNCA, NEARTHE rA18 BUILT" BA&B of erg � IT>le reLeipl IIAsiId1 FWns and CiMs axeDGnce TIE BAB® OF EEAF24G IS BASED ON THE VV�TERLY �b� CIF A 91¢ F ?he iL�'d0eveklper ECBJIE7C H011,1150 LINE OF THE NORT W DUARTER OF SECTION 23• PORTION OF THE SOUTHEAST V4 TOWNSHIP 1 NORTi RANGE S WEST, a BA AS ShFDNT1 1 OFF SECTION 1q TD~ 1 NORM{, 245 CORONA POINTE COURT ON FINAL TRACT MAP NO A740. FIM N BOOK 290, ODFX*k CA 929M f4t on DY'dBOD ALBUIB•I�E AND ASSOC.Na 1011 N ARNAHUO STREET ANAH 134 CA DI PH: OK) 03D -IME e•� d ' " MY y� AT PAGES 48 Ta'ROIKii K NCLUATNE. N THE COUNTY OF OF THE COUNTY RECORDER OF BAN B@NARMM �AMERIDIAN. COFAX MO 279-M PAX, M 430 -IM _ _—.. COUNTY, BEINGNORTH OO"3024' WEST. BENCH MARK: DESCRIBED BY METROPOLITAN MONGA,INEARTSO. CALIFORNIA 1992 RANCHO cucvaoNCA, NEARTHE 1 �� I y� n I IT `(j`�/II/3 II�AJ TO e` °a DAh E" °n D'\" SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WiTHFM TWO YEARS OF THE DATE OF APPROVALINTERSECTION � �R ` �"`` C (' AEIIKASC CITY OF FONTANA, CALIFORNIA COYOTECANYON OF SUMMIT AVE. AND CHERRY AVE. AT THE ENC 1 N E E RI N G DRAW oF. O.S. L A AND `By 8F10WN SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE 101 ww,«.[.ww......A SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE s Awe u. T° FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH DIAL rvD WORKING CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING r,, eeoea t ExP. qt;_b-oD ♦ 937 50UM VIA WA SUrTE SDO COLTON, CA 93326 PN. (909J 7HJ-0707 FAX J83 -GIGS _ 0['A�1ED CA THE NORTHWEST CORNERLITH OF A 10 FOOT WIDE CATCHEtA5M 0:8 F007 SOUTH OF WRSFACE.A3TANDARD DEFURE DAYS BEFORE YOU DIG rw-2 THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN t '9�tF frVCN AT./0.T CHECKS)� BY, ��y� NOVEMREFi pWtMNO NO- 25 EX AR� 6 M•TORREYSaN R.C,[NO. 65065 MN'DSC31NCH1 BRASS DISK 3TATAPFD'SaA 4992•, NANO 85 1508,55 (FEET) �-L FREE 1-800-227-2600 A PUBLIC SERVICE BY LWDERGRO:Rm SERVILE ALERT EFFECT. pATE✓' GVA "`2� rTY ENGIN R.C.E. 51152 DATE J�1� y 4 ffiI€7 APPENDIX "C": UNNAMED STREAM "C"/LINE "C" APPENDIX "C.1": FEMA FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM PAPERWORK BURDEN DISCLOSURE NOTICE O.M B No. 3067-0148 Expires September 30, 2005 Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NF[P map to show the changes to Floodplains, regulatory Floodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Harris County TX 48201C 0220G 09/28/90 _ .,00274 FONTANA, CITY OF CA 06071C _7911G 01/17/97 060270 SAN BERNARDINO COUNTY, UNICORPERATED AREAS CA 06071C 7911G 01/17/97 2. Flooding Source: UNNAMED STREAM C 3. Project Name/Identifier: COYOTE CANYON SPECFIC PLAN 4. FEMA zone designations affected: A,X (choices: A, AH, A0, Al -A30, Agg, AE, AR, V, V1 -V30, VE, B, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) ® Physical Change ❑ Improved Methodology/Data ❑ Regulatory Floodway Revision ❑ Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ® Channelization ❑ Levee/Floodwall ❑ Bridge/Culvert ❑ Dam ❑ Fill ❑ Other, Attach Description =Ct.AA C....,, Rd -PO Q=D n) rl.,onA.— R. r---- Fn -m AAT -9 =n- 1 Pana 1 ni 7 C. REVIEW FEE 'as the review fee for the appropriate request category been included? Please see the FEMA Web site at http://www.fema.gov/plan/prevent/fh D. SIGNATURE ® Yes Fee amount: $4000 ?tel No, Attar -ch Explanation shtm for Fee Amounts and Exemptions. n..-_ :_... o n.._--- r...,-. ALT 7 =:-- i Pont 9"9 All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: ARIC TORREYSON Company: AEI-CASC CONSULTING Mailing Address: Daytime Telephone No.: Fax No.: 5053 LAMART DRVIE, SUITE 205 (951) 342-7990 x 105 (951) 275-0159 RIVERSIDE, CA. 92507 E -Mail Address: atorreyson@aei-casc.com Signature of Reques required): Date: L 36 D As the community official responsib • r floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional L9 request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floo ain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and ocal permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. ;ommunity Official's Name and Title: Telephone No.: Community Name: Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: ARIC TORREYSON I License No.: 66068 Expiration Date: 06/30/08 Company Name: AEI-CASC CONSULTING Telephone No.: (951) 342-7990 x 105 Fax No.: lei (951) 275-0159 Signature: t. Date: Ensure the forms that are appropriate to r revision request are included in your submittal. Form Name and (Number) Required if ... ® Riverine Hydrology and Hydrauli Form (Form 2) New or revised discharges or water -surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans n..-_ :_... o n.._--- r...,-. ALT 7 =:-- i Pont 9"9 FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM PAPERWORK REDUCTION ACT O.M.B No. 3067-0148 Expires September 30, 2005 Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM "C' Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) j Not revised skip o section 2 US"NMP o existing analysis ❑Alternative methodology ❑ Proposed Conditions (CLOMR) 2. Comparison of Representative 1 %-Annual-Chance Discharges Location SEE NOTE 3 Drainage Area (Sq. Mi.) ❑ improved data ® Changed physical condition of watershed FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records ® Precipitation/Runoff Model jTR-20, HEC -1, HEC -HMS etc.] ❑ Regional Regression Equations ❑ Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevenVfhm/en_modi.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. SEE NOTE 2 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. 1. Reach to be Revised Downstream Limit Upstream Limit N 2. Hvdraufic Method Used B. HYDRAULICS Description APPROXIMATELY 500' SOUTH OF NORTH PROJCT BOUNDARY APPROXIMATELY 300' NORTH OF NORTH PROJECT BOUNDARY Cross Section 1140 1530 Hydraulic Analysis HEC -RAS [HEC -2, HEC -RAS, Other (Attach description)] Water -Surface Elevations (ft.) Effective Proposed/Revised SEE NOTE 3 1724 SEE NOTE 3 1746 B. HYDRAULICS 3. Pre -Submittal Review of Hydraulic Models FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are coimpaaraN vnu the assumptions and Iimi`ations of HEC-2/HEC-RAS, CHECK -2 and CHECK -RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded from http://w.nw.fema.gov/plan/prevent/fhm/frm soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? ❑ Yes ® No 4. Models Submitted Duplicate Effective Model' Natural File Name: Floodway File Name: Corrected Effective Model' Natural File Name: Floodway File Name: Existing or Pre -Project Conditions Model Natural File Name: Line C Existing.PRJ Floodway File Name: Revised or Post -Project Conditions Model Natural File Name: SEE NOTE 17 Floodway File Name: Infraiinec.wsw Other - (attach description) Natural File Name: Floodway File Name: `Not required for revisions to approximate 1 %-annual-chance floodplain (Zone A) — for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en—modf.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2% -annual -chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2% -annual -chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? N/A ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? N/A ❑ Yes ❑No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please seethe MT -2 instructions for more information. 3. For LOMB requests, is the regulatory floodway being revised? ❑ Yes �o If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT -2 Form 2 Instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes ®7 No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT -2 Form 2 Instructions. .-r_... o+ on n cicn nn _ M,-;- c—irnln— R 44 iran(irc ;=N'tT MT -9 =nrm 2 Pace 2 of 2 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. Nn. 3067-0148 RIVERINE STRUCTURES FORM Expires September 30, 2005 F'�\a1I'Y t'� / h I'll f/�TIA 1 Al�T PAP CTC YYVICf'� RXEDUV 1 tv1 r%v t Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM "C' Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization ................complete Section B Bridge/Culvert .................complete Section C Dam ............................... complete Section D Levee/Floodwall .............complete Section E Sediment Transport ........ complete Section F (if required) Description Of Structure 1. Name of Structure: LINE C Type (check one): ® Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Gross Section: 2. Name of Structure: Type (check one): ❑ Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam ❑ Bridge/Cuiveti ❑ Levee/Fioodwall 0 Dam ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam NOTE: For more structures, attach additional pages as needed. , E- Form. v1-09113, SEP 02 Riva.- i a Structuras Form % T_2 Fcrm 3 Danyo 1 of 10 B. CHANNELIZATION Flooding Source: UNNAMED STREAM "C Name of Structure: LINE C Accessory Structures The channelization includes (check one): ❑ Levees [Attach Section E (Levee/Floodwall)] ❑ Superelevated sections ® Debris basin/detention basin ❑ Other (Describe): 2. Drawing Checklist ❑ Drop structures Z Transitions in cross sectional geometry ❑ Energy dissipator Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hydraulic Considerations The channel was designed to carry 480 (cfs) and/or the 100 -year flood. The design elevation in the channel is based on (check one): fiRt Subcritical flow ❑ Critical flow ® Supercritical flow ❑ Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. ❑ Inlet to channel ZP Outlet of channel ❑ At Drop Structures ❑ At Transitions P AA -,'*JG ❑ Other locations (specify): r,, ( p �-u f �� 15 _ F7 �5� 4t v COvt,-,, K f ('oVl� > S-l� ✓r�� t 4. Sediment Transport Considerations Was sediment transport considered? ❑ Yes Z No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): ❑ New bridge/culvert not modeled in the FIS ❑ Modified bridge/culvert previously modeled in the FIS ❑ New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): ❑ Dimensions (height, width, span, radius, length) ❑ Shape (culverts only) ❑ Material ❑ Beveling or Rounding ❑ Wing Wall Angle ❑ Skew Angie ❑ Distances Between Cross Sections 4. Sediment Transport Considerations ❑ Erosion Protection ❑ Low Chord Elevations — Upstream and Downstream ❑ Top of Road Elevations — Upstream and Downstream ❑ Structure Invert Elevations — Upstream and Downstream ❑ Stream Invert Elevations — Upstream and Downstream ❑ Cross -Section Locations Was sediment transport considered? ❑ Yes ❑ No If yes, then FII out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FEMA Form 8i-898, SEP 02 Rlverme S[NCiures Form 1,,-2 1 orm, 3 Flage 2 of 100 f� i jn D. DAM y Flooding Source: Name of Structure: 1. This request is for (check one): ❑ Existing dam ❑ New dam ❑ Modification of existing dam 2. The dam was designed by (check one): ❑ Federal agency ❑ State agency ❑ Local government agency ❑ Private organization Name of the agency or organization: 3. Does the project involve revised hydrology? ❑ Yes ❑ No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2). 4. Does the submittal include debris/sediment yield analysis? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why debris/sediment analysis was not considered. 5. Does the Base Flood Elevation behind the dam or downstream of the dam change? ❑ Yes ❑ No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below. Stillwater Elevation Behind the Dam FREQUENCY (% annual chance) FIS REVISED 10 -year (10%) 50 -year (2%) 100 -year (I%) 500 -year (0.2%) Normal Pool Elevation ' 6. Please attach a copy of the formal Operation and Maintenance Plan FEMA Form 81-89B, SEP 02 Riverine Structures Form ivi T-2 Form 3 Page 3 of 100 //1 n E. LEVEE/FLOODWALL �7 1. System Elements a. This Levee/Floodwall analysis is based on (check one): ❑ upgrading of an existing levee/floodwall system ❑ a newly constructed levee/floodwall system ❑ reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): ❑ earthen embankment, dike, berm, etc. Station to ❑ structural floodwall Station � to ❑ Other (describe): Station to c. Structural Type (check one): ❑ monolithic cast -in place reinforced concrete ❑ reinforced concrete masonry block ❑ sheet piling ❑ Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? ❑ Yes ❑ No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 4. A layout detail for the embankment protection measures. Sheet Numbers: 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: 2. Freeboard a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout ❑ Yes ❑ No 3.5 feet or more at the upstream end ❑ Yes ❑ No 4.0 feet within 100 feet upstream of all structures and/dr constrictions ❑ Yes ❑ No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). ❑ Yes ❑ No 2.0 feet above the 1% -annual -chance stillwater surge elevation ❑ Yes ❑ No I FEMA Form 81-89B, SCY 02 Riverine Structures Form iviii-2 Form 3 Page 4 of 10 i. A'1 ! F I FVFF/FLOODWALL (CONT[NUED) ►v I IfT 2. Freeboard (continued) Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations. If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice -jamming can affect the BFE? ❑ Yes ❑ No If Yes, provide ice jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures through the levee system (check one): ❑ exists ❑ does not exist ning exists, list all closures: n Left or Right Bank Opening Type Highest Elevation for Type of Closure Device Opening Invert renings n an added sheet as needed and reference) nical and geologic data on to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USACE] EM -1110-2-1906 Form 2086.) 4. Embankment Protection a. The maximum levee slope landside is: b. The maximum levee slope floodside is: c. The range of velocities along the levee during the base flood is: (min.) to (max.) d. Embankment material is protected by (describe what kind): e. Riprap Design Parameters (check one): ❑ Velocity ❑ Tractive stress Attach references Reach Sideslope Flowp Depth Velocity g Curve or Straight Stone Riprap Depth of Toedown Dioo Dso Thickness Sta to Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) FEMA Form 81-8913, Si=P 02 Rivenne Structures Form IM,T-2 Form 3 Page 5 of 10 I, ��ij / YI F I! FVFF/Fl_OODWALL (CONTINUED) /"/ (� 4. Embankment Protection (continued) - f. Is a bedding/filter analysis and design attached? ❑ Yes ❑ No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction plans. 5. Embankment And Foundation Stability a. Identify locations and describe the basis for selection of critical location for analysis: ❑ Overall height: Sta. ; height ft. ❑ Limiting foundation soil strength: Sta. depth to strength = degrees, c = psf slope: SS = (h) to (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodoiogy used (e.g., circular arc, sliding block, infinite slope, etc.): c. Summary of stability analysis results: Case Loading Conditions Critical Safety Factor Criteria (Min.) I End of construction 1.3 II Sudden drawdown 1.0 Ill Critical flood stage 1.4 IV Steady seepage at flood stage 1.4 VI Earthquake (Case 1) 1.0 (Reference: USACE EM -1110-2-1913 Table Fr1) d. Was a seepage analysis for the embankment performed? ❑ Yes ❑ No If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? ❑ Yes ❑ No f_ Were uplift pressures at the embankment landside toe checked? ❑ Yes ❑ No g. Were seepage exit gradients checked for piping potential? ❑ Yes ❑ No h. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. �� [ -2 Form 2 Pana 6 of 10 FEMA Form 81-8913, SEP 02 Riverine Shueiures Form-�- I E LEVEEIFLOODWALL (CONTINUEDI PJ/6- 6" Floodwall And Foundation Stability a. Describe analysis submittal based on Code (check one): ❑ UBC (1988) or ❑ Other (specify): b. Stability analysis submitted provides for: ❑ Overturning ❑ Sliding If not, explain: c. Loading included in the analyses were: ❑ Lateral earth @ PA = psf; Pp = psf ❑ Surcharge -Slope @ ❑ surface psf ❑ Wind @ PN, = psf ❑ Seepage (Uplift); ❑ Earthquake @ Peq = %g ❑ 1% -annual -chance significant wave height: ft. ❑ 1 %-annual-chance significant wave period: sec. d. Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Criteria (Min) Sta To Sta To Loading Condition Overturn Sliding Overturn Sliding Overturn Sliding Dead & Wind 1.5 1.5 Dead & Soil 1.5 1.5 Dead, Soil, Flood, & 1.5 1.5 Impact Dead, Soil, & Seismic 1.3 1.3 (Ref: FEMA 114 Sept 1986; USACE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Sustained Load (psf) Short Term Load (psf) Computed design maximum Maximum allowable f. Foundation scour protection ❑ is, ❑ is not provided" If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. FEMA Folin 81-89B, SEP 02 Rlverine Struciures Form My T -2 r=uTG 3 r 2 g e " of 10 E. LEVEEIFLOODWALL 17. Settlement a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the established freeboard margi❑ Yes ❑ n'! NO b. The computed range of settlement is ft. to ft. c. Settlement of the levee crest is determined to be primarily from ❑ Foundation consolidation ❑ Embankment compression ❑ Other (Describe): d. Differential settlement of floodwalls ❑ has ❑ has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. 8. Interior Drainage a. Specify size of each interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b. Relationships Established Ponding elevation vs. storage ❑ Yes ❑ No Ponding elevation vs. gravity flow ❑ Yes ❑ No Differential head vs. gravity flow ❑ Yes ❑ No c. The river flow duration curve is enclosed: ❑ Yes ❑ No d. Specify the discharge capacity of the head pressure conduit: cfs e. Which flooding conditions were analyzed? • Gravity flow (Interior Watershed) ❑ Yes ❑ No • Common storm (River Watershed) ❑ Yes ❑ No • Historical ponding probability ❑ Yes ❑ No • Coastal wave overtopping ❑ Yes ❑ No If No for any of the above, attach explanation. f. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. ❑ Yes ❑ No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. FEIMA Form, of fi8o, SEP 02 Riverine Structures Form MT -2 Form 3 gage 8 of 10 _l E. LEVEE/FLOODWALL (CONTINUED) Interior Drainage (continued) C`' RA Fa-- 811-19S, SEP 02 River ine SUUGtur es Form, IMT -2 Form 3 Page 9 o,'10 L Will pumping plants be used for interior drainage? ❑ Yes ❑ No I If Yes, include the number of pumping plants: For each pumping plant, fist: Plant #1 Plant #2 The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning and flooding? Will the operation be automatic? ❑ Yes ❑ No If the pumps are electric, are there backup power sources? ❑ Yes ❑ No (Reference: USACE EM -1110-2-3101, 3102, 3103, 3104, and 3105) Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations forall interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction ❑ is ❑ is not a problem Hydrocompaction ❑ is ❑ is not a problem Heave differential movement due to soils of high shrink/swell ❑ is ❑ is not a problem b. For each of these problems, state the basic facts and corrective action taken: Attach supporting documentation c. If the levee/Floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? ❑ Yes ❑ No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? ❑ Yes ❑ No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C`' RA Fa-- 811-19S, SEP 02 River ine SUUGtur es Form, IMT -2 Form 3 Page 9 o,'10 l ,A E. LEVEE/FLOODWALL 110. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations? ❑ Yes ❑ No c. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? ❑ Yes ❑ No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No If No, please attach supporting documentation. 12. Operations and Maintenance Plan Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. F. SEDIMENT TRANSPORT Flooding Source: Name of Structure: If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge: Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. c`nv', A Fo,^n 81_ROB SE' 02 Riverine Structures Form MT -2 Form 3 Page 10 of 10 APPENDIX "C.2": PRE -PROJECT (EXISTING) HEC -RAS ANALYSIS C) I m I m m M O N CO CV N V m - N m n co Lo Q V M c' 0 ON LL LOV CO O m m m n 'o cc In 't t y U � 7 m a O N m COO p O n m m (/1 O O o o O O O O W m lT Cn O > n M M n N cc O m m W IT r cn N C7 � ui M CO N M N m V' st V% c0 O Lo 01 U M m N M > N CO V V T CO m in m Z W v r F- fn X w 0 0 0 0 ll.l O O N O p 7 n N n rM V% M M M M M M M x m m m m w Lo N N N I N U � " W Z J N �� Z Z Z Z O CL co U)i co co w. w w w r U C6CD 2 N j M 7 On to m 0 0 C7 0 N N Z Z Z Z F- CO CO CO CO U) FL M x x x x w1 w1 wi w, U U w U U w w w Z Z Z z (D 0 0 z Z Z r ; co cn CO 0) 5< + 57< LU III III C, CN (.0 C:) C) 04 N z x CD C.) � LLJ c fq z N () L LO w cu Z it z cu a) 0 z Lli 0 0 C) LO C) LO L,) C) LO LO 'r Cl) (1) r- (4) UOIIBA913 :o =�_ ;z z!z ca \ \i\ 7 :\ xfx §®\ -j CD u �u o 2 :c n� :u 2 8 « � 4 & @ � 0 / \ % § ; \ 0 8 / k : } ± r / Z i ° Co E.. 2 \ k Z < U a R O / \ Lf) � R CD § U')o 6 \ 2 f / UuQ#a u �u o 2 :c n� :u a:d i C.9 a o :z z z ca -0 U) cn U) I 5-< 5<- X— Z2, w WW cc m W04 O C) LO co O CN CN CD z F- U) C, WI C/) C) C) Wz cn tl O LO Cl) Q < C) w 0 0 10 0 C) tr) Cf) 0C:) LO C� 00 U) LO (D C:) OD CD— Co (7j) UOIIEA913 z !z � z cu J � � iC7 W W W W � jU I 0 0 0 m Y Y C G r LO V (V M O r r O CD O O N C.0 0 N N r r• � z F- U) 0 0 0 W r Y N U � o Z_ in Lo co c0 0 Co i W i i Z i j O } 1 O ZT O U W O >- o O U C) Y u) M O O N O r O O (07 Cl) Cl)amM OY Y (14) uogena13 � J � � iC7 W � jU Z �Z Z � v J iW W W U`r m O LO N Q � � O O _ N 1 co O � O O O N N N r LOZ U) O co X N I ° C) U r o Z i ;o J G M Q. O O r O } Z U W E- O } O U O U') 0 Ln M r O O co m ce) Cl) M n N N n n n n n n n (1j) u01aen9l3 Z �Z Z � v J iW W W U`r m HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: COYOTE CANYON Project File : LINE C EXISTING FLOODPLAIN.prj Run Date and Time: 12/26/2006 10:24:19 AM Project in English units Project Description: LINE C_EXISTING PLAN DATA Plan Title: LINE C2_EXISTING Plan File : q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C EXISTING FLOODPLAIN.PO1 Geometry Title: Base Conditions Geometry Geometry File q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C EXISTING FLOODPLAIN.GO1 Flow Title 1 Flow Profiles Flow File q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C EXISTING FLOODPLAIN.FO1 Plan Summary Information: Number of: Cross Sections = 4 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: 1 Flow Profiles I Flow File : q:\526181\Master_Drainage\LOMB\Line C\Calcs\HEC-RAS Export\Existing\LINE C EXISTING FLOODPLAIN.FO1 Flow Data (cfs) River Reach #1 Boundary Condition River Reach #1 Reach RS LINE C2_EXISTING1530 Reach Profile LINE C2_EXISTINGEXISTING EXISTING 253.33 Upstream Downstream Critical GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C EXISTING FLOODPLAIN.GO1 CROSS SECTION RIVER: Reach #1 REACH: LINE C2 EXISTING RS: 1530 INPUT Description: Station Elevation Data Sta Elev Sta 1000 1751 1007.09 1040.37 1749 1046.06 1055.51 1746 1056.07 1083.15 1747 1086.33 1108.57 1744 1110.81 1134.02 1749 1136.6 1150.05 1756 1151.95 1162.68 1761 1165.51 Manning's n Values Sta n Val Sta 1000 .035 1032.86 Bank Sta: Left Right 1032.86 1136.6 num= 37 Element Vel Head (ft) 0.53 Wt. n -Val. W.S. Elev (ft) Elev Sta Elev Sta Elev Sta Elev 1751 1014.12 1750 1023.99 1750 1032.86 1750 1748 1048.75 1748 1052.53 1748 1055.03 1747 1745 1067 1744.1 1069.38 1745 1078.47 1746 1747 1102.5 1746 1105.96 1745 1107.67 1744 1745 1113.09 1746 1126.93 1747 1130.76 1748 1750 1139.24 1751 1144.31 1753 1146.23 1754 1757 1153.9 1758 1156.68 1759 1159.68 1760 1762 num= 3 n Val Sta n Val .035 1136.6 .035 Lengths: Left Channel Right Coeff Contr. Expan. 94.15 91.41 89.75 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1746.76 Element Vel Head (ft) 0.53 Wt. n -Val. W.S. Elev (ft) 1746.23 Reach Len. (ft) Crit W.S. (ft) 1746.23 Flow Area (sq ft) E.G. Slope (ft/ft) 0.019041 Area (sq ft) Q Total (cfs) 253.33 Flow (cfs) Top Width (ft) 41.61 Top Width (ft) Vel Total (ft/s) 5.85 Avg. Vel. (ft/s) Max Ch1 Dpth (ft) 2.23 Hydr. Depth (ft) Conv. Total (cfs) 1835.9 Conv. (cfs) Length Wtd. (ft) 91.41 Wetted Per. (ft) Min Ch E1 (ft) 1744.00 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft s) Frctn Loss (ft) 1.66 Cum Volume (acre -ft) C & E Loss (ft) 0.02 Cum SA (acres) Left OB Channel Right OB 0.035 94.15 91.41 89.75 43.34 43.34 253.33 41.61 5.85 1.04 1835.9 43.47 1.18 6.93 0.26 0.01 0.25 0.02 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. K Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C2 EXISTING RS: 1440 INPUT Description: Station Elevation Data num= 24 Left OB Channel Right OB Vel Head (ft) 0.73 Wt. n -Val. Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1743 1032 1742 1042.45 1741 1047.94 1740 1059.34 1740 1062.43 1740 1065.61 1739 1070.72 1739 1072.19 1739 1075.68 1738 1082.22 1737 1084.95 1737 1088.63 1739 1092.17 1741 1093.94 1742 1097.29 1744 1100.85 1746 1102.95 1747 1104.98 1748 1107.09 1749 1109.44 1750 1114.03 1751 1142.98 1752 1181.99 1753 Alpha 1.00 Manning's n Values num= 3 1.26 Cum Volume (acre -ft) 0.18 0.01 C & E Loss (ft) Sta n Val Sta n Val Sta n Val 1000 .035 1032 .035 1093.94 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1032 1093.94 61.31 71.06 72.67 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1740.39 Element Left OB Channel Right OB Vel Head (ft) 0.73 Wt. n -Val. 0.035 W.S. Elev (ft) 1739.66 Reach Len. (ft) 61.31 71.06 72.67 Crit W.S. (ft) 1739.66 Flow Area (sq ft) 37.05 E.G. Slope (ft/ft) 0.017261 Area (sq ft) 37.05 Q Total (cfs) 253.33 Flow (cfs) 253.33 Top Width (ft) 26.30 Top Width (ft) 26.30 Vel Total (ft/s) 6.84 Avg. Vel. (ft/s) 6.84 Max Ch1 Dpth (ft) 2.66 Hydr. Depth (ft) 1.41 Conv. Total (cfs) 1928.2 Conv. (cfs) 1928.2 Length Wtd. (ft) 71.06 Wetted Per. (ft) 27.30 Min Ch E1 (ft) 1737.00 Shear (lb/sq ft) 1.46 Alpha 1.00 Stream Power (lb/ft s) 10.00 Frctn Loss (ft) 1.26 Cum Volume (acre -ft) 0.18 0.01 C & E Loss (ft) 0.06 Cum SA (acres) 0.18 0.02 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C2 EXISTING RS: 1370 INPUT Description: Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 3 1000 1736 1017.78 1737 1043.96 1736 1085.34 1735 1090.12 1734 Elev (ft) 1091.34 1733 1096 1732.2 1099.55 1733 1102.72 1734 1105.96 1735 0.33 1113.28 1736 1116.69 1737 1119.12 1738 1121 1739 1122.82 1740 Reach Len. (ft) 1125.06 1741 1163.65 1742 1729.43 Flow Area (sq ft) E.G. Manning's n Values num= 3 Area (sq ft) Sta n Val Sta n Val Sta n Val 1000 .035 1043.96 .035 1113.28 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1043.96 1113.28 71.69 103.51 101.26 .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1735.95 Element Left OB Channel Right OB Vel Head (ft) 0.53 Wt. n -Val. 0.035 W.S. Elev (ft) 1735.42 Reach Len. (ft) 71.69 103.51 101.26 Crit W.S. (ft) 1735.42 Flow Area (sq ft) 43.26 E.G. Slope (ft/ft) 0.018314 Area (sq ft) 43.26 Q Total (cfs) 253.33 Flow (cfs) 253.33 Top Width (ft) 41.06 Top Width (ft) 41.08 Vel Total (ft/s) 5.86 Avg. Vel. (ft/s) 5.86 Max Chl Dpth (ft) 3.22 Hydr. Depth (ft) 1.05 Conv. Total (cfs) 1871.9 Conv. (cfs) 1871.9 Length Wtd. (ft) 103.42 Wetted Per. (ft) 42.03 Min Ch E1 (ft) 1732.20 Shear (lb/sq ft) 1.18 Alpha 1.00 Stream Power (lb/ft s) 6.89 Frctn Loss (ft) 1.91 Cum Volume (acre -ft) 0.11 0.01 C & E Loss (ft) 0.06 Cum SA (acres) 0.13 0.02 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C2 EXISTING RS: 1260 INPUT Description: Station Elevation Data Sta Elev Sta 1000 1738 1011.07 1046.1 1733 1070.37 1099.59 1729 1104.27 1120.22 1727 1128.93 1142.73 1729 1175.18 Manning's n Values Sta n Val Sta 1000 .035 1086.46 Bank Sta: Left Right 1086.46 1175.18 num= 25 Elev Sta 1737 1021.25 1732 1080.85 1729 1111.7 1727 1130.32 1730 1191.41 num= 3 n Val Sta .035 1175.18 Elev Sta 1736 1027.18 1731 1086.46 1729 1116.18 1728 1131.6 1730 1195.38 n Val .035 Coeff Contr. Expan. .1 .3 CROSS SECTION OUTPUT Profile #EXISTING E.G. Elev (ft) 1729.76 Element Vel Head (ft) 0.33 Wt. n -Val. W.S. Elev (ft) 1729.43 Reach Len. (ft) Crit W.S. (ft) 1729.43 Flow Area (sq ft) E.G. Slope (ft/ft) 0.018698 Area (sq ft) Elev Sta Elev 1735 1034.45 1734 1730 1091.96 1729 1729 1118.12 1728 1729 1140.18 1729 1729 1208.71 1729 Left OB Channel Right OB 0.035 0.035 49.81 6.15 49.81 6.15 0 Q Total (cfs) 253.33 Flow (cfs) 234.10 19.23 Top Width (ft) 82.26 Top Width (ft) 67.21 15.05 Vel Total (ft/s) 4.53 Avg. Vel. (ft/s) 4.70 3.13 Max Chl Dpth (ft) 2.43 Hydr. Depth (ft) 0.74 0.41 Conv. Total (cfs) 1852.6 Conv. (cfs) 1712.0 140.6 Length Wtd. (ft) Wetted Per. (ft) 68.39 15.54 Min Ch E1 (ft) 1727.00 Shear (lb/sq ft) 0.85 0.46 Alpha 1.03 Stream Power (lb/ft s) 4.00 1.44 Frctn Loss (ft) Cum Volume (acre -ft) C & E Loss (ft) Cum SA (acres) Warning: Divided flow computed for this cross-section. SUMMARY OF MANNING'S N VALUES River:Reach #1 Reach River Sta. LINE C2 EXISTING 1530 LINE C2 EXISTING 1440 LINE C2 EXISTING 1370 LINE C2 EXISTING 1260 SUMMARY OF REACH LENGTHS River: Reach #1 .035 .035 Reach River Sta LINE C2 EXISTING 1530 LINE C2 EXISTING 1440 LINE C2 EXISTING 1370 LINE C2 EXISTING 1260 nl n2 n3 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 Left Channel Right 94.15 91.41 89.75 61.31 71.06 72.67 71.69 103.51 101.26 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 5 Reach River Sta. Contr. Expan. LINE C2 EXISTING 1530 .1 .3 LINE C2 EXISTING 1440 .1 .3 LINE C2 EXISTING 1370 .1 .3 LINE C2 EXISTING 1260 .1 .3 5 APPENDIX "C.3": POST -PROJECT HEC -RAS ANALYSIS I:V �I._IV 04 V'I CO�M�� !.'1 v ? '�n m rnlQ - M O N VJ ! �.; MM Co M LO 17 1 M I �ICGII'7! COIN �I�IoIMI� O NIM N 10 rn n m rn r o,�o�o OlOo�oO O O CD W t0 (D CO Q r M O1 n CD 47 V' tY M N N r n n r• r r NI CoO; T VMI OI coM COI CPI 10I mji �rN � co CO N m n 1 w co M to m CO CV v �jM M N N :� r n� n n n U♦ N O O CO o:m�.✓ n n � t• n � 'b' -d-3:11 >. i 1 1 `p, M M M M M M M fl W: m m C7 M MV) L LO IO l0 CO CO IO N N N N N N Ntow CYC -I p O O pN O< a oO o a a o a O a` o c aa w� zi r � m��llll 0 C) C: m�v r O o v 1 1 D 16 O ST—W CAS J m 1:0.0 lain! aala� al .:I 4 2:! 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O i 0 � �Y II c� cn f m CO CL CL a. cc O 0 0 N O � I o M O O o N N i O 0 W O Oo Ii 0- U m u o o ., U. _Z ,n J CO C a Z � I Z Q U HCD U LO 1co • i C I, o m ao n cfl n v c%, cv N N N N N N N N (14) uogenel3 I -0;-0 !_ 0 o;o U) `O t `O C l a% `O Cn ._ m m 0 rn Cl) O 66 CD N M r - C) O N N ❑ o u� - ro 0 v ry a •- 3 u I u U � Fo o c 0 W ! 7m z i tq J CU n 0 z 0 0 r z Q U W io 0 o ra 0 U N O r v O O cD in rt ch cV O O �— _ (11) uoiaeA@13 HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX X X X X X X X X X XXXXXXX XXXX X X X X X X X X X X X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X XXX XXXX )DLK= XXXX X X X X X X X X X X X X X X XXXXX PROJECT DATA Project Title: COYOTE CANYON Project File : LINE C PROPOSED FLOODPLAIN.prj Run Date and Time: 1/2/2007 3:28:09 PM Project in English units Project Description: LINE C_PROPOSED PLAN DATA Plan Title: LINE C_PROPOSED Plan File : q:\526181\Master—Drainacre\.LOMR\.Line C\Calcs\HEC-RAS Export\Proposed\LINE C PROPOSED FLOODPLAIN.PO1 Geometry Title: Base Conditions Geometry Geometry File q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Proposed\LINE C PROPOSED FL00DPLAIN.GO1 Flow Title 1 Flow Profiles Flow File q:\526181\Master—Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Proposed\LINE C PROPOSED FL00DPLAIN.F01 Plan Summary Information: Number of: Cross Sections = 6 Multiple Openings = 0 Culverts - 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: 1 Flow Profiles 1 Flow File : q:\526181\Master_Drainage\LOMR\Line C\Ca1cs\HEC-RAS Export\Proposed\LINE C PROPOSED FLOODPLAIN. F01 Flow Data (cfs) River Reach PIS Proposed Reach #1 LINE C PROPOSED 1530 253.33 Boundary Conditions River Reach Profile Upstream Downstream Reach #1 LINE C_PROPOSED Proposed Critical GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Proposed\LINE C PROPOSED FLOODPLAIN.GO1 CROSS SECTION RIVER: Reach #1 REACH: LINE C PROPOSED RS: 1530 INPUT Description: Station Elevation Data num= 37 Sta Elev Sta Elev Sta Elev Sta 1000 1751 1007.09 1751 1014.12 1750 1023.99 1040.37 1749 1046.06 1748 1048.75 1748 1052.53 1055.51 1746 1056.07 1745 1067 1744.1 1069.38 1083.15 1747 1086.33 1747 1102.5 1746 1105.96 1108.57 1744 1110.81 1745 1113..09 1746 1126.93 1134.02 1749 1136.6 1750 1139.24 1751 1144.31 1150.05 1756 1151.95 1757 1153.9 1758 1156.68 1162.68 1761 1165.51 1762 Manning s n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1032.86 .035 1136.6 .035 Bank Sta: Left Right Lengths: Left Channel Right 1032.86 1136.6 94.15 91.41 89.75 CROSS SECTION OUTPUT Profile #Proposed E.G. Elev (ft) 1746.76 Element Vel Head (ft) 0.53 Wt. n -Val. W.S. Elev (ft) 1746.23 Reach Len. (ft) Crit W.S. (ft) 1746.23 Flow Area (sq ft) E.G. Slope (ft/ft) 0.019041 Area (sq ft) Q Total (cfs) 253.33 Flow (cfs) Top Width (ft) 41.61 Top Width (ft) Vel Total (ft/s) 5.85 Avg. Vel. (ft/s) Max Ch1 Dpth (ft) 2.23 Hydr. Depth (ft) Conv. Total (cfs) 1835.9 Conv. (cfs) Length Wtd. (ft) 91.41 Wetted Per. (ft) Min Ch E1 (ft) 1744.00 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft s) Frctn Loss (ft) 1.66 Cum Volume (acre -ft) C & E Loss (ft) 0.02 Cum SA (acres) Elev Sta Elev 1750 1032.86 1750 1748 1055.03 1747 1745 1078.47 1746 1745 1107.67 1744 1747 1130.76 1748 1753 1146.23 1754 1759 1159.68 1760 Coeff Contr. Expan. .1 .3 Left OB Channel Right 03 0.035 94.15 91.41 89.75 43.34 43.34 253.33 41.61 5.85 1.04 1835.9 43.47 1.18 6.93 0.03 0.35 0.01 0.03 0.34 0.03 Warning: The energy equation could not be balanced within the specified number of iterations. The 2 program used critical depth for the water surface and continued on with the calculations. warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning. During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C PROPOSED RS: 1440 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1743 1032 1742 1042.45 1741 1047.94 1740 1059.34 1740 1062.43 1740 1065.61 1739 1070.72 1739 1072.19 1739 1075.68 1738 1082.22 1737 1084.95 1737 1088.63 1739 1092.17 1741 1093.94 1742 1097.29 1744 1100.85 1746 1102.95 1747 1104.98 1748 1107.09 1749 1109.44 1750 1114.03 1751 1142.98 1752 1181.99 1753 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1032 .035 1093.94 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1032 1093.94 61.31 71.06 72.67 .1 .3 CROSS SECTION OUTPUT Profile #Proposed E.G. Elev (ft) 1740.39 Element Left OB Channel Right OB Vel Head (ft) 0.73 Wt. n -Val. 0.035 W. S. Elev (ft) 1739.66 Reach Len. (ft) 61.31 71.06 72.67 Crit W.S. (ft) 1739.66 Flow Area (sq ft) 37.05 E.G. Slope (ft/ft) 0.017261 Area (sq ft) 37.05 Q Total (cfs) 253.33 Flow (cfs) 253.33 Top Width (ft) 26.30 Top Width (ft) 26.30 Vel Total (ft/s) 6.84 Avg. Vel. (ft/s) 6.84 Max Ch1 Dpth (ft) 2.66 Hydr. Depth (ft) 1.41 Conv. Total (cfs) 1928.2 Conv. (cfs) 1928.2 Length Wtd. (ft) 71.06 Wetted Per. (ft) 27.30 Min Ch E1 (ft) 1737.00 Shear (lb/sq ft) 1.46 Alpha 1.00 Stream Power (lb/ft s) 10.00 Frctn Loss (ft) 1.26 Cum Volume (acre -ft) 0.03 0.27 0.01 C & E Loss (ft) 0.06 Cum SA (acres) 0.03 0.27 0.03 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C PROPOSED RS: 1370 INPUT Descrivtion: Station Elevation Data num= 17 J Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1738 1017.78 1737 1043.96 1736 1085.34 1735 1090.12 1734 1091.34 1733 1096 1732.2 1099.55 1733 1102.72 1734 1105.96 1735 1113.28 1736 1116.69 3.737 1119.12 1738 1121 1739 1122.82 1740 ' 1125.06 1741 1163.65 1742 Manning s n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1043.96 .035 1113.28 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1043.96 1113.28 71.69 103.51 101.26 .1 .3 CROSS SECTION OUTPUT Profile #Proposed E.G. Elev (ft) 1735.95 Element Left OB Channel Right OB Vel Head (ft) 0.53 Wt. n -Val. 0.035 W.S. Elev (ft) 1735.42 Reach Len,. (ft) 71.69 103.51 101.26 Crit W.S. (ft) 1735.42 Flow Area (sq ft) 43.28 E.G. Slope (ft/ft) 0.018300 Area (sq ft) 43.28 Q Total (cfs) 253.33 Flow (cfs) 253.33 Top Width (ft) 41.10 Top Width (ft) 41.10 Vel Total (ft/s) 5.85 Avg. Vel. (ft/s) 5.85 Max Ch1 Dpth (ft) 3.22 Hydr. Depth (ft) 1.05 Conv. Total (cfs) 1872.7 Conv. (cfs) 1872.7 Length Wtd. (ft) 103.43 Wetted Per. (ft) 42.06 Min Ch E1 (ft) 1732.20 Shear (lb/sq ft) 1.18 Alpha 1.00 Stream Power (lb/ft s) 6.88 Frctn Loss (ft) 1.94 Cum Volume (acre -ft) 0.03 0.20 0.01 C & E Loss (ft) 0.06 Cum SA (acres) 0.03 0.22 0.03 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C PROPOSED RS: 1260 INPUT Description: - Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1738 1011.07 1737 1021.25 1736 1027.18 1735 1034.45 1734 1046.1 1733 1070.37 1732 1080.85 1731 1086.46 1730 1091.96 1729 1099.59 1729 1104.27 1729 1111.7 1729 1116.18 1729 1118.12 1728 1120.22 1727 1128.93 1727 1130.32 1728 1131.6 1729 1140.18 1729 1142.73 1729 1175.18 1730 1191.41 1730 1195.38 1729 1208.71 1729 Mannings n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1086.46 .035 1175.18 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1086.46 1175.18 76.51 66.69 58.06 .1 .3 CROSS SECTION OUTPUT Profile #Proposed E.G. EIev (ft) 1729.76 Element Left OB Channel Right OB Vel Head (ft) 0.34 Wt. n -Val. 0.035 0.035 W.S. Elev (ft) 1729.43 Reach Len. (ft) 76.51 66.69 58.06 Crit W.S. (ft) 1729.43 Flow Area (sq ft) 49.35 6.04 E E.G. Slope (ft/ft) 0.019235 Area (sq ft) 49.35 6.04 Q Total (cfs) 253.33 Flow (cfs) 234.35 18.98 Top Width (ft) 81.96 Top Width (ft) 66.94 15.02 Vel Total (ft/s) 4.57 Avg. Vel. (ft/s) 4.75 3.14 Max Ch1 Dpth (ft) 2.43 Hydr. Depth (ft) 0.74 0.40 Conv. Total (cfs) 1826.6 Conv. (cfs) 1689.8 136.8 Length Wtd. (ft) 68.16 Wetted Per. (ft) 68.12 15.50 Min Ch E1 (ft) 1727.00 Shear (1b/sq ft) 0.87 0.47 Alpha 1.03 Stream Power (lh/ft s) 4.13 1.47 Frctn Loss (ft) 1.25 Cum Volume (acre -ft) 0.03 0.09 0.00 C & E Loss (ft) 0.03 Cum SA (acres) 0.03 0.09 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C PROPOSED RS: 1200 INPUT Description: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1727 1021.5 1726 1027.9 1725 1038.5 1724 1043.4 1723 1044.2 1722.8 1045 1723 1046.3 1728 1061.3 1727.9 1075.7 1727.7 1082.3 1725 1084.3 1724 1091.3 1723 1098.3 1724 1100.3 1725 1106.9 1728 1121.3 1728.4 1136.3 1728.9 1172.1 1726 1179.7 1727 Mannings n Values num-- 3 Sta n Val Sta n Val Sta n Val 1000 .035 1075.7 .035 1106.9 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1075.7 1106.9 56.67 56.44 56.67 .1 .3 CROSS SECTION OUTPUT Profile #Proposed E.G. Elev (ft) 1725.66 Element heft OB Channel Right OB Vel Head (ft) 0.59 Wt. n -Val. 0.035 0.035 W.S. Elev (ft) 1725.07 Reach Len. (ft) 56.67 56.44 56.67 Crit W. S. (ft) 1725.07 Flow Area (sq ft) 17.74 24.23 E.G. Slope (ft/ft) 0.017591 Area (sq ft) 17.74 24.23 Q Total (cfs) 253.33 Flow (cfs) 92.62 160.71 Top Width (ft) 36.39 Top Width (ft) 18.07 18.32 Vel Total (ft/s) 6.04 Avg. Vel. (ft/s) 5.22 6.63 Max Ch1 Dpth (ft) 2.27 Hydr. Depth (ft) 0.98 1.32 Conv. Total (cfs) 1910.0 Conv. (cfs) 698.3 1211.7 Length Wtd. (ft) 56.48 Wetted Per. (ft) 19.87 18.96 Min Ch E1 (ft) 1723.00 Shear (lb/sq ft) 0.98 1.40 Alpha 1.04 Stream Power (lb/ft s) 5.12 9.31 Frctn Loss (ft) 0.96 Cum Volume (acre -ft) 0.01 0.04 C & E Loss (ft) 0.04 Cum SA (acres) 0.01 0.02 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning. During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: LINE C PROPOSED RS: 1140 INPUT Description: Station Elevation Data num-- 9 1440 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1715.5 1080.7 1713.5 1081.7 1713.5 1086.2 1710.5 1091.2 1710.5 1096.2 1710.5 1100.7 1713.5 1101.7 1713.5 1154.6 1715.5 .035 Manning's n Values num- 3 .035 Sta n Val Sta n Val Sta n Val 1000 .035 1080.7 .035 1101.7 .035 Bank Sta: Left Right Coeff Contr. Expan. 1080.7 1101.7 .1 .3 CROSS SECTION OUTPUT Profile #Proposed E.G. Elev (ft) 1713.84 Element Left OB Channel Right OB Vel Head (ft) 0.95 Wt. n -Val. 0.035 W.S. Elev (ft) 1712.88 Reach Len. (ft) Crit W.S. (ft) 1712.88 Flow Area (sq ft) 32.34 E.G. Slope (ft/ft) 0.016274 Area (sq ft) 32.34 Q Total (cfs) 253.33 Flow (cfs) 253.33 Top Width (ft) 17.15 Top Width (ft) 17.15 Vel Total (ft/s) 7.83 Avg. Vel. (ft/s) 7.83 Max Ch1 Dpth (ft) 2.38 Hydr. Depth (ft) 1.89 Conv. Total (cfs) 1985.8 Conv. (cfs) 1985.8 Length Wtd. (ft) Wetted Per. (ft) 18.59 Min Ch E1 (ft) 1710.50 Shear (lb/sq ft) 1.77 Alpha 1.00 Stream Power (lb/ft s) 13.84 Frctn Loss (ft) Cum Volume (acre -ft) C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Reach #1 Reach River Sta. LINE C_PROPOSED 1530 LINE C_PROPOSED 1440 LINE C_PROPOSED 1370 LINE C_PROPOSED 1260 LINE C_PROPOSED 1200 LINE C PROPOSED 1140 SUMMARY OF REACH LENGTHS River: Reach #1 Reach River Sta. LINE C PROPOSED 1530 LINE C+PROPOSED 1440 nl n2 n3 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 .035 Left Channel Right 94.15 91.41 89.75 61.31 71.06 72.67 I LINE C_PROPOSED 1370 71.69 103.51 101.26 LINE C_PROPOSED 1260 76.51 66.69 58.06 LINE C_PROPOSED 1200 56.67 56.44 56.67 LINE C PROPOSED 1140 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River. Reach #1 Reach River Sta. Contr. Expan. LINE C PROPOSED 1530 .l .3 LINE C_PROPOSED 1440 .1 .3 LINE _PROPOSED C 1370 .1 .3 LINE C_PROPOSED 1260 .1 .3 LINE C_PROPOSED 1200 .1 _3 LINE C PROPOSED 1140 .1 .3 APPENDIX "C.3": POST-PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "C" T1 COYOTE CANYON - INFRASTRUCTURE STORM DRAIN 0 T2 LINEC WSPGN ANALYSIS T3 BY: A.TORREYSON, FN: INFRALINEC SO 1000.0001628.270 8 1634.020 R 1124.5801629.810 8 .014 -79.310 .000 0 R 1181.9501630.530 8 .014 .000 .000 0 R 1211.2801630.898 8 .014 1.925 .000 0 JX 1215.2801630.948 8 10 .014 35.200 1631.400 -30.0 _263 R 1220.6101631.070 8 .014 .000 .000 0 JX 1223.6101631.110 8 37 .014 2.400 1634.350 46.0 .000 R 1283.8701631.790 8 .014 4.502 .000 0 JX 1287.8701631.840 8 13 .014 15.100 1635.140 30.0 .263 R 1490.7001634.350 8 .014 13.312 .000 0 R 1640.9801636.220 8 .014 .000 .000 0 JX 1644.9801636.270 8 14 .014 1.200 1639.230 45.0 11.459 R 2306.4901644.470 8 .014 .000 .000 0 JX 2331.4801645.030 8 15 .014 57.4000 1648.830 -30.0 _000 R 2345.9701645.360 8 .014 .000 .000 0 JX 2365.9701645.820 7 6 .014 489.900 1646.310 -30.0 11.459 R 2405.0001646.700 7 .014 .000 R 2462.4601652.960 7 .014 .000 WE 2462.4601652.960 4 .250 TS 2482.4601656.910 3 .014 .000 J_X 2492.4601657.180 3 17 .014 17.500 1663.000 90.00 R 2548.5801658.720 3 .014 .000 .000 0 WX 2548.5801658.720 9 .000 .000 .000 0 R 2570.5801659.330 9 .014 .000 .000 0 WE 2570.5801659.330 3 .250 R 2650.0001661.480 3 .014 .000 .000 0 SH 2650.0001661.480 3 1661.480 CD 3 2 0 .000 6.000 10.000 '.000 .000 .00 CD 4 2 0 .000 11.000 8.000 .000 .000 .00 CD 5 3 0 .000 8.000 11.000 .000 .000 .00 CD 6 4 0 .000 6.500 0.000 .000 .000 .00 CD 7 3 0 .000 8.000 8.000 .000 .000 .00 CD 8 3 0 .000 8.000 10.000 .000 .000 .00 CD 9 3 0 .000 4.500 10.000 .000 .000 .00 CD 10 4 0 .000 4.000 0.000 .000 .000 .00 CD 11 1 0 .000 3.000 4.000 1.500 1.500 .00 CD 12 3 0 .000 3.000 12.000 .000 .000 .00 CD 13 4 1 .000 2.500 0.000 .000 .000 .00 CD 14 4 1 .000 2.000 0.000 .000 .000 .00 CD 15 4 1 .000 3.500 0.000 .000 .000 .00 CD 16 4 1 .000 6.500 0.000 .000 .000 .00 CD 17 2 0 .000 6.000 10.000 .000 .000 .00 CD 37 4 1 .000 1.500 .000 .000 .000 .00 Q 723.800 .0 1 C, O O o 0 0 0 0 clq In # L P+ # p # X X W OX OX ODC O OX O�C O O 0 O 0 #* z —— I m — — 1 CQ — —O —sNi rI — — — — ——————A—— w * x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 # a Q x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ey # — * ,--t x o I o 0 1 0 o I o 0 1 0 o I o o l 0 o I o 0 1 0 O 1 0 0 Ln* g q Ii # 0 0 0 o O o 0 o O o O o 0 0 0 0 0 0 # d# 0 0 O o 0 0 0 0 0 0 # y H N # N W x I x O O O O O O O O O I # fd it X # .-I I --i aH H I -1I -i 1-1 H H 14 # m O 1 # I I I I I 1 1 I 1 N# . ------ — — — — — — — I 1 1 •k \ F rn * y W # x o I 0 I o 1 •-1 O I o o I 0 o i c 0 o I � 0 0 0 o # •C I x pl # z* o o c .-+ 0 o <p .� o o H oH o H o .--4-Ir - 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E# �4 x rn rn o rn m m t CD > # o x y v* ul tD to t + ID w U t 3 w t1OD tD .--I I}.j OH `� * I x N I r'n I In I O 0 # ,q x rh tD o U x U rn N VI * # # I x I I I I i I I L g # N x In Ln .--1 OD .-i vl O .--I co x� a x N r -m rl I- p # 11 > O* N N N ' m t 0) N r1 x f -i o rl o ri o f -I *q w to * W -I H i H c # .-i 1-1 H •-i # I U* I 1 l I W t # r I O1 Ul 1 r-1 tD 1 Cr O 1 # O Om tD N V� O r * N VI lD .-1 m O x a N # * tD N O1 O W x rti o ID ID In f] fi t0 ID t0 H x W a x N N N N APPENDIX "D": UNNAMED STREAM "C-1"/LINE "C-1" APPENDIX "D.1": FEMA FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.BNo. 3067-0148 OVERVIEW $ CONCURRENCE FORM Expires September 30, 2002 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency,'500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW F1.The NFfP mappanels) affected for all impacted communities is (are): muni No. Community Name State Map No. Panel No. Effective Date —x: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Hams County TX 48201 C 0220G 09/28/90 4 060274 FONTANA, CITY OF CA 06071C 7911G 01/17/97 060270 SAN BERNARDINO COUNTY, UNINCORPERATED AREAS CA 06071C 7911G 01/17/97 2. Flooding Source: UNNAMED STREAM "C-1" 3. Project Name/Identifier: COYOTE CANYON SPECFIC PLAN 4. FEMA zone designations affected: A,X (choices: A, AH, A0, Al _A A99, AE, AR, V, V1 -V30, VE, B, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) ® Physical Change ❑ Improved Methodology/Data ❑ Regulatory Floodway Revision ❑ Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: [9 Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ® Channelization ❑ Levee/Floodwall ❑ Bridge/Culvert ❑ Dam ❑ Fill ❑ Other, Attach Description C. REVIEW FEE ;has the review fee for the appropriate request category been included? Please see the FEMA Web site at http://www.fema. D. SIGNATURE ® Yes Fee amount: $4000 D No, Aitach, Explanation for Fee Amounts and Exem All documents submitted in support of this request are correct to the best of my knowledge. i understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: ARICTORREYSON Company: AEI-CASC CONSULTING Mailing Address: Daytime Telephone No.: Fax No_: 5053 LAMART DRVIE, SUITE 205 (951) 342-7990 x 105 (951) 275-0159 RIVERSIDE, CA. 92507 E -Mail Address: atorreyson@aei-casc.com Signature of Re ster (required): Date: As the cor/munity official responBVr floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional Lequest.i3ased upon the community's review, we find the completed or proposed project meets oris designed to meet all of the community flooain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR e5.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. .ommunity Official's Name and Title: Telephone No.: r Community Name: Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifiers Name: ARIC TORREYSON License No.: 66068 Expiration Date: 06/30/08 Company Name: AEI-CASC CONSULTING Telephone No.: (951) 342-7990 x 105 Fax No.: (951)275-0159 Signature: V Date:XI L/ !/ Ensure the fbmis that are appropri k to your revision request are included in your submittal. Form Name and (Number) Required if... ® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam t ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B-No. 3067-0148 RIVERINE HYDROLOGY & HYDRAULICS FORM Expires September 30, 2005 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right comer of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM "C-1" Note: Fill out one form for each Flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) ihs leyised_(skip t_ o se�tioq,2) M� ®No existing analysis ❑ Alternative e odology (�0 ❑ Proposed Conditions (CLOMR) 2. Comparison of Representative 1% -Annual -Chance Discharges ❑ Improved data ® Changed physical condition of watershed Location Drainage Area (Sq. Mi.) FIS (cfs) Revised (cfs) SEE NOTE 3 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records ® Precipitation/Runoff Model ❑ Regional Regression Equations ❑ Other (please attach description) [TR -20, HEC -1, HEC -HMS etc.] Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en_modi.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. SEE NOTE 2 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes ® No If yes, then ill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. 1. Reach to be Revised Downstream Limit Upstream Limit 2. Hydraulic Method Used B. HYDRAULICS Description APPROXIMATELY 500' SOUTH OF NORTH PROJCT BOUNDARY APPROXIMATELY 300' NORTH OF NORTH PROJECT BOUNDARY Cross Section 2970 3405 Hydraulic Analysis HEC -RAS [HEC -2, HEC -RAS, Other (Attach description)] Water -Surface Elevations (ft.) Effective Proposed/Revised SEE NOTE 3 1730 SEE NOTE 3 1753 FEMA Form 81-89A, SEP 02 Rivprinp Hvrirnlnnv R Hvriranlir Fnrm ti. HYUKAULIt;S (C:UN 1INUt= 3. Pre -Submittal Review of Hydraulic Models FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK -2 and CHECK -RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded from http://www.fema.gov/plan/preventtfhm/frm_soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? ❑ Yes ® No 4. Models Submitted Duplicate Effective Model* Natural File Name: Floodway File Name: Corrected Effective Model* Natural File Name: Floodway File Name: Existing or Pre -Project Conditions Model Natural File Name: Line C1 Existing.PRJFloodway File Name: Revised or Post -Project Conditions Model Natural File Name: SEE NOTE 17 Floodway File Name: LineCl.wsw Other- (attach description) Natural File Name: Floodway File Name: *Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) — for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhmlen—modl.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2% -annual -chance floodplains and regulatory floodway (for detailed Zone AE, AO, and Al revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%- and 0.2%-2nnual-chance Floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? N/A ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? N/A ❑ Yes ❑ No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? ❑ Yes �UNo If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designationj unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT -2 Form 2 Instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes K No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT -2 Form 2 Instructions. PPMA Pnrm Ai -AAA Sr=P r19 Pivarina Hvriminnv 9 Hvrimiffir Fnrm MT_'> Fnrm 9 Panp 9 of 9 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0148 RIVERINE STRUCTURES FORM EzpiresSeprember30, Znos rAA EFRx1 10, RK RED UCT1, OWN' ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program, Please do not send your completed survey to the above address. Flooding Source: UNNAMED STREAM "C" Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below. Channelization ................complete Section B Bridge/Culvert ................. complete Section C Dam ...............................complete Section D Levee/Floodwall .............complete Section E Sediment Transport ........ complete Section F (if required) Description Of Structure 1. Name of Structure: LINE C Type (check one): ® Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section. 2. Name of Structure: Type (check one): ❑ Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam ❑ BridgelCulvert ❑ Levee/Floodwall ❑ Dam ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam NOTE: For more structures, attach additional pages as needed. C:EIMA Corm 81_89B SEP 02 R�vadne Structures Farm MT -2 co.m 3 Pace 1 of 10 B. CHANNELIZATION Flooding Source: UNNAMED STREAM "C" Name of Structure: LINE C 1. Accessory Structures The channelization includes (check one): ❑ Levees [Attach Section E (Levee/Floodwall)] ❑ Drop structures ❑ Superelevated sections N Transitions in cross sectional geometry ® Debris basin/detention basin ❑ Energy dissipator ❑ Other (Describe): 2. Drawing Checklist Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions_ 3. Hydraulic Considerations The channel was designed to carry 480 (cfs) and/or the 100 -year flood. The design elevation in the channel is based on (check one): ❑ Subcritical flow ❑ Critical flow N Supercritical flow ❑ Energy grade line If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. ❑ Inlet to channel ❑ Outlet of channel ❑ At Drop Structures ❑ At Transitions ❑ Other locations (specify): 4. Sediment Transport Considerations Was sediment transport considered? ❑ Yes ® No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): ❑ New bridge/culvert not modeled in the FIS ❑ Modified bridge/culvert previously modeled in the FIS ❑ New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): ❑ Dimensions (height, width, span, radius, length) ❑ Shape (culverts only) ❑ Material ❑ Beveling or Rounding ❑ Wing Wall Angle ❑ Skew Angle ❑ Distances Between Cross Sections 4. Sediment Transport Considerations ❑ Erosion Protection ❑ Low Chord Elevations – Upstream and Downstream ❑ Top of Road Elevations – Upstream and Downstream ❑ Structure Invert Elevations – Upstream and Downstream ❑ Stream Invert Elevations – Upstream and Downstream ❑ Cross -Section Locations Was sediment transport considered? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FEF."A Form, 8,1-823, SEP nn — Riverine Struciures Form MT -2 Form 3 Page 2 of 10 D. DAM Flooding Source: Name of Structure: 1. This request is for (check one): ❑ Existing dam ❑ New dam ❑ Modification of existing dam 2. The dam was designed by (check one): ❑ Federal agency ❑ State agency ❑ Local government agency ❑ Private organization Name of the agency or organization: 3. Does the project involve revised hydrology? ❑ Yes ❑ No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2). 4. Does the submittal include debris/sediment yield analysis? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why debris/sediment analysis was not considered. 5. Does the Base Flood Elevation behind the dam or downstream of the dam change? ❑ Yes ❑ No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below. Stillwater Elevation Behind the Dam FREQUENCY (% annual chance) FIS REVISED 10 -year (10%) 50 -year (2%) 100 -year (1%) 500 -year (0.2%) Normal Pool Elevation 6. Please attach a copy of the formal Operation and Maintenance Plan FEMA Form 81-89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 3 of 10 E. LEVEE/FLOODWALL 1. System Elements a. This Levee/Floodwall analysis is based on (check one): ❑ upgrading of an existing levee/floodwall system ❑ a newly constructed levee/floodwall system ❑ reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): ❑ earthen embankment, dike, berm, etc. Station to ❑ structural floodwall Station to ❑ Other (describe): Station to c. Structural Type (check one): ❑ monolithic cast -in place reinforced concrete ❑ reinforced concrete masonry block ❑ sheet piling ❑ Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? ❑ Yes ❑ No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 4. A layout detail for the embankment protection measures. Sheet Numbers: 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: 2. Freeboard a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout ❑ Yes ❑ No 3.5 feet or more at the upstream end ❑ Yes ❑ No 4.0 feet within 100 feet upstream of all structures and/or constrictions ❑ Yes ❑ No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). ❑ Yes ❑ No 2.0 feet above the 1 %-annual-chance stillwa ter surge elevation ❑ Yes ❑ No FEMA Form 81-89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 4 of 10 E. LEVEE/FLOODWALL (CONTINUED) 2. Freeboard (continued) Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations. If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice -jamming can affect the BFE? ❑ Yes ❑ No If Yes, provide ice -jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures a. Openings through the levee system (check one): ❑ exists ❑ does not exist If opening exists, list all closures: Channel Station Left or Right Bank Opening Type Highest Elevation for Type of Closure Device Opening Invert (Extend table on an added sheet as needed and reference) Note: Geotechnical and geologic data In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USACE] EM -1110-2-1906 Form 2086.) 4. Embankment Protection a. The maximum levee slope landside is: b. The maximum levee slope floodside is: c. The range of velocities along the levee during the base flood is: (min.) to (max.) d. Embankment material is protected by (describe what kind): e. Riprap Design Parameters (check one): ❑ Velocity ❑ Tractive stress Attach references Reach Sideslope Flow Depth Velocity Curve or Straight Stone Riprap Depth of Toedown Dloo D50 Thickness Sta to Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) FEMA Form 81-896, SEP 02 Riverine Structures Form MT -2 Form 3 Page 5 of 10 E. LEVEE/FLOODWALL (CONTINUED) 4. Embankment Protection (continued) f. Is a bedding/filter analysis and design attached? ❑ Yes ❑ No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction plans. 5. Embankment And Foundation Stability a. Identify locations and describe the basis for selection of critical location for analysis: ❑ Overall height: Sta. ; height ft. ❑ Limiting foundation soil strength: Sta. depth to strength 4 = degrees, c = psf slope: SS = (h) to (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.): C. Summary of stability analysis results: Case Loading Conditions Critical Safety Factor Criteria (Min.) I End of construction 1.3 It Sudden drawdown 1.0 III Critical flood stage 1.4 IV Steady seepage at Flood stage 1.4 VI Earthquake (Case 1) 1.0 (Reference: USACE EM -1110-2-1913 Table 6-1) d. Was a seepage analysis for the embankment performed? ❑ Yes ❑ No If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? ❑ Yes ❑ No f. Were uplift pressures at the embankment landside toe checked? ❑ Yes ❑ No g. Were seepage exit gradients checked for piping potential? ❑ Yes ❑ No h. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. FEMA Form 81-898, SEP 02 Riverine Structures Form MT -2 Form 3 Page 6 of 10 E. LEVEE/FLOODWALL (CONTINUED) 6. Floodwall And Foundation Stability a. Describe analysis submittal based on Code (check one): ❑ UBC (1988) or ❑ Other (specify): b. Stability analysis submitted provides for: ❑ Overturning ❑ Sliding If not, explain: c. Loading included in the analyses were: ❑ Lateral earth @ PA = psf; PP = psf ❑ Surcharge -Slope @ ❑ surface psf ❑ Wind @ PW = psf ❑ Seepage (Uplift); ❑ Earthquake @ Peq = %g ❑ 1% -annual -chance significant wave height: ft. ❑ 1% -annual -chance significant wave period: sec. d. Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Criteria (Min) Sta To Sta To Loading Condition Overturn Sliding Overturn Sliding Overturn Sliding Dead & Wind 1.5 1.5 Dead & Soil 1.5 1.5 Dead, Soil, Flood, & 1.5 1.5 Impact Dead, Soil, & Seismic 1.3 1.3 (Ref: FEMA 114 Sept 1986; USACE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Sustained Load (psf) Short Term Load (psf) Computed design maximum Maximum allowable f. Foundation scour protection ❑ is, ❑ is not provided. If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. FEMA Form 81-89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 7 of 10 E. LEVE EIFLUUUWALL GUN I INUtU 7. Settlement a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the established freeboard margin? ❑ Yes ❑ No b. The computed range of settlement is ft. to ft. c. Settlement of the levee crest is determined to be primarily from ❑ Foundation consolidation ❑ Embankment compression ❑ Other (Describe): d. Differential settlement of floodwalls ❑ has ❑ has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. 8. Interior Drainage a. Specify size of each interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b. Relationships Established Ponding elevation vs. storage ❑ Yes ❑ No Ponding elevation vs. gravity flow ❑ Yes ❑ No Differential head vs. gravity flow ❑ Yes ❑ No c. The river flow duration curve is enclosed: ❑ Yes ❑ No d. Specify the discharge capacity of the head pressure conduit: cfs e. Which flooding conditions were analyzed? • Gravity flow (Interior Watershed) ❑ Yes ❑ No • Common storm (River Watershed) ❑ Yes ❑ No Historical ponding probability ❑ Yes ❑ No • Coastal wave overtopping ❑ Yes ❑ No If No for any of the above, attach explanation. f. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. ❑ Yes ❑ No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. FEMA Form 81-896, SEP 02 Riverine Structures Form MT -2 Form 3 Page 8 of 10 E. LEVEE/FLOODWALL (CONTINUED) 8. Interior Drainage (continued) i. Will pumping plants be used for interior drainage? ❑ Yes ❑ No If Yes, include the number of pumping plants: For each pumping plant, list: Plant #1 Plant #2 The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning and Flooding? Will the operation be automatic? ❑ Yes ❑ No If the pumps are electric, are there backup power sources? ❑ Yes ❑ No (Reference: USACE EM -1110-2-3101, 3102, 3103, 3104, and 3105) Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction ❑ is ❑ is not a problem Hydrocompaction ❑ is ❑ is not a problem Heave differential movement due to soils of high shrink/swell ❑ is ❑ is not a problem b. For each of these problems, state the basic facts and corrective action taken: Attach supporting documentation c. If the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? ❑ Yes ❑ No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? ❑ Yes ❑ No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FEMA Form 81-896, SEP 02 Riverine Structures Form MT -2 Form 3 Page 9 of 10 t. LtVtt/t- LOUD WALL (UUN I INUtU 10. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations? ❑ Yes ❑ No C. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? ❑ Yes ❑ No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No If No, please attach supporting documentation. 12. Operations and Maintenance Plan Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. F. SEDIMENT TRANSPORT Flooding Source: Name of Structure: If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge: Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. FEMA Form 81-89B, SEP 02 Riverine Structures Form MT -2 Form 3 Page 10 of 10 APPENDIX "D.2": PRE-PROJECT (EXISTING) HEC-RAS ANALYSIS M ON O t U O O O O O T 0 N U 3 O U. (T m V V U) L m y U7 M m U) -0 U) m N U) m r y N to .- n b O H O � O co � O r- r U) (D f•') Q m N CO N N '7 30 N LL O O (D O U) m _ N m0) M q M C (D (D d' n U) T i N U a v o U) m n to N m m m m m co Q m m n m m m p (A r o r o N o n o O) o U) o W 17 > W O O M U WV _ V M M N � n n n n n r ll1 U., tom ' > to r sf r It n m n m n N n U °) > v (mD N m am V • W n V n V r (�7 n m n N r t� 0 0 0 0 0 0 IJJ d' OR OR r N 0 L tD d' CO ('! N N U r r r r n r r c m M m m Cl) m M Cl) M M m M n n n n n n m m m m m m CJ v CD 0 0 0 0 0 0 O O O O O O O ip. N N N VJ •~N X X X X X X W W W W W W R N >_ to (D o 0 0 0 v m `° o o rn m m I co I m co 1 N C M M C U C) C tt) W w W W W 111 m a) m m a) a) C C C C C C J J J J J J 81 0 W X � U W W W co co O r C Q O M C) O _N co O O N co N N T• o o r - C ,n N o v x � j � W u T Cl) U i C) c O O g J p U) C f0 � O C O O T J, C fB C3 N O U � v 0 0 N O (7 O O O (NO O CO � LO LOL T (4) UOlaenal3 W � U O C) c. i C7 cl, im r- r- += (D —i cn *R 0 1 0 'R 1 *,— 2 a (D w W W WCo W to < 0 O O0 C) O CN c, mm W C) C: co .0 ca U) O C) -P 0 0 C) LO CD Ln Cl) 0C) 0 C14 C) to 00 (D LO LO LO LO toti v (4) UOIIBAa[3 O i C7 i O O_ � O_ c 0I m`m C Ui m W iC7 W W � i•c iW � U 0 0 N T LO co O C C Q O � M O � O r O O O N O N N O) C p 'X M � 11 r � � a� c m J � C (Q EL Cl) 0 C C (0 U a� 0 O o U LO 0 o 0 O V N O aD cp n n n � n (u) UOIILAG13 i O O_ � O_ c 0I m`m C Ui m W iC7 W W � i•c iW � U 6 Or 0 C) m co LU w I w LO CD O LO M co q C) C=) N C) CD C14 -0 C) UJ II L D tII a. LO Cl) 0 co C) 0 0 C) LO t CD LO M O11, CD O N T C) C6 (D cn co CN co Cl) UOIJeAG13 O O N r UD M O c G Q M O to � r O CDr N CD N r• WN C O O' II O_ U c o N co C _ J � C ro d c O c (UU a� 0 OO U o LO M O O O OO M M M M Cl) N r (4) UOIjena13 O O O i C m i W W W S W � , U i 0 O ' C)� C C +� 07 �Y y J fn W i C m C Ui W W (D iW � iU 0 N N r 75 Q O O O N �t T d' c� O T CD C) 0 co N o N N T 0 O C o f rn •�( N W11 U � o c J � c �n (u M O a O O C C cu U m O i 7•. O U 0 LO 0 LD M 0 0 0 CO 'T N O OD c6 n ti n n n (U) uogenal3 C C +� 07 �Y y J fn W N U7 C m i W W iW � iU HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Coyote Canyon Project File : LINE C1 EXISTING FLOODPLAIN.prj Run Date and Time: 12/26/2006 10:34:40 AM Project in English units Project Description: Line C1 Existing PLAN DATA Plan Title: Line C1 Existing Plan File : q:\526181\Master_Drainage\LOMB\Line C\Calcs\HEC-RAS Export\Existing\LINE C1 EXISTING FLOODPLAIN.PO1 Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C1 EXISTING FLOODPLAIN.GO1 Flow Title 2 Flow Profiles Flow File q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE Cl EXISTING FLOODPLAIN.FO1 Plan Summary Information: Number of: Cross Sections = 6 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: 2 Flow Profiles 1 Flow File : q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C1 EXISTING FLOODPLAIN.F01 Flow Data (cfs) River Reach RS Existing 100 -yr Reach #1 Line C1 Existing3405 187.33 Boundary Conditions River Reach Profile Upstream Downstream Reach #1 Line C1 ExistingExisting 100 -yr Critical GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\526181\Master_Drainage\LOMR\Line C\Calcs\HEC-RAS Export\Existing\LINE C1 EXISTING FLOODPLAIN.GO1 CROSS SECTION RIVER: Reach #1 REACH: Line C1 Existing RS: 3405 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1762 1013.63 1761 1025.68 1760 1034.03 1759 1040.43 1758 1045.64 1757 1051.52 1756 1060.33 1755 1066.42 1754 1068.85 1753 1071.01 1752.7 1073.16 1753 1079.05 1753 1082.09 1752.4 1085.13 1753 1088.79 1754 1092.58 1755 1096.14 1756 1099.74 1757 1113.86 1758 1125.11 1759 1136.43 1760 1148.29 1761 1158.19 1762 Manning s n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1013.63 .035 1136.43 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1013.63 1136.43 87.09 96.91 108.86 .1 .3 CROSS SECTION OUTPUT Profile #Existing 100 -yr E.G. Elev (ft) 1754.95 Element Left OB Channel Right OB Vel Head (ft) 0.60 Wt. n -Val. 0.035 W.S. Elev (ft) 1754.35 Reach Len. (ft) 87.09 96.91 108.86 Crit W.S. (ft) 1754.35 Flow Area (sq ft) 30.19 E.G. Slope (ft/ft) 0.017834 Area (sq ft) 30.19 Q Total (cfs) 187.33 Flow (cfs) 187.33 Top Width (ft) 25.81 Top Width (ft) 25.81 Vel Total (ft/s) 6.20 Avg. Vel. (ft/s) 6.20 Max Chl Dpth (ft) 1.95 Hydr. Depth (ft) 1.17 Conv. Total (cfs) 1402.7 Conv. (cfs) 1402.7 Length Wtd. (ft) 96.91 Wetted Per. (ft) 26.38 Min Ch E1 (ft) 1752.40 Shear (lb/sq ft) 1.27 Alpha 1.00 Stream Power (lb/ft s) 7.91 Frctn Loss (ft) 1.71 Cum Volume (acre -ft) 0.00 0.31 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.01 0.30 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. 2 Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach 41 REACH: Line C1 Existing RS: 3305 INPUT Description: Station Elevation Data num= 27 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1761 1008.39 1760 1017.3 1759 1026.03 1758 1035.2 1757 1044.7 1756 1053.03 1755 1060.87 1754 1068.79 1753 1076.76 1752 1087.61 1751 1096.39 1750 1098.34 1749 1100.16 1748 1101.93 1747 1103.78 1746 1105.57 1745 1108.59 1744.8 1111.38 1745 1113.29 1746 1116.89 1747 1126.18 1748 1139.91 1749 1152.53 1750 1165.46 1751 1183.73 1752 1215.98 1753 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1068.79 .035 1183.73 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1068.79 1183.73 161.94 126.23 92.38 .1 .3 CROSS SECTION OUTPUT Profile #Existing 100 -yr E.G. Elev (ft) 1748.13 Element Left OB Channel Right OB Vel Head (ft) 0.72 Wt. n -Val. 0.035 W.S. Elev (ft) 1747.41 Reach Len. (ft) 161.94 126.23 92.38 Crit W.S. (ft) 1747.41 Flow Area (sq ft) 27.54 E.G, slope (ft/ft) 0.017360 Area (sq ft) 27.54 Q Total (cfs) 187.33 Flow (cfs) 187.33 Top Width (ft) 19.49 Top Width (ft) 19.49 Vel Total (ft/s) 6.80 Avg. Vel. (ft/s) 6.80 Max Ch1 Dpth (ft) 2.61 Hydr. Depth (ft) 1.41 Conv. Total (cfs) 1421.8 Conv. (cfs) 1421.8 Length Wtd. (ft) 126.23 Wetted Per. (ft) 20.53 Min Ch E1 (ft) 1744.80 Shear (lb/sq ft) 1.45 Alpha 1.00 Stream Power (lb/ft s) 9.89 Frctn Loss (ft) 2.45 Cum Volume (acre -ft) 0.00 0.24 0.00 C & E Loss (ft) 0.10 Cum SA (acres) 0.01 0.25 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: Line Cl Existing RS: 3180 INPUT Description: Station Elevation Data num= 20 Sta Elev Sta Elev Sta 1000 1746 1008.92 1745 1016.69 1045.42 1741 1102.32 1740 1104.54 Elev Sta Elev Sta Elev 1744 1024.67 1743 1033.51 1742 1739 1106.53 1738 1108.85 1737.8 3 1110.75 1738 1112.45 1739 1114.18 1740 1118.57 1741 1125.23 1742 1131.32 1743 1138.24 1744 1149.07 1745 1161.79 1746 1189.52 1747 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1000 .035 1161.79 .035 Bank Sta: Left Right Lengths: Left Channel Right 1000 1161.79 37.78 74.54 99.33 116.92 CROSS SECTION OUTPUT Profile #Existing 100 -yr E.G. Elev (ft) 1741.05 Element Vel Head (ft) 0.38 Wt. n -Val. W.S. Elev (ft) 1740.66 Reach Len. (ft) Crit W.S. (ft) 1740.66 Flow Area (sq ft) E.G. Slope (ft/ft) 0.021785 Area (sq ft) Q Total (cfs) 187.33 Flow (cfs) Top Width (ft) 52.58 Top Width (ft) Vel Total (ft/s) 4.96 Avg. Vel. (ft/s) Max Ch1 Dpth (ft) 2.86 Hydr. Depth (ft) Conv. Total (cfs) 1269.2 Conv. (cfs) Length Wtd. (ft) 99.33 Wetted Per. (ft) Min Ch E1 (ft) 1737.80 Shear (lb/sq ft) Alpha 1.00 Stream Power (lb/ft s) Frctn Loss (ft) 1.93 Cum Volume (acre -ft) C & E Loss (ft) 0.05 Cum SA (acres) Coeff Contr. Expan. .1 .3 Left OB Channel Right OB Left OB Channel Right OB 0.035 0.84 74.54 99.33 116.92 1734.23 37.78 44.91 52.10 55.85 Crit W.S. (ft) 37.78 Flow Area (sq ft) 25.49 187.33 0.017366 Area (sq ft) 52.58 Q Total (cfs) 187.33 4.96 187.33 Top Width (ft) 0.72 Top Width (ft) 15.34 1269.2 53.67 0.96 4.75 0.00 0.15 0.00 0.01 0.14 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: Line C1 Existing RS: 3080 INPUT Description: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1742 1010.45 1741 1020.97 1740 1031.56 1739 1040.36 1738 1048.13 1737 1056.24 1736 1067.64 1735 1079.1 1735 1107.08 1735 1111.65 1734 1112.28 1733 1112.91 1732 1116.2 1731.7 1119.76 1732 1123.28 1733 1125.07 1734 1128.81 1735 1138.67 1736 1153.68 1737 1178.19 1738 1253.58 1738 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1040.36 .035 1178.19 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1040.36 1178.19 44.91 52.1 55.85 .1 .3 CROSS SECTION OUTPUT Profile #Existing 100 -yr E.G. Elev (ft) 1735.07 Element Left OB Channel Right OB Vel Head (ft) 0.84 Wt. n -Val. 0.035 W.S. Elev (ft) 1734.23 Reach Len. (ft) 44.91 52.10 55.85 Crit W.S. (ft) 1734.23 Flow Area (sq ft) 25.49 E.G. Slope (ft/ft) 0.017366 Area (sq ft) 25.49 Q Total (cfs) 187.33 Flow (cfs) 187.33 Top Width (ft) 15.34 Top Width (ft) 15.34 0 Vel Total (ft/s) 7.35 Avg. Vel. (ft/s) 7.35 Max Ch1 Dpth (ft) 2.53 Hydr. Depth (ft) 1.66 Conv. Total (cfs) 1421.5 Conv. (cfs) 1421.5 Length Wtd. (ft) 52.10 Wetted Per. (ft) 16.93 Min Ch E1 (ft) 1731.70 Shear (lb/sq ft) 1.63 Alpha 1.00 Stream Power (lb/ft s) 12.00 Frctn Loss (ft) 0.95 Cum Volume (acre -ft) 0.00 0.08 0.00 C & E Loss (ft) 0.03 Cum SA (acres) 0.01 0.06 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: Line Cl Existing RS: 3030 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1738 1010.56 1737 1021.23 1736 1029.97 1735 1038.54 1734 1048.16 1733 1096.35 1732 1103.98 1731 1104.92 1730 1105.91 1729 1108.34 1728.2 1111.1 1729 1111.76 1730 1112.55 1731 1117.54 1732 1133.43 1733 1156.91 1734 1198.3 1734 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1038.54 .035 1156.91 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1038.54 1156.91 64.42 58.09 70.91 .1 .3 CROSS SECTION OUTPUT Profile #Existing 100 -yr E.G. Elev (ft) 1732.56 Element Left OB Channel Right OB Vel Head (ft) 0.75 Wt. n -Val. 0.035 W.S. Elev (ft) 1731.81 Reach Len. (ft) 64.42 58.09 70.91 Crit W.S. (ft) 1731.81 Flow Area (sq ft) 26.95 E.G. Slope (ft/ft) 0.019337 Area (sq ft) 26.95 Q Total (cfs) 187.33 Flow (cfs) 187.33 Top Width (ft) 18.84 Top Width (ft) 18.84 Vel Total (ft/s) 6.95 Avg. Vel. (ft/s) 6.95 Max Ch1 Dpth (ft) 3.61 Hydr. Depth (ft) 1.43 Conv. Total (cfs) 1347.1 Conv. (cfs) 1347.1 Length Wtd. (ft) 58.23 Wetted Per. (ft) 21.09 Min Ch El (ft) 1728.20 Shear (lb/sq ft) 1.54 Alpha 1.00 Stream Power (lb/ft s) 10.73 Frctn Loss (ft) 1.02 Cum Volume (acre -ft) 0.00 0.04 0.00 C & E Loss (ft) 0.13 Cum SA (acres) 0.01 0.04 0.01 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer. The program defaulted to critical depth. 5 CROSS SECTION RIVER: Reach #1 REACH: Line Cl Existing RS: 2970 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta 1000 1736 1011.8 1735 1033.39 1733 1044.09 1071.25 1729 1085.23 1729 1099.81 1729 1104.22 1119.59 1728 1121.01 1727 1122.38 1726 1126.56 1129.54 1728 1131.57 1729 1211.02 1730 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .035 1085.23 .035 1131.57 .035 Bank Sta: Left Right Coeff Contr. Expan. 1085.23 1131.57 .1 .3 CROSS SECTION OUTPUT Profile #Existing 100 -yr E.G. Elev (ft) 1729.52 Element Vel Head (ft) 0.33 Wt. n -Val. W.S. Elev (ft) 1729.19 Reach Len. (ft) Crit W.S. (ft) 1729.19 Flow Area (sq ft) E.G. Slope (ft/ft) 0.015986 Area (sq ft) Q Total (cfs) 187.33 Flow (cfs) Top Width (ft) 77.55 Top Width (ft) Vel Total (ft/s) 4.35 Avg. Vel. (ft/s) Max Ch1 Dpth (ft) 3.19 Hydr. Depth (ft) Conv. Total (cfs) 1481.6 Conv. (cfs) Length Wtd. (ft) Wetted Per. (ft) Min Ch E1 (ft) 1726.00 Shear (lb/sq ft) Alpha 1.12 Stream Power (lb/ft s) Frctn Loss (ft) Cum Volume (acre -ft) C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Reach #1 SUMMARY OF REACH LENGTHS River: Reach #1 Reach River Sta. nl n2 n3 Line C1 Existing 3405 Existing 3305 Line C1 Existing 3305 Line C1 Line C1 Existing 3180 Existing 3030 Line Cl Existing 3080 15.98 47.88 Line C1 Existing 3030 0.31 3.77 Line C1 Existing 2970 SUMMARY OF REACH LENGTHS River: Reach #1 Elev Sta Elev 1732 1060.87 1730 1729 1110.09 1729 1726 1128.11 1727 035 Reach River Sta Line Cl Existing 3405 Line C1 Existing 3305 Line C1 Existing 3180 Line C1 Existing 3080 Line C1 Existing 3030 Line C1 Existing 2970 Elev Sta Elev 1732 1060.87 1730 1729 1110.09 1729 1726 1128.11 1727 035 .035 .035 035 .035 .035 035 .035 .035 035 .035 .035 035 .035 .035 035 .035 .035 Left Channel Right 87.09 96.91 108.86 161.94 126.23 92.38 74.54 99.33 116.92 44.91 52.1 55.85 64.42 58.09 70.91 Left OB Channel Right OB 0.035 0.035 0.035 2.87 38.77 1.46 2.87 38.77 1.46 4.91 180.78 1.64 15.97 46.34 15.24 1.71 4.66 1.12 0.18 0.84 0.10 38.8 1429.8 13.0 15.98 47.88 15.24 0.18 0.81 0.10 0.31 3.77 0.11 2 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 Reach River Sta. Contr. Expan. Line Cl Existing 3405 .1 .3 Line Cl Existing 3305 .1 .3 Line Cl Existing 3180 .1 .3 Line Cl Existing 3080 .1 .3 Line Cl Existing 3030 .1 .3 Line Cl Existing 2970 .1 .3 APPENDIX "D.3": POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR LINE "C-1" T1 52637 COYOTE CANYON 1649.840 0 .013 T2 WSPG RUN FOR LINE Cl T3 FN: LINECI.WSW 0 .013 SO 1035.3601646.310 1 9.183 R 1073.360164'9.050 3 R 1087.7801649.540 3 .000 R 1102.1601650.030 3 JX 1105.1601650.130 3 2 R 1127.9101650.910 3 JX 1130.9101651.010 3 4 R 1497.6701663.570 3 90.0 R 1502.3301663.720 3 R 1943.6201677.930 3 .000 R 1948.2901678.100 3 R 2134.6301687.450 3 1 R 2205.3201691.000 3 R 2371.9501692.660 3 .013 R 2376.6101692.710 3 .000 R 2530.9501694.960 5 R 2565.4701695.470 5 .000 TS 2580.4701695.692 8 R 2596.6301695.920 8 0 WF, 2596.6301695.920 7 R 2603.1301696.000 7 .013 SH 2603.1301696.000 7 .000 CD 1 4 1 .000 .013 6.500 CD 2 4 1 .000 .000 2.000 CD 3 4 1 .000 6.500 CD 4 4 1 .000 .000 2.000 CD 5 4 1 .000 6.500 CD 6 2 0 .000 7.000 CD 7 2 0 .000 10.000 .000 CD 8 3 0 .000 .250 7.000 Q 476.400 .0 1649.840 .013 .000 .000 0 .013 9.183 .000 0 .013 .000 .000 0 .013 10.600 1653.190 45.0 .000 .013 .000 .000 0 .013 4.300 1654.020 90.0 .000 .013 .000 .000 0 .013 .000 .000 1 .013 .000 .000 0 .013 .000 .000 1 .013 .000 .000 0 .013 -90.006 .000 0 .013 .000 .000 0 .013 .000 .000 1 .013 .000 .000 0 .013 21.976 .000 0 .014 .000 .014 .000 .250 .015 .000 1696.000 .000 .000 .000 :00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 7.000 .000 .000 .00 13.000 1.000 1.000 .00 7.000 .000 .000 .00 # a 4# 0 0 0 0 0 0 0 0 0 In * -H U t 4.3 °P' w w w w a w a w a w a w a w a In m # N O p# �# .--I a H .H a H •H a H H—H—H—H—.-1—H—ci—H—H—H—.--I—H t z a F* l a I a I a l a I a I a l a I a l a a m # ------ — — — — — — a * # 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 O O O O O O O O O O O O O O o O O O * * I I I I EH # 1 # I I I I o l 0 0 1 0 0 1 0 0 1 0 0 l o 0 1 0 0 1 0 0 l o o l o O In # g q rl # 0 O O O O O O O O O O 0 O O O O O O O O O # to # O O O O O O O # N H Cn ry t to t I # c0 S -i SS * H # m O 7 I 01 # F 1J t [y I # t O I O 1 O I O I O I O 1 O 1 O I O O M O m O M0 m O m O m O m O Ln M H O Itl M H * 01 z * t!1 .--I In ci lIl r -f tl-1 s--1 O 171 .-I O in H O 171 r-1 p p O J.J t N -ri t lD O O O lD I I I I * a I t I I I I I s F 4 Q* O In O In O m O m O O m O O N O r N y y # In �D fn to N L� N In to N to In N 1n # O `� # 1D N kO N W m 10 m l0 k.0 M 1D lD M �O M # -1 $ O t I 1 1 * [y I z# I I I 1 I 1 # Id # O In In H M t U N # 01 c>• 01 m 01 ci 01 1-1 O1 H in H u7 In M N m H .�+ M m m # •ri N O * to to In m M M 171 M In In M to 171 # $-1 Q !4 I mI H I m I m O I O I r N O I m O I M N O I r N O t N 'J L* O p r -I O p N In W H O O M O V' M O O N O O Z # a •--I Q* m M u m M M E Uj # I UI In r ri W m r rn W H o -i In o rn v w * m N . -I o H <r �o a H H N r a1 H N a* N H * 01 `C3 [u .`✓: # M N i4 # to lD lD 1O l0 lD W lD tD tD W H r W tD W H z U p [y # I # I I 1 — 1 — l 1 I 1 I H N * — ----- * I N# lD — I N — m — I U1 — O — M r I N I In •-1 I m m I M I N NI VI N w U O# M r O C m N h N r- r N m N r M M O 0 M M D M Qi * m M M O N M O N M O N M O N O M O N O t N N # Jl O V' O N HvD # cnt I I I I I (q # 1 # 1 I 1 1 U— #1 m I to I M r 1 �O 'D I O o 1 H u1 I I z W* t a H h w 'D g a)a) w s o o Co In m m w rn m > W # M M N N N N N N N 1 1 I I I * I * 1 1 1 1 a o * ------ * t o — 1 — 0 — l — 0 — — 1 0 — 1 0 l o f o f 07 o d f t # M m M M m r r <r 3 b U m H H H m o m m r r rt z W * Cl G4 # m 0) rn m U } H [n # 10 a 3 * # U x * ------ O U# I # M — I — m — I — O — I — m — 1 — 1D — 1 N I w I to I m I G] * # m m m h kD O m m M m Q O I-7 # 1J N # m O N N M M a In io # '} W # D u1 w In kO Ln �O Ln 0 In lD In �D \D 1D a U r a W t I * 1 I I 1 I I I — M m # ------ Cp 3 # # m — I r I — O — I M — i 1 N I 1 In m �D ry t ,r' * co o m m cn m M r N r- r N N N N to * a E * H M N M M M M M M M M In M # # t I t 1 I 1 1 1 I I —O I 1 # — # * I # IU # O H I H H M I H O to 1 O O V' 1 .-1 O1 M O M I M O .--i I H I N O r 1 N # 4J a# m N m N O CI In C' Cl M •-1 CI Cl m O to N m # F -I > O t r r m O Ol M O O M m O M O O M M .-f M O M O N t N Ul * > .4 r-1 t w * lD C O �O C' O 61 .0 C� In O N to O in 1D w `7, * F•i w * lD kD lD tD lD w 1D w .H .-I H 1 1 t I 1 O t I U# I I I I —O I m—m 111 —O 1 0—O 1 0—O I Gi—O 1 0—O a.—O 1 0—O 1 0 ID # w N m r w N m m D H Ul w to r H Ol F to f4 01 w r r �D ID H # O* M N In r M h M H •-1 * Ji H# to r N O M 4 r C' N F In N r F O ID r V� w a * f6 * tJ W# * M O 'P O M r O --I m O rl O U O N N U m W m w NIn o O O O O O O O O a m w w w w w w w w W �; 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O) H # a) 'b x' * •41 In to to to •) O O O O O Cl O O O * W C7 * r r r r r n r n 0 tk * 1 * I I I I I I 1 H N U] * — I O# IN m 1 v 0 I n m I O r 1 0 r 1 ''r I m I W H U * •O * In OO d1 m O r ID 'lld1 IVN O N Q * H ro O O O 4 04 N a) 4 O O O ri O >. 5 * Ul # H Ul * I # I I I I 1 I 1 1 Ix # # of I m I 'T I 01 I N I N I Ot M t of 0) E * m %D rn m M m � .In -I * 1 * I I I 1 I 1 1 a I V) # I —O 1 O I O I O I O I O I O I — O I Cl) N U b) # Ul * O t0 ko ko to lD l0 lD ro z [=•1 * a t>t # n r n n n r r n x O U H M ro a 3 * * Ua * ------ — — — — — — — — — — — — — — — 0 U* 1 * 0) 1 r 1 H I t0 1 N 1 w I n I N I w r�+ * * a co n D1 N Co N N M t3) p# o > a* * o 0 o t n ri to to S4 O a * ro '-1 * O 0 O O Cl CD O O a U * 3 W * r r n n n r r r m Ul w 3 k — * I * ON I W I W — I to I O I w I ID I to I N * •C k N M O N m w O N In * L * OH C r O W m * aE * • * d 44 * In to 1n 11.1 co � Ol Ol * * # I * O 1 m I M I O I N I O I O 1 O 1 * U) # ID CD v CO to OD r 0) H N N m O * N O ,� r-1 v, H .-i rn * N N ri * d, O to O N O to fi to O to w In O tD 3 * ri Ul k Ol of of 0) O m of U 0) of * W * to ID tD w to toto t0 ri # H H H r -I ri H U * I U* I I I I ) 1 I I Z # I * O 1 0 O 1 w w I C O I P' O 1 0 O I O 1 OO 1 In N r m to c-1 r E r w m W en o m H * O # 0) O m N N N -0 Ul CI H to to to .-I * r * .0 Ill H* o l0 lD ri W r to U] O ID to a tD tD M [xj a * z # L w* \ * M In M In N to In to In W In H O1 In a 0) •Cto 0 tD H * Ul .] * N N N N N N •S N N P4 # * E APPENDIX "D.4": LINE "C" AS -BUILT PLAN & PROFILE Z's STORM DRAIN IMPROVEMENT NOTES 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD PLANS. THE CONTRACT PROVISIONS AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ('GREEN BOOK'). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE THE LATEST EDITION UNLESS OTHERWISE NOTED. 2. WHEN A TECHNICAL CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CANNOT BE RESOLVED BY REFERENCE TO PRECEDENCE PROVISIONS IN THE "GREEN BOOK', THE CONTRACTOR SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION. 3. ALL MATERIALS AND METHODS ARE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER. 4. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE ONE WEEK PRIOR TO IMPLEMENTING DETOURS, 5. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA COMMUNITY DEVELOPMENT DEPARTMENT, ENGINEERING DIVISION PRIOR TO THE START OF ANY WORK. INSPECTION COORDINATION SHALL BE REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO THE START OF ANY WORK IN PUBLIC RIGHT-OF-WAY WITHIN THE CITY LIMITS. CALL (908) 350-7610. 6. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POUCTES, METHODS AND PROCEDURES DESCRIBED IN THE STATE OF CAUFORNIA MANUAL OF TRAFFIC CONTROLS, LATEST NON -METRIC EDITION UNLESS OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. 7. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN BARRICADES, DEUNEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL TIMES. S. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR TRENCHES 5 FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. 9. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE GUARDED BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO THE REQUIREMENTS OF THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA. TRENCHES LESS THAN FIVE(5)FEET SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. 10, NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUSUC RIGHT OF WAY WITHOUT OBTAINING A SEPARATE PERMIT FOR THAT PURPOSE. 11. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION, HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THE FIELD, THE TRUE LOCATION AND ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT AT 1-800-227-2600 TWO WORKING DAYS BEFORE EXCAVATION. 12. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT LIMITED TO, GAS, TELEPHONE, ELECTRIC, CABLE TELEVISION. LANDSCAPING, LANDSCAPE, IRRIGATION, DOMESTIC WATER, RECLAIMED WATER, SEWER. STORM DRAIN, FLOOD CONTROL AND CALTRANS. ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS NOTICE PRIOR TO WORK AROUND THOR FACILITIES 13. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAN VALVES WITHOUT APPROPRIATE AGENCY AUTHORIZATION. CONTRACTOR SHALL COORDINATE VATH THEAPPROPRIATE WATER COMPANY FOR VALVE OPERATION AND WATER REQUIREMENTS. IC STATIONING REFERS TO THE CENTERLINE OF STORM DRAIN EXCEPT WHERE OTHERWISE NOTED. 15. ADEQUATE CONSTRUCTION CONTROL STAKES SHALL BE SET BY THE ENGINEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN GRADES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PRESERVATION OF BENCHMARKS AND CONSTRUCTION CONTROL STAKING DURING CONSTRUCTION. 16. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR BENCH MARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER. 17. REMOVAL AND REPLACEMENT OF EXISTING SURVEYCONTROLJ INCLUDING SURVEY MONUMENTS. MONUMENT TIES AND BENCH MARKS, SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER MONUMENTS CAN BE ESTABLISHED ONE WEEK PRIOR TO CONSTRUCTION 50 THAT TIES TOM E I FOR LATER REPLACEMENT OF THE MONUMENT. 18, THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTANED AT ALL TIMES IN THE CONSTRUCTION AREA FOR RESIDENTS AND EMERGENCY VEHICLES. 19. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL, INCLUDING ADEQUATE WATERING, AT ALL TIMES. 20. THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL MUD. SILT OR DEBRIS TO BE DEPOSITED ONTO PUSUC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL 21. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY INSPECTOR. 22.A GEOTECHNICAL ENGINEER SHALL CERTIFY ALL BACKFILL COMPACTION. FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS OBTAINED. e 23. DARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES. AND SEDATES FROM UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE GTY ENGINEER MAY REQUIRE TEMPORARY NON-ERODEABLE SWALES ENTERING OR LEAVING IMPROVEMENTS. 24, ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH n TO MATCH EXISTING CONCRETE. 25. NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY WITHOUT PRIOR APPROVAL OT HE CITY ENGINEER. c E T1£ BASIS OF BEARNG 18 BASED ON TFE WESTHtY I BM A 91BDN" OF A p E LTE OF THE NORTHEAST QUARTE{ OP SECTION 28, �� OF THE BOUD�l4T v4 b �' TOWMW 1 NORTH, RANGE 6 WEST 119101. A8 OF SECTION A TOWNSHIP 1 NORRl T� ON FINAL TRACT MAP NO. 13,7K HIED N BOOK 250. RAHOE 6 WEST BAN BBRNAIDNO E] AT PACES 48 THRM13H 66, NCIIBNE, N THE mERDM COUNTY OF SAN OF THE COUNTT' RLQ OF SAN BFiY4AfO1:M . B�DRE m°Ys D�'ECG� YOU DIG YOU DIG TOL FRT:[ - 1-800-227-2600 A PIIM.IC SERVICE BY IAfOERfiROl91D SERVICE ALERT RENON DESaWTON CITY OF FONTANA STORM DRAiN IMPROVEMENT PLATS COYOTE CANYON LINE ACO LEGE RCP REINFORCED CONCRETE PIPE _ - ll 0 C/L OR CL. CFNIERUNE FoRNIA ED _ CFS ENTERLINE PER SECOND VIE !may - DIP DUCTILE IRON PIPE Q r I APWA AMERICAN PUBLIC WORKS ASSOCIATION INV INVERr INT INTERSECTION PA PROPERY LINE m i PUE PUBLIC UTILITY EASEMENT 1 PVC POLY VINYL CHLORIDE r 1p ELEV ELEVATION R/W RIGHT OF WAY I S SEWER UNE n4._.7 STA STATION a ' ST. STA STREET STATION „ SO STORM DRAIN UNE n • _ ' I I SID. STANDARD no a1s a' i EC END OF CURVE SC BEGINNING OF CURVE PRC POINT OF REVERSE CURVATURE P.E. PAD ELEVAPON Joe n M.H. MANHOLE BOT. BOTTOM 1a I B. In/571 TIC TOP OF OF v BREAK Z�l 6A cec 2 PROP. PROPOSED as i t e.0 1w r ` >~ I I EXIST. EXISTING n 1w ,w 'cQ I W WATER LINE w '> I WS WATER SURFACE 10 v I I `450.00) INDICATES EXIS77NG COND177ON v u a n sa 450,,INDICATES PROPOSED CONDITION n Hr Et LIFC•� m MUD !►♦ ©� qpr ttSOI 4 w, r rr�ra� F� '�<C ►r �Rri?IM ,e11 1 4 .I _ L d ( UIL17Y PURVEYORS WATER WEST VALLEY WATER DISTRICT 32. UPON COMPLETION OF CONSTRUCTION,CONTRACTOR SHALL RESTORE ALL SIGNING, 855 W. BASELINE SHEET INDEX RIALTO CA 92.377, DETAILS AND DIMENSIONS SHOWN ON THE PLANS, WNL EQUAL THE ESTIMATED QUANTITIES. ATTENTION: LON TSAI OF THE CITY TRAFFIC ENGINEER. TELEPHONE (909) 875-1804 SEWER CITY OF FONTANA CONVENIENCE OF THE OWNER, THE CONTRACTOR SHALL MAKE HIS OWN DETERMINATION AND BE RESPONSIBLE FOR HIS OWN CONSTRUC71ON M MTITIES BEFORE SUBMITTING A 8353 SIERRA AVENUE FONTANA, CA 92335 CONSTRUCTION NOTES ATTENTION: BRIAN WREN NOT SPECIFICALLY LISTED IN THE ESTIMATE OF QUANTITIES SHALL BE CONSIDERED AS INCLUDED IN THE OTHER ITEMS OF WORK. TELEPHONE' (909) 350-6632 GAS THE GAS COMPANY BEEN PLACED, INSPECTED AND APPROVED. 16231 VALLEY BOULEVARD STA, 10+00.00 TO STA 17+00.00 FONTANA, CA 92335 PER SECOND. THE CONCRETE DESIGN STRENGHT IN THESE VELOCITIES EXCEEDING 20 FEET PER SECOND AND FC - 6,000 PSI FOR VELOCITIES EXCEEDING 30 FEET ATTENTION: STEVE ROBLES UNE 'C-5' PLAN AND PROFILE TELEPHONE (909) 428-8407 TELEPHONE VERIZON UNE "C-6; PLAN AND PROFILE 16071 MOJAVE DRIVE BLDG. B m WCTORWUE, CA 92392 ATTENTION FRANK ANGUSTAIN TELEPHONE (760) 245-0330 ELECTRIC SOUTHERN CALIFORNIA LDISON COMPANY 800 W. CIENEGA AVENUE ,NOTES NOTE: SAN DIMAS, CA 91773 LINE 'C-7' PROFILE ATTENTION. JE'F BURT 5 TELEPHONE (909) 592-3737 CABLE ADELPHIA COMMUNICATIONS STA. 24+08.30 TO STA, 30+51.80 1500 S. AUTO .CENTER DRIVE ONTARIO, CA 91761 3. CLASS 1I AGGREGA7E BASE ALL TO CAL-OSR4 REQUIREMENTS. ATTENTION: LEWiS MCDONALD STA, 10+00.00 TO STA. 13+04.82 TELEPHONE (909) 975-3343 RROOAAD N CANYON SITE LOCATION 1h (7AP� RLQ CREEK D(IN m CANYON RN I MAP N.T.Y. 3/4:1 SLOPE OR FLATTER OR ADEQUATE SHORING GRANULAR BEDDING FROM SELECTED TRENCH SIDE MATERIAL 95X 26. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, THE 31, ALL MANHOLES,CLEANOUT FRAMES,COVERS AND VALVE BOXES SHALL BE RAISED TO STRUCTURE FINISHING GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. 17 UNE 'C" CHANNEL DETAILS THE ESTIMATED QUANTITY FOR EACH SPECIFIC f1EM OF THE WORK DESIGNATED ON THE AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY OF APPROVAL OF 32. UPON COMPLETION OF CONSTRUCTION,CONTRACTOR SHALL RESTORE ALL SIGNING, (1 MAX slzE) SHEET INDEX STRIPING, BARRICADES,AND 07HER TRAFFIC CONTROL DEVICES TO THE SATISFACTION 16-28 STANDARD PLANS DETAILS AND DIMENSIONS SHOWN ON THE PLANS, WNL EQUAL THE ESTIMATED QUANTITIES. ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS OF THE CITY TRAFFIC ENGINEER. 1 TIRE SHEET/VICINITY MAP,40DEX MAP 33. AS BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD,WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. CONVENIENCE OF THE OWNER, THE CONTRACTOR SHALL MAKE HIS OWN DETERMINATION AND BE RESPONSIBLE FOR HIS OWN CONSTRUC71ON M MTITIES BEFORE SUBMITTING A IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL 2 CONSTRUCTION NOTES STORM GRAIN NOT SPECIFICALLY LISTED IN THE ESTIMATE OF QUANTITIES SHALL BE CONSIDERED AS INCLUDED IN THE OTHER ITEMS OF WORK. 3 LINE 'C', PLAN AND PROFILE z BEEN PLACED, INSPECTED AND APPROVED. PROVIDE A MINIMUM OF 1-1/2" OVER THE REINFORCING WHEN THE DESIGN VELOCITIES EXCEED 20 FEET REACHES SHALL BE FC n 5,000 PSI FOR STA, 10+00.00 TO STA 17+00.00 GRANULAR BEDDING FROM SELECTED 2 PER SECOND. THE CONCRETE DESIGN STRENGHT IN THESE VELOCITIES EXCEEDING 20 FEET PER SECOND AND FC - 6,000 PSI FOR VELOCITIES EXCEEDING 30 FEET CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY UNE 'C-5' PLAN AND PROFILE • TRENCH MATERIAL FOR TRENCH - 03 W PRIOR TO PLACEMENT. UNE "C-6; PLAN AND PROFILE DEPTH GREATER THAN 10', m USE 1/2 CRUSHED ROCK. 4 LINE "C' PLAN AND PROFILE - STA. 17+00.00 TO STA. 24+06.30 ,NOTES NOTE: LINE 'C-7' PROFILE 1. TRENCH WIDTH SHALL BE CONTROLLED TO TOP OF PIPE ZONE COMPACTION SHALL BE 90.5 IN ALL 5 LINE 'C' PLAN AND PROFILE 2. TRENCH DEPTHS OF GREATER THAN 5' ZONES UNLESS OTHERWISE SPECIFIED. STA. 24+08.30 TO STA, 30+51.80 SHAH HAVE ADEQUATE SHORING. TRENCH STABILITY SHALL CONFORM LINE 'C-8" 3. CLASS 1I AGGREGA7E BASE ALL TO CAL-OSR4 REQUIREMENTS. STA, 10+00.00 TO STA. 13+04.82 TRENCHES LESS THAN 10' IN LENG)H. 6 UNE 'C-1' PLAN AND PROFILE TRENCH BEDDING D€TAIL STA. 10+00.00 TO STA. 17+00.00 LAT "C -1A" PLAN AND PROFILE N.T.S. LAT C -IB" PLAN AND PROFILE 7 UNE C-1' PLAN AND PROFILE STA 17+00.00 TO STA 25+80.37 8 LINE "C-3' PLAN AND PROFILE CP "C -3A' PLAN AND PROFILE CP 'C-38' PLAN AND PROFILE 9 LAT "C -3C" PLAN AND PROFILE PROFILE "C -3D' PLAN E- PLAN AN ENGINEER'S NOTICE TO CONTRACTORS 9A PROFILE SHEET THE EXISTENCE AND LOCATION OF ANY UNDERGROUND OR OVERHEAD UTILITIES OR 10 DEBRIS BASIN 'C' STRUCTURES SHOWN ON THESE PLANS ARE APPROXIMATE. THE ENGINEER ASSUMES NO LM61UTY AS TO EXACT 0 OF SAID ES FOR ES OR THE LN N UI! NCR UO Rl J7 IN "C- "PLAN AND PROFILE LINE 2 ARE IRRICAl10N ONES WHOSE LOCATION AR£ NOT SHOWN. THE CONTRACTOR SHALL 1 9f TA. 1 +00.00 TO STA. 4+ ,20 S 0 BE RESPONSIBLE FOR NOTIFYING ALL UTILITY AND IRRIGATION COMPANIES PRIOR TO 12 UNE 'C -B' PLAN AND PROFILE WORK TO ACCURATELY IDENTIFY THESE LOCATIONS, WHETHER OR NOT SHOWN HEREON, WATER QUALITY LINE 'C' PLAN AND AND IS RE$PONSIBLE FOR ANY DAMAGE OR PROTECTION OF THESE LINES. PHASED PROFILE UTILITY RELOCATIONS MAY BE NECESSARY AND SHALL BE THE CONTRACTOR'S WATER QUALITY LINE 'C-1' PLAN AND RESPONSIBILITY To CLOSELY COORDINATE HIS ACTIVITIES WITH THOSE OF ALL UTILITY PROFILE COMPANIES. THE CONTRACTOR SHALL CALL IN A LOCATION REQUEST TO UNDERGROUND 13 LINE 'D' PLAN AND PROFILE SERVICE ALERT (U.SA) PHONE 1-800-227-2600 TWO (2) WORKING DAYS PRIOR TO STA. 10+00.00 TO STA 12+40,22 DIGGING. NO CONSTRUCTION PERMIT ISSUED BY PUBLIC WORKS DEPARTMENT SHALL BE 14-16 DEBRIS BASIN "C' OUTLET VAUD 114VOLWNG UNDERGROUND FACILITIES UNLESS THE APPLICANT HAS AN INQUIRY IDENTIFICATION NUMBER ISSUED BY U.S.A 26. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, THE 31, ALL MANHOLES,CLEANOUT FRAMES,COVERS AND VALVE BOXES SHALL BE RAISED TO STRUCTURE FINISHING GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. 17 UNE 'C" CHANNEL DETAILS THE ESTIMATED QUANTITY FOR EACH SPECIFIC f1EM OF THE WORK DESIGNATED ON THE AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY OF APPROVAL OF 32. UPON COMPLETION OF CONSTRUCTION,CONTRACTOR SHALL RESTORE ALL SIGNING, PLANS SHALL BE CONSIDERED AS APPROXIMATE ONLY AND NO GUARANTEE IS M40E THAT THE OLW4TMES WHICH CAN BE DETERMINED BY COMPUTATIONS, BASED ON THE CONNECTIONS EXISTING FACILITIES DOES NOT IMPLY CORRECTNESS OF STRIPING, BARRICADES,AND 07HER TRAFFIC CONTROL DEVICES TO THE SATISFACTION 16-28 STANDARD PLANS DETAILS AND DIMENSIONS SHOWN ON THE PLANS, WNL EQUAL THE ESTIMATED QUANTITIES. ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS OF THE CITY TRAFFIC ENGINEER. THE ESTIMATE OF QUANTITIES IS PROVIDED BY THE ENGINEER ONLY FOR THE 27. IF EXISTING UTILITIES OR ANY OTHER FACILITES CONFLICT WITH THE PROPOSED 33. AS BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD,WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. CONVENIENCE OF THE OWNER, THE CONTRACTOR SHALL MAKE HIS OWN DETERMINATION AND BE RESPONSIBLE FOR HIS OWN CONSTRUC71ON M MTITIES BEFORE SUBMITTING A IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL BID. ANY ITEM OF WORK, OR PORTION THEREOF, REQUIRED BY THESE PLANS WHICH IS AFFECTED AGENCIES IMMEDIATELY. 34. MINIMUM D -LOAD FOR ALL RCP IS 1350, NOT SPECIFICALLY LISTED IN THE ESTIMATE OF QUANTITIES SHALL BE CONSIDERED AS INCLUDED IN THE OTHER ITEMS OF WORK. 28. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE 35. THE CONCRETE COATING ON THE INSIDE OF ALL REINFORCED CONRETE PIPES MUST BE INCREASED TO ' BEEN PLACED, INSPECTED AND APPROVED. PROVIDE A MINIMUM OF 1-1/2" OVER THE REINFORCING WHEN THE DESIGN VELOCITIES EXCEED 20 FEET REACHES SHALL BE FC n 5,000 PSI FOR PWATE ENGWEER NOTE\ 29. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED. TESTED AND APPROVED PRIOR PER SECOND. THE CONCRETE DESIGN STRENGHT IN THESE VELOCITIES EXCEEDING 20 FEET PER SECOND AND FC - 6,000 PSI FOR VELOCITIES EXCEEDING 30 FEET CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY TO PAVING OF STREET 30.CONSTRUCTION APPROVED SGL S11;RILANT IS REWIRED UNDER ALL NEW ASPHALT PAVEMENT PER SECOND. AS BUILT" ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE PRIOR TO PLACEMENT. The leceiplMAs8ui2W3lu and Ciy�Satcep�llce olk-LuIlPl CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING IheleO(tl0 WNSdCWSa0lyebpM SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REOUHMMENT SHALL BE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, am ENO"MADE BENCH MARK: Qf2j?lespDlcbAlTTwlHeMt✓A1 W- AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND CENTEX HOMES ALBUS-KEEF£ AND ASBOC, W. DEdIdl9® BY METROPOLITAN WATER DST 90. CA FOR" 1982 RNJCHO CUCCAMONa°. NEAR HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL IJ UTY, REAL OR 1265 CORONA Powm =W 1011 N ARMAHDO gn*E r VR99SECTION OF SUMMIT AVE AND c llM AVE AT THE BOUTHWEBT CORNER OF CHHRRY AVE AND SU IJIIT ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, CORO O, CA 82879 ANAHEIM, CA 92WO AVE 101 FIEET WAST OF THE CENTEPLI E OF CHEFIRY AVE AND 37 FEET SOUTH OF THE CENTEiiLXNE OF ElgeAa<rd it EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN M (WV 47W4= PH, (714) 630-X126 8UMd1 AVE SETT HUSH ON THE NORIHWE3F COMM OF A 10 FOOT WADE CATC^FBASN OLS FOOT SOUTH OF PROFESSIONAL FAX (PSA 479-200 ADDED 30' NCP CHOBSNRNBJIOVED'NOT FOR CQ ITIRUCTIOW, REEMSED, LNE'C�T XBM D LINE *V RESIGN REMOIIED ?IDT FAX, OW 63D -OUTS CURB FACE A BTAHDARD MWDSC 3 INCH MV48 DI8K STAAWED'33A V9T. NAVD M - 1508.56 (FEET) DALE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT N B E R N a R D I N O COUNP COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL RL CONTROL DI CT SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE SUSMIMD Br. N TRA h CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING RECOMMENOFd er.. THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN APPROVED EFFECT. L / ANS CASC »� ENGINEERING YARFk M> lapp a° 937 SOUrN M UTA SUITE WO COLM, CA 92,24 a �•0e- m • PH. (909) 793-0101 FAX (9W) 793-QIGU PRSP : ASIC M REYSON R.C.E. N0. � K C EX .. /,,,[,, IMT[Q CITY OF FONTANA, CALIFORNIA _ COYOTE CANYON Y: 04 LINEL'C' AS SHOWN IF 8T0♦iM B DA1E� 4t AT. / AUGUST 2005 BY BY• DRAX9G NO.: 1' CV.A 9. EN(3NEER R..E. '51152 DATE-� 8800 20 VAe 11 C4 1 VI- R)NTANA STORM DRAIN IMPROVEMENT PLANS COYOTE CANYON LIVE "Cn CONSTRUCTION NOTES W CONSTRUCT 18' RCP (D -LOAD PER PROFILE). ,Zi CONSTRUCT 24' RCP (D -LOAD PER PROFILE). U CONSTRUCT 36' RCP (D -LOAD PER PROFILE). SO CONSTRUCT 42' RCP (D -LOAD PER PROFILE). © CONSTRUCT 78' RCP (O -LOAD PER PRORLE). I7 CONSTRUCT 10.0YY z 8AN MOORED RCB PER CALTRANS STD, DWG. NO. D80 AS SHOWN ON SHEET f7. Al 8 CO CT 72' RCP (D- OAD PER PROFILE ~ v�� v �v �'' 9 CONSTRUCT8.O'H MODIFIED RCB PER CAL.' SIU. DWG. NO. 780 AS SHOWN ON SHEET 17. 10 CONSTRUCT CATCH BASIN PER APWA SID. PLAN 300-2. 11 CONSTRUCT LOCAL DEPRESSION CASE A" PER APWA STD. PLAN 313-1. 12 CONSTRUCT MONOLITHIC CATCH EAS)N CONNECTION PER APWA STD. PLAN 306-1. 73, CONSTRUCT MANHOLE PER APWA SID. PLAN 322-1. 74 CONSTRUCT MANHOLE PER APWA STD. PLAN 320-1. 15 CONSTRUCT MANHOLE PER APWA SID. DWG. NO, 323-1. 16 CONSTRUCT CONCRETE BULKHEAD PER RCFC & WCO STD, DWG. NO. M816. 1© CONSTRUCT JUNCTION STRUCTURE PER APWA SID. PUN 333-1. 18 CONSTRUCT TRANSITION STRUCTURE PER APWA STD. PLAN 340-1. 19 CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 332-1. ® CONSTRUCT 6" CLASS 'A" CONCRETE WITH 14 0 18" O.C. SOTHWAYS 21 CONSTRUCT PIPE OUTLET PROTECTION BARRIER PER SBCFCD S.P. 101-1, 101-2, AND 101-3. Q CONSTRUCT PIPE INLET PER CALTRANS STD. PLAN 0758. CONSTRUCT MANHOLE PER APWA S7D. DWG. NO. 327-1. © CONSTRUCT CONCRETE COLLAR PER APWA STD. PLAN 380-2. ® CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 331-2. ©9 CONSTRUCT TRANSITION STRUCTURE PER APWA SID. PLAN 341-1. ® CONSTRUCT CSP RISER PER DETAIL ON SHEET 13. 31 OWE EARTHEN CHANNEL PER SECTION ON SHEET 73. 32 CONSTRUCT CONCRETE V -DITCH PER DETAIL ON SHEET 13. © CONSTRUCT 12" CUT-OFF WALL (H=4) WITH 14 REBAR 012" O.C. BOTH WAYS. ® CONSTRUCT 15' WIDE ACCESS ROAD WITH 0.25' AC (TYPE 767 OVER 6' 95X COMPACT NATIVE Q CONSTRUCT 1/4 TON CONCRETE RIPRAP PER CALTRANS SID. SPEC. SECTION 72 (METHOD "B') AND DETAIL ON SHEET 17. © REMOVE BRICK AND MORTAR PLUG. © CONSTRUCT 48' RCP ( D -LOAD PER PROFILE ). Q CONSTRUCT 43'x64' CMP RISER AND PIPE ANCHOR PER DETAILS HEREON. 39 CONSTRUCT 20 -FT. WIDE ACCESS ROAD WITH 0.25' AC (TYPE 8) OVER 6' 95% COMPACT NATIVE. ® CONSTRUCT V DEEP CLASS "B' CONCRETE PAD 4} NOT USED 42 CONSTRUCT HEADWALL PER CALTRANS STD. PLAN D90. 43 CONSTRUCT FLARE END SECTION PER CALTRANS STD. PLAN 0948. THE BAW OF BISNOM E BASED ON THE WB'fKY OEM AaLODINSIM OF A WW'OF THE NORRVAST Q AMER OF 8E011CN 23, TOMMB1f i NORTH, RANGE 4 WEST, BHBI AS 8HOWN PY3R710N OF 7}E 801/TlrA6T 114 CBMHOAOs AI�U&4:� AFD ABBOC MO. T20e CORONA PCNTE COIRTT 1011 N AFMAtnO 8Tfl9ET ON FNAL T%WT NIW NCC U780, FIM N BOOK260, OF eecTxm A TON'1WRP I NO" CORONA, CA 92979 AMOM CA 92WO AT PALM 4R THRQIOH Sk &KXjXW N 7HE avm 6 NEST, am BERNA ON0 BAN R* NO 4A9000 Rt O70 890-M20 OU OF THE CKTY RECORDER OF 8AN BE RVADW0 COUNTY. 8940 NORM 0030'24' wwr BERbPrOM PAX, IWC 479-M F -A70 (7w e3)-BB0 BENCH MARK: 1�\ j7� 9LY. REYISM DESMON DESCRIBED BYMETROPOLITANRAN PO WATER DISTRICT Sb. CLICA CALIFORNIA 1992 RANCHO CUCAMONGA NEAR THE INTERSECTION OF SUMMIT AVE AND CHERRY AVE. AT THE SOUTHWEST' CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 DIAL REMOVED WN 7�R COfdJ7ROD' FEET SOUTH OF THE CENTERUNE OF SUMMIT AVE. SET FLUSH TWO VDRKING BEFORE TATS EF G F 4 8M LAE'O-T ON THE NORTHWEST CORNER OF A 10 FOOT WIDE YOU DIG YOU DIG CA'TCHMWDSC 3 04CHB FOOT SOUTH OF-CUAMPS - FACE ASTNNDARD DSC- INCH9RA8SO15K STAMPED -5U 1992'. TOLL FWE 1-800-227-2600 L!E'C' DESIGN IEFAOI NA NAVD 88 -1508.56 (FEET) A PUBLIC SERVICE BY WWVUfiROMB SERVICE ALERT FOR CORe3iflUC7IDM ESTIMATE 663 LF. 672 L.F. 328 LF, 1,570 LF 1,388.9 C. Y. 25.54 9 EA B EA 5 EA 8 EA 3 EA 1 EA 7 EA 6 EA 6 EA 2 EA 20 CY 1 &4 4 EA 2 EA 5 EA 3 EA 1 EA 500 LF 1 EA 26 L.F. 2.2 C.Y. 76,700 S.F. 72J C.Y. 1 EA 417 L.F. 31 L.F. 72,831 S.F. 7 EA 1 EA 2 Est 44 CONSTRUCT OUTLET STRUCTURE PER DETAILS ON SHEET 74. ® CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION A -A ON SHEET 70. 46 CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION B -B ON SHEET i0. ® CONSTRUCT JS TON CONCRETE RIPRAP (T-4.5) WITH 72' NO, 3 BACKING AND FILTER FABRIC PER CALTRANS STD. SPEC. SECTION 72 (METHOD 9) - CONSTRUCT LIGHT CLASS CONCRETE RIPRAP (T-2.5') W/ 9" NO. 3 BACKING AND FILTER FABRIC PER CALTRANS STD. SPEC. SECTION 72 (METHOD B). 49 GRADE PER PLAN. CONSTRUCT 6' CLASS "B" CONCRETE WITH 6" X 6- - IAW X 1.4W WELDED WIRE MESH. © CONSTRUCT CONCRETE CHANNEL TRANSITION DIMENSIONS PER PROFILE (STEEL AND CONCRETE PER SECTION A -A ON SHEET 10). © CONSTRUCT CONCRETE V -DITCH PER DETAIL ON SHEET 13, 56 CONSTRUCT 20 -FT. DOUBLE DRIVE GATE PER APWA STD. PLAID 600-1. 5© CONSTRUCT 6' CLASS A' CONCRETE WITH 14 0 18' D.C. SOTHWAYS AND 3' CUTOFF WALL (SEE DETAIL ON SHEET 5 CONSTRUCT TRA ITfON STRUCTURE PER APWA S7D. PLAN 342-1. 59 CONSTRUCT 7'W X 7'H MODIFIED RCB PER CALTRANS STD. PLAN D80 AS SHOWN ON SHEET 17 60 CONSTRUCT LOCAL DEPRESSION CASE B PER A.P.WA. STO. PLAN 313-1 61 REMOVE CONCRETE BULKHEAD. 62 CONSTRUCT TRANSITION PER DETAILS ON SHEET 76. PLACE OBJECT RKERS PER CALTRANS SID. PLAN A73A 64 CONSTRUCT R OVABLE PIPE BARRIER PER LANDSCAPE PLANS. 6 CONSTRUCT W ED WINGWALL PER CALTRANS STD. PLAN DB6A. 66 CONSTRUCT 6`W x 3'H RCB PER C4LTRANS STD. PLAN 080. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT e�9�it COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL Q� ARv: Y i SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, .THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO k. moss BRING THEM INTO CONFORMANCE WITH CONDITIONS AND �t C STANDARDS IN EFFECT. AE14CASCG 937 SCUM VU LA7A SURE SOO COLTON, CA 92324 PH. (909) 783-0101 FAX (909) 783-0108 DATE, 1 EA 88.7 6Y. 28.8 C.Y. 360 C.Y. 598 C. Y_ I LS 85.9 C.Y. 76 C. Y. 265 L.F. 1 EA 18 CY 2 FA 0 17 LF 2 EA GZ7 OS OEM BY. a¢A CITY OF FONTANA, CALIFORNIA COYOTE CANYON Lie *C' op_ 7'-DRAWIC NO: 2 8e03 $F 0 It i 1 + •f i}+. t i : i- -.+ . 4 4 .. T-11 NOTE COMRACTOR TO VERT! f PRiOR TO CONSTRIJCI101 PROF EXIST. R/FY y.-y_.i }_ -- C fi ) + ; _ . .' , '---,ter-.+--�___.. _1_;_- ---� --;--� � f. � --� - ,- - , -r'�r- -�- -r->•- �- f - ; ,•--; -; 255 13#00 7, i�f 0 1�h00 II 'r' 16+00 4E6+6o UCTI 6 RACT I . 1529 ' 2� • f' i 10+25.33 NG x_23 �� r 22..__.,/ I TO+A77 WTRR. X-ING, SWR 41.7 P.E. I J 42.S�:E� t 43. P.E. SD = 5642.18 L I 1 T 65 5 - 163 97 O.G9 SKR X-ING '- 15 015+10..7I SH �+ 80T. WTR. �1648:77.� + 5y182 _ 163056 Z' i-' AFT+ I 18+388 LINE "C' P/L KEI 8' I { i F' i Li ' a t. _ z 22'. 22'. PROFILE SCALES HORIZ.:1 "=A0' VERT.: I'=4' WNW 0� r.�+ - N T ai, �,I�II e1�S�C' \ qlDFWAI r- ' IV' 1 \�� i� •� ;sem' ,------- ----r�WATER GLqXR I &'�LINE I f RCS PER D. DSOWAR Mm"Ma DIRECTION AN OF FLOW WEN ��,tw��/• `A•�i " �.\��C' rA'-• 1 .. . STEEL. 1lit..r3�._. i �•il,! . : � AN Is _11p fe" I ALTA(EACh PLACE ADDITIONAL CONCRE7F_1"M sm OW, 'H RC8 GRADE TO DRMNL 1@2 r. MALNLNE LATERAL STRUCTURE TYPE A 8 C D1 D2 L ELEV. S ELEV. UNE C" UNE $-7" JS 333-1 53.1639" 48 3.60• --- --- --- 1631.40 /831.42 UNE C' UNE C-6" JS 333-1 44"44'}T 30" 3.76' -- --- --- 1635.14 1635.54 UNE C" WO UNE C' JS 333-1 89'19'45" 18" 3.00' --- - - --- 1629.85 1629.83 UNE "C" UNE C-5" JS 333-1 4439.08' 24" 3.58' -- - --- 1639,21 1639'54 UNE C" "CP -1" JS 333-1 46'2023" 18" 3.66' 1834.35 1634.96 `ONSTHM 'M NOTES O CONSTRUCT TOA' W x 8.0' H MODIFtEO RCB PER CALTRANS 16 CONSTRUCT CONCRETE BULKHEAD PER RCFC & WCD STD. DWG M816, T CONSTRUCT 18' RCP (D -LOAD PER PROflLE. �' DWG NO. 080 AS SHOWN ON SHEET 17, 1© CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PIAN 333-1. 10 CONSTRUCT CATCH BASIN PER APWA STD. PLAN 300-2. REMOVE BRICK AND MORTAR PLUG 2 CONSTRUCT 24" RCP (II -LOAD PER PROFILE). TT CONSTRUCT LOCAL DEPRESSION CASE i1` PER APWA STD. PLAN J13 -T. CONSTRUCT 46" RCP (D -LOAD PER PROFILE), OS CONSTRUCT 30" RCP (D -LOAD PER PROFlLE). TB CONSTRUCT MANHOLE PER APWA STD, PLAN NO. 323-1. 61 REMOVE CONCRETE BULKHEAD. io 5 1lA9E OFA THE BASS OF L�@ANN019 BASED ON'T E WESTERLY A SUBDIVISION BEM � A TANGENT �' BENCH MARK: 124.58' _ 1" E g n LINE OF THE NOR T EAST OUAR)Ei OF SECTION ffi. TOWNSHP 1 NORTH( RANGE O WEgT, BBAL AS SHOWN PORTION OF THE SOUTHEAST 114 OSTITIC FNO►EB IM CORONA POINTE COURT N.BUB-Kffi'E AND ASSOC,NG t0D K AflVAdDO STREET D®BCI�ED BY AETROPOI)1'AN WATER OISTTif'f 90. CALFOFiNA tYY¢ RANLYIO CUCAAgNQG tEM THE M13i8ECT1ON OF SUMRIT AVE AND CIEHRY AYE AT T7£ SOIRHNJ�f COFP6t OF g1E#iY AYE AND 9U'N8T 308.75' T1,° flcdoe-M,5;li1'�IBt9 SOd ihkrSECLe0mB00 f C SCALE ie ON FNA1_ TRACT MAP Nn 73750, RID N110OK 270, OF SECTION 1 A TOW11819') NORM CORONA CA 92779 AMMIM CA 92806 AVE IM FEET WEST OF THE CENiERLIE OF CHERRY AYE AND 37 FTE T SOUTH OF TIE CENTER( IE OF 17.58' It a $D8 M yp5 b6 Ly $1 o'nQ9DD8ya+Dp1 i GRAPH 20 so E L. AT PAOESt 48 T}FlDI1dN �+iNCxU61VE, N THE 07110E ORIt'E COIRNTYIiE•COtOEFi OF SAN BfWNNDNO RANGE 6 WEST. SAN BE :NARDINO MEAN COUNTY OF SAN PIS 1950 47F9000 FAX: WO 479.284 lit 014) 830'18'LO FAX' (714) 83D -IMS BL#Mi ARE. SET' t3115Hi ON THE 1NOROiMEST COfI,HN OF A W FORT N'DE CATC780.9N DB FOOT SOUTH OF CUM PACE A STANDARD MWDBC 3 NCH BRASS DISK STAAP®'33A *OY. 1 37.14' 4:tiN)1� 6x yr DCCNLNLY. OF �, (eSpbT . _ �3f-D ^� n - DELTA/BEARING RADIUS LEN./DIST. TANGENT A 79.18'31" 90.00' 124.58' 74.60' N20'15'31"W N/A 57.37' N/A C 20'15'48" 873.00' 308.75' 156.00' D NOD'DO'17"E N/A 209.30' N/A N31'23'21"E N/A 17.58' N/A F 48.01'17" 22.50' 18.07' 9.56' G N44.59'25'E N/A 1 37.14' N/A 43.31'31" 22.50' 17.09' 8.98' I N71.35'42'W N/A 11.20' N/A 35'59'39" 22.50' 14.13' 7.31' N7r23'39"E N/A 25.73' N/A L 01'23'14" 369.00' 8.93' 4.47' 428'48'53"E N/A 28.87' N/A r-rD' N STEEL TROWEL SMOOTH o VARIES N (` T' TO 3" a�o rcd >o FT:CLASS A" CONCRETE (FC - 5,000 PSI) D,tTi4L 'B` T.Iw 9. COlM7'(, OM NORTH 0098'20 WEST. • NAVO 88 -1508.56 (FEET) ?gT 1L1c9DNSE9;�11a WE sNx arc DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL N FL B E R N AR D I N 0 C 0 U CONTROL D I CT �uVw _ - -- `P4 A E I4#CASC CITY OF FONTANA, CALIFORNIA COYOTE CANYON "= 5�, .•-."+.«w.'••."a" ."."..Tw,.,'..w. SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE SUBMIt7ED BY: E IV G 1 IV E E RI N G m m 9r• os t� .0 �,� LAE c e AND A88hI0AMN DIAL Ovu.Z-Aw- 937 SOM W UTA SUITE 500 COLION, U 92324 usm 8Y: A1,® Pp�E DATE: N TYO MORKANG BEFORE DAYS HEFLRE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING RECONMU4= BY: PH. (909) 78.3-0101 AIX (909) 763-0108 � ro 7+00.00 AUGLIBr 2005YOU �$ DIG Yf]U DIG THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN BYTDAT A8 PREB Y-ARIC TORREMON R.C.E. N0. BMW 8� 7-2600 o- A P1alc MICE v t/ImERGw m ¢R ICE i�alOV®'IIDT1bR� AMT .ZJ• EFFECT.0 TY ENGINEER RC.E. 51152 DATE: 17+00 PELTA/HEARING 18+00 t9+00 LEN./DIST. NT 96.4 r-'� h II 5 P.E. i =G� i �" 81.8 P.E. I J /� 90.6 P.E. i �\ / OJ SD - 1644.96M 24+08.30 r I 94:Ef-/zE•' % TOP SWR. - 1643.98 -._ EcSEE MEET 5 S, 6, zt? ry- *W N$ 5, O S7p, OWG.CONSTRUCT N0. DUO AS SHOWN ON SHEET I7. Rcs PER NS 63.54' 6' �N/A C i N/A 1 6K 45.4 P.E. /,. ; - 47.5 P.E. .., �.9 P,E,'• APN 0225- 22I7 - © CONSTRUCT 72" RCP (D -LOAD PER PRonw. A W SEE PA LE HERE_11 _ - ^-' '- -1_RA I - -! I' 07'2-81 W ___ ® CONSTRUCT B.OTv x 8.0'H MODIFIED RCB PER CALTRANS ••-< JQ1 C-RON STRUCTiJ�E DATA J v,A �/ / 1 LINE nV n I .� 0 Imo- _ _-- P.M.S. 1221)5% ---= N -- cow MAINLINE LITERAL STR E A B C D7 Ds. LINE 'C" UNE C-1" i5 J47-7 Je•12'25' 78` 10.77' 10-Wx8'H 8'Wx8'H --- 7846,3f 1646.8) _'-?._ - 7-'I _. _..a. _.......�.,.I ¢ t27t$4:80-L�tc'S 9.... _ r• ._.-»'.~:. f..._f--._L...U.- 4••'s .4-•�-_f•. i..-t-'•i•-�_-F-�-+'.»-i' i itP . ,. •-=t�� _...!_..{.....i _1'_.�. ..t--i....._i.. _........'I.^i. �._-t.•-+ !_.L44 _. t .T_�44__1• ._..�;_.._..i._.-_.f ._ i - ..!_-Ti . _ ^- �-�• 1 -•i•-F•..�.,L 1. t-.._,__.,�... -.j.-i-{ •: ` 3�1_ I_ r.. �`i..X 20+00 21+00 22+Ob-- �qCr� ND. 1529 -1 !� 12 .\ 1 d 1 56 7 Q:'E. 4.9 P.E. IIj 55.9 4E ,�71.v�],,� \\ S III / / j 1� j =i0+09.831 J4V��_ \ 23+10.7E rNm F- 1 ! , PROP. P 23+30.85 w X WG / MI 1 I }r� i / �/ C/L M.H. SH 1.�, r �i' 4 BOJ W1R. ,.1657.11 Ll1E 10+00 P/L RAW 68' 22'. SIOEN CURB do WATER GUTTER 1Thjr_. B IP. A offtSawQ"o2ccBP)arrei 10' W X 8' H RCB 60.-W. doe, ;aMBNB the $L'bdi9idE11DBVPAOPZf1 % Olaa7 faspa sPol;t)'xr lm l aaa,acy i IMPAL $ECIJAAI CONSTRUCTION NOTES PROFILE SCALES HORI2.: I "840' VERT.: 1 "=4' ' PELTA/HEARING S 98.J P.E. LEN./DIST. NT 96.4 r-'� h II 5 P.E. i =G� i �" 81.8 P.E. I J /� 90.6 P.E. i �\ / OJ SD - 1644.96M 24+08.30 r I 94:Ef-/zE•' % TOP SWR. - 1643.98 -._ EcSEE MEET 5 S, 6, zt? ry- *W N$ 5, O S7p, OWG.CONSTRUCT N0. DUO AS SHOWN ON SHEET I7. Rcs PER NS 63.54' 6' �N/A C i N/A II I /,. ; - �� APN 0225- 22I7 - © CONSTRUCT 72" RCP (D -LOAD PER PRonw. A W I TRACT ND. 16325 Ci. -� 96.8 P.E I' 07'2-81 - ___ ® CONSTRUCT B.OTv x 8.0'H MODIFIED RCB PER CALTRANS ••-< JQ1 C-RON STRUCTiJ�E DATA J L EYEV ELEV "R �/ / 1 LINE nV n I .� 0 Imo- _ _-- P.M.S. 1221)5% ---= � r - - i S7D. DWG. NO. D8D AS SHOWN ON SHEET 77. CONSTRUCT MANHOLE PER APWA STD. DWG, NO. 323-1. MAINLINE LITERAL STR E A B C D7 Ds. LINE 'C" UNE C-1" i5 J47-7 Je•12'25' 78` 10.77' 10-Wx8'H 8'Wx8'H --- 7846,3f 1646.8) ' PARCCL 1 r��_ ` Q CONSTRUCT JUNCTION STRUCTURE PER APWA SID. PIAN 333-1. " LINE C" UNE C-3" JS 331-7 30'02'13" 42" 8.09' 10'Wx8'H 10'W%B F7 --- 7648.83 1649.02 S7RI�T,CR,1o£ Q CONSTRUCT TRANSITION STRUCTURE PER APWA STD. PLAN 341-1. § L NE-jCURYE DATA UP LN arc c" LIP UP n o BA.Si4 OF BEARST(L4 g TIE BAM OF BEAii[q IS DASED ON THE W09TERLY BEING A CIN OF A E YI LIE OF THE NORTHEAST OUARTER OF SECTION 23. CENTEX HOUSS ALSUS-KBgE AND ASSOC. INC - E TOWT197•W 1 NORTH, RANGE s WEST, SBM. AS 6fiDYRd PORTION OF THE SOUTHEAST V4 1285 CORONA PONTE COIN %M N ARNMDO STFEET �a ON FifAL TRACT AIM NO.13750, FLID !! BOOK 250, OF RECTION �, TOWNeHBP 1 NOfi7Hi, X14 CA 22879 ANAHM CA 92E08 Y E AT PAGES 48 THiODU011 06, NCL ME. M TME MERDL s COUNTY SA4Af1OBT0 PNf (980 479-W00 PH PMT GX)- 28 y OF THE COUNTY RE,00RDER OF SAN Bi FV4ARD D OF SAN FAX+ (8551479.2.8' PAX' VIA) 630 -VM S' 4 COUNTY BEING NORM 0090.24' WEST VALLLY ® CONSTRUCT TRANS17ION STRUCTURE PER APWA STD. PLAN 342-1. GRAPHIC SCALE ca 40 0 20 40 IID LOCAL LIGE ('l.T�+l� P - 40 SCALE 1"=10' 9' BENCH MARK: DI ///j��TTT jj (r��jl MV.. REM" OLSIRVWI MIE Im a1Y IMIECITY ODE WORNDBY METROPOLITAN CUCA ONCA SEART SOr �j D �� tPPlD80wICALIFORNA1882 RANCHO CUCAMONGA, NEAR THE \I\�✓/J'J! SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT A E I ASC COYOTE CANYON °� m INTERSECTION OF SUMMIT AVE. AND CATERHERRY AVE AT THE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL Ei6 y. g SOUTHWEST CORNER OF CHERRY AVE. AND SUMWT AVE 101 �, "»w.. • ,m SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER > NtlC " ENG 1 N E E RI N G ofaax BY: LJ�E •C scut FEET WEST OF THE CENTERUNE OF CHERRYAVE. AND 37 R,, eeoae 937 SOUTH 141 {ATA SURE 500 OOLTW CA 92324 OS PLAN PAOIiE AS "VM FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET RUSH DIAL TVD 1+wBciNG THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO s ,�x_oe n pH. (909) 7w-0101 FAX (9a9) 70.0105 DEDM Bt 70 o�te ON THE NORTHWEST CORNER OF A 10 FOOTVVIOE BEFORE Tvo' IiEFURE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND A.T. A�•ST 2005 aoYOU DIG YOU DIG STANDARDS IN EFFECT. p�f N cllt��t AA OS AMC N. R.CE. ND. -Ad=_ 4 CATT7iBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FtiCE 1 -$OB- 27-2610 A CKA BM [RAwNc xa 11 MWDSC 31NM. BRA56 DISK STAMP111'33A 1992'. A PUBLIC SERVILE BY WIBERO MAID SDrilL•E fLSRT m Remw UI •C DE8KM7 A Ogg 04 W GINEER R.C.E. 51152 DATE 3803 NAVDMWO C • I NCH B (FEET]28 PELTA/HEARING RADIUS LEN./DIST. NT A NOO.00.17"E N/A 565.86' B 40`26'55" 90,W' 63.54' 6' �N/A C N4(r27'11"E N/A 20.46' D 4WP4'Sr 45.00' 38.42' 20.47' VALLLY ® CONSTRUCT TRANS17ION STRUCTURE PER APWA STD. PLAN 342-1. GRAPHIC SCALE ca 40 0 20 40 IID LOCAL LIGE ('l.T�+l� P - 40 SCALE 1"=10' 9' BENCH MARK: DI ///j��TTT jj (r��jl MV.. REM" OLSIRVWI MIE Im a1Y IMIECITY ODE WORNDBY METROPOLITAN CUCA ONCA SEART SOr �j D �� tPPlD80wICALIFORNA1882 RANCHO CUCAMONGA, NEAR THE \I\�✓/J'J! SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT A E I ASC COYOTE CANYON °� m INTERSECTION OF SUMMIT AVE. AND CATERHERRY AVE AT THE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL Ei6 y. g SOUTHWEST CORNER OF CHERRY AVE. AND SUMWT AVE 101 �, "»w.. • ,m SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER > NtlC " ENG 1 N E E RI N G ofaax BY: LJ�E •C scut FEET WEST OF THE CENTERUNE OF CHERRYAVE. AND 37 R,, eeoae 937 SOUTH 141 {ATA SURE 500 OOLTW CA 92324 OS PLAN PAOIiE AS "VM FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET RUSH DIAL TVD 1+wBciNG THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO s ,�x_oe n pH. (909) 7w-0101 FAX (9a9) 70.0105 DEDM Bt 70 o�te ON THE NORTHWEST CORNER OF A 10 FOOTVVIOE BEFORE Tvo' IiEFURE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND A.T. A�•ST 2005 aoYOU DIG YOU DIG STANDARDS IN EFFECT. p�f N cllt��t AA OS AMC N. R.CE. ND. -Ad=_ 4 CATT7iBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FtiCE 1 -$OB- 27-2610 A CKA BM [RAwNc xa 11 MWDSC 31NM. BRA56 DISK STAMP111'33A 1992'. 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E n S TOWNSH P 1 NORTH RANGE 6 WEST, SBA& AS SHOpt1 PORTION of THE BO1Jn•F�ABf 1/4 1205 CORONA POINTE COURT 108 N AR MA )O STI laf any c E ON FINAL TRACT MAP NO. 13750, Pam N BOOK 270, AT PAGES 48 T1fld10H 6a,-NCLJWF_ N THE OFWCE RAtiOE 60T,sm NDPf+ ODAON0. CA 92D76 (W 479.9300 ANAFEIL/ CA 92800 Ptk 1714) 630-1026 ; f Drls yy c NS OF THE COUNTY RECOp09i OF SAN 8EITMRDNO COUNTY BB40 NOI 0000'20' WEST OF 8M) FA)4 OZ 479.280 FAX QW 030 -VA t:udrmJ . i 1 +16.64 )YOTE N :ROSSf� EK W Y! { ! I 73.8 P. IAN In Iiiiiialf, gigig L czTx�:31 OP. e3�K °�31��3CfaE?:alS1TI�aS:$ 31+00 +16.86 WM X -TNG I SD - 1671.12 T. WT 1672.12 GY" (5 7J - ! lv ! 78.2 PSE I I 5-0. P.E. .•TRACT Ivo. 1 32 10+00 APN 226--072-088 �HO E PO FENCE '� ! \, I�11 I _, ig's�"Immim �- - ,l, .IIS " Mf 599! F a ea= IM-1i3��c� vin -Em, _ ". ._c. =. :z ".; _g..:a_-• .-1 . • :- --. _. •,..� :....:: PROFILE SCALES RADIUS CONSTRUCTION NOTES A ® CONSTRUCT 36' RCP (D -LOAD PER PROFILE). 560.82' - ® CONSTRUCT 42' RCP (D -LOAD PER PROFILE). 02 © CONSTRUCT 72' RCP (D -LOAD PER PROFILE). ELEV IO CONSTRUCT CATCH BASIN PER APWA STD. PLAN 300-2. CP 'C -A' if CONSTRUCT LOCAL DEPRESSION CASE A' PER APWA SID. PLAN 313-1_ �7 7© CONSTRUCT MANHOLE PER APWA SID. PIAN 322-1. 4.33' i6 CONSTRUCT CONCRETE BULKHEAD PER RCFC & WCO STD. DWG. NO. 0815. 1 TPOLE EDNE 18 CONSTRUCT 7RANSMON STRUCTURE PER APWA STD. PLAN 340-1. Q CONSTRUCT CSP RLSER PER DETAIL ON SHEET 13 S)ELE CONSTRUCT 48' RCP ( D -LOAD PER PROFILE ). CP C-8" ® PLACE OBJECT MARKERS PER CALTRANS STC. PLAN A73A 45'00'00' UWJCLAYE DATA MAN INE RADIUS UCTURE TYPE A B 560.82' - D7 02 -ELEV.'S' ELEV UNE C' CP 'C -A' IS 340-1 45'00'00' 36" 4.33' 72' 72' 1652.22 165260 LINE C' CP C-8" MH 322-1 45'00'00' 36" 3,89' 72' 72' 15-53.17 7653.29 UNE C' CP `C -C' IS 340-1 45'1751' 42' 4.22' 72" 72' 1655.20 1655,22 UNE a CP `C -D" 7S340-1 45'1757" 42' 4.22' 72' 72" 1655.67 7555.69 UNE C' UNE C-6' 15 340-7 30'00'00" 48' 5.34' 72' 72' 1665.91 1665.95 LINE C-8' CP C -E' 75 340-1 1 45'1751" 1 42' 1 3,87' 1 48" 1 48' 1 7666.55 1666.72 DELTA/BEARING RADIUS LEN./DIST. I TANGENT A N89 -2.03'E - 560.82' - 69'59'59" 45.00' 70.69' 45.00' C N00'37'57'W - 12.00' - D NBT31'34'Y1 - 16.GA' - 9'O6`7.r 90.00' 72.73' 6.38' NOW22'03'E - 219.93' - G 45.17'51' 45.00' 35.58' 18.76' N44"04'12'E - 25.53' 1 - / N44'22'03"E - 2s.aa' - N44'22'03'E - 26.88' - N44'04'127E - 45.02' - L N44*04'12"E - 45.02' - N44'04'12"E - 45.02' - 5' 5' 28' 10.3' 28' 5' 6'- .16 61.87 62.77 62.30 62.71 63.15 PT A P_T._B PT. C PL B�PT._C PT. D CURB & �_ �. - -= I CURB 851 62.97 63.92 _j PT. E PT. F PT, G CA `A' AftR? '8' LOCAL DEPHSOWN DF'TA!t SCALE 1.20' BENCH MAW- JU tRYL4tlIDEARVBO a11c ocR. ar7 eATl 4E CITY OF FONTANA, CALIFORNIA %8 DESCR)SED BY METROPOLITAN WATER DISTRICT SO. aF1I / \ E 14C AJ C +� CAUF•ORNIA1992RANCHOCUCAMONOA,NEAR'TS Ij 11'I�j JJIS` jjl°_�� SHOULDCONMUCTIONOFTHE REQUIRED IMPROVEMENTS NOT �\ COYOTE CANYON INTERSECTION OF SUMMIT AVE . AND CHERRY AVE AT THE �Lf/ f�LU f11JJJR] COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL � , ENG 1 N E E RI N G mm 6c � � 5 SOUTHWEST CORNER OF CHERRY AVE AND SUMMIT AVE. 101 SHOWN HEREON AND CARRIED FORTH 1N A DILIGENT MANNER, as PLhti AB SHOW 'R FEET WEST OF THE CENTERLINE OF CHERRY AVE. A14037 x,, eeose 937 SOVIH W )AIA, SUBS 900 OPLTVN, CA 92324 b -- FEET SOl1TH OF THE CENTEFILO7E OF SUMMIT AVE SET FLUSH DIAL T71D VORICt NO THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO * cm 1 ° ; PN. (909) 783-0101 FAX (109) 703-0108 Of5CN0) Al.STA. TO 001d7B0 OATG 8 ON THE NORTHWEST CORNER OF A 10 FOOT WIDE BEf DRE nArs eEFOBE BRING THEM INTO CONFORMANCE WITH CONDETIONS AND 1• ALKaIIST 2005 CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE A STANDARD YOU DIG YDD DIG STANDARDS IN EFFECT. �-ryt' a� • PREP. BY: ARIC At RICE NO. 66M aBum Im 6p ' '/. p8ANN0 NQ: 6 MWDSC 3INCH BRASS OISK STAMPED "39A 1992'. TOLL FREE 1-8007-2600 K A PUBLIC SOIVIS BY IBIOERGSWMlD ICC ALERT Mff. FVA °5 NA7/D 68 _ 1508.56 (Fk� REVISED LINE'C' DESIGN 518106 AMT EN NEER R C.E. 7752 DATE: L 241 2? 01 gag�d, -� mpg.° .�'1�-� �•• d5lb ��314� .�c�....- arec__3� : s,r n`'a�%,3�_-. y��s�. •=.::zt - ��c�c��"..��n..�g_s°,fyg�5`�3>E,`��,y�'•«�-y�•'�l '� �r ii � ��p��" �s,>.�-l��p&m'g��g� �B 't C�.�r �•sis�i� .rs`9!Hi?,i3t��lFi�. i�v..ci�S"�',��-�� f a�'��d� ��~ _ �e�r �.'3lT3iL'° �..,�=��`�B'.53� �8 ee11 I L-� Et _0 e. a9 99 C• ,^., �• i�E i�I"�" a �' _ €ice ��,.�-�x�as � t ia9� 5.c. )t= �1C•' � � �. . _ 3:E,c/ .il •.� / Cc_ '32 - .� if?'0: ^'3^iS 3'ti"-:.�At'_: _•.F' '�^s' vn r:i 1E Baa?1tr=;3�f'".r'•"�'...`aBY1Y6 «x� � F_ MOW i• wag + xg�� err_=-,n�..�_ - _ �• ��]� ��t � ��r��`�� s�'� �g .:: one f 'F3t3E� �t �t. ,��fa'�� •^ � ��sSYtl / � a_3� � ��.scc�E�x�,.�$�� F��S •� .�•`�- CM' �� Cyt^.. •- _ 7�Le.r: �Bgs�s.Fs.+�9c��(�(� '� �� - _ - �i _ _ Ef��ia... _ Fi.' z g�,�.�.,�r•K_c-c,�c.=z � �£� � a TNE. �Cz =Eaak` s ��saiGre1-7F 'E I.E- �� HNOil 10+00 11+'00FROP. LANE "O -X 12+00 13+00 14+00 15+00 16+00 17+00 SEE PLAN AND PROFILE ON SHEET 8 TRACT NO. 16290 COY07E CANYON ROAD OWING POKER POLE BE Woca Y o ) q a yF • J' 1 yII 11`(3� 1 f��, II• I I !1 � 111+06=H1 ,5C7f.13ifB" �`�P.E. .• �,.,IEilt J�I �6'•JP.E l J `.,`BOT 6.0 878 PlE N t 2 P.E�H�O P.£`0+00. LAT 34+8 73 ST. STA19 ` i J i n I-TA'�i 57.C{ P. AfJ W=703,0'11a --"1 \ \, i1 L ! Jif CA Q 10+ 7.7 E TOP SWR, 1643.58 10+73.36 BC n10+7290 SWRx-IroG 021PHIC SCALE BOT. SO - 1848.34 u 40 0 1 0 40 a0 TDP SM t 1644,51 - 1' ` 40' 08 BASIS OF LECIALON4i5i/DEYELOPETi 908. B4Gl4EH7 5 THE HAM OF BEAF44015 BAS® ON THE WESTEFLY DENO A SUBONIMON OF A Cgnp( FIOAEB PLBUS-0aaFE AND ASSOC, INC. sl L tE OF THE NORT E! 5T OUARTEI OF SECTION 23, PORTION OF ThE SOUTHEAST V4 tM CORONA POINTE COURT Wn N ARIMBDO STREET TO"RW 1 NOffN RANGE B WEST, SHM AS SHOWN OF SECTION M Tf7ANSHF 1 uMEMWk MM NORTH, ON MAL TRACT MAP NO. Y17S0, FILM N BOOK 250, RANGE 6 • SMfp>0 CA 69370 ANAIICAA. CA 92W6 AT PAOLS N 48 THROUGH 88. IVCLUSfVE• TFE Pff (DST% 479-P300 PFP OW 880-1626 OF'TTir COUNTY RECORDER OF SAN BERNARDNO OF SAN FAX, (DSO 471~2819 FAX, O Wi 690.1916 �Y COUNTY, OEitIOO NORTH 00'3024' WEST. BENCH MARK: pLv AF179ofI COMM! CESCPoBED BY METROPOLITAN WATER , NEA THE ER � CALIFORNIA 1992 RANCHO CUCAMONOA. NEAR1HE INTERSECTION DF SUMMIT AVE. AND CHERRY AVE AT THE y SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT ATWH 101 www 0 FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 DIAL E QRE DAYSVHEFDRE e n FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH es ON THE NORTHWEST CORNER OF A IO FOOT WIOE BEFORE YOU DIG YOU DIG cg CATCHSASTNIOS FOOT SOUTH OF CURB FACE A STANDARD . � MWDSC 31NCH BRASS DISK STAMPED 33A 1982•. TOLL REE 1 -BOD -227-2600 1 NAVO 88-1508.56(FEET) A PUBLIC SERVICE BY UNDO" AlB SERVICE ALERT Q .C-•DESION 10+00 10+00 EP •6EE`PROFlLE 0 'ROP. PT ''j• ; -� - _ y-..-.. =+ -�'- i -2. - - - _ - - • I -- •""`'•� CURB & moi- a.r. awr I ♦ 1 t 15+00.00 14 t` I i i L C M.H. SHAFT P.M.B. 122/57 _ PARCEL 2 LINE"C-1" AM 0225-072-82 ll l►1/"T kl Q i jt `Tl lol- nATA wTYPrAL 81=CTK�V /�/��i�p� � TM, �'^ NT.S. 78" RCP CONS 111t7C 10N NOTES OZ CONSTRUCT 24' RCP (D -LOAD PER PROFILE). to © CONSTRUCT 78" RCP (D -LOAD PER PROFILE). PROPOSED LJWJCURE DATA 10 CONSTRUCT CATCH BASIN PER APWA STD. PLN 300-2. 8" WATER A CONSTRUCT MANHOLE PER APWA STD. PLAN 320-1. PROP. LBS'C' PLAN PROFILE 19 CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 332-1. TS 341-1 OSEE N SHEET AND I 10.77' 10'Wx8'H 8'Wx8'H 1+30.91 LI 1' --•�' UNE C - i" PR JS 332-1 45'00'00' 24' --- 78' 78' 70+00.00 T "C UNE C-1" 10+09.83 LINE- -t" JS 332-1 89.5948' 24' ` --- 1684.02 - - 34+81.48 S A. 10 "C P•/ 23+31.46 LINE C"I \`' j I I B"/ � 61.7 P.E. � I � $ ��%' •. S •ROFl % % . �l n R 10+24.47 SINK. X-INO COY07F CANYON ROAD a HEREON r� 6 SOT SO = 164599 8 B C APIA 0225-072-81 10+ 7.7 E TOP SWR, 1643.58 10+73.36 BC n10+7290 SWRx-IroG 021PHIC SCALE BOT. SO - 1848.34 u 40 0 1 0 40 a0 TDP SM t 1644,51 - 1' ` 40' 08 BASIS OF LECIALON4i5i/DEYELOPETi 908. B4Gl4EH7 5 THE HAM OF BEAF44015 BAS® ON THE WESTEFLY DENO A SUBONIMON OF A Cgnp( FIOAEB PLBUS-0aaFE AND ASSOC, INC. sl L tE OF THE NORT E! 5T OUARTEI OF SECTION 23, PORTION OF ThE SOUTHEAST V4 tM CORONA POINTE COURT Wn N ARIMBDO STREET TO"RW 1 NOffN RANGE B WEST, SHM AS SHOWN OF SECTION M Tf7ANSHF 1 uMEMWk MM NORTH, ON MAL TRACT MAP NO. Y17S0, FILM N BOOK 250, RANGE 6 • SMfp>0 CA 69370 ANAIICAA. CA 92W6 AT PAOLS N 48 THROUGH 88. IVCLUSfVE• TFE Pff (DST% 479-P300 PFP OW 880-1626 OF'TTir COUNTY RECORDER OF SAN BERNARDNO OF SAN FAX, (DSO 471~2819 FAX, O Wi 690.1916 �Y COUNTY, OEitIOO NORTH 00'3024' WEST. BENCH MARK: pLv AF179ofI COMM! CESCPoBED BY METROPOLITAN WATER , NEA THE ER � CALIFORNIA 1992 RANCHO CUCAMONOA. NEAR1HE INTERSECTION DF SUMMIT AVE. AND CHERRY AVE AT THE y SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT ATWH 101 www 0 FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 DIAL E QRE DAYSVHEFDRE e n FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH es ON THE NORTHWEST CORNER OF A IO FOOT WIOE BEFORE YOU DIG YOU DIG cg CATCHSASTNIOS FOOT SOUTH OF CURB FACE A STANDARD . � MWDSC 31NCH BRASS DISK STAMPED 33A 1982•. TOLL REE 1 -BOD -227-2600 1 NAVO 88-1508.56(FEET) A PUBLIC SERVICE BY UNDO" AlB SERVICE ALERT Q .C-•DESION 10+00 10+00 EP •6EE`PROFlLE 0 'ROP. PT ''j• ; -� - _ y-..-.. =+ -�'- i -2. - - - _ - - • I -- •""`'•� CURB & moi- a.r. awr I ♦ 1 t 15+00.00 14 t` I i i L C M.H. SHAFT P.M.B. 122/57 _ PARCEL 2 LINE"C-1" AM 0225-072-82 ll l►1/"T kl Q i jt `Tl lol- nATA wTYPrAL 81=CTK�V /�/��i�p� � TM, �'^ NT.S. 78" RCP CONS 111t7C 10N NOTES OZ CONSTRUCT 24' RCP (D -LOAD PER PROFILE). to © CONSTRUCT 78" RCP (D -LOAD PER PROFILE). PROPOSED LJWJCURE DATA "NUKE 10 CONSTRUCT CATCH BASIN PER APWA STD. PLN 300-2. 8" WATER A t4 CONSTRUCT MANHOLE PER APWA STD. PLAN 320-1. L E1 EV 19 CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 332-1. TS 341-1 ®0 CONSTRUCT LOCAL DEPRESSION CASE 8 PER AP.WA. STD. PLAN 3I3-1 "NUKE LATPRALUCTURE TYPE A 8 C DI L E1 EV LINE "C' LINE C -l" TS 341-1 38.1225' 78' 10.77' 10'Wx8'H 8'Wx8'H --- 1646.31 !644%83 UNE C - i" IAT -C- IS- I JS 332-1 45'00'00' 24' --- 78' 78' --- 1853.19 -- UNE C-1" IAT C-tA" I JS 332-1 89.5948' 24' - 78" 1 76" --- 1684.02 - - DATE ENGR. I 01Y I DATE - SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Drrl COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH INA DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a aP a BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. 4jc gLY ABRT DELTA/BEARING I RADIUS LEN./DIST. I TANGENT A ND9"T1'13"W N/A 6353' N/A B 09'10'88" 90.00' 14.42' 7.23' C N00'00.15"W N/A 612.22' N/A D N90'00'00'E N/A 24.00' N/A E N44'S9'48'E N/A 28.28' N/A A S4F61. li ce 4, /L Q3 'c-19' 5' 6' 10• 6• S 5' a' 10' 6' S' Ic 1c Ir ,I TL Tc"i t6ffIL =�_ JI Tr Tr �'f9ER- Fl FL :T v4, � MUT vwFT• LIP UP LIP UP UP up UP CA �` Cit SCALE 1 "_ 10' SCALE 1"-10' F FONTANA, CALIF AL 14CASC CITY OCOYOTE CANYON ORNIA ENICDINEERIN(z! 1RAMI BY LNE'C-T SCALL 937 SOUD4 VM UTA SU71E 500 COLTON• CA 92324 PLAN PROFLE AS SHOWN PH. (909) 783-0101 FAY (909) 783-0106 DE9GMD �` BT ]6 TO V440.00 DATE Ai. AUGUST 2D0.5 B/i ARK N. RC1. NO. --afiaLOpo® 6y. BRAVING NO: oa e " C.vA �•� 0803 28 ENGIN R. ..57152 DA '-1"'-� - a—.1_. 1_.,1_..1__':...!_. i. ,_ ,_ ,- . �..:�...f._ .�1_ .�_r-�• 4 - .,.__ -,,. _� •, .. _ LS' i�lri- .. -:_ �__: __ �....x -144 _ - i i __t y - °j i _-t--i--»L.- _ - -•-I-.i _C-._-L-L F.. -.y. _t•'. -t �1..-i--{•-'i-•-T 1 � 1 i • .J. - ..L. art' - - - - . +••_ -- ` -- .� • • '* - -?• -- - - --ftA 1 , i p. —• -: f 1�L:... _-1--.�.�. - t I •.y--. t_ d_ - _ _ _L...�-......-'f�.-•-4 _'__-i..._; _._r,A-; .::_.-.�••_�-•;--�•_ .-7-_. #`-. 1 j° _ y.. l_ ,-•K--T 1. - '}`' • < _ i."-?` _'T"'.;'s::'":_1=3. .".s:._'_ 3' _ _x.-}��. t s s 1 ? r .•' 1 t `,h•�i. 3n-i''e' �_i_.::-_L_ j..1: ._ .�._..--L._,_..}..-a----i-1--''`••-:F-: 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 SEE FrQHT MATS STA. 234-0000 ( 2 1 2 i '• 0.0 4171 8 90.1.E 23` 11� I 0 P.E. I i �(� a� \� {.5 PJE• l 1 Y . i 1. � � 1 -- J�l� � / t 4-r f / / 1 Y"1 i % :I • 'r '„O �,•;�� l�•..� I � \ 1 - - - 0 U RA ! _ P.M.B. 122/57 LINE 7C - PARCEL 2 z low APN 0225-072-32 s JLWC7ON STRUCTURE DATA A VMX4E LATERAL MMXnM TYPEI A 1 B 1 C I D1 I D2 I 1 LINE C-1' UNE C -IA" MH 322-1 45.00'00" 1 48` 1 4.68' 1 78' 66' --- LINE C-1` LINE -C- 16- MH 322-1 39'55'03' 1 48' 1 6.78' 1 66 48' 5 � BA9B OF BEA78M44 ! J'�LiL�DI �.4L 'HS$!� THE BASS Or BELV40 IS 13ASM ON THE WES Ef LY SEM A SUBDPASION OF A LINE OF THE NORTHEAST WARIER OF SECTION 23,PORTION OF THE SOUTHEAST t/4 C E iTEX HONES ALBUB-K�E AND ASSOC, INC, € TO*MW 1 NORTH. RANGE 6 WEST, SAM AS SHOWN 1286 CORONA Po"m COURT = K ARAOM STREET 3 o ON RML TRACT MAP NO, 137FLED N 75q FLSOgC 290, RIBVOE 811'E8T, 8@lbViOSiO CORONA, CA 2M78 ANAH 34 CA 02608 E AT PAGES 40 THRO" 06, TX:LUWE, N THE PHS (960 479-9= FR 0141 83D-026 KamAw COUNTY g'OF THE 0OUIfrY flECOfbBf OF SAN BERNARDyN OF SAN FAX, (960 470.2810 PAX 0714) 800-1916 �.5 COUNTY, BEM NORM 0000'2, C YAWr ' BENCH! MARK:jI�'I/l'/\I �7 �j �•Q �tP6p1 DESCRIBED BY METROPOLITAN WATER DISTRICTCALIFORNIA 1992 RANCHO CUCAMONOA. NEARINTERSECTION OF SUMMIT AVE. AND CHERRY A171ESOUTHWEST CORNER OFCHERRY AVE. AND SUMMIT AW 101 RT FEET WEST OF THE CENTERLINE OF CHERRY AVE. AN037 DIAL 7Vp WORKING .. FEET SOUTH OF THE CENfEPIME'OF SUMMIT AVE 36f FLUSH $EFORE HAYS BEFIAtE ON THE NORTHWEST CORNER OF A 10 FOOT WADE YIIIJ DIG YOU D] G E CATCINASIN 0.6 FOOT SOUTH OF CURB FACE, A STANDARD Tfk.l 1 -800 -227 -?b00 n MWDSC 31NCH BRASS DISK STAWEO'33A 1902'. R P10LIC SfiRY]CE 9Y LROIERG871N0 SERVICE ALERT NAVD 88-16M.56(FEET) ABAOY®'NOT FOR OOt16iR1101 PROFILE SCALES HOR2.: 7"=40' VERT.: I "=4' 1 ok!r- A631/E DATA O DELTA/BEARING RADIUS LEN./DIST.1 TANGENT A MOD -00'15"E N/A 434.63' N/A 8 90.02'20" 45.00' 70.69' 45.00' 4 N/A 94.68' N/A D N89'59'25'E N/A 230.95' N/A PROFILE SCALES HOR2.: 7"=40' VERT.: I "=4' 1 ok!r- A631/E DATA O DELTA/BEARING RADIUS LEN./DIST.1 TANGENT A MOD -00'15"E N/A 434.63' N/A 8 90.02'20" 45.00' 70.69' 45.00' C N89'S9'2S"E N/A 94.68' N/A D N89'59'25'E N/A 230.95' N/A E 21'58'37" 90.00' 34.52' 17.48' N68'01'59"W N/A 72.64' N/A NOTES - �. i a 13+7 8 -� �•�, OT 0117 9 © CONSTRUCT 78" RCP (D -LOAD PER PROFILE). L\ - 14 CONSTRUCT MANHOLE PER APWA STD. PIAN 320-1. CONSTRUCT OUTLET STRUCTURE PER DETAILS ON SHEET 14. CONSTRUCT TRANSITION STRUCTURE PER APWA STD. PLAN 342-1. CONSTRUCT 7'W X 7'N MODIF7ED RCB PER CALTRANS STD. PLAN D80 m -k- i -•� -:R I I / 1�'+OL AS SHOWN ON SHEET 17. • I _ 1 i — — P _ } +6 - -_T'AS gUiLT" _ 'I PIS =1 9978 40' i T7RRCe3{7i0(Y,y,P16tb�D:'52c1RH8M-B? 105.4 .E. t jtf ix'V ! Y 10.f1P.E!�J ? 1 i 11 %motCcrsmta�overzSutovs t� / ! f1 a,0 .E. �I i IotanyresHh `3tortcaaYRST 1 %� MAT 2+00 00 cRAPHrc saalF E -L q`Ct$ - pp�E�STA� SEE LC! -f 10' am I" ME SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. � def tw vspQ ea 68 ¢ cw p crvl �4jf of CW A RI C AS C E IV G 1 IV E E RI 1V Ci 977 SOUM VA NIA SUITE 500 COLTON, CA 92721 PH. (909) 703-0101 FAK (909) 753-0108 CITY OF FONTANA, CALIFORNIA COYOTE CANYON DRA=M er. OS LNE'C-T PLAN AND ffPFLE ��,rrk ETO 26470.13 Z ENGINEER— R.C.E. 51152 DATE: scuF.. AS SHOWN DESIM� evA DATE AUGUST 2DQb NAN hC xa: 7 ` 29 BY ARC N.am 66 ay.RC.E. NO.� AAR •1j 5 f i [ t 70.70' 4S.Ot' H N69'22'03'E N/A 355.14' N/A C N53 -21.54"W N/A 32.20' N/A D N26'15'19"E N/A 59.98' N/A 76'26'24" 45.00' 71 -i..-i.. • . •'• t - f f� s"_ Rafts 16+00 15+00 14+00 TRACT NO. 13290 ROCKM 922 P,E.i 8�rP.E. / X�•7If `SEyyER• TRA7 629 /ST-OvighCO'R•�M�_•WIAITJ s 1 , ! 0. tel. 1 I t i 1 1 I I 1 4 13+00 12+00 11+00 10+00 73 10+55.14 UNE 'C-3' •C =t000.00 CP C- =10+0000 CP "C-8 '+: WAY TRACT N0. 15290 CP 'c'w 14+-52.03 WT?. X- X PROF. H ON 4i T P 50 ;664 - -.^- -� I t OT. Y/�^L / .41 .�� .,�rJ r - I J } !- .r .75.6 P.E. 1 1 f7 ,-ro. - �•77S��1P.E. '.-10+19.71 ING I 114+ 72 P.E. X -Lee ` _ "BO { F L 166.0 SEE P OF H 33+08.75 SL ST _ R 'LOT 14' t1 12 _ --_� �:: s 2933. 2 4,17 fV O }-! .- 1-]/'�'. "- �• '1-�'" -_1_ 10 1712 \ 4•+2 . UNE " 3" - •� r j 1 D00 R K W 18 i. / C .&-'.4" ; 00.00 I"C .....1 l -y V 6.0' 10+5 58 T-IRC- L��' i ! (( 6.:" I •t� i ! r3'�, 9 10 % i C' = 1656.06 O Al '1 1 ! 3 P.E. !� �I671 P.E. ! 65.1 P� r' d'69.T P.E. p-.� i 61. C. 575 P.E. 5 P.E. 1 1 i B = 165718 i ,-' i % /� 1 _✓ Ji ;T i n 10+34.76 SRR. X-ING t1t ROAD ISI ' F 41 • SEE SEE S I /BOT• " s /G4Y.2ti TOP SBR = 1643.26 33+85.47 COYOTE CAI 33+94. 9+96.69 SNR. X-ING 90.5 D!T- TOP SWR - 1643.16 9+95.10 8C 9+83.22 Witt X-INO TOP SO - 1652.99 BOT. WTR. 1657.12 ROAD Aga IE�I� 3r i CONSTRUCTION NOTES O1 CONSTRUCT 78' RCP (D -LOAD PER PRORLE). O4 CONSTRUCT 36" RCP (D -LOAD PER PROFILE). 5O CONSTRUCT 42" RCP (D -LOAD PER PROFILE). O DELTA/BEARING RADIUS LEN./DIST. TANGENT A 90'00'45" 45.00' 70.70' 4S.Ot' H N69'22'03'E N/A 355.14' N/A C N53 -21.54"W N/A 32.20' N/A D N26'15'19"E N/A 59.98' N/A 76'26'24" 45.00' 60.04' 35.44' NJ 4'11'33"W N/A 1 30.89' N/A TO CONSTRUCT CATCH BASIN PER APNLA STD. PLAN 300-2. 11 CONSTRUCT LOCAL DEPRESSION CASE A' PER APWA STD. PLAN 313-1. 12 CONSTRUCT A10NOUTHIC CATCH H4SN CONNECTION PER Am STD. PLAN 308-7. 1© CONSTRUCT MANHOLE PER APWA STD, PLAN 322-1. i6 CONSTRUCT CONCRETE BULKHEAD PER RCFC & WCD STD. DWG. NO, M816. 18 CONSTRUCT TRANSITION STRUCTURE PER APWA STD. PLAN 340-1. © CONSTRUCT CONCRETE COLLAR PER APWA SID. PLAN 380-2. .RL1'CiI M STFWCTtfiW MTA AlAWLINE LATERAL STRUCTURE TYPE A I 8 I C I D1 I D2 I L I ELEV. 15".. 'R UNE C" LINE C-3" JS 333-1 30'02'13' 1 42" 1 8.09' 1 IO'WX6'1410'Wx8'14 AIS DAX3lIHT 2005 1648.83 1 1649.02 LINE C-3" CP C -3A' MH 322-1 63'0644' 18" 1.67' 12" 42" 7.43' 1651.77 1657.76 LINE "C-3" CP C-38" A1H 322-I 3T 1603' 18' 228' 42" 42" F. 1651.71 185217 UNE "C-3" LAT. -C-3C' TS 340-1 30'00'00" 1 30" 1 5.84' 36" 1 42" 7.57' 1 1659.00 1 1659.17 /% (^_ HOT. SD = 785213 T4�1 r = ,o' Lll�V TOP SN17 = 7644.55 AS BUI!.87.95-O BA SIS OF BEAi@iC39 qyA gQ1-{L�pjOo;2p ,e tlro Syt6dc!100vel=f STRAIGHT GRADE L Ll > THE BA98 OF tiFJt SA8» ON TFE W£$TBLY BEND A SUBDIVISION OFA VALLEY E i LRE OF THE NORTHEAST OUAR M OF SECTIM 23, CENTEX HOWM ALBUS-1� AND ASSOC, M of alry!Ev"a�l"My � tvu , r S n TOWIU°!•IP 1 NORTH RANGE a WEST, Sam As SHOWN PORTION OF THE SOUTHEAST U4 1263 CORONA PHONE COURT IN K ANAAIAO STREET � _ • � .�/'3p /.p�� r J s ON FNAL TRACT MAP NO, 23750; R.ID N BOOK M. OF SECTION 14 TOWNSHP 1 NORTH. CORONA CA DM79 ANA}8M. CA 92WO AY PAflETI 481Fi10l701166, RAN13E a VIM, SAN fk3Y4V1oNo l. NCLUB m N THE A COUMY OF SAN PH# (96D 47--9.100 PHI: Oii) 630-1020 ' OF THE COUNTY OF SAN BERNA DIN FAX (960 47 -WP FAX: Cho) 600-19l6 SCALE 1'=10' 24 OOUMY SEND NORTH 0030'2,6' WEST. 8 BENCH MARK: pLv. rah9ai DESM"w DAT[ EACA. arc DAZE AAs °�"� A � A H o DESCRIBED BY METROPOLITAN WATER DISTRICT SO. E /[-] +� CALIFORNIA 7982 RANCHO CUCAMONGA, NEAR THE U � �� SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT O 4m INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. ATTHE J� COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL u ` E IV G I N E E R) IV G DeAtN 9r SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE 101 n+�...w+ww....�ww, pap 937 SCUM M UTA SIRE 30D COLTOK U 92324 yy SHOWN HEREON AND CARRIED FORTH IN ADILIGENTMANNER s os FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 N0• DESM 8Y: FEET SOUrKOF THE CENTERLINE OF SUMWTAVE. SET FLUSH DIAL r0D WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO > E.• a oa • pR. (809) 7x1 olot FAX (9os) 7a1 oio9 `s a BEFORE DAYS 9EFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND A.T. ON THE NORTHWEST CORNER OF AIO FOOT WIF)£ YOU DIG '?r IVU p PREP 9V: ARIC M. K RC.E NO.._e6M.. C.WI CATCNBASIN 0.6 FOOT SOUTH OF CURB FACE. A STANDARD YOU DIG STANDARDS IN EFFECT. eE DAtt^ a'• ` OIW08C$ INCH BRASSDSKSTAMPID33A 1992'. 71-.7 FREE !- 00-227- D NAVO 66-1600.ls0(f�ET) A PUBLTC SERVICE 9Y tNOERBfDI1ND SERVICE AtFRT LIE•,:'DEEMf 5/06 ANT •1( 9r ST. STA. 33+08.75 5' 6' 10'5 5' 6270 6TC6 I_c_I__ 62.51 2 A A 797 LIP UP19� 6 .06 SCALE 1"=10' CITY OF FONTANA, CALIFORNIA COYOTE CANYON LINE 'C-', CP -C-W AND CP -C-3W �-E SCALL 940MPIAN PROM ETA TO 14+80.98 AIS DAX3lIHT 2005 •0 MAWNG Na B 1Z/1� 4803 28 TY tNI,YNEER R.C. 1152 GATE: •t " 1 i Tom,-._ � . e1-.--_...�_-------•-._. �Ep DRAfNAGE EASEkfENT 0 Lt c ll� DATA %_ -- %. \wry 7MN I .l rl�R C�lLlr'�� 1501�IG' VO, F/, _Y RaPa=� GE 77T�b�VAYUGHT UW- TOP OF CHANNEL 40' (UNE 'C-iB') 30' UNE 'C-tA 45 UPPER 6' TO 9' OF h pN_ :RIP=AP EXPOSED BASIN FLOOR 5' CHANNEL FLOODLINE EXTENDED CHANNEL TO 5' BELOW BASIN FLOOR M TON CONCRETE RIP RAP (7=4.5) mw < 20' 10' 0' X. 40' ._:.T77. :,... .. CRAPMC SCALE 1"-20' a a I Sri Jam„ ,�� -..•r• - R/W 6" IMES /TOP OF SLOPE 6' VARIES -'� ,�:_..�--- �_----•_ �.• s / / 3 .5' 225' IN. MIN. DAYLIGHT LINE ' .7 '7 F {\ �u F -m \ .� '-� - ___"``- --'�-- _ 1 �r �^'�F .., v CLASS 'AWx14WRETE W ' _ - - -- '��-�. r , •'- ED WIRE MESH �-= �a.., ��, / ! 20.1.1 .77 ��. � ! i ��-t _ ^ `�.\t .�_� �.� c )) 1 � -. NTA k 1 31.00 FO i \ ! ! tit. ` . `v •% 28.8 P_E F •J,� d ' \ ?8 O C, 1X 0+00 // 1' 45' 4.5' 1' (Typ) TYP. -ix%' 26 .S D < •' .1 /27+73.7 r1 L < 3. CONSTRUCTION NOTES � :. •, -..' , 0 ©CONSTRUCT 6' CLASS 'A" CONCRETE y 7 L 5" CLASS "A' CONCRETE 14 REBAR ®18' O.C. BOTH WAYS W/s4 REBAR 18O. C. e CONSTRUCT 12' CUT -01-1- WALL (H-4) WITFI /! 1 >,. , I !' • '� --- BOTH WAYS. ,f'4 REBAR 012" O.C. BOTH WAYS. j',` © CONSTRUCT 7/4 TON RiPRAP PER CAORAHS STD. SPEC. I rte; �--�---�j+� \f7 B7 SECTION 72 (METHOD ' AND DETAIL ON SHEET 17. 11T8 ,•'( ' ` _ ..,_. -�-y� � 7 - - ' r. ® CONSTRUCT 20 -FL WIDE ACCESS ROAD WITH 0.25' AC (TYPE B) OVER 6' 95A COMPACT NATIVE. ' ® CONSTRUCT I' DEEP CLASS '8" CONCRETE PAD (8x8). "L I ___ -_ ,-_` "rte` ` '"' ': <„ �•17(1. �' 4Q CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION A A ® CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION 9-6 ^..: �L _ •f T 7 21i' i HEREON. �`'-� 0 CONSTRUCT jj TON CONCRETE RD'RAP (T-4.5) W/ 12' NO. 3 aACKINGK •., \ 1"'� i' 4.5 2 AND FILTER FABRIC PER CALTAIMS STD. SPEC. SECTION 72 (METHOD 8). A rie I _ ® CONSTRUCT LIGHT CLASS CONCRETE RMP 25' W/ 9' NO. 3 BACKING ""� •\ `� < f.5 0 1 AND FILTER FABRIC PER CALTRANS STD, SPEC. SECTION 72 (METHOD B).( i ;... y+ x�zTi;'3' -.�%. y.� ' 7' .! a r ' • 2 <' 0 3, , '6< o t 2' 49 CRADE PER PLAN. .le ; r s A S.•: r -('\ -�9' # r4 �. • .; yt' " t�,,.g4. / < , o J . < e. s-4 a v r� ,L o• � y,..� 4r. 'lam" 'S. �' •� � � '> n ©0 CONSTRUCT 8- CLASS 'B' CONCRETE WITH 6- X 6- - 1.4W X 1.4W WELDED WIRE MESH. .,`vr r . 'ati . 7c h. nr, :.ie - _ -->c.. �•4 �� ' o e o ©7. CONSTRUCT CONCRETE V -DITCH PER DETAIL HERE ON. ' t - _'...'rte '"_ •. .__ - - -- -'7 -i' -. '- �'� - - y r o 1 o 3'fr -AS w/ 4R EeARc EDC. i?I�; A UiLi ` 0 18 ' LIE OF OF THE NDHITM DDAW Y BE NO A S1180NODN OF A � 801G1'1091IOBVBiJI;B1 BOTH WAYS. r C@REII momm AL&t&R�E AND ASSOC. NC. d TOW SNAP 1 NORTH. RANDE 6 WWT, 6811 AS 8HFOK01 PORTON IIF TFE SOUTHEAST 7i4 1486 CORONA PO COMr 1(III H AF*AQM STREEZ 6i Bn',lRSIYJ6:31?iV 10c018i: 2Up11B0,. s :cT►oai AT c� 3a 'ON FWAL TRACT MAP NO. OM, FLED N BOOK 260. OF RANCIE o YN 14 BERN+NOW CA 92379 ANAH EK CA 92806 /ITS E AT PAGO 48 TRIO" 06, WCLUSNF N THE OFFICE PHk E959 279-3000 fl# f714) 030.1826 8n OF THE CCAN7Y RC•CORDEB OF SAN BEFOIARDINO OF SAN FAY, (850 279-21D0 FA)4 (714) 630-7910 nlite0l - CAh 9" s COUNTY. ENCH IONDRn1a0a024 "�`' CITY OF FONTANA, CALIFORNIA BENCH MARK: BEv ADmal anion Bn,E O+s6. an B17e A E 7 SAS C �$ DESCRIBED BY METROPOLITAN WATER DISTRICT 80. III �Illl�/\\\JJ\JJ O/!1"U`I�nJ C ` 0 - CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COYOTE CANYON 0 o *rrO ECTt0T4 OF SUMMIT AYE. ANP CHERRY AVE. ATTHE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL �4 ENG 1 IV E E RI N G DRAW BY. SOUTHWEST CORNER OF CHERRY AVE. AND 6UMMITA1fE.101 --�.+ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. A ya7 soulR v1� uTA swrE SaB co17w1, a szt2a 0A p�pg PiJd�! AS N Yo FEET WEST OF THE CENTERLWE OF CHERRY Ave, AND 37 NO' Dams OY. GAIL DIAL T7Ri VORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a c e o f + vx (soe) 7a1 otw rAx (9os) 763 oTOB FEET SOUTH OF THE CENTERLME OF SUMMIT AVE. SET FLUSH BEFORE DAYS BEFORE AX AliOUST 2005 ON THE NORTHWEST CORNER OF A 10 FOOT WIDE YGD D70 BRING THEM INTO CONFORMANCE WITH CONDTCIONS AND 'iii clvI y` PREPARE -Awe TORREYSON Rce teo. 6wm Won err. DumG Na. ` 5 CATCHBAs N os FOOT SOUTH OF CUM FACE. A STANDARD TOLL DIG STANDARDS IN EFFECT. for uu� Ems. . Os cvA �' ZSR' `� W T11J. FREE 1900=227-2608 0809 ZB o « MWDSC 31NCH BRASS DISK STAMPEO'33A 1982'. A PDBLIC SERVICE BY tt/0D191Q= SMICE ALERT DAR. C ENIYNEE R.GE 61152 lE: a NAVD 8B -1508.56 (FEET) R >q s11j rr a: :4 DELTA/BEARING I RADIUS LEN./DIST. I TANGENT A 1 63'23'37" 1 45.00' 49.79' 1 7.79' (8)1 N40'04'21'W I - 196.99' - C I 62'09'32' 1 45.00 48.82' 27.12' CO) Wr46'08"E I - 19.90' - N74.54'30"E - 93.84' - N7{ 116.81' - G 72'10'47" 45.00 58.69' 32.80' NOZ'43'43"E - 39.45' - 1 NO3'4300'E - 76.68' - NO3.45'3rE \wry 7MN I .l rl�R C�lLlr'�� 1501�IG' VO, F/, _Y RaPa=� GE 77T�b�VAYUGHT UW- TOP OF CHANNEL 40' (UNE 'C-iB') 30' UNE 'C-tA 45 UPPER 6' TO 9' OF h pN_ :RIP=AP EXPOSED BASIN FLOOR 5' CHANNEL FLOODLINE EXTENDED CHANNEL TO 5' BELOW BASIN FLOOR M TON CONCRETE RIP RAP (7=4.5) mw < 20' 10' 0' X. 40' ._:.T77. :,... .. CRAPMC SCALE 1"-20' a a I Sri Jam„ ,�� -..•r• - R/W 6" IMES /TOP OF SLOPE 6' VARIES -'� ,�:_..�--- �_----•_ �.• s / / 3 .5' 225' IN. MIN. DAYLIGHT LINE ' .7 '7 F {\ �u F -m \ .� '-� - ___"``- --'�-- _ 1 �r �^'�F .., v CLASS 'AWx14WRETE W ' _ - - -- '��-�. r , •'- ED WIRE MESH �-= �a.., ��, / ! 20.1.1 .77 ��. � ! i ��-t _ ^ `�.\t .�_� �.� c )) 1 � -. NTA k 1 31.00 FO i \ ! ! tit. ` . `v •% 28.8 P_E F •J,� d ' \ ?8 O C, 1X 0+00 // 1' 45' 4.5' 1' (Typ) TYP. -ix%' 26 .S D < •' .1 /27+73.7 r1 L < 3. CONSTRUCTION NOTES � :. •, -..' , 0 ©CONSTRUCT 6' CLASS 'A" CONCRETE y 7 L 5" CLASS "A' CONCRETE 14 REBAR ®18' O.C. BOTH WAYS W/s4 REBAR 18O. C. e CONSTRUCT 12' CUT -01-1- WALL (H-4) WITFI /! 1 >,. , I !' • '� --- BOTH WAYS. ,f'4 REBAR 012" O.C. BOTH WAYS. j',` © CONSTRUCT 7/4 TON RiPRAP PER CAORAHS STD. SPEC. I rte; �--�---�j+� \f7 B7 SECTION 72 (METHOD ' AND DETAIL ON SHEET 17. 11T8 ,•'( ' ` _ ..,_. -�-y� � 7 - - ' r. ® CONSTRUCT 20 -FL WIDE ACCESS ROAD WITH 0.25' AC (TYPE B) OVER 6' 95A COMPACT NATIVE. ' ® CONSTRUCT I' DEEP CLASS '8" CONCRETE PAD (8x8). "L I ___ -_ ,-_` "rte` ` '"' ': <„ �•17(1. �' 4Q CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION A A ® CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION 9-6 ^..: �L _ •f T 7 21i' i HEREON. �`'-� 0 CONSTRUCT jj TON CONCRETE RD'RAP (T-4.5) W/ 12' NO. 3 aACKINGK •., \ 1"'� i' 4.5 2 AND FILTER FABRIC PER CALTAIMS STD. SPEC. SECTION 72 (METHOD 8). A rie I _ ® CONSTRUCT LIGHT CLASS CONCRETE RMP 25' W/ 9' NO. 3 BACKING ""� •\ `� < f.5 0 1 AND FILTER FABRIC PER CALTRANS STD, SPEC. SECTION 72 (METHOD B).( i ;... y+ x�zTi;'3' -.�%. y.� ' 7' .! a r ' • 2 <' 0 3, , '6< o t 2' 49 CRADE PER PLAN. .le ; r s A S.•: r -('\ -�9' # r4 �. • .; yt' " t�,,.g4. / < , o J . < e. s-4 a v r� ,L o• � y,..� 4r. 'lam" 'S. �' •� � � '> n ©0 CONSTRUCT 8- CLASS 'B' CONCRETE WITH 6- X 6- - 1.4W X 1.4W WELDED WIRE MESH. .,`vr r . 'ati . 7c h. nr, :.ie - _ -->c.. �•4 �� ' o e o ©7. CONSTRUCT CONCRETE V -DITCH PER DETAIL HERE ON. ' t - _'...'rte '"_ •. .__ - - -- -'7 -i' -. '- �'� - - y r o 1 o 3'fr -AS w/ 4R EeARc EDC. i?I�; A UiLi ` 0 18 ' LIE OF OF THE NDHITM DDAW Y BE NO A S1180NODN OF A � 801G1'1091IOBVBiJI;B1 BOTH WAYS. r C@REII momm AL&t&R�E AND ASSOC. NC. d TOW SNAP 1 NORTH. RANDE 6 WWT, 6811 AS 8HFOK01 PORTON IIF TFE SOUTHEAST 7i4 1486 CORONA PO COMr 1(III H AF*AQM STREEZ 6i Bn',lRSIYJ6:31?iV 10c018i: 2Up11B0,. s :cT►oai AT c� 3a 'ON FWAL TRACT MAP NO. OM, FLED N BOOK 260. OF RANCIE o YN 14 BERN+NOW CA 92379 ANAH EK CA 92806 /ITS E AT PAGO 48 TRIO" 06, WCLUSNF N THE OFFICE PHk E959 279-3000 fl# f714) 030.1826 8n OF THE CCAN7Y RC•CORDEB OF SAN BEFOIARDINO OF SAN FAY, (850 279-21D0 FA)4 (714) 630-7910 nlite0l - CAh 9" s COUNTY. ENCH IONDRn1a0a024 "�`' CITY OF FONTANA, CALIFORNIA BENCH MARK: BEv ADmal anion Bn,E O+s6. an B17e A E 7 SAS C �$ DESCRIBED BY METROPOLITAN WATER DISTRICT 80. III �Illl�/\\\JJ\JJ O/!1"U`I�nJ C ` 0 - CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COYOTE CANYON 0 o *rrO ECTt0T4 OF SUMMIT AYE. ANP CHERRY AVE. ATTHE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL �4 ENG 1 IV E E RI N G DRAW BY. SOUTHWEST CORNER OF CHERRY AVE. AND 6UMMITA1fE.101 --�.+ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. A ya7 soulR v1� uTA swrE SaB co17w1, a szt2a 0A p�pg PiJd�! AS N Yo FEET WEST OF THE CENTERLWE OF CHERRY Ave, AND 37 NO' Dams OY. GAIL DIAL T7Ri VORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a c e o f + vx (soe) 7a1 otw rAx (9os) 763 oTOB FEET SOUTH OF THE CENTERLME OF SUMMIT AVE. SET FLUSH BEFORE DAYS BEFORE AX AliOUST 2005 ON THE NORTHWEST CORNER OF A 10 FOOT WIDE YGD D70 BRING THEM INTO CONFORMANCE WITH CONDTCIONS AND 'iii clvI y` PREPARE -Awe TORREYSON Rce teo. 6wm Won err. DumG Na. ` 5 CATCHBAs N os FOOT SOUTH OF CUM FACE. A STANDARD TOLL DIG STANDARDS IN EFFECT. for uu� Ems. . Os cvA �' ZSR' `� W T11J. FREE 1900=227-2608 0809 ZB o « MWDSC 31NCH BRASS DISK STAMPEO'33A 1982'. A PDBLIC SERVICE BY tt/0D191Q= SMICE ALERT DAR. C ENIYNEE R.GE 61152 lE: a NAVD 8B -1508.56 (FEET) R >q s11j rr a: :4 PROFILE SCALES HORIZ.: 1 "=40' VERT.; 1'=4' D TA# A CCAM P40' CONSTRUCTION NOTES ® CONSTRUCT GUNiIE TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 17 (0=30;8=4.0,Z=1.5} ® CONSTRUCT 12" CUT-OFF WALL (H=4') WITH #4 REBAR m 12" O.C. BOTH WAYS. ® CONSTRUCT 15' WIDE ACCESS ROAD WITH 0.25' AC (TYPE "B") OVER 6' 95X COMPACT NATIVE ® CONSTRUCT 114 TON CONCRETE RIPRAP PER CALTRANS STD. SPEC. SECTION 72 (METHOD 18") AND DETAIL ON SHEET 17. ® CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION B -B ON SHEET 70. 49 GRADE PER PLAN. ® CONSTRUCT REMOVABLE PIPE BARRIER PER LANDSCAPE PLANS. © CONSTRUCT WARPED INNCWALLS PER CALMANS STD. PLAN 086A. 68 CONSTRUCT 6'W x 3'H RCB PER CALTRANS STD. PLAN D80. LIEJCURVE DATA DELTA/BEARING I RADIUS LEN./DIST. I TANGENT A N-WSB'51'E --- 54.32' --- 41'32'59" 100.00' 72.52' 3754' C N76'31'50"E --- 322.00' D 84.01'28' 60.00' 67.05' 37.51' 35' SW ERN CA ORNIA 3S 0 7H C F RNl EO150N Po - -WAY 330' 15' 330' ¢ EOISON RICHT-OF-WAY IS' 13' (330*) t3' ( ) 6' SCREEN WALL ACCESS ROAD ,� 7• — 6' ,� ®� 6.5 6.5' 1 ACCESS ROAD 1' 6. SCREEN WALL 2' 2 2' T1P. 2R 0.5' 2 TYR 2x tR 1� 4' l p' --- I 4' — 2. MEET EXIST. GROUND c Z ---- Hi1 ARIES EXIST. GROUND "ASB B" . GROUND 0 o THE SAW OF BEAFM IS BASED ON THE Nt'MMY OF DEPANM � VJBDNBON OFA � IIreR:Of dO� OM a BDSpNa th Sut er10 Ll4E OF THE NOR HEA8T QUARTER OF SEGTIg123, CB77EX HOMES ALBUB-IO�f AND ASSOC, INC. € n TOWNBFW 1 NO" RANGE 6 WEST, SAM AS EHOVM PORTION OF THE SOUTHEAST V4 U86 CORONA POINTE COLRT 1011 N ARMANDO STRI GRAPHIC SCALE �� 'of any resp0n5ibd3y bl ' amaey. OF SECTION 9 TOWNSHF' 1 NORTH. T i� ON FNAL TRACT ANP Nu. %1750, FLED IN BOOK M, CORONA, CA 9?87B ANAF�4 CA 921OS 40 0 20 {0 80 AT PAGES 48 THIRDUGH 86; INCLUSM N THERANGE 6 WEST, SAN BERNARDNO PN (W 47&-9300 PIH (71.1) 830-1828 3 N OF THE COUNTY �OF 8AN SEF OF SAW FAT( 00 472-2819 FAX! (M) 600-1018 r' a m' MTS F,rg"nrd ' I/ N71 3 Y COUNTY, 5970 NORM W307A' WEST. BENCH MARK FT REV. RENISM mlwn3R WE INCA cm DA sCITY OF FONTANA, CALIFORNIA L)ESCRIBED BY ME1LOPOLRAN WATER DISTRICT SO. CYA-4,z �pBMfS['8y7! Q CALIFORNIA 1&92 RANCHO CUCAMONGA, NEAR THE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT AE 14 ASC COYOTE CANYON INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL N G 1 N E E 2I N G auwt ar: SOUTHWEST CORNER OF CHERRYAVE. AND9UMMITAVE. 101 www.ww•w+... i^, LNE'C-2' SCAM - FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, aaoee 937 SWW VIA LAT1, WIRE 500 G%TDN. CA 92324 pL PSE AS SHOWN 6 FEET SOUTH OF THE CENTERLINE OF SUMMITAVE. SrT FLUSH DIAL I Ivo YORKING THE CIN ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a ,F n PH. (909) W-0101 FAX (W9) 7SY-0106 DL&clffn Br. wre �$ BEFORE DAYS BEFORE �' AT. �'+ �'�` O AUMW 2005 ON THE NORTHWEST CORNER OF A 70 FOOT WIDE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND ! P PREP ar: AM I/. roRRErsoN RGE No. CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD YOU DIG YOu DIG?e arEcxEn �, ,. s g MWDSC 3 INCH BRASS DW STAAIPEO'33A 7992' TOLL FREG - I-800-227-2600 TEkOVED NOT FOR CONSII7UCFIOMI AMT y( STANDARDS W EFFECT. 9F D Rg EXP � oe-30 CYA 1t I �' NAVD 88 - 1508.66 (FEET) a PU6UC SERVICE BY NfPJiGROJXD SERVICE ALERT REVS LlE'C-2 I TY GMEER R 511 DATE • 2 o ^ 33 + - -4- L 4 4- -L-4 A I, -j- T ..144F-. 4.y• T, -J a - J. _1F-31, 1. -4- -4-4-1 1-7— - _ 1T I W ... L-1 PROFILE SCALES moRtz,1 *=40, VERT.: 1"=4' FM .... - - •----- S0Ar-'PER`Z-Z .. R4SIN NO. 1 +00.00 ` J J� JLJr_� -- ,;' 1 , DP. 72 W1R pi79gS-(D�T^ .Br- - - _.__.._ ........_.._. 41.1 �.E. 6.081 7)RA C jlv4v�,•- SHEET -fb!?rw w - 4 1 1, (\ - 7 - WATER OU, 1 290- SEE TT2+06146 LINE SEE PER 771 Or 16290-1 pEt? CT 162 00 FG WG. Nk 3501 36.7l.E. HEREON T S;,kc P.E. I.R P.E. L eL TRA CT 48 Ad 36.4 P.E. ------ -7:X w -m-: i� - 64 \�&ql BC/SWR. M 25 Ij+ 0 62& BOT SSD 762& 'HE 02t 4 • WR.,.,_ 1612.00 Ir 42 9 A v 1040.00 TER QUALIT�l 12+., 00 Sw 161&00 FG, 102 137.5 P.E.6 DU • =10'#22.03 LIME C TOP SNR 1623.3 1 lc� v I N. -'ON "A:HEET 3.l 40.8 P.C. *1\ 44.� 20' SD SENEN7 k �`. P,EP.E. I NO, 161&91 ROP FG QFFT� 'A r -a /SEE PRO W LE HERE � -i ON NOTES LMICLME DATA CONML;c*n 1, 0 1 i I / QUALITY LINE "C" LEN./DIST. TANGENT - RCI (11 CONSTRUCT 11, -1. PEI, FROIXE). s-;:;:`. 7 WATER 15,38, i CONSTRUCT 24- RCP (D -LOAD PER PROnLE), I A f -T�r I 45.00- + - -4- L 4 4- -L-4 A I, -j- T ..144F-. 4.y• T, -J a - J. _1F-31, 1. -4- -4-4-1 1-7— - _ 1T I W ... L-1 PROFILE SCALES moRtz,1 *=40, VERT.: 1"=4' FM .... - - •----- S0Ar-'PER`Z-Z .. R4SIN NO. 1 +00.00 ` J J� JLJr_� -- ,;' 1 , DP. 72 W1R pi79gS-(D�T^ .Br- - - _.__.._ ........_.._. 41.1 �.E. 6.081 7)RA C jlv4v�,•- SHEET -fb!?rw w - 4 1 1, (\ - 7 - WATER OU, 1 290- SEE TT2+06146 LINE SEE PER 771 Or 16290-1 pEt? CT 162 00 FG WG. Nk 3501 36.7l.E. HEREON T S;,kc P.E. I.R P.E. L eL TRA CT 48 Ad 36.4 P.E. ------ -7:X w -m-: i� - 64 \�&ql BC/SWR. M 25 Ij+ 0 62& BOT SSD 762& 'HE 02t 4 • WR.,.,_ 1612.00 Ir 42 9 A v 1040.00 TER QUALIT�l 12+., 00 Sw 161&00 FG, 102 137.5 P.E.6 DU • =10'#22.03 LIME C TOP SNR 1623.3 1 lc� v I N. -'ON "A:HEET 3.l 40.8 P.C. *1\ 44.� 20' SD SENEN7 k �`. P,EP.E. I NO, 161&91 ROP FG QFFT� 'A r -a /SEE PRO W LE HERE � -i ON NOTES LMICLME DATA CONML;c*n 1, 0 1 i I / QUALITY LINE "C" LEN./DIST. TANGENT - RCI (11 CONSTRUCT 11, -1. PEI, FROIXE). s-;:;:`. 7 WATER 15,38, CONSTRUCT 24- RCP (D -LOAD PER PROnLE), M 3$.5 PZCONSTRUCT 45.00- &24- 4AY 36- REP (D -LOAD PER PROPLE). NW22'4rE I - To BE NOTE: EX. UNDERGROUND FACILITIESIN 1 - @ CONSTRUCT CONCRETE BULKHEAD PER RCFC & WCD STD. DWG NO. U616. :j,:,,, GRAPHIC SCACE PROTECTED ACCESS ROADS PLACE EX. A To JJE RESTORED To PRE-EXISTING (E) 3Wo4'37' 1 CONSTRUCT JUNCTION STRUCTURE PER APWA STD. PLAN 333-1. "" 40 0 20 40 eo CONDITION. NW2r4W'E CONSTRUCT lUNC?7ON STRUCTURE PER APWA STD PLAN .333-1. LINE C -8 I- -40 & cff---7 =5.00' S.P. toi 101CONSTRUCT PIPE OUTLET PROTECTION 9ARR7ER PER sacFco -2, AND 101-3. BAW QF THE BASIS OF BEAFM IS BASED ON ?HE WESTERLY SUBDWSON OF A Qm! - BENCH MARK lomoldoesqlaw"Nsub 1 CONSTRUCT CONCRETE COUAR PER APWA STD. PLAN 380-2. LINE OF THE NORTHEAST OUARTER OF SECTION 20, 004G A PORTION or TI -E SOUTHEAST 1/4 OENrEK HOMES tm CDROM PONTE Col ALBUS-I(J� AND ASSOC M 1M N. ARMANDO IlTF= DESCMED BY KE77KraffAN WATER DISTRICT SO CALFOPNA W2 RANCHO CUCAMONGA, NEAR II -E INTERSECTION OF SUMIMIT AVE AND CHaW AVE. AT THE SOUThWEST CORNER OF CHERI:fY AVE. AND SLAW c4 arty respn6bild, 1�, xmiv=u 58.25' CONSTRUCT 114 PON CONCRETE RIPRAP PER CALMNS STD. SPEC Bn DETAIL ON SHEET 17 0 DELTA/BEARING RADIUS LEN./DIST. TANGENT 0 N75-53'12*E 15,38, 08 10-29-36- 45.00- &24- 4AY OC NW22'4rE I - 175.29' 1 - @ Sr"37- 1 45.00' 29.91' 15.53- (E) 3Wo4'37' 1 45.00' 29.91' -I5.53' NW2r4W'E 26.03' I r2l'3e =5.00' 116.65' -7r N7rDl'l CE - 45.58' N04 -14-19-E - 66.81' NOD 41-W - 58.25' 8BM A6 SHOWN AND ON FINAL TRACT MAP NO, WK FILED IN BOOK 250, OF SECTION 14 TOWNSHF, I NORTH CORONA, CA 9W9 ANAHW CA 92WS AVE, 101 FEET WEST OF THE CENTERLJNE OF CHERRY AVE AND 27 FEET SOUTH OF THE OF SECTION 72 t -,.- CONSTRUCT HEADWALL PER MTRANS STD. PLAN D90. AT PAGES 48 THROUGH So. INCLUSNE IN TI -E OFFICE RANG W�, SAN BERNAFIDINO PK (M 470 -WW PH, (714)6301-1626 MAW AVE SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDE CATCHISASIN OR FOOT SOUTH OF OF THE C0LJN7Y FIE(XXIDER Or MERIDIAN COUNTY OF SAN FA)0 (WO R61-2019 FAX- (714) 630-B116 CURD FACE A STANDAFID MWIDSC 3 INCH BRASS DISK STAWM'33A WV OOL BAN BERNARDINO BERNARID1,10@ CONSTRUCT FLARE END SECTION PER CALTRANS STD. PLAN 0948. BEINCI NORTH ODW2C WEST --- WE ENDIL CITY DATE NAVD B8-5508.56 (FEET) N BERNARDINO COUN CITY OF FONTANA, CALIFORNIA K1, RNSU4 DZSCRPT70.4 SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL FL CONTROL DI CT AE1,11KASC COYOTECANYON TGT cT — - % EN(:3JNEERlNJC-j aRA%N SY, PLAN APDT%OFLE SCALE, SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. THE m""ED BY M ZATA SUITE WO COLTON, CA 92324 D.S, WATER SHOWN 937 SOUTH DIAL CITY ENGINEER MAY REQUIRE REVIMNS TO THE PLANS TO BRING RECOMMOM BY, Pit (90) 783-0101 FAX (909) 793-0108 vmvim 8�. DAIL TwIl WORKING Lw- lo -r AUQUST 2005 BEFORE SAYS BEFURE T. YOU DIG Ymj DIG THEM 114TO CONFORMANCE WITH CONDITIONS AND STANDARDS IN APPROVED IVSQa 00. om -QEFk-m By - DRAWNG N TOLL rREt —1-8 227-2600 R .E. 51152 DATE: A PUBLIC SERVICE BY UNITERGROW0 ICE ALE" EFFECT. FOR /28 Q &,E� ,kA1r,; DIL apn ETA - - - - _ _ = = -- -` 3 - - - 1701 ss - _ 1.5' r� fOZ. 170FS 1 1700.55 - _ - r- = s_. ,: _: - -- - - i1_= `_.-; _ {_ - PROFILE SCALES _ v r _. _ .: _ .._. EBRIS RAC71, 'N. =c- r "- HOR1Z.: t's40' \ D93CvFJTT.: � I (T7'P.I) 10+00 11+00 12+00 13+00 NO7Et EX. UNOERGROUMD FACWTES m BE EARTHEN CANNis�D 1N P1ACE 11X ACCESS "WS NIS 6- CIASCONSTR STBCONCRETETO BE RESTORED TO I•CONDRTON. P IX STM WELDED RHRE MESH (W.W.M,) . y� ' CONSTR T •— .—.% CONSIRUC77ON /APN 0226-072_,-$8 j 6" CLA�US�- 01 RETE 1598.65 JOINT (OPTIONAL) 6W"ELQI� WIRE .4 H (WW.M.) MINFL. ,�. \`,• �4 �`t�-':-.�.�' �' � SEE DETAIL HEREON^ \ A _ - C 'r 1700.64 _ .��__'"_ L.. _^��-.�.._.�.•_-_�-- ^.:�_.�.-•- ""� 36" RCP CSP 12+39.72 1 9 L 9 I T WOR. X -INC __._. __ -._' ---6G !N - _._. _ -! • f�-1 %[y _ _ •-� "'• --- F ± • a j 1 . TOP S 1694,74D l_ • BOT WOR. 16 a -`.\ .� - I k-"i� I .88'S7YR._X-ING-.. _. �i �..�r.'n--'-,�F"-`--..... __...__-._ � _..._____•-- � �i'�� _..'�" wO: ri4. L•�••i 24 CONSTRUCTION NOTES R I�D .e � -swx •1sa7:o9----._...__.___._ 1 p0,0 IN `` _ q2V CONSTRUCT 36` RCP (D -LOAD PER PROFILE). STA�•71.64 COYOTE CANYON RD.C INT +96.76 DUNCAN CANYON RD. C/LCONSTRUCT CONCRETE COLLAR PER APWp. STD. PIAN 360-2. �CONSTRUCT CSP RISER PER DETAIL HEREON. PROP. R 3t GRADE EARTHEN CHANNEL PER SECTION HEREON. 3? CONSTRUCT CONCRETE V -DITCH PER DETAIL HEREON. /• `\,,� p• ,\ I L R �i ^ 61 REMOVE CONCRETE BULKHEAD. { n 71UNEOAM DATA L11V= DELTA/BEARING RADIUS ILEM./DIST.1 TANGENT A N07.50'02'E N/A 34.51' N/A B 11.05'21" 45.00' 8.71' 4.37' C 02'19'31" 1106,00' 44.88 22.45' 0 N00'SS'48"W1 N/A 159.11' N/A •• `,�{$}. •.. BA919 OF OFJWx109 IM SAM OF BEARNa NG IS BAS® ON THE WESTERLY JPO A SUBDIVISION OF AENCH OWN9i/DOPER MARK: LIE OF E NORTHEAST OVARiHi OF SECTION 23, BEING CE NIEX ROLES ALBUB_C�E AND Assoc,CNC. DE1 omm BY NETROPOL.RML WATER DBTRIcT SO. CALFORNA 1692 RANCHO CUCAMONO:A NEAR THE TOWNS W I NORTH RANGE 6 WEST. SBM. AS BHOtYN POW1ON OF THE 90lRFEAST 1114 t265 CORONA PONTE COURT IN N ARMANDO STREET NTEMOTWN OF SLWff AVE AND CHEERY AVE AT THE 90UDiNEST OMER OF CH!5W AYE AND SUTA.BT ON FINAL TRACT MAP NO 13750. F1® N BOOK 250 OF SECTION A TOWNSHIP 1 NomM' CORONA CA 92819 ANAHEM, CA 92806 AVE VI FST WEST OF THE CENTERUW OF CH aW AVE. AND 37 FEET SOUTH OF THE CE :TERU'E OF AT PAGES 46 THROUGH 66, NCLUBIVE, N THE R 4,NOE 6 WEST, SAN Br3iNARDNO PH 060 470 -WW PH, (714) 830-1626 SIAABT AVE SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDE CATCFBA8N 01 FOOT SOUTH OF OF THE COUNTY RECORDER OF SAN B@iNARD94D OF BAN FAX: (960 470-2919 FAX: (710 600 -IM CURB FACE A STANDARD MWIM 3 NCH BRABS DSK STAMPED -JOA 1792'. COUNTY. BEING NO" 0030.24' WEST. BERVADINO NAVO 8E -1508.56 (FEET) DATE a (TRY DAR KY. KMSa1 TKSWI N UN SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT N BERNARDINO COU FL CONTROL DI COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL � 8'"ITTEO BY. SHOWN HEREON AND CARRIED FORTH IN A OILIGSNT MANNER, THE DIAL TVG WORKING CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING REOOWENDED 9n BEFORE DAYS BEFORE O YOU DIG YIID BIS THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN 8 TOLL PRE[ 1-900-22 -2600 A PUBLIC SERVICE BY URDERGRTBMD SERVICE ALERT ® fB10YM 19DT FOR COrSTRUaMW EFFECT. - -4 F-8' MIN. --•I F -8' MIN. CSP RISER* *CSP RISER NILET PER MODIFIED OCEMA STD. PLAN 1327. . e mfa�vn R'FLDED WIRE MESH �: �,,•v; ,, . _� ,......_.__._..,- CONCRETE V -DITCH aryTa593054X'I�'t�aG tueuuu[xcy, Pirs i --.I AEI4CASC ENGINEERING N,, Beate 937 SOUTH VN UTA SURE 500 COLTON, CA 92324 4E+m. PH. (909) 783-0101 fAX (909) 763-0108 �7f CIV�A 81': ARIL K R.C.0 Na aW Ezv +�•^ aA;E:11 as GRAPHIC SCALE fa 0 10 b 80 I _ � CITY OF FONTAN. I CALIFORNIA ALKIUST 2006 ORA" Na; i3 52 DATE: Saw V. 20' MAINTENANCE B CHAIN LINK FENCE ROAD HEADWALL PER FSS — HEADCALTRANS STD. 1 PLAN DB4 N 177J8 FS 2 -FT CUTOFF WAI . LL DETAIL "C" '. 1.A6X 7'W x 7'H m OPENING N 2-X N h m 7'1V x 7'H RCB o d N U 4' CUTOFF WALL PER `O o CALTRANS STD PLAN D84 G '�° + e N m y4 BAR 12 O 16" C -C d 1 �, 0 m w m (BETWEEN CONCRETE SLOPE � PAVING AND HEADWALL) c4 REBARS 18" C -C DETAIL 4'0' \ I ( I NKMENT SLOPE OWF15 AP 17.54 LF 36` RCP (D-1 SECTt0141 A -A NTS EXTEND #A REBARS (12' LONG) INTO CONCRETE SLOPE PAVING 0 6" CLASS'S" CONCRETE (REBARS NOT SHOWN FOR CLARITY) 3-#4 REBARS DEfiAI.'C NTS #4 BARS O 9" C -C (�712") (TIE EYERY OTHER RAM 6 THE SLAB REINFORCING STEEL) SEE DETAIL "A" F-TH7S SHEET TW X TH RCB 2CL (TYP) " 12" (REBARS NOT SHOWN FOR CLARITY) 12" #5 BARS O 9" C -C BOTH WAYS EXTEND #4 BARS — (12" LONG) INTO ADJACENT SLAB 43" X 64" OMPA �ANNULAR X RRU ANNULAR CORRUGATIONS, 14 WITH PERFORATION S2S• C) SFS, Lc-c�0 A Vc u�rt L CORRUGATIONS. 14 OAUGE} WITH 3FCMP OUTLET PIPE BASIN FLOOR 'KNESS I— S' CUTOFF WALL CONCRETE BACKFILL CONCTO FLOW UNE RETE �` SLURRY ,• ti �1 i BACKFILL CUTOFF WALL m 9. �1i `-° (5' DEEP) N K.(1 �*p .rjan u Nm N h"l N m Ml HZ IE- W Q b W w ao C 7.5 LF 36" CMP (2-2/3" X 1/2" ANNULAR CORRUGATIONS, 14 GAUGE) NOTE: FOR SECTION P -P AND ANCHOR DETAILS, SEE SHEET NO S. CONSTRUCTION JOINT GRATE ASSEMBLY (d4 BAR - B EA) NOTE: EXTEND REEAR �2' LONG INTO ADJACENT SLAB AT CON CTION J NTS [SEE TYPICAL SECTION M -M .OCATION OF CONSTRUCTION ORNTS NOT HON THE PLAN WILL REQUIRE APPROVAL BY THE CITY. !A8 SEE DETAILS HEREON FOR ELLIPTICAL BAND AND ANGLE CONNECTORS 1' TIP 6' i7P /S BAR COATED BAR 6' A5 EPDXY COATED BAR D£ADMAN AN010R N07E• APTLY EPDXY COADNC AFTER NFLWAIC II cid¢ r x r x WW BOTTOW ANQLE oo a roa WIM PPE ANCHOR 12' 2' 4' 1 2' 9/16' X 7/5' SLOTS _I Jn5 1.25'" 314! 112' DIA RESISTANCE BAND SPOT AT FAO! CORRUCAINGA710N CREST yy� VaV r�x�Sx�� mm s 18' BEND - I 6.5' I 3. 1i)�+.11'SO.L� W PARAPET WALL DETAIN (TYPICAL JOINT BETWEEN oyN �— 33 CONSTRUCT 12" CUT-OFF WALL (H-4) WITH 14 REBAR 012' O.C. 80TH WAYS, NTS ADJACENT SLABS) m NTS CyoTp UC"yNOTES NTS ® CONSTRUCT 43'k64" CMP RISER AND PIPE ANCHOR PER DETAILS HEREON. pETALL 'A^ y Bu( ti SOF BFAIW l�T SOL 4 CONSTRUCT 3B' RCP (D -LOAD PER PROF7LE). 40 CONSTRUCT I' DEEP CLASS 'B' CONCRETE PAD (8'x8). SCALE: I'-10' TDB r6ceiN O'.AS•Bu•,T Plans gDQr�saxsplan�e IT THE BASS bF BElWID B BAt3» ON THE MI�1�-YOEM A BIlBOt10fAX7 OFA O (- Ihereol does notat�lD4e!hD SDEGvfuBdDeye1pez R LTE OF YHA NORRfiAHT OUARM OF>9FcCDON lKi, CBNTflt HgKB Ai9tlB-K�£ A/D A98DO W. PORTION OF TIE SOUTHEAST U4 TOWNSHIP 1 NORiFI R4V10E 6 W>B;T, R@M A9 SND1W1 )zea CORONA FOLATE Cd4Ti 108 K APAYMi30 87REfT O8 CONSTRUCT 6' CHAINUNK CHANNEL WALL FENCE PER APWA SIO. PLAN 600-7. 44 CONSTRUCT OUTLET STRUCTURE PER DETAILS HEREON D aDY IasPJIlsa('ityt,7r ONiracarstx ON FINAL TRU10T MAP NO. UM FLED N BOOK 2K OF BECKON A TOWNSHIP I NORTHL CORONA, CA 92179 ANAHEIM. CA 92808i i AT PAGIES 48 THROUGH 46, NCIJ.WF LATHE PAB�ESW m(960279'Qw PH*OH) WO.1928 ©0 CONSTRUCT 6" CLASS A- CONCRETE WITH #4 0 IS" O.C. BOTHWAYS ©0 CONSTRUCT 6' CLASS 'S" CONCRETE WITH 6' X 6' - 1.4W X 1.4W WELDED WIRE MESH. �3)� N OF THE COUNTY RCCORDW OF BAN BER 14ARIO W 1� COUNTY OF BAN FAX<(WO 279-2100 FAX, O74) &TO -A16 �`--- ' COUNTY OEM NORTH 00W2C� Bg1rWp1O, CONSTRUCT CONCRETE COLLAR PER APWA SIO. PLAN 380-2 a DESUWFDBBYMMETROPOLITANWATERDISTRICTSO, jam O ""p°HD 'n0N °A� a^ DAZE L CITY OF FONTAN AL1FOiiNIA CALIFORNV 1992 RANCHO CLI AMONGA, NEAR THE NCH MARK: DUAP-L'14 `�(1f �� SHOULD CONSTRUCTION OF TH£ REQUIRED IMPROVEMENTS NOT A E l CAS C COYOTE CANYON INTERSECTION OF SUMMIT AVE AND CHERRY AVE. AT THE nl ISI 11S COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL LL ty�M �s E N C I N E E R1 N Ci NUN+ BY: s SOUTHWEST CORNER OF CHERRY AVE. AND SUWATAVE.101 -.- --.-., SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, i 937 SOUTH NA [ATA SURE 300 GVLTON, CA 92324 Ds DWRIB aAM'C' 3mUCRM �9� -' FEET WEST OF THE CENTERLME OF CHERRY AVE. AND 37 DSNAD BY. DATE TWO WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO y -oc s PH. (909) 7&T-0101 FAY (909) 753-0108 8 FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE SET FLUSH-°--- 0.T. /� ALK3U3I 2005 DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND ON THE NORTHWEST CORNER OFA 10 FOOT WN)E YOU DIG •Pqt 11 t` PREPARED Sri AMC iDRRLY50N R.C,E. LA0. 56059GSti•5 aEC%ED BY: L: DNAMNO NO: E� CATCHBABIN 0.8 FOOT SOUTH DF -CURS FACE.ABTlddDARD YOU STANDARDS IN EFFECT. FDT cmc �• Tey�a �/ cv.A c MWIM 31NCM BRASS DISK STAMPED 33A 1997. 0-227-2600 BATE; 2 C 3603 28 NAVD 88-7500.56 (FEET) A PUBLIC SERVICE BY UNDERGRDIAID SERVICE ALERT Y ENGINEER R.C.E. 51152 DATE: -77-T 1 ' .1_?.:'(, i I L % .S 1 ,_.+ T •j �'i ' }. r'- _l.__I _H _. t .. _L .. I _._.._ _. _. ,_ 1- # ..._..1. j �... !_I t _.r.a- ;- .....T_ - �,.k 'H...a...1... _ -�. _mak_. _t_ ^i '_�. "i-' ' t' . �-�. _U___f 4" �' - .�.. ..T..y -� � .i f +' f • ' i ,t i 1 i Y L L _i_. _.i "•c'�'F'.`"�T� t: - �. _�..$_��, •j--;�. .T •:..i _i'" .LL_ � x- -7'� i'A- 4-1- -r:• si-"- • t t r .i'_ -t -a^ "-^•. y...}...�... _ -- .y_ .... _ t_.. tom_ _ __.=-,t.: _ _ :i :}:-•f_r •. moi'' ''�_.�,-_ T. I T-"I'_j_'%, .�_ ..�..... 5+ t _�M. ...F_. _.�.._-�..-.'-3: +-.i•--I .{ -: 1. f - -2� _ = = f . ir.. •1 t {' S • i t { {{ } l ,# f :..i.._7:_}... ' T. .''.••' T- �.l'- •tf j�' .�._.).__.�.-':••.•S- .i- _ - _ _ _-{•_}-'r}•'-i- __�_ _'.�'--•a�-�_..r ( -E-.-}_'7- i ^i --l--. _-i_" 1 i "t� 1 _3-t.. 444- _� _-'L--• 1 :.�;.= t' _ti...r.-_+-•y- -^T_ .'T_•!_.SL-E...---i-._ -1 _.J.• -S- i--+i---r _' , '-f"• _ - '..y.. i'- _ . _... •jj� `may { - .t" i � :r.:: _ .. _ v ..._ .. _._..__ - ,i-'� �'�. _ .-1•�. t �- _.,.T.. _ _ _ _ _.` - M�.L.1...'.w_--«__a__ ___.--. _,-_.L� . _ •� � _ � Y-)---0.�._-i--i--t:rF' �$^k�- � V.. _ _ _ _'�:�'.�=- 4' Is ENO TRAPEZOIDAL CHANNEL BEGIN 7RASI•TION }(B 7p'. 3.5 Z=715') DEBRlS� BASIN 'C'K J v\ F,~ e ` GRADE To MEET EXIST. cRouNa k . I•� (10%MAK SLOPE) •`- �� ti` wY.. 30+66.99 «35.00' LT - '�,�v -�•`\ �ti� END RIPRAP }� \ ` �^ \ \ice •'�` 1736.53 7127 ` •,,� .\�, ; `. �i.'LI`�\,.l :� Y :\ 30+7127 MEET EXIST. GROUND END CHANNEL SEC71ON APN 226-072-17 SOUTHERN CALIFORNIA STA. 10+00.00 LINE'C-18" OF WAY -25+27.55 LINE `C-1' C/L r / r - { r/ . f / 7f,% /r// r , \ t } I IENO 10, D-5 TRANSlT10N 35 / r" �/ / //�• , \ yy""10728.00 INV. ' I -,c PROPOSED DRAINAGE EASEMENT z f! / ENp OP TR/fNSi rr' r uOj,49.B5 •••67.00' RT. BEGIN RIPRAP CHANNEL f702T- TRANSI7TON G=1735.00 (8=10', D=3'. Z=ZOO 1727.00 INV! GRADE TO MEET EXIST. GROUND 1� Ti (70X MAX. SCOPE) LINE 'C - :-�e - _"• = _.4�i_=;_, _;= •.:.• -- is �'._-_�.; PROFILE SCALES THE SAM OF SEARING 18 BASEDON THE NE8f9iY B1BHG A SUBDIVISION OFA __'..,_' •.: --':: = ^. VERT.: o LIE OF TIE NORTHEAST OUARTEi OF SECTION 23, TOS 1 NOATK RANGE 0 WEST, SBM AS SFIOVRH PORTION OF THE SOUTIEAST 114 CENTEX HOMES 7206 CORONA PO!([E COURT ALBUB-KEEFE AND AS60C. W. %i0 K ARMANDO STREET e ON FINAL TRACT MAP NO 13750 FLED N BOOK 290. I N A tr ESECTION SA RNARDINO CORONA, CA 82879 ANAHEIM,, CA 92800 AT PAGES 46 TFi OLJOH 88, NCLUSNF_ N THE OF M' AN PH, (950 279-300D PM (7M) 530-1828 3 a , OF THE COUNTYf OF BAN BERNARDNO COUNTY, SEM NORTH( 0113WZC wsvT B FAX, (960 279-2100 FAX"(710 030 -IM i BENCH MARKC ALV. FEVI9BR DISTRICT 30. /%,i }I O ITjI� CALIFORNIACRI8®B992 RANCHO CA1992 RANCHD CUCAMOHGA, HEAR THE CUC AMONG INTERSECTION OF SUMAItT AVE. AND CHERRY AVE. AT THE Sx SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 €FEET ' WEST OF THE CENTERLINE OF CHERRY qVE. AND 37 DIAL c FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH TV0 VOWING BEFORE DAYS BEFORE ONTHE CORNER A 10 YOU DIG YOU DIG E '- 1: CATC-.013 MI 0.8 FOOT SOUTH OF CURB FACE. A STANDARD HBASWT.8 FOO CURB FAT .ATS MVNDSC 39508 BRASS KSTAMPEEI'33A 1992'. TOLL TRE[ 1-500-227-2600 A PUBLIC SERVICE BY UW1ER0tOIW8 SERVICE ALERT ' HAVD 88 -1508.58 (FEET) (FEET) :-�e - _"• = _.4�i_=;_, _;= •.:.• -- is �'._-_�.; PROFILE SCALES = -- --k Cro. a w_oe a �4jF pI VC0.0 �' __'..,_' •.: --':: = ^. VERT.: LWCURVE DATA 06x0 10 1 DELTA/BEARING RADIUS LEN./DIST. TANGENT A N1B'19'26'W N/A 213.93' N/A B N5B'35'55"W N/A 225 94' N/A BEGIN RIPRAP CHANNEL •.DffBRIS .- [ •/_•. I. [, i;sr1: ,j ;A'I 7RANS17ON 7BASIN j � 4 ' j I s { �I`I�.�+l;I ,�. � `tn •INk' '; \�T•}--•L - 1 ! t t'� `� -7` r RADE TO MEET EXIST. GR�OOU��NDyy��••Y�••pp�� ''YYy�L��1�� 1�� 11 3 93 SLOPE) T 0C W7 T TlTJCTM NOTES RIPRAP © CONURUCT 12" CUT-OFF WALL (H=4') W)TH JF4 REBAR ' r•'°%. ,4 Iti';4tl Ifle:i / ' •-1730.00 ®12 O.C. BOTH WAYS. / "'' % t I i i ' t' • I i S ^�, ©5 CONSTRUCT 1/4 TON RIPRAP PER CALTRANS STD. SPEC. .I ''' "(,= N 226-072-17SECTION 72 (METHOD 'B') AND DETAIL ON SHEET IZ CALIFORNIA® CONSTRUCT TRAPEZOIDAL CONCRETE CHANNEL PER SECTION A -A 45 ON SHEET 10. Ij 01 5 1 ON RIGHT OF WAYQ CONSTRUCT X TON CONCRETE RIPRAP (17=4.5) W/ 12" NO. 3 ' 1 _ , ) BACKING AND FILTER FABRIC PER CAL7R4NS S. SPEC. SECTION ' [ 72 (METHOD B). '0'� Jr •J17+9393 ® CONSTRUCT LIGHT CUSS CONCRETE RIPRAP (T=2.5) W/ 9" N0. 3 •'d -t. !'Xi '! r; •`,:. r 35 BACKING AND 17LTER FABRIC PER MTRANS SID. SPEC. SECTION . "i.`f•* •_ - .1YTf, I,%I RIPRAP 1RANS7j[ON 10. D=5'. Z=2.0 J 72 (METHOD B). --, • , �, ;, S, t h > 7123{/00 INV. 49 GRADE PER PLAN. O CONSTRUCT CONCRETE CHANNEL TRANSITION DJMENSIONS PER PROFILE (STEEL AND CONCRETE PER SECTION A -A ON SHEET 10). PROPOSED DRAINAGE EASEMENT 72+30.85 •- 78.94' RL L _ • } ; � '�i�- • _ i : LL�� I 1 � � ! /j f END RfPRAP FG -7729.00 a . •1. f (; 7 GRADE TO MEET EXIST. GROUND ' (10X MAX. SLOPE) 15' /C� p��y� 2R' ES LINE "C - l " PER PLAN _ f 2 _ _ - 49 ------ 1 PER! PLAN AS SUI. f - T EXIST. GROUND--' 6' MIN. ;The xceip! el Ss-Bw'i Ylera y;a Ci:�s LcceP� - - - - - 5 '•D:eteal��es oat DbsaYe 1hP $i;p,{itM`;IDBVCIDPBTI jpi 3•AI'Ie5CC15'U'Eip b[' 8xU13CF GRAPHIC SCALE i 40 o m <o eo g4=CMN ALA• 1/4 TON RIP RAP NTH BATE E19T. OIY PAIL SHOULD CONSTRUCTION OF THE REQUIRED I PROVEMENTS NOTA�� /\ ( CITY OF FONTANA, CALIFORNIA COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVALS /4WT HJ COYOTE CANYON SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. THE 3 LL ENG 1 N E E R6 r,4( --i aarXl o PLAN AND f'�E SHOWN ttHOee 937 SWRI 1114 IATA,tXN. SURE 500 TON. Ol 92324 PE90Im BY; LICE'C-tA' g1t11NE •C -S$' DAT[ CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING« THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. Cro. a w_oe a �4jF pI VC0.0 �' PH. (909) 703-0101 FAX (909) 7eA-9166 AL/QS % EXP o -w MRREYSON RCE NO. _"M 6CK0 BY.�, DAM' ay.A _z G t74(ANEER RC.f. 51152 DATE: AUMM2DOS 06x0 2B DELTA/BEARING GENT pADIUS LN./DIST. TAN- M76 -3202E ADC •-' 39OS01 .0' 0.49' 10.66' 30.00' 27.14' N834t''1254''''5083""""E - GRAPHIC SCALE 50L-Qmm 20 0 10 20 40 CITY OF FONTANA, CALIFORNIA 1' = 20" 0"I CONS fRUCTM NOTES COYOTE CANYON O3 CONSTRUCT 30' RCP (D -L AD PER PROFILE) Al COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL .nc CONSTRUCT 15' WIDE ACCESS ROAD TH 0.25' AC (TYPE "B') OVER S' 959. COMPACT NA 77 Vt C CONSTRUCT CON V -DITCH PER DETAIL DN SHEET 10. SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER �. pyppp 2 CONSTRUCT 7RANSI77ON P DET IS HEREON. � STORid BAPROVf�l4B THE BARB OF BEARNG 1S BASED ON THE WESTEStY E'er A ""OR OF A HOLES 901 EYY�'IL$R ALBUB-1 E AND ASS= IOC LINE OF THE NORTHEAST QUARTER OF SECTION 23, TOVRdWW 1 NORTH RANGE 6 WEST 88A1 AS SHOWN12&5 PORTION OF THE SOUTHEAST 114 OF SECTION 14,C TOMTi&6' 1 NOFRRt, CORONA POINTE COURT 100 N ARN4400 STREET ON FINAL TRACT MAP HO, 13750, FLED N BOOT 250, RANGE 6 WEST, BAN BERNAT�SJO CA 921<79 PFk 00 478.9300 ANAHHA, CA 52606 � (7m) 6w -162A AT PAGES 48 THROUGH 66, NCLUSNE, N THE OFFICE OF THE COUNTY RECORDER OF SANT �� COUNTY OF SAN SSNAF[Y C FA)(, WD A79 -M FAX! (79) OW -IM COUNTY. SENO NORTH WW24 WEST is BENCH MARK: n rm'. �Is ws��rncaDESCRISEV (NEER R.C.£ 3116 DATE: 3800 BY METROPOLITAN WATER DISTRICT SO. I,I „ OCALIFORNIA 1992 RANCHO CUf.AMONGA, NEAR THE INTI- MCTION OF SUMMIT AVE. AND CHERRY AVE. AT THE (y/.R''e DI� �� SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSHON BEFOREU (&!DNYS THE NORTHWEST CORNER OF A IO FOOT WIDE YOU DIG DIG CATCHBASIN 0.8 FOOT SOUTH OF CURB WE. A STANDARD MWDSC 3 mBRASS DISI STAMPED '33A 199P. TOLL FREE 1-800-227-2600 A PUBLIC SICE 8Y INBEAGRWO SERVICE ALERT ADD® W AOP CR098b1O NAVO 88. 1608.66 (FEET)OEV 5EC17014"A-X PLAN NEW THIS SHEET 'I N.T.S. CYTR'CRE7E WTH AS RESAR �lv� 12' Or BOTHWAYS L I=mo 1 W THIS "i SHEET l PLAN VIEW THIS SHEET N.T.S. �;I—TRACT BOUNDARY 7• I MEET EXIST GROUND VARIES I _ ----- !� EXIST. GROUND kr 's;:01 50L-Qmm CITY OF FONTANA, CALIFORNIA SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT 0"I n A E OCAS C COYOTE CANYON COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL .nc E N C't f N E E Rl N G OBA16 6> C AS SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER �. pyppp 937 SO= V71 IATA SURE 500 0000. CA 92324 � STORid BAPROVf�l4B SHOWN THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a w oo- a PH. (909) 793-0101 FAX (909) 783-0108 Ok7i0� AT DATE. ALtWT 21005 BRING THEM INTO CONFORMANCE WITH CONDITIONS AND y� J PR µ1C M. R.CE NO. _g- dff0® eY Q1A C N0.' STANDARDS 1N EFFECT. OF c)LL Exa. os oe is re CY.A (NEER R.C.£ 3116 DATE: 3800 20 kr 's;:01 10+00 11+00 12+00 . ..-.36" 1/4 TON CONCRETE RIPRAP PER STO.SEC , SECTION 72 (METHOD B PLACEMENT). 9 NO. 3 BACKING ER -:� PCALTRANS STD. SPEC. SECTION 72. FILTER FABRIC 13+00 10+00 11+00 — _ LINE °C-71 i i 1 STA 10+27.75 UNE C I' 5 \ ECFV. R.1646.83 SH 1 8. mill iEi! Ig �r :•^;',"�. x��...' a EE,:mg 59 Ra CROWN all R�..WW..r_-0�- mid _ � m Mam- _;OE!9�gm MRM � 3' faecl`c-�C:9� glaumIW=5 IE�aaSu[?t �•`.c"r_"ya:� �ax..�k aE``. 3 �_ __ -__ se�7____, __ WIN 1 t .��.:�,.5–Y� �. ate— 4��....: -. �..�'•:S,:j;.–y5.��® S� S• - .E . HEI�U=1 ;.--... a�+�a ems Q :� s a��si � E .q��3&��'s�`�.��.•3��3��'rss ��-��i'rrro`r�o�_� r�E�'3 o_ NEW ��aER3z �i'aMmi�..ME ^cox �E 10+00 / e 10+00 11+00 SECTIONIES —I I EX. GROUND NTS TYPICAL 1/4 TON CONCRETE RIPRAP SECTION 1 1 I NTS LINE °C^ \ {y 9 JNSIDE WALL 1 OF RCP ONSTRUC-PON NOTES A i0+16.98 UNE C it !/ CONSTRUCT 78" RCP ( D -LOAD PER PROFILE )• {t /' 9 (T2") CONSTRUCT 10.0'W x 8.0'H MODIFIED RCB PER CALTRANS STD. DWG. NO. DBO SHOWN HEREON. 1 fNS/DE WALL z .t OF TRANSTION a € ® CONSTRUCT 6' CHAINUNK CHANNEL WALL FENCE PER APWA STD. DWG. 600-1. I STRUCTURE PER PUN) _ c 9 CONSTRUCT 8.0•W x 8.0'H MODIFIED RCB PER CALTRANS STD. DWG. NO. D80 SHOWN HEREON. -" _------ " 17 CONSTRUCT JUNCTION STRUCTURE PER APWA .PLAN 3 -1. iV 29 CONSTR TRANSITION STRUCTUREPER STD. P14N 342 1 SINGLE RCB PER CALTRANS STD. I STA 23+31.46 LINE C- ¢INT- 17 PLAN 080 s- "AS BIS LT" �z T >sTA 1D+Os.B3 UNE C -t" ¢ Twe0ldpe;np(aprdyafhaSubdPlidedDe < BASS OF BEAPiJOs oMTBH/DEYH.OPl3i 90L ENOIt�i 7 The lEOeiptA PIal� and ClljsaaepW 9N THE BA s OF SEARING IS BAS® ON THE WES113LY �b A SUBDIVISION OFA p65sot1.s olvefor Ire E 41 LINE OF THE NORTFEAST OUARTE R OF SECTION 23, Pa/RDN OF THE SOUTHEAST 1/4 c6fio(HIOAtEs Ai.BUe-KE$ E AND ASSOC, NR ( I CAURANS P C I am R7 I; tTOWNSFW I NORRj RANGE 6 WEST, SBL(. AS SHOWN OF SECTION 16 TOWN&#') NORTHI U05 CORONA POINTE COURT 1011 N MAA DO STFEET N „ s ON FINAL TRACT MAP NO. WW, FLM N BOOK 2% RAND B WEST, SAN �� CORONA, CA B287Y At8U9l CA 92608 TS E AT PAGES 40 TfK)UGH 68, P>CL-UBI1'£ N THE OFFICE PH, (960 479-'9000 F4 QW 630-1026 AD SACR CtAL CONCRETE C R �f.- 'BERNARDINO {,Y OF THE COUNTY REcomm OF SAN 86INAFDNO COUNTY OF amFAX!(95D 478.28D FAX trio) B30 -Hie ® OVER REINFORCING 5T 6 a1 D&: gY coBEN H M NORTH � CITY OF FONTANA, CALL ORNIA WEST BENCH MARK: alv. REVSM e saena nArc ac un DATE A E I ACAS C COYOTE CANYON DESCRIBED 19 2 RANCHO METROPOLITAN WATER , NEA cr so. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT �3 CALIFORNIISIT A 1992 RANCHO CUCAMOPIGA, NFJiR THE 3� INTERSECTION OF SUMMIT AVE. AND CKeRRY hVE. AT THE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL y9 E f V G I f V E E RI N G MAIN er• SCALE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE.101 OS LINE AS MOWN 5 S WN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, � 937 SWIM INA UTA SURE s00 CMM, G 9232/ FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 NO' eaoen OF9tl✓fD B7: OA1L FEET SOUTH OF THE CENTERLINE OF sUMROr AVE. SET FLusH DIAL TWO WORK TH CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO t c� ,aa . PH (90y) ]tl3 /it0i FAX (s09) 7P3 -070a e BEFORE Wars BEFORE 'BRING THEM INTO CONFORMANCE WITH CONDITIONS AND AT AIKLUST $ODS z E ON THE NORTHWEST CORNER OF A 10 FOOT WIDE YOU DIG YOU DIG 4; V _a • AW0 =0•E NM else o fam ft. BY. ORAYM NO- sg CATCHBASM Ob FOOT SOUTH OF CURB FACE. A STANDARD TOLL FREE r -e a 7-2600 STANDARDS IN EFFECT. 97 cI a'P• cvA • r(•d1P V g MWDSC 3INCH BRASS DISK STAMPED -M 7892", A PUBLIC SERVILE BY LBaDDiGFOUND SIRYILE ALERT MiE ti80B 25 1. 3 NAVD 08- 1608.66 (PEETI LEiTBffj JNE •O' OWIONI 5/6/06 AMi �{ _ CI ENpN iLC.E 61152 DAIS: t, $ r... . 'T fi a.1 S�D£.E4 PION sral(eamm DATA . B 1 C 9A1(i SIDRSOE A ( 0 OARO W[ AME SOb wwNY} (v1' S' 1. F ROGII a PLAN f: .+-RwD]W aROM --,.T„ ofM w. .rr.N2'J LDO.dA 17 V,B'I' -vow a ' TOelf O � . a" u1t ` FLOW UNE.PROFLED CASE A T6eP'RUEtl- mV<14')!GI � IDiM A Ala.'tlr;14Y1 mo -i 47247 1 T. � " T F Sa 1w'OBrJ �r t4:Ve7: 1889.JifiTMJ QB-i'(B'Y Req G.y.afey � E 14TS>;iAEn, aJxiariaarr) r . ! 4 ..a .d. .A falpawlB411 W. on 83m-hil Us aZ5 •aX�AP wa.lb:f/i•1 IT CAN'P11W.IC WORI�ABROCIaTbtB•iLTWT#lRN CJLL6rOR1MAC#i11P7'Ek � 1{6} wR: t4M ma r 19 V47 U" 73* x.159! -ia TA9 313 - 1 tSOD AM EBO`I 1149 rl9 fl li2'1 'F-' C-.r•Ns7 JBa m'E6.IH•/ -f Il .Il t678'.w,l'Ns'l. .D80'ae'147 .1580':4 pN,sf GSIN!t 00 Aw 31l s-16-/2'). TS +i. -Is% �' UM STC. MaA 4 9 .aw" 0 le49 JJi00. �RTTtr1 ie Rrl . -4R s SRRAIER TRAM 400 ae 17211 SIDE P.AOSEDY' Pur N0� TES I: RC1Nf0R)itNO ST`EEI. NfTALi B$ A9 mBNOMIRH-W2`1 CE;EAR FROM FACE OF NORM EJp�EsB J)TNERIAHSE TI. 2• REINFOUN 4;STEEL. MOST '1NSIDE FACE OF CATCH: BASIN'$HALL BE Cl1,T AT CENTER GE Of'",0 SAM) NT INTO •WALLS';OF lis"&(TH)C ,CATtV. BASM-46kW010W BEANRORCJN(E,S,TEEL FOFCAMA7'SI0F FACE Of OATCK,. .$ASIN'$NrAW"-;tlE' CLO' A0 gAOJ (� CLEAR OF gpEKN S, S: CUSOEI`,TT6E1'$NAL'i. 11$ PLACED YDNOLITHIC WF'f{'1 CATCH EA$IN, THE 9OU)(OEO'EDNE:OF OMT'ET $MALL. BE CON0RUGTED'MY PL:AO)NO CONCRETE• tXjwwmAF9NM-WITTwFES RAAUM tw 73 A {3) GAXGb BASIN A$AIRST 0. 4. .4014 C -TIONS SHALL BE CONSTRUCTED WIEN• (A) P0198 INLET OR OUTLET THROUGH CORNER OF -CATCH BASIN 181 ILN&.E.AFOR aJPER TH110(FSH 7S,D ie1M (SO•) 1N OIABETER 15-KE@g•Tj1AN`-2p- PSE9gE$S oR Op£ATER: 7'NAN IM DECREES. ;S•, ,131NFNBEON$ %"VM,*K THIS PLAN TOM( METRIC: AND MUSH UNITS ARE NOT E)(ACT: VALNES IF 18EY'RIO VAL•UE4 ARE USER AIL 9,P,1UES USES' AO 7111IC'TION $MALL 8E'-i*TRIC VALUES, :EXCEPT RE(NFORCIN? 8'ARS 94,2X8 RCENNLtSN UNIT$ --MAV BE $U.B$T(7LTW FOR 4AIETR(C'HAN:'-37�a� IF fNG1:ISH UNITS. ARE ll!ED. ALL VALUES 'USER FiOR-�CON UCTIAN SH/LLt'BE E I$N T4, T, I NOTE: L. ALL EXPOSED EDGES SHALL BE ROUNDED TO AI6 a (HALF ENCNJ RAOIUS. 2. THE CURB PANE AT POINTS A AND D SHALL BE THE NORMAL,13M (ILLY OF THE ADIACCRE .CURB. THE CURB FACE AT POMTjI B AND C SHALL.6E THE :NNRMAi; CONS TACH .OF THE AWAFENT CURB PWS H ESEE APPLICABLE CAM BAIMN -STANDARD PLANT. 3, IN EXISTING $TRE£TE WHTAE RD •PAVEMEN1-00966SI.IM IS INOM016;THE 116VNJON 00.1kE OUTER EDGE OI• THE COCAS. DPPREDBI011 OHRLL MEET TME PIMBMT, ST$[lT.1UpAM I. IN NEVI STOWE, GR IR Cfwm, STREmSNNERE #AVW1Urt.AEMDD$3N6 R`.(MOICATLDJ THE, ELEVATIONS EIF POINTS F AMO 0 WALLiE SET NA MOM THAN T r. 4IjVrT8R +iOY��i y ELEVATSTNB AT -mitis A AND 0,-REsPECNVYLY. THE-ELEYATIOW OF POINTS P AND A SHALL BC SET NI HIGHER THAN THE CIMBR FYO1V IMF. ELEVATIONS AT POINTS B AND C, RESPECTIVELY. THE ELEVATION OP PONT S SHALL if SET Ht HIGHER THAN THE EL;EVATN/M AT TNS NEAREST GUTTER FLOW TINY. WNERE THERE IS NO GUTTER ADJAOENT TO THE 1DCA4 DU , THE. ELEVATION OF POINT E SHALL BE SET % MANNER THAN THE MIEVAT(ON AT T"=TOE TOE OF CURB. s. O WENSIONS• H n NOTED ON THE PROJECT PLANS. H,. NOTED ON THE PROJECT PLANS. Ha . TARO ON THE PROJECT PLANS. HI+ NOTED ON T14E PROJECT PLANS. G • 600 Mm (2 FW R + I's m 15 FRN) L 1.9 m (E F+10 M+ 12 m N FrU .., N . 1.5 m (i F(R(T• W . CATCH BASIN W .FOR ONE CATCH SWN 0 INSTANCE BETWEEN EXTREME END WAL1.3 N[ IICMNNEBBB OF THE 404 DEIRPININ SHALL BE 200 1A W1 IS INCHEBI, 6. OI C"WNS SHOIVN ON THIS PLAN FOR METRK AHD ENGLISH UNITS, ARE NOT EXACTLY EQUAL VALUES. IF METRIC UNITS ARE USED, ALL VALUES ((SCD FOR CONSTRUCIIOII $HALL IM METRIC N YALUES-£XCEPT-REPOW9A FIM -SUES IN. EIINLLTH UWE MAy6t ALWTOU7EO FDR METRIC SAR SIZES. IF ENDUSH UNITS ARE USED. ALL VALUES USED FOR CON8TAUCRON SMALL at ENGLISH VALUES. I . "AS BUIL TP�- ie rmip!&A3SWR Plans ar.0 Ciys aCa�Urtce BA6T8 OF BEN8J06 - I Ihered Aes DUI Ome )he S:iD*YDanT)BVDfDper TOE BA86 N B M RA CI BASED8WE ON THE A* SHOWN CJD A BUBDHItpON DFA !O) any 2s LTE of THE NORTHEAST OUARTER OF SECTION 23, ComHOAEB ALBUS-1� AND A680C, 57C. 1})L- TOWN81iP t NORM RANGE 61VE8T, 88FA A8 @IOAVN PORTION OF THE SOUTHEAST 1y4 1285 CORONA POPE COURT LOIS N AAM4Am0 8TF1$F ON FINAL TRACT MAP NO. 1f7SD, FILED IN BOOK P'bi , OF �'T� K' 10*14 r 1 NORTH. CopONA CA vas ANAF@A CA 200 AT PAGER 48 THROUGH 610 N UPM- N THE RANGE 6 lii�WEEIT, SAW BERNARDINO PEk 1869 TJP4000 PH p10+nO-tax6 F1gselydR'� OF THE COUNTY RE3:OJDER OF BAN BERNARDINO COUNTY OF 8AN FAX; (%1) 270-2100 FAX. 1719) 030--im COONTY, OEM NORTH GOWEN, WEST. sevoIRDINCIL 13ENCHMARK RU. REVIEDNDE9WT*k DATE LNDk I (m GATE 5GL FA"NeN CITY OF FONTANA, CALIFORNIA DESCRIBED BY ME7ROPOLCUCWATER DISTRICT SO. O 'OSI AEl +CASC COYOTECANYON CALIFOEC 1092 RANCHO AVE. AND CH NEAR THE �S� JJ A Z � II SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOTECTION OF SUMMIT AVE. AND CHERRY AVE. ATTHE \� J� COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVALS E IV Cl! lam! E E X21 IV G NUN+ art SOUTHWEST CORNER OF CHERRY AVE AND SUMMIT AVE. 101 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, rNe ns SAN 8 BHoriN FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 DIAL ,,,, Brox 937 SVVTH YM LATA, SUITE 500 COLTON, Ca 9232+ FEET SOUTH OF THE CFIITERL)NE OF SUMMIT AVE. SET FLUSH Two WOWING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO x E� �-,�� n PH. (909) 7B3�-0101 FAX (909) 785-0708 D@O'm R'•° l DATE ON THE NORTHWEST CORNER OF A 10 FOOT WIDE BEFORE DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND _ AT.NOVEMBER W CATCHBAem B.8 FOOT SOUTH OF CURB FACE. A STANDAR YOU DIG YOU DIG STANDARDS IN EFFECT_ �'lf flVCl TAR �: K 8 7DAREYSON RC. E. N0. $- llffacm 6Y. gT_ DRAMM N0: MWDSC 3 H/CN BRASS DISK STAMPED -$M 19921. TOLL FREE 1-800-227-2600 t" CYA . L p • �� 3806 2 NAVD BB • 1508.68 FE A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT 1508.68(FEET) ' G ENGINEER R.GE. 5115 OATS _A 'LU`- !aNlARj a Poll(( i P. C- YJ A B S' 1. F ROGII a PLAN f: .+-RwD]W aROM --,.T„ ofM w. _• •_ -vow a ' TOelf O � . a" u1t ` FLOW UNE.PROFLED CASE A . JY+YC s I IDiM A GVAa -Naw i (GRIL Com' i NRM D �J T F R,M[TbR V flits _.-RlXllf p� � �� i15 L WD -mw' i D I IoaT 11 Raw D FLOW UNE EB FILE LINE ?s 25MI 111 M Mr. YAR. RRIA VAR. y�R. ) 2a1 ae�P rr-� In RTJRB wtBY.. r 4 ..a .d. .A ` SECi1� MA-A.A-A SWWN 8-8 SECTION C -C CAN'P11W.IC WORI�ABROCIaTbtB•iLTWT#lRN CJLL6rOR1MAC#i11P7'Ek LOCAL DEMoss QNS U" AT CATCH BASINS 313 - 1 w.Ra A1Wa+OTE VRIN ttA1mAMD NOTE: L. ALL EXPOSED EDGES SHALL BE ROUNDED TO AI6 a (HALF ENCNJ RAOIUS. 2. THE CURB PANE AT POINTS A AND D SHALL BE THE NORMAL,13M (ILLY OF THE ADIACCRE .CURB. THE CURB FACE AT POMTjI B AND C SHALL.6E THE :NNRMAi; CONS TACH .OF THE AWAFENT CURB PWS H ESEE APPLICABLE CAM BAIMN -STANDARD PLANT. 3, IN EXISTING $TRE£TE WHTAE RD •PAVEMEN1-00966SI.IM IS INOM016;THE 116VNJON 00.1kE OUTER EDGE OI• THE COCAS. DPPREDBI011 OHRLL MEET TME PIMBMT, ST$[lT.1UpAM I. IN NEVI STOWE, GR IR Cfwm, STREmSNNERE #AVW1Urt.AEMDD$3N6 R`.(MOICATLDJ THE, ELEVATIONS EIF POINTS F AMO 0 WALLiE SET NA MOM THAN T r. 4IjVrT8R +iOY��i y ELEVATSTNB AT -mitis A AND 0,-REsPECNVYLY. THE-ELEYATIOW OF POINTS P AND A SHALL BC SET NI HIGHER THAN THE CIMBR FYO1V IMF. ELEVATIONS AT POINTS B AND C, RESPECTIVELY. THE ELEVATION OP PONT S SHALL if SET Ht HIGHER THAN THE EL;EVATN/M AT TNS NEAREST GUTTER FLOW TINY. WNERE THERE IS NO GUTTER ADJAOENT TO THE 1DCA4 DU , THE. ELEVATION OF POINT E SHALL BE SET % MANNER THAN THE MIEVAT(ON AT T"=TOE TOE OF CURB. s. O WENSIONS• H n NOTED ON THE PROJECT PLANS. H,. NOTED ON THE PROJECT PLANS. Ha . TARO ON THE PROJECT PLANS. HI+ NOTED ON T14E PROJECT PLANS. G • 600 Mm (2 FW R + I's m 15 FRN) L 1.9 m (E F+10 M+ 12 m N FrU .., N . 1.5 m (i F(R(T• W . CATCH BASIN W .FOR ONE CATCH SWN 0 INSTANCE BETWEEN EXTREME END WAL1.3 N[ IICMNNEBBB OF THE 404 DEIRPININ SHALL BE 200 1A W1 IS INCHEBI, 6. OI C"WNS SHOIVN ON THIS PLAN FOR METRK AHD ENGLISH UNITS, ARE NOT EXACTLY EQUAL VALUES. IF METRIC UNITS ARE USED, ALL VALUES ((SCD FOR CONSTRUCIIOII $HALL IM METRIC N YALUES-£XCEPT-REPOW9A FIM -SUES IN. EIINLLTH UWE MAy6t ALWTOU7EO FDR METRIC SAR SIZES. IF ENDUSH UNITS ARE USED. ALL VALUES USED FOR CON8TAUCRON SMALL at ENGLISH VALUES. I . "AS BUIL TP�- ie rmip!&A3SWR Plans ar.0 Ciys aCa�Urtce BA6T8 OF BEN8J06 - I Ihered Aes DUI Ome )he S:iD*YDanT)BVDfDper TOE BA86 N B M RA CI BASED8WE ON THE A* SHOWN CJD A BUBDHItpON DFA !O) any 2s LTE of THE NORTHEAST OUARTER OF SECTION 23, ComHOAEB ALBUS-1� AND A680C, 57C. 1})L- TOWN81iP t NORM RANGE 61VE8T, 88FA A8 @IOAVN PORTION OF THE SOUTHEAST 1y4 1285 CORONA POPE COURT LOIS N AAM4Am0 8TF1$F ON FINAL TRACT MAP NO. 1f7SD, FILED IN BOOK P'bi , OF �'T� K' 10*14 r 1 NORTH. CopONA CA vas ANAF@A CA 200 AT PAGER 48 THROUGH 610 N UPM- N THE RANGE 6 lii�WEEIT, SAW BERNARDINO PEk 1869 TJP4000 PH p10+nO-tax6 F1gselydR'� OF THE COUNTY RE3:OJDER OF BAN BERNARDINO COUNTY OF 8AN FAX; (%1) 270-2100 FAX. 1719) 030--im COONTY, OEM NORTH GOWEN, WEST. sevoIRDINCIL 13ENCHMARK RU. REVIEDNDE9WT*k DATE LNDk I (m GATE 5GL FA"NeN CITY OF FONTANA, CALIFORNIA DESCRIBED BY ME7ROPOLCUCWATER DISTRICT SO. O 'OSI AEl +CASC COYOTECANYON CALIFOEC 1092 RANCHO AVE. AND CH NEAR THE �S� JJ A Z � II SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOTECTION OF SUMMIT AVE. AND CHERRY AVE. ATTHE \� J� COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVALS E IV Cl! lam! E E X21 IV G NUN+ art SOUTHWEST CORNER OF CHERRY AVE AND SUMMIT AVE. 101 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, rNe ns SAN 8 BHoriN FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 DIAL ,,,, Brox 937 SVVTH YM LATA, SUITE 500 COLTON, Ca 9232+ FEET SOUTH OF THE CFIITERL)NE OF SUMMIT AVE. SET FLUSH Two WOWING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO x E� �-,�� n PH. (909) 7B3�-0101 FAX (909) 785-0708 D@O'm R'•° l DATE ON THE NORTHWEST CORNER OF A 10 FOOT WIDE BEFORE DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND _ AT.NOVEMBER W CATCHBAem B.8 FOOT SOUTH OF CURB FACE. A STANDAR YOU DIG YOU DIG STANDARDS IN EFFECT_ �'lf flVCl TAR �: K 8 7DAREYSON RC. E. N0. $- llffacm 6Y. gT_ DRAMM N0: MWDSC 3 H/CN BRASS DISK STAMPED -$M 19921. TOLL FREE 1-800-227-2600 t" CYA . L p • �� 3806 2 NAVD BB • 1508.68 FE A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT 1508.68(FEET) ' G ENGINEER R.GE. 5115 OATS .:� T3R,C�4Cu'-lay'1 'a• 7A�MT�>PI.t�NlJul;. IPTpC1YL fILA2T 'Y4,<O'1 �a -.:.,. 71WAMT4['Tt``'l5'IR NS.M, n fi .F !170 TA'►O07OHIWOr coiFmr+DLE' T a'. G% SC LINE OF THE NORTHEAST OFAARTER OF SECTION 23,PORTION HB TOWIP 1 NORTH. RANDS 6 WEST, SBM ASSHOWN r taw '.111'tJTlltiBi. '+ ry w'(A'1 D-GPP�N(NRCR71f: 7'� ml gill Ip•-09;DMC �. TANK JrCwf� [39 OC NANTNIA 150 rt (6'K DC IR((S. I f(OT'Spflyr� 4o"i MEFIDM COUNTY OF SAN 1'�MOTL] PH 014) 630-1620 OR ;; N'1 Ot TYE iARQ-1: 1 A COUNTY. SaNa NOFI H OBODPAW134T. BENCH MARK: aF DARr IIIV. RE*9CN OESf/tlP70N r P. f'.. F S Ow ' PL ..AK aNyrPLAN MD s?a. cs"AfT. NOT "..y 22 D &MIS )'LMA SZ4 TIE 00 17EPS F OARS E ' SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 TIE OAR FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 Flt Iraq T i #I wa r BEFORE DAYS SEXFffi(E 84RO 'ON THE NORTHWEST CORNER OF A 10 FOOT WIDE 1511 A439 -4.4 !'169 CATCHBASN 0.6 FOOT SOUTH OF CURB FACE. A STANDARD Z, "YN WAY& To a SECTI�JN CrG Oa 19Y:� �sN1.f» 1 OG 11P i11tRa M IaOO r meq' MA ;:� �U�I (f4'1 0t KOC TOLL FREE 1-800 -2600 A PUBLIC SERVICE BY UNnERp)I-S SERVICE ALERT IiOR�E 9CTION ASN pm OWTllD" TEP TN' PAVED ATI,T6 A AO - N; saw m. pY 0004m X00 ANI BKN:'P.QR.PAVEP so. K') �iNP�AYfO'i #'. ,Tp YAR - +sw•. YAIIUVH.t Tie.0 YfC taR6 f am$ AotAD toaa TD T5 Nm L19R SECtION G=C Ap79tICAN PUBLIC WORKS.ASSOCY1V"7 30UTKRN CALIFOiMF1A CHAPTER ,a MANi OE PIPE TO PIPE I" LARGE SIDE INLET) 322-1 4tyN. '}M:R., OSA .HJR Y.L•xRY CORSTRtICnp1 I-- IL 1-7 g i :NAE°°' � 1qo wo (s• ,n ata D DAR 0 8AR8 TA0 W rm 1 p I 14 LONGITUDINAL SECTION �I.ti 'apt,ya Lae �St O�tAKNKa�itl_�CKATt >nYxnxt-=)1 z��ct B -yr_t Ors v�,rT�Q f;T - ri,'it y alai; Z iiWwlpxlsawffam CAIN.! 4S1TiL71J:•r:D:f:'_Isn�1i•ij� :L:-Gr`�l•/l:7i i:•iT iC�TI.1G'.lNS9t �ral�:s r_TnatsuA�Irm:ll�r, rtzl rc�Er,.riRy_ TIE BASIS OF BFAFM IS 9A8ED ON Ti£ 14ESTE T BAJO A SUBORISM OF: A LINE OF THE NORTHEAST OFAARTER OF SECTION 23,PORTION HB TOWIP 1 NORTH. RANDS 6 WEST, SBM ASSHOWN OF THE SOUTHEAST Va CENTEX HOMES 1296 CORONA POINTE COURT AiDUS-XE•EFE AND ASSOC, NG 10)1 N ARM ANDO STRUT ON FINAL TRACT MAP NO, W54 FLED N BOOK 260. OF SECTION M, TOWN91•P 1 NORM RANGE 8 WEST, SAN BERtlAROM CDROM CA 02679 ANAHEPA CA 92WO AT PAGES -46 THROUGH 06, HOLIBNE N THE OFFICE MEFIDM COUNTY OF SAN PM LYON 272-0000 PH 014) 630-1620 OF THE COUNTY RECORDER OF SAN BBV"R:)O FAX, (MD 279-2100 FAX: (M) 630 -VA COUNTY. SaNa NOFI H OBODPAW134T. BENCH MARK: ��jjj ��j777 IIIV. RE*9CN OESf/tlP70N WATER N BO. DESCRIBED 8992 RANCHO CLIC 1992 RANCHO CUCAMONOA, NEARTHE , EAR- I�`( ��CALIFORNIA DIC7AP-AT7 INTERSECTION OF SUMMIT AVE AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 �•••� FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 FEET SOUTH OF THE CEMERLNE OF SUMMIT,SET FLUSH BEFORE DAYS SEXFffi(E 'ON THE NORTHWEST CORNER OF A 10 FOOT WIDE DIG YOU DIG YOU DIG CATCHBASN 0.6 FOOT SOUTH OF CURB FACE. A STANDARD MWDSC 3 INCH BRASS DISK STAMPED-JU1987'. NAVD 56.1608.56 (FEET] TOLL FREE 1-800 -2600 A PUBLIC SERVICE BY UNnERp)I-S SERVICE ALERT NOTES 1. VALUES FOR A. B. C. D1. P, ELEVATION R 4W -ELEVATION S ARE SHOWN ON THE PROJECT DRAWINGS. ELEVATION S APPLIES AT INSIDE WALL OF STRUCTURE. 2. *MEN DEPTH M FROM STREET GRADE TO TINE TOP OF THE BOX IS LESS THAN 967 mm (V-10 V2") FOR PAVED STREETS OR 1060 N9p (3'-6'1 FOR UNPAVED STREETS CDHSTRVCT MONOLITHIC SHAFT PER SECTION C -C AND DETAIL 'N'. SHAFT FOR ANY DEPTH OF MANHOLE MAY BE CONSTRUCTED PER SECTION C -C. WHEN DIAMETER OI 15 1200 a- l48.5 OR LESS. CENTER OF SHAFT MAY BE LOCATED PER NOTE 3. 3. CENTER OF MANHOLE SHAFT SHALL RE LOCATED OVER CENTER LINE OF STORM DRAIN WHEN DIAMETER DI 13 1200 r4W48'1. OR LESS. IN WHICH CASE PLACE E SARS SYMMETRICALLY AROUND SHAFT AT 430 WITH CENTER UNE. 4. LENGTH OF MANHOLE MAY BE INCREASED AT OPTION TO MEET PIPE ENDS', BUT ANY CHANGE IN LOCATION OF SPUR MUST BE APPROVED BY THE ENWNEER. S. P SMALL BE 125 D"n 15') FOR 03.2400 mm (96.1 OR LESS AND 200 mw (81 FOR D2 OVER 2400 mm 19169. S. REINFORCEMENT SHALL CONFORM TO ASTM A 6156. GRADE SOO(ASTM A 615. GRADE 40). AND SHALL TERMINATE 40 mm 11 1/2'1 CLEAR OF CONCRETE SUR- FACES UNLESS OTHERWISE SHOWN. 7, FLOOR DF MANHOLE SHALL BE STEEL TROWELED TO SPRING LIME. 8, BODY OF MANHOLE SHALL BE POURED IN ONE CONTRWOUS OPERATION EXCEPT THAT A CONSTRUCTION JOINT. WITH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. 9. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SHALL NOT BE LESS THAN THE TABULAR VALINES OF F SHOWN ON TABLE SN. 1. 10. IF LATERALS ENTER ON SOT" SIDES OF MANHOLE. WAFT SHALL BE LOCATED ON SLOE RECEIVING THE SMALLER LATERAL. tl. STEPS SHALL CONFORM TO STANDARD PLAN 639 OR 636. UNLESS.OTHERWISE SHOWN. STEPS SHALL BE UNIFORMLY SPACED 3150 mNI (149 TO 373 Awn (159 OC. THE LOWEST STEP SMALL NOT BE MORE THAN 600 -mm (241 ABOVE THE INYERT. 12. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE, A. THIS STANDARD PLAN IS USED WHEN STANDARD PLAN 320 IS INVAOE- OUATE. MAIN LINE < 900 - (36') INSIDE DIAMETER OR LARGER. B. LATERAL • 300 mw 112') TO 3600 mw (144') INSIDE DIAMETET(, HOWEVER. THE IMSIOE DIAMETER SHALL NOT EXCEED THE INSIDE OtA6ETER OF THE MAIN LINE, SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. � OF SAO, aaalrtry. 13. MANHOLE FRAME AND COVER SHALL CONFORM TO STANOARO PLAN 630 UNLESS OTHERWISE SHOWN. 14. MAM40LE SHAFT SHALL CONFORM TO STANOARO PLAN 324 UNLESS OTHERWISE SHOWN. 15. WHERE A MANHOLE SHAFT - 900 - (36') WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 3ZE. 16. WHERE A PRESSURE MANHOLE SHAFT - WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 17. WHERE A PRESSURE MANHOLE SHAFT - 914 - (SR•) WITHOUT IS SPEGF4EO REFER TO STANDARD PLAN 329. IS. DIIAENSIONS SHOT( ON THIS PLAN FOR METRIC AND EN6USH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SMALL BE METRIC VALUES, EXCEPT REIIF.ORCING BAR SIZES IN EMBLNSH UHVTS MAT BE SUBSTITUTED FOR WTR1C BAR SIZES. IF ENGLISH UNITS ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE £RGUSH UNITS, THE FOLLOWING STANDARD PLANS ARE INCORPORATED HEREIN, 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 960 min 136•) WITH03JT REDUCER 329 PRESSURE MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT - 914 Inm (3S') WITHOUT REDUCER 630610 mm 424.1 MANHOLE FRAME AND COVER 633 914 mm (369 MANHOLE FRAME AND COVER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP Arstxtudrlwtxw nVlRtl NWUtAANNR-ytlY1NCN.N 4N4WKNW 4NNJ•ICN S1uwJD1WA" PJIANHOLE. PIPE TO PIPE (ILARGE, SIPE-IMS:�1 J AE 4CASC ENGINEERING 937 SOUM VIA (ATA SUOE 500 COUGH. CA 92324 PH. (909) 793-0)01 FAX (909) 783-0108 EO sK AR1C Aj_TORREYSON P.C.E. Na 6068 CVA CITY OF FONTANA, CALIFORNIA COYOTE CANYON STANDARD PLAN ALKAW 2005 )RAYNC NO.: •M 3803 26 )Vat Pr t'. AN6. th R�OB�I RT(III 7a: ..I x 104-V 11E LAR " �P ROB -OF VlbW 4 -VOW -0. E BARS CA rC L7S0X76 NOW -"Y 4�IalAFJ1:N itl) Tlt-11AR SARF.ItgP'4^ ir)Oc. - rt <44BnJmNG� . 89E noxi s a+aN:s) J #ARS i.A • tr-6 L4 -S!I LOIIG 79 Arf(t7 of CON'T:A07L B4RFmQ 1711 A" dNP: MAN 111(51,04 �3aT�3 IMIAFT/NO't: SNn1nR O -AOC - ,/ a a:.as le �.us't IMANDLE 9117 - Ny rM: so. - PER STq�► aY LIi1r[r_ PLAN 704 RL FJ1T 400 IT -W tIUWS- - i BAIp Tll BMS BTEPB 1s TIE 11M -- Its - Ia'I Tm J BARS P IP Ta(10-il�I •R aPRIR;:ti11Q - ISW-41 0�p*TM) II _ tN1 E1�� AT 1. WNENA rBv irM3 ►OM • r �mofttl4ya YRaY,3 c, ` (6D').OR *VIE' Na6TIOH.'B�. SECTtOp.A-A comakew F itA RIHAS aTAaLT OR4DE PLA ,_ ee sD;m e4pti1'1 r OMM, THHa . ' TI 91011 1o,�piM "f4C 7AlLL 61t�RS IASL£ HsM/ ISO tAAit5 P�A1t6D fMTIQliSM f Mt :111GBRom to-AMaxi Eem 1'6MN4 16 11MPEIOFlT1 P{1RL1Q'YFORK6AR(iD1Aii0k:$eO�UTT�IER!'1 C/ICIfE�(1LC+i14PiiA aI®rla4 bm 0 - MM. +I�i� ' llrSE� 41l� ss¢WNIHI®c:rJca�c•totmt>�rr Mr^sr>s=�W 111r�'6fif it i-�::1NIf,7!!',i�7G-r-�.^_'4Z(: TiSg_ .7 :7?Alllli =�a r NOTES 1. WHEN DEPTH M FROM STREET (MADE• To THE 'FOP OR THE BOX -t; : E55 THAN 667 mm 12-10 II2.3 FOR'PAV€D TMLILIT% OR IDBb •mm IS "6)LFOP UN- PAVED sTyftErs, CONSTRUCT 1(ONOLJTNIC SHAFT FER�'SECTCON C SND DETAIL 'W. SHAFT ]FOR ANri D€PT.N QF;MyIi(pLE 11Ay BE .CON}T(IVC'{Eqq PER SECTION- C -C, VR1EH IN DI 15: 12Q0;11tP 1441.OR"LESE; CER. OF SHAFT MAY BE LOCATED RER )(OTE -'2. 2. CENTER OF MANHOLE SHAFT.SMALL BE';LOCATEO,OYER`.CENTE9:.11NNEE-OF STORM DRAIN WHEN OJAYETLR 01 18 1200 - (4B) OR. LE88 U4Z40X CASE PLACE E BARS SYMIQTRMALLT AROUND SHAFTAT^45T WrTK-CEMTER;I:INE AND OMIT J BARS. S. L AND P SMALL HAVE THE F4UOl INc- VALUES UNLESS OTHEAWISE<AM4WN ON THE PROJECT ORAWHN9W A. Dt>:2400 - (961 OR LESS, L-47 NW ES' -6% P -I" R!A 07 S. 02 OVER 24M AMI 146% L-1:8 m (4'-0'1. P;lN)r<m6.. IS') L MAY BE INCREASED OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS. WHEN L DREATER THAN THAT SHOWN ABOVE (S, SPECIFIED. D BARS - SHALL BE CONTJNUED ISO m 19') OC, 4. STATIONS OF MANHOLES- SHOWN! ON PROJECT ORAWN(65 APDL -Y- AT CENTER LINE OF SHAFT. ELEVATIONS ARE SHOWN :AT CEJI7VW'LIRE OF SHAFT PAHO REFER TO THE PROLOMM INVERT GRADE LINES J. REINFORCEMENT SMALL CONFORM TIO -ASTM•A SI&L •ORADE 300- IASTICA'615. GRADE 40), AND SHALL TERMNLTE 40 mm (I Vr)-cLEAR Of CONCRETE-Si1R- FACES UNLESS OTHERWISE 880 WN. -6. FLOOR OF MANHOLE SHALL RE STEEL TROVALEO TO SPRING LINE - 7 BODY OF MWHOLE SHALL BE POURED IN ONF CONTINUOUS --OPERATION EXCEPT THAT A CONSTROCTTOH JOINT WITH A LONGITUDINAL KEYWAY WY BE PLACED AT SPRING LIME. - S. THICKNESS OF THE DECKSHALLWARY.WNEN. NECESSARY TO PROVIDE A LEVEL SEAT BUT SMALL NOT BE LESS TNANTHE TABULAR ES VALU-FOR F SHOWN ON TABLE SH. 2- 9. 0 BARS SHALL BE ISMIr4) FOR OR LESS::15M(-5) FOR. or -1050 mm (14 ))) O f 0�,� (6'4') INCLUSIVE ANO 2QW-61•FOR 10. CENTERLINE OF INLET PIPE.SHALL IM7ERSE0T INSICB FACE of CONE AT SPRNK. LINE UNLESS OTHERWISE SHOWN. II. STEPS SNALL; CONFORM TO STANDARD P.LAw'06 OR:.636 N.11LESs_ OTHERWISE- SHOWN, THERWISE SHOWN, STEPS SHALL BE UNKDRMLY SPiOM BSO ng>E6,4.) TO'375 ikA;N61.00. THE LOWEST STEP SHALL NOfi,BE MORE THAN 60q NI'1*4`1.ASOYE THE. -INVERT. 72, THE FOLLOWING CRITERIA SHALL BE USEO FOR THIS MANHOLE• A. MAIN LINE - 900 RA CAIN') INSIDE DIAMETER- OR LARGER.' 9XCERT IF THE MAIN LINE RCP DOWNSTREAM OF 1WINHOLE 18 900. inn {3.6+) SO (0$0 n* l.g21F INSIDE DIAMETER AND THE FAIN LIME IMP UPS.TNEAWIS 9625 M433') OR LESS STANDARD PLAN 321 SHALL. BE U8E0. .AI ERIGM PUBLIC WORKS'.ABBOCKT10N:.*OkiF/ itl•CALiRAR1gA`CNAPTCR; aiAl mttiia MANHOLE PIKE TO PIPE MAIN UNE32E1'- i IDI -M mm 38" OR LARGER Ort!"30F4 B. THE OUTBNJE DIAAtTER Of TH£ LATERAL MUST BE LESS THAN OR. EOVAL TO 112 THE 1118101: 01MICTER OF TRE MAIN LNE IF THE UPSTREAM A11DOF THE IAANNDLE ARE NOT THC SAUL THE 00"01#6 INSIDE DIAMICM OF THE MUM lNWE SMALL 4E COMIDElIft 74 B&'MAT VJhp[ THE EXT1II = CENTER LINE OF THE LATERAL'001:IM.TIIE Mk*tOLL r 111 NO INSTANCE ,SMALL THE 14516E PIAIMETER OF THE LATERAL TO THE: MANHOLE BE GREATER THAM. 730 on (.1)01. 13, MANHOLE FRAME ANO'COVpr SMALL-CDN$V;W-TIN STANDARD PLAN fiSO UNI:ESS OTHERWISE SHOW A. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SHOWIL IS. WHERE A.MANHOLE SHAFT - 900 831D (3411 WITHOUT REDUCER IS SPECIFIED REFER TO ST411DARD PLAN 324. 16. WHERE A PRESSURE MATINOL.E SHAFT - WITH fF=MTOM REOUCER IS SPEtIFIED REFER TO STAN OAM PLAN 328. 17, WHERE'A PRESSURE xIWNOLE,SNAfT - 944 no tS%-1 WITHOUT RFOOCER IS SPECWIEO RESER TO 3TANOARD•PLAN 3i9, 13, DIMENSIONS SHORN ON THIS PLAN FOR METRIC iM1Q ENGLISH UNITS ARE NOV £BACY EODAL VALUES. IF JAETRIC .VALJIEII AMU31M ALL VALUES USED FOR 000111RUOTION SMALL IAETRIC' VAtYIEf.. t%Cf GROINS BAN E12E51,ER1.TCHIE�19HUNITS, NuED.A40NO_eA040ARCONS,R ION SHALL BE ENGLISH. UNITS. y THE FOLLOWING STANDARD PLANS ARE 4NC""ATM HERE)W 324 MANHOLE 'SHAFT - WITH ECCEI(MC, REDUCER 326 MANHOLE SHAFT 900 .meAi7H8 ).Tr4THg1H,'C REDUCER 326 PRESVJilE MANHOLE SHAFT - W1TK-ECCdRRIC 328 PRESIMRIE MANHOLE S"FT 914 M1111341) .WITHOUT REDUCER 630 SLD TMA 1249- MAiN10LE'F41tAIAL` AIlDCOVER 631 914 -Ac l36'?:MANHOLE FRAAIX ANO. COWER 635 STEEL STIP 636 POLYPROPYLENE PLASTIC STEP ' A111'C�F)P,U,BF.M190HM[B• 'iifkF:.-tMA1!TElt BfNailACM:(N. .4igeP.131'4. .�� " • - BUILT. -' TPz ret>~pt of AP6u1 Bars am cir/s Ba;eWmrr. BASIG of HIEAWIOS am � eIeN�M aB e1heamocy. �rlDBveb,1FJ THE BARB OF: BEAma H BAsm ON THE WEBTEt;LY OEM A SUBDNI910N OF A LINE GP TIE NORTHEAST OLMVE °I.OF SEC" 22. USS C ( HOLE! = It ARMAN AND ASSOC, 41C. } TOWOI r 1 NOIRIK RANGE 6 WEST, SEAL AS 611OW4t �� OF B011T1♦RABT U4 1206 CORONA POOiiE COURT 103 N APMAf00 STREET Imo_, . '//i��l ON FWIL TRACT MAP NO. T576O, FLED N BOOK 260, OF 8E•CT1ON M TCpREf1P 1 NORRi CCR CA 92474 ANAHM CA 92606 AT RAMS 49 TIIRDUG1164 INCLU67VF N THE OFFICE RobiNGIE 6 WIEU, SAN BERNAFIDINCI PIt (96O 2716000 PK OM) 690'1626 OF THE COUNTY RECOFM OF RAN BEAIilROHO Ill COUNTY OF BAN FAX' 060 279 -MW FAX, OW 690 -Rb COUNTY, BEING NORTH 003D'24' MEW . BENCH MARK:waw CITY OF FONTANA, CALIFORNIA Rlv. H>E#R w BALE ENOL In BALE /� (- �� /� ( ' DESCRIBED BY METROPOLITAN WATER DIS7RICTSO. 5��\\') (� �I'�N��II-•I' O T SHOULD CONSTRUCT{ON OF THE REQUIRED IMPROVEMENTSNOT HCHJ COYOTE CANYON CALIFORNIA 19621:SUMMI CVE AND CH RRY AVEE I( //��' �J�II V„ g EN Ci I N E E RI N G DRAIN BY: STANDARD PLR1N SCAR.IN7ERSEC'RON OF SUMMIT AVE AND CIJERRV AVE. A7 THE �L�// �� V COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL „`� SOUT)iYJEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. 937 SOUM VN UTA SIRE 500 COLTON. Cl 92J24 01 FEET WEST OFTHE CENTERLINE OF CHERRY AVE. AND 37 DIAL TVD VORKING NO`D•� FEET SOUTH OF THE CleRTER1INE OF SUMMfT AVE. SET FLl18M THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a r PN. (909J 76J -DIOL Fier (909) 783 -Olds DESHtLEO �` DAM 2005 BEFORE DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND At. ON THE NORTHWEST CORNEA OF A IO FOOT WIDE YOU DIG 'P7 fv%L PRFFAR BYr ARMC u, ORREYSWt R.CE N0. WOAB tliEIXD) BC Ym 8 BRAWk N0: YOU DIG STANDARDS IN EFFECT. for tLU� °�• JD CATCHeJ131N 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FREE 1-800-227-2600 %'� 1 Gvl Z SSOD MWOSC)INCH BfiAS601S1(STAMPED'99A 1992. A PUBLIC SERVILE BY UNIIERGRD•p10 SERVICZ ALERT CI ENG-. R.CE. 51152 DATE: #AVO 86. 1506.56 (FEET) i 7FE GASB OF SLN*MU IS BASED ON THE WESTL-KY SEND A DF A LIE OF THE NORTHEAST O(AWTER OF SECTION 23, PORTION OF THE SOUTYEASI.114 CENTEX HOt£".i' TOWNSHIP I NORTH, RANGE 6 WBST, SUM AS SHOWN OF RECTION M E SOUTH t ST 1/4 1264 CORONA POKE COURT ON PTNL TRACT MAP NO. 1375D, FLED N BOOK ZO, CORONA CA 91879 AT PACES 40 THROUGH 88, F40UJ F I1 THE OFFICE RANGE 6 WEST, SAN BERNARDINO P1t (090 279-0000 OF THE COUNTY RECORDER OF SAN BERaHAFONO OF SAN FTN(• (060 270-2100 OOUVTY, BEING NORTH 0030'714WEST. BENCH MARK: DIUA-ZE RE DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLNEOF CHERRY AVE. AND 37 FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH DIAL TWO DAYS WORKING RKI G ON THE NORTHWESTCORNEROF AID FOOT WIDE BEE DIG YOU DIG CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FREE 1-800-2 U DIG 0 NAVDSC fNCH DISK STAMPED 139A 1992', A PUBLIC SERVICE IIT UD>�R1D SERVICE ALERT NAVO 66 -1508.56 (FEET) 1. �ioHDx l 1 • uON3TAL'18, `tBMQIi. OF t1iVER$ElN'J_'nH'<:Rl;1kE88C)r, 0: 3NIAl;I - Z: 11�41(P�Cieli -`t S O#•{�,�0 �. IS •OF s AWt7 ifAtt" 8�•5 of ' 1N''p� fl0 Ag0,�4p1_� ALi�9 BENTA.'6AN,$ 1M :Ai4�EAiH T T21dOYfiR. (Nt.1S1.I; 9�IsFY-yWR, 1r� TtIE . • -QF. . _ 3. 'SHALL- WRYCBTIM �OF 99�'�RNSJT♦�-'MP 4, f1. •..28 .1MPa {4p0p PSIi A7 28 DAYS AND THEB�StON(,RETE.8#ALL BE, TK .+ itlX A8 -THE AOJACENTRCB. .S...S :.CWg'U 'tso To �TS�2EA�,,6{S6B,tl LA BEyS)'ME 400 4401 .44 as .((. I/'r1 CLEAR -OF' 0(1kCREr£ MACE S 6. - YJON NRESNAiPLYBIdNGL6T"b 3MTU0M OHTIHE�ERCUTW . - 7, DETAILS OF CONSTRUCTION JOINTS AND KEYWAYS SHALL. BE AS - SttCVX ON IRE PROJECT DRAVOR23:F" SINGLE RCS S-TK9dTURES. S; SHOWN Off THIS IS PLO FOft IETRIC AW 40H UNIT$ tWfSAq tF ETfOLtS�{COBEQ ALt Y E3 T %FA CONS'FfKFC�JGN SHALL.BP UA EN3LJSHUNITB. ALBU3d(EEFE AND A8SOC. INC. 1011 N. AfkWIDO STREET ANAHEIM. CA 02WO PR VW 63D-1878 FAX, 0710 830-1018 KMON CESLPoPTm B OR Ct A PIAN 11)tiPt fLT Ina z•om I' .0• SEGTfON NAy�OLE iRu4 Am GAYER PEN m PLAK 6301 ,-STRCET "TOLE sw"T PSR STA. PLAN 324 -� 45 ne . sp fs•, 2h vIPE S eT � SECTION'A - Q Ns 0 4.1 OC . ES w tR OR Tk 11E 9TatEL. T 't�fy�R "liN�tl{ 1 1 BARS. NAYS %CnO QfTT SIREET aRAYE CORMCTF RIR93 In 4TAPLM les w s 2S 311 INR/MO SEAT 1 OMIT FILLET I^ vet0rn RnArr- L7? y OLj STM CRA9ECTIQN - C I_ PT I NOTES I. WHEN DEPTH M FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 867 m (2'-10 1/211 FOR PAYED STREETS OR 1060 MM (3'-611 FOR UNPAVED STREETS, CONSTRUCT SHAFT PER SECTION C -C. 2. STATIONS 0£ MANHOLES SHOWN ON PROJECT DRAWING. APPLY AT CENTER LINE OF SHAFT. ELFVATIOM3 ARE SHOVM AT CENTER LINE OF SHAFT. 3. REINFORCEMENT SMALL CONFORM TO ASTM A OWK GRADE 300(ASTU A 613, GRADE 40), AND SHALL TERMNATE 40 m (1 (/211 CLEAR OF CONCRETE SURFACES UNLESS OTHERWISE SHOWN. 4. STEPS SHALL CONFORM TO STANDARD PLAN 635 OR 636. UNLESS OTHERWISE SHOWK STEPS SMALL BE UNIFORMLY SPACED 330 mm 114•) TO 375 R (151) OC. THE LOWEST STEP SHALL NOT BE MORE THAN 600 mM 12411 ABOVE THE INVERT. 5, MANHOLE FRAM AND COYER SHALL CONFORM TO STANDARD PLAN 630. UNLESS OTHERWISE SHOWN, 6. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SNOW(. 7. WHERE A MANHOLE SHAFT - 900 mm (35.1 WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 325- 8. WHERE A PRESSURE MANHOLE $h AFT'- WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 9. WHERE A PRESSURE MANHOLE SHAFT - 814 Inn (36.1 WITHOUT REDUCER 18 SPECIFIED REFER TO STANDARD PLAN 329. 10. DIMENSIONS 314OWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF M��gTTRgIC VALU��85 ARE U Atl VALUES USEp FOR IN ENGLISH tT SMALLTtON MAY 8E SUBSTITIJ ,, FOR E -R RIC RSIZE6e F EH�15H . AR ZES UNITS ARE U1SE4 ALL VALUES USED FORCONS UCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLANS ARE INCORPORATED HEREIN: 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 RIm (36.1 WITHOUT REDUCER 326 PRESS4j7E MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT - 914 mm (361) WITHOUT REDUCER 630 610 OVIi (24.1 MANHOLE FRAME AND COVER 633 914 mmC3611 MANHOLE FRAME AND COYER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP Ae 8HO" "AS BUILT" AIK1U8F2006 The rewp! o ow-Buit PIM era Clysaccepwoe 21 8808 thereof does naabr Ye the gubdvlderl➢eveloper .I$D [ ISN 3d �� At•, :� l ofarty respOrl6llty for th6ir myty, _.v='`GARBS naxeee.:.ro 4 frmn.Hld ir NOT sur-DKa4R �aGf A E 1 4C AS C SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS E E G - COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL E N G I N R.I N 069N or SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, , m 0S 937 SOUTH VA LAK SUITE 500 GOUDA, CA 92324DEZRW THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO PH, (909) 783-0101 FAX (909) 7aJ--0109 0. BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS 1N EFFECT. PAT. ♦j VI PRty BY. ARIL M. TORREYSON RC.E NO. --AGQGL Bt< M11, AM 7FE GASB OF SLN*MU IS BASED ON THE WESTL-KY SEND A DF A LIE OF THE NORTHEAST O(AWTER OF SECTION 23, PORTION OF THE SOUTYEASI.114 CENTEX HOt£".i' TOWNSHIP I NORTH, RANGE 6 WBST, SUM AS SHOWN OF RECTION M E SOUTH t ST 1/4 1264 CORONA POKE COURT ON PTNL TRACT MAP NO. 1375D, FLED N BOOK ZO, CORONA CA 91879 AT PACES 40 THROUGH 88, F40UJ F I1 THE OFFICE RANGE 6 WEST, SAN BERNARDINO P1t (090 279-0000 OF THE COUNTY RECORDER OF SAN BERaHAFONO OF SAN FTN(• (060 270-2100 OOUVTY, BEING NORTH 0030'714WEST. BENCH MARK: DIUA-ZE RE DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLNEOF CHERRY AVE. AND 37 FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH DIAL TWO DAYS WORKING RKI G ON THE NORTHWESTCORNEROF AID FOOT WIDE BEE DIG YOU DIG CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FREE 1-800-2 U DIG 0 NAVDSC fNCH DISK STAMPED 139A 1992', A PUBLIC SERVICE IIT UD>�R1D SERVICE ALERT NAVO 66 -1508.56 (FEET) 1. �ioHDx l 1 • uON3TAL'18, `tBMQIi. OF t1iVER$ElN'J_'nH'<:Rl;1kE88C)r, 0: 3NIAl;I - Z: 11�41(P�Cieli -`t S O#•{�,�0 �. IS •OF s AWt7 ifAtt" 8�•5 of ' 1N''p� fl0 Ag0,�4p1_� ALi�9 BENTA.'6AN,$ 1M :Ai4�EAiH T T21dOYfiR. (Nt.1S1.I; 9�IsFY-yWR, 1r� TtIE . • -QF. . _ 3. 'SHALL- WRYCBTIM �OF 99�'�RNSJT♦�-'MP 4, f1. •..28 .1MPa {4p0p PSIi A7 28 DAYS AND THEB�StON(,RETE.8#ALL BE, TK .+ itlX A8 -THE AOJACENTRCB. .S...S :.CWg'U 'tso To �TS�2EA�,,6{S6B,tl LA BEyS)'ME 400 4401 .44 as .((. I/'r1 CLEAR -OF' 0(1kCREr£ MACE S 6. - YJON NRESNAiPLYBIdNGL6T"b 3MTU0M OHTIHE�ERCUTW . - 7, DETAILS OF CONSTRUCTION JOINTS AND KEYWAYS SHALL. BE AS - SttCVX ON IRE PROJECT DRAVOR23:F" SINGLE RCS S-TK9dTURES. S; SHOWN Off THIS IS PLO FOft IETRIC AW 40H UNIT$ tWfSAq tF ETfOLtS�{COBEQ ALt Y E3 T %FA CONS'FfKFC�JGN SHALL.BP UA EN3LJSHUNITB. ALBU3d(EEFE AND A8SOC. INC. 1011 N. AfkWIDO STREET ANAHEIM. CA 02WO PR VW 63D-1878 FAX, 0710 830-1018 KMON CESLPoPTm B OR Ct A PIAN 11)tiPt fLT Ina z•om I' .0• SEGTfON NAy�OLE iRu4 Am GAYER PEN m PLAK 6301 ,-STRCET "TOLE sw"T PSR STA. PLAN 324 -� 45 ne . sp fs•, 2h vIPE S eT � SECTION'A - Q Ns 0 4.1 OC . ES w tR OR Tk 11E 9TatEL. T 't�fy�R "liN�tl{ 1 1 BARS. NAYS %CnO QfTT SIREET aRAYE CORMCTF RIR93 In 4TAPLM les w s 2S 311 INR/MO SEAT 1 OMIT FILLET I^ vet0rn RnArr- L7? y OLj STM CRA9ECTIQN - C I_ PT I NOTES I. WHEN DEPTH M FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 867 m (2'-10 1/211 FOR PAYED STREETS OR 1060 MM (3'-611 FOR UNPAVED STREETS, CONSTRUCT SHAFT PER SECTION C -C. 2. STATIONS 0£ MANHOLES SHOWN ON PROJECT DRAWING. APPLY AT CENTER LINE OF SHAFT. ELFVATIOM3 ARE SHOVM AT CENTER LINE OF SHAFT. 3. REINFORCEMENT SMALL CONFORM TO ASTM A OWK GRADE 300(ASTU A 613, GRADE 40), AND SHALL TERMNATE 40 m (1 (/211 CLEAR OF CONCRETE SURFACES UNLESS OTHERWISE SHOWN. 4. STEPS SHALL CONFORM TO STANDARD PLAN 635 OR 636. UNLESS OTHERWISE SHOWK STEPS SMALL BE UNIFORMLY SPACED 330 mm 114•) TO 375 R (151) OC. THE LOWEST STEP SHALL NOT BE MORE THAN 600 mM 12411 ABOVE THE INVERT. 5, MANHOLE FRAM AND COYER SHALL CONFORM TO STANDARD PLAN 630. UNLESS OTHERWISE SHOWN, 6. MANHOLE SHAFT SHALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SNOW(. 7. WHERE A MANHOLE SHAFT - 900 mm (35.1 WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 325- 8. WHERE A PRESSURE MANHOLE $h AFT'- WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 9. WHERE A PRESSURE MANHOLE SHAFT - 814 Inn (36.1 WITHOUT REDUCER 18 SPECIFIED REFER TO STANDARD PLAN 329. 10. DIMENSIONS 314OWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF M��gTTRgIC VALU��85 ARE U Atl VALUES USEp FOR IN ENGLISH tT SMALLTtON MAY 8E SUBSTITIJ ,, FOR E -R RIC RSIZE6e F EH�15H . AR ZES UNITS ARE U1SE4 ALL VALUES USED FORCONS UCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLANS ARE INCORPORATED HEREIN: 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 RIm (36.1 WITHOUT REDUCER 326 PRESS4j7E MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT - 914 mm (361) WITHOUT REDUCER 630 610 OVIi (24.1 MANHOLE FRAME AND COVER 633 914 mmC3611 MANHOLE FRAME AND COYER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP CITY OF FONTANA, CALIFORNIA COYOTE CANYON 3TANJDAM PLAN Ae 8HO" "AS BUILT" AIK1U8F2006 The rewp! o ow-Buit PIM era Clysaccepwoe 21 8808 thereof does naabr Ye the gubdvlderl➢eveloper .I$D [ ISN 3d �� C3 }�j'6(�9j{ r[ 33 ii P l ofarty respOrl6llty for th6ir myty, frmn.Hld 6at''T��_ NOT sur-DKa4R �aGf A E 1 4C AS C SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS E E G - COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL E N G I N R.I N 069N or SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, , m 0S 937 SOUTH VA LAK SUITE 500 GOUDA, CA 92324DEZRW THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO PH, (909) 783-0101 FAX (909) 7aJ--0109 0. BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS 1N EFFECT. PAT. ♦j VI PRty BY. ARIL M. TORREYSON RC.E NO. --AGQGL Bt< CITY OF FONTANA, CALIFORNIA COYOTE CANYON 3TANJDAM PLAN Ae 8HO" OATS AIK1U8F2006 PUNK N0: 21 8808 .I$D [ ISN 3d �� C3 }�j'6(�9j{ r[ 33 ii P l ... ,a. w 11C1iY111�(laN J1IlYNg r *tiJ1F olmol oc ' ' >6.l�IC7stTnz>. ICI'.#�11E7�.i7 ��t LATERAL / w-Zm0w:mw CoIANEMOa FMC 119m3 C7i:8li'.•76R7R'B -worm aL�'?3W�f.FlBi'.• r7 NEWNFME F MIR$ WIJE'.IABG'7EIIT): �'7lF11t'*J�l t7r'7tTlR lr -mmQim f�F1•trit 9d T7r.13 i7t'S!.2 IFC R6Tra - AiP eOTUUXsa��tyEWppAYa •-y L'lJtT�E*'BB�� aF �-'7RL•TiiCT�65XF7 o la N {.. T"j 01tO,WRC ` a4w ff.IDSE:I•E:7� STATW�ATo aTAT1oMFo1Nr, lea dl+e SECT:I Cf+F G=G a,re•I/u SEE Aor>; 2 Zt AAppUDRRDD APua A B T OF D OCF LINEAL �. I Y - D. E H e G eAA a m v • um _ Cg1STRUCT1011 JOINT 1 PLAN T30q Ua r IED- � KW OR exum"s sm. ac NOT[ a •" Nn �� 1 Kas" bNNMI► ANY 8TARp e o s - F aARa F(PL JOIN[ � � 4 �4I�� 2 -fl OG att�HO""TE3 N11 .tb � >I NMN ,. • tNoN aEEVN1OATE a .ASyN . „ 1ANi. A. ICK Pau a, STURBED EARTH !� TI sAw SNRSm Y I 1 7rTlEyP FMARN LAI r >� SEC71_ ON Z�z. nRApI +dA rl»T s ALMERICAN PUBLIC WORKS AS30MMN • SOUTHERN CALIFORNIA 0APTER JUNCTM $VBAC 161 - PIPE TO RC{J ' 333-1 •IX:"m pGET, OF3 .IAaCATH A,IDRAD,vtcawA *Ae(x ,roluaTmnflDa NOTES 1. VALUES FOR A. B AND C SHALL BE SHOWN ON THE PROJECT DRAWINGS. ELEVATION R AND ELEVATION S SHALL BE SHOWN WHEN REQUIRED PER NOTE 8. 2, STATIONS SPECIFIED ON THE PROJECT DRAWINGS APPLY AT THE INTER- SECTION OF CENTER LINES OF WIN LINE AND LATERALS. EXCEPT THAT STATIONS FOR CATCH BASIN CONNECTOR PIPES APPLY AT INSIDE WALL OF STRUCTURE. 3. RELWORGNG STEEL SMALL COLIFORM TO ASTM A SISM, GLADE 300. (ASTM A GIS. GRADE 40). AND SHALL TERMINATE 40 IRR (1 1/21 CLEAR OF CONCRETE SURFACE UNLESS OTHERWISE SHOWN. a W BARS ARE OF SIZE AND SPACING SPECIFIED FOR WALL STEEL ON PROJECT DRAWINGS. AND SHALL BE CUT IN CENTER OF OPENING AND BENT INTO TOP AND BOTTOM OF JUNCTION STRUCTURE. b. OMIT H BARS WHEN SOFFIT OF SPUR IS $00 mm (12') OR LESS BELOW SOFFIT OF MAIN LINE. AND OMIT G BARS WHEN INVERT OF SPUR IS 300 Ova (I2') OR LESS ABOVE FLOOR OF MAIN LINE 4. JUNCTION STRUCTURE SHALL BE POURED MONOLITHICALLY WITH MAIN LINE, MANHOLE OR TRANSITION STRUCTURE, 5. FLOOR OF STRUCTURE SMALL BE STEEL -TROWELED 70 THE SPRING LINE. 6. WHEN CONNECTING TO EXISTING ACS, BREAKOUT LIMITS ANO OETAfLS SHALL BE SHOWN ON THE PROJECT DRAWH101• 7, EMBEDMENT. P, SMALL BE 130. Dan (S9 FOR B • 2400 mn (88.1 OR LESS 200 mm i17 FOR 8 OVER 2400 Own (969. 8. IF ELEVATION R AND ELEVATION S ARE NOT SHOWN ON THC PROJECT DRAWINGS THEN, TME INLET OPENING SHALL FALL 150--p1m (6') BELOW THE SOFFIT OF THE MAIN LINE WITH THE HILET PIPE LAID ON A STRAMI? GRADE FROM MAIN LINE TO CATCH BASIN OR TO GRADE BREAK 1N 1188T LINE. ELEVATION 5 SHALL•BE SHOWN ON THE PROJECT DRAWINGS IF THE INLET OPENING fALLS MORE THAN 100 OMe (B') BELOW THE SOFFIT Of'THE MAIN LINE MTN THE INLET PIPE LAID ON A STRAIGHT GRAM AS STATED ABOVE. ELEVATION R SHALL BE SHOWN ON THE PROJECT DRAWINGS QNU WHEN A STUB IS TO BE PROVIDED FOR A FUTURE CONNECTION. 9- LATERALS OR CONNECTOR PIPES 600 mm (24'1 OR LESS IN DIAMETER SHALL BE NO MORE THAN I. -1m (S') ABOVE THE INVERT. LATERALS OR CONNECTOR PIPES 675 mm (271 OR LARGER IN DIAMETER SHALL BE NO MORE THAN 450 aVR (10'1 ABOVE THE INVERT, WITH THE EXCEPTION THAT CATCH BASIN CONNECTOR PIPES LESS THAN 15 DT 1501 IN LENGTH SHALL NOT BE MORE THAN 1.5 m (39 ABOVE THE INVERT. 10. THE NEED FOR AN EDGE SEAN ANWOR ADDITIONAL REINFORCEMENT SMALL BE INVESTIGATED BY THE ENGINEER FOR ANY ONE OF THE FOLLOWING CONDITIONS= a. ANGLE A IS LESS THAN 30- b. TOP OF INLET PIPE 1S LESS THAN 150 ,4 (S•) BELOW THE SOFFIT t. 'FLOW LINE OF INLET PIPE IS LESS THAN 110 RVa (71) ABOVE THE THE FLOOR OF THE RCS AT THE INSIDE FACE It. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AMD ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SMALL BE METRIC VALUES. EXCEPT REINFORCING BARS S129S IN ENCLISH UNITS MAY BE SUBSTITUTED FOR METRIC BAR SIZES. IF ENGLISH UNITS. ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UMTS. o: A yuAEAAi0 iM ,.. t3i'1 Aaa6 r _ INWN LW a TABLE FOR m 1 ' ' >6.l�IC7stTnz>. ICI'.#�11E7�.i7 . w-Zm0w:mw sum Erl�i' 119m3 C7i:8li'.•76R7R'B -worm aL�'?3W�f.FlBi'.• r7 NEWNFME !i:/E1/ 10 WIJE'.IABG'7EIIT): �'7lF11t'*J�l t7r'7tTlR lr -mmQim f�F1•trit 9d T7r.13 i7t'S!.2 i76lF- EiFlIL7iE"_7t1'IEiH raftm . L'lJtT�E*'BB�� aF �-'7RL•TiiCT�65XF7 Ef^.1SfT711iT�R[ii'� ff.IDSE:I•E:7� : . eaw W,,A ,Feeaeleen,o • xc .� ... ; �-aTATK1a BTATIan N� M ION, t.i S14NL STATPT. O 0AA6 �aR { I { OOM I- ,I.1� .. 5 �S 19 1500 LONGITUDINAL SECTION A A08A" r aARa , as - L v { ' /s'1Alr e�IJtt i. eiii5oo �•i�'i A WJN LtIF� PRO c a rd -N• 340-1 NOTES 1. THE HORIZONTAL ANGLE OF CONVERGENCE OR DIVERGENCE, 8. SHALL NOT EXCEED -3.45'. 2. VALUES FOR A. B, C. DI ANDD7f(( ARE -SHOWN ON THE PROJECT DRAWINGS. ELEVATION R AND ELEVATION S ARE SHOWN WHEN REWIRED BV NOTE Mi. 3. FLOOR OF STRUCTURE SHALL BE STEEL MENT STEM SHALL CONFORM TROWELED TO SPRING ILINE. 4. GRADE 30*001-603 AND SHALL L T'E k TE 0 aTO �•eT(BI 1128 CLE9 M C OF CDNCflETE SURFIACEg UN 58 OTHERWISE 3rWM. LONGITUDINAL BAR$ 6HAlJ. BE IOM O 4 0 AAA {►S OR W �P 1411 OC OR LESS. S, ELEVATION S APPLIES AT INSIDE WALL OF STRUCTURE. s. OPER TION EXCEPTTTHATHT'14EE CONTPROACTORI}(SHALEL CHAVEI TOES OPTION OF PLACING AT THE SPRING LINE A CONSTRUCTION JOINT LONGITUDINAL KEYWAY. 7. THE LENGTH OF THE STRUCTURE MAY M INCREASED AT THE OPTION OF THE CORTRACTORTO ;MEET RCP ENDS- USING 0 BMS LONGITUDINAL Apo BOTTOM AEINFOR NT IM EXTENfa PORTION OF'3AK MAWTER AND OPACINO ASSPPECIFIEO.IN THE TABLE BUT AWY CHANGE IN 'THE LOCATION OF SPUR MUST BE APPROVED BY THE ENGINEER. R, T P SMAL1- RE AS SPECIFI IN THE TABLE. UNLESS -O WISE 8HDWN ON TME PROJEC ORAWINK15. S. WHEN THERE IS NO SPUR REQUIIIEDL A 6 B OARS SHALLBEBE OMITT7b. CVX 10. OM S ARE NOT 51,tOWN ON PROJECT SANT Pt tjXT SIP MA n MAITHANN I HRADIALL ., ELEY ION S INLE1.18 SHALL BE $DOWN ON -PROJECT W(RSLSE. yAND RBST PIPE SHALL OR CRBE AOE BR£ASA�KTRN SET LINE. ELOgYAY10p RH SHALLE SNOW'TCH BkON AIN PROJECT DRAWINGS O�� WHEN STUB IS TO BE PROVIDED IN WIN LUKE FOR FUTURE C6RSTRUCTION OF INLET PIPE, U. THE MAXIMUM COVER ABOVE THIS STRUCTURE SHALL BE 7.5 m (251. A LL B DSHCOORR TXHEECDO8VE7R.yADm( TAIALDEDCINATLIKESTPMIUZ DRHAWINGS. )2.�TCorNoNSXAFInu.�ICVLSED.VALon USED S} BHA" WC UALL NS UNITS M ARE XCEPT REINPORCiMG BAR SIZES IN'ENQLIyITS MAY BE SUBSTITUTED FOR METRIC OAR StZEB. IF ENGLISH UNITS AREI USED. ALL VALUES USED FOR CONSTRUCTION SMALL BE ENGLISH ITS, "AS BUILT" Bg¢�g OF Therecelp! of AsBll? PIalRaad civs acmpwm THE BASS OF BEA4Ra1Q 6 BASED ON THE WESTEMY SEM LE Dleleotdoontab5FPE iheSwdwide:IDavaloper $I LINE OF THE NORTHEAST OUARIOF S00TION 23, A IX16DI41EDOF7 A CENID( HOLED ALRIS KIVIEFE AND ASSOC, INC. TOWNSHIP NOROL RANGE 6 WESTBM, , SAS SHOWN PORTION OF THE SOVR-EAST 114 ww COTOHA PONTE COURT IN NMANDO AR8TR£EE OIBry (CSpODSiIW:'Jh' Mr lhe'.'afwUfaC)'. ON FINAL TRACT MAP NO. LD50, FILED N BOO( 250, or SECTION 14 TOWNsw I NORTH, IFMA CA 92970 ANAHRA. CA 92906 AT PACES 48 THROUGH 68, NMI)SI' - N THE OR40E RANGE a WEST. SAM BEWbYDWO PH, (95U 27D•J000 Pit ow 630-1628 L ErgBtalt ,]F THE CXXINITY IECOIDHi aF SAN BEVARDW � COUMY OF DAN FAX, {060 279.2100 FAX, 014) 600-961 Z* OCLWY, OEM NORTH{ 0090'24' WEST BENCH MARK: DId ERT RN. REnSon k�ownrn wTE IN XC IED DATE Sm-D'a•'ro1CITY OF FONTANA, CALIFORNIA DESCPoBEO BY 2 RANO O CUC WATER DISTRICT SO. pPalEWaye/CALIFORNIA 1992 RANCHO ITAN WA ER INEARSTRW T ASHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT A E I4 ASC COYOTE CANYON INTERSECTION OF SUMMIT AVE. AND CHERRY AVE AT THE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL R E N Ci 1 IV E E EZ! IV G 0.4AMN eW; SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE 101 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, �" n os STANDARD � 'AB SHOWN Bean 937 SOUTH VM LAIR SUR£ WO COLTON. CA W24 FEET WEST OF THE CENTERLINE OF CS MMT' AVE. AND 37 xe.-- ' cEscR(o Ire OtTA9-B OAR FEET SOUTH OF THE CENTERLINE OF SWANDT AVE. SET FLUSH DIAL TYO YORKINIG THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a rt PIL 909) 76s-0161 FAX (969) 263-•ofoa ON THE NORTHWEST CORNER OF A ID FOOT WIDE BEFORE DAYS BEFORE BRING THEMINTO CONFORMANCE WITH CONDITIONS AND ( AT. AUOU8F 2006 CATCHBASN O.B FOOT SOUTH OF CURB FACER STANDARD YOU DIG YOU nIe STANDARDS IN EFFECT. '/t• P1 rae�� PREPARED Sr TORR£�saN R'o'a' Na sso6R CHECKED BY, er. puy, TOLL FREE I-80 -227-2600 W CLO CNA •2y NAVD 8 31508. BRASS DISK STAMPED 133A 19921. A PUBLIC SERVICE BY UNBERGIOJND $MICE ALERT aT2; NAVD 88.150&86 (FEET) ENGINEER R.(LE. 51759 GATE SSOB 2 6 At mfg e PLAN to • Mr�Yd«:.A•.YC A M((O1f1dXlM0E- 5 weimit� tT� PAT= tNDTM 11 PICTLRML aLY. ML InTX! 2 MID T oR JOINT,° tarornucnoM R�tOnMtOR ��MppNKMf1NTT TO RaCl. USE RC8T0 ARTN. UdE C4MST.ARCM. JOtMT OF liMtee SECTION B-9 1 •ww—�+-�,tn—>3'�,tCS�,RJffitG.CI�m WK3,RICTmM 9NET, a2RCa TO PIPE NOTES I. THE HORIZONTAL ANGLE OF DIVERGENCE OR CONVEROENC£. B. SMALL HOT EXCEED 5'45'. 2. RetWORC" STEEL BAR SIZES. SPACING. PATTERN AHD COVER OVER THE STEEL SMALL BE, ASFOLLOWS: RCB TO RCP AND FIGS TO ARCH - THAT OF RCS SECTION. ARCH TO RCP - THAT OF ARCH SECTION. ,ARCH TO ARCH - MAT OF ARCH SECTION HAVING THE THICKER WALL$. THE BAR LENGTHS SHALL VARY UNIFORMLY THROUGHOUT THE TRANS4TION. 3. THE CONCRETE THICKNESS SHALL BE AS FOLLOWS, RCS TO RCP AND ARCH TO RCP - THAT OF ARCH OR RCB SECTION UNLESS THE WALL THICKNESS OF THE RCA PLUS 100.- (4.1GREATER. IN WHICH CASE THE CONCRETE THICKNESS SMALL VARY UNIFORMLY FROM THAT OF THE ARCH OR RCS SECTION TO THAT OF THE RCP WALL PLUS IOOOn (4•). RCB TO ARCH AND ARCH TO ARCH - THAT OF THE ADJOINING RCB OR ARCH SECTION AT EACH END OF THE, TRANSITION A90 SHALL VARY UNIFORMLY BETWEEN THE TWO ENDS. 4. THE INTERIOR SURFACE SHALL BE SMOOTH AND VARY UNIFORMLY BETWEEN THE TWO ADJOINING SECTIONS. 5. AT RCP JUNCTURE, EMBEDMENT P SHALL BE 130P)- (37 FOR PIP£ SIZE OF 2400Pm (96'1 0)T LESS, AND 200mm I8•) FOR PIPE SIZES OVER ,2400M (96•). 6, fh � YS {W4 (4000 PS)) AT 28 DAYS AND THE CONCRETE SHALL BE THE SAME MIX AS THE ADJACENT ACO. 7. ALL STEEL EXCEPT LONGITUDINAL STEEL SHALL BE: GRADE 400(60) BILLET STEEL CONFORMING TO ASTM A 6IS M (A 615) AND SMALL S ml 1/21) CLEAR OF CONCRETE SURFACE UNLESS MA S. KEYED CONSTRUCTION JOINTS OF THE SAME DI)d<N$IONS AS THOSE OF THE RCB OR ARCH SECTION MAY BE CARRIED THROUGH THE TRANSITION STRUCTURE AT THE CONTRACTOR'$ OPTION. SEE SECTION B -B. 9, THE TRANSITION STRUCTURE SHALL BE CONSTRUCTED IN ACCORDANCE WITH, THE STRUCTURAL NOTES APPLYING TO RCS OR ARCH STRUCTURES SHOWN ON THE PROJECT DRAWINGS. 10. DIM£HSIOHS SHOWN ON THIS PLAN FOR METRIC.AND ENGLISH UNITS ARE HOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED, ALL VA4DES USED FOR CONSTRUCTION SHALL BE METRtC VALUES. IF ENGLISH UNITS ARE USED. ALL YALLIES USED FOR CONSTRUCTION SHALL BE EP14 .ISH. UNITS. TRUCTUM AR�IarrlwwF+suec�atetanessoctaTroM-BouTx£wvxiauFosz�A�casaPTSE t+til RGB''W •PIP.E a>i TIE 84918 OF BEMM O BASED ON RE WESTERLY LINE OF THE NORTHEAST OUARTE i OF SECTION 23, TCVRA V 1 NORTHI RANGE a WEST, SHAT AS SHOWN ON FINAL TRACT MAP NO. 137M FLED N BOOK 260, AT PAGES 49 THROUGH 66, INCLUSIVE, N THE OFFICE OF THE COUNTY RECORDER OF Ba1N BERNARDINO BEtKI A SUODNISION OF A PORTION OF THE SOUTHEAST U4 OF SECTION M, TOWNSHIP 1 NORTHI, RANGE 8 WEST, SAM BERNARDNO A� COINTI. OF am C8S ODR OI,£8 1286 CORONA 21179POffCUM T Mt.CORONA(CA a= PH: (961) 279-5000 FAX(QsD D{ 2100 IM N. RMAN AND STREET INC AN x A) CA 92 O AH (714) 30 18" PM , G11 )10-1828 FAX, dN) 850 -tate COUNTY, B®NO NORTH 009(y24' WEST. BENCH MARK: SHE>;T,6: HEY. x Mswn D 5aty roa DESCRIBED BY METROPOLITAN WATER DISTRICT SO. CALIFORNIA 1992 RANCHO CUCAMONOA NEAR THE INTERSECT40N OF SUMMIT AVE. ANDCHERRY AVE. AT THE �I�1'�T DIC3 SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERINE OF CHERRY AVE. AND 37 FEET SOUTH OF THE CENTERLINE OF SUMMITAVE. SET FLUSFI ON THE NORTHWEST CORNER OF A IO FOOT WIDE CATCHSASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD DIAL TVO MRKING 13U IG mYOOU DIG MV4)SC 3INCH BRASS D184(STAMPED 93AT992•. NAVD as-IMM(FEET) TOLL FREE 1-800-22 -2600 A PUBLIC SERVICE BY lMOENGItOUID S[RYICC ALLTtT nli � I •� � < APTiOMAI. 1LtGA0E ' tient SECTION A -A ALF -it a —�--- e0 rw rl PLAN DOWEL L DETA1 STRU A DATA WALL AND Sf,:rAH..DdNENS10, R£INFOTI T REOUIREMzHTS IWIlORCNSMT IItX "A f tF M.R. CWtN • If !!! r1ALL SOL. wAA" w IM316.1 '24 Awl .4 —1 mo -1 w owv1 ap 4-w*r 200 -to'/ No —ta'1 Lo. rr) ).t Rw4 ND . .) '" ..Dr, � 0 4 • 'Lo .tr•i 3] 48r1 EDD . 3• XOD . 00 12'0 4.O.p4,l I.t -t RO LION: MMI •.H'I R. t L4 I4rt q0 rAt'1 aw ArtT t 4A r)M•) IA an a0 *om tte...tIMT N f tt #".1 IID en/t4 n{ 44t? to t Lt AIP)OjD-.rF1 l00 u.Ir1 zeD.�ty oOArAti Y.q.MiO') "wo of will ; v. ) Yeo rbtl tN �NT 8 Fp M + ITA{Ff. v., if iQe'f 8t V > htiN'1•i6t"MJWT'FAAMt . CAt7AUSl(CK�MYf. 8 Ap30CYATON - 8CKI3NSSFCJtt#OYiSIACYCIWTER ¢TAAwPnn.v+ > �«"•�.-�". CURB tiPENiA4Ca CATCH BASIN 300 , NOTESLK +, rDIERE TNcr.NeauslNeplxs TonfgE. eoNaneueTm mTN -THEE kOsln.oF srr� OR artoeosED CA is i'R Ppapp�pwO�ONEEcpp��YETr�HAsY�ep�e��pwPw�l�iyN�R�N�Trppu* �� 3TM q��y�R�xeyAAiRAYa��A�xEs 7)IEYEXTERNAL PO11�1QTER Of TNF q.�TLH 7NClVQtNO >�p�BL aTNE -FtA.L �MN(STN OF INE 3t0[MAl;il SURFAA�tC Of ALL EgaattrCpN�CROET� {NALk OOf�ORN�J/l eLOPE, y(AQE �IO1M1. FTNIBH..AND'ACORINO'TQ I OR PN 8!D WRp-kW WYKXWAOF.NT TO TR� 1. J11 CONCR[T>:WCEE C(IRY(p IFA' aHKL HE FORttEp BY'WRYEG FORVB. AND SHALL NOT BE i4A9TOH1110. 3. FLOF •gllpt.A STEEL tOOiTUOlULOQ -tB:ef FINISHOeppNAIL•iAVE A S IN LM %� TME3ANEe TME'pTTaCALO'�jMETi0HEnEi e. DfM01910N& a . aTo wa•-rl Y •TME QIFiER01C[ IM fJJCVAT10H 9[TYlfb1 .TIIE TOP QF THE CURB AMO -TRE ilOipT OF THE pABtN AT THE •.i4:e,). �ODCpMIRtAitN OUTLENT, .Ap4p3p V Ui MMT NQT�E Q[7��p.�y ��TS O N1T�SIiM��L ENOTC=R 6[LESI�TIUN��iAC',E'7LQ8.•]OD Y I • TM! DIPfEP,t➢NE IM'ELCYATI eErTA•AI Tllf TOP OF THE dNen, AND THE INVERT of I/M1CTOM THE .' IIOTW- OR TME P)tO1ECT TLAII{. M NOMOON T(N: PROJECT PLANS. w IM)T[0 ON THE PROJECT PLANS, 4 +THE "LL IN 1R6REW, FNTERCEPTED'8T YifE tYMTERLI?C OP THE CONNECTOR PIPE AND Tt1E CAt1:11 p467N WALL'Tq iYMIdI THE CONNECTOR PIPE IS XTTACMEt. S. PLACE COgNECTOR PIPEE A8 IMDICA:d.O ON INT ➢ART P{,AMBT�EUNLME6�3 OTNFTMAWI�! CI- FIEq. THE .tOIIMCT PM p11 fE tOQI p� � E TM£ ��pprppq{CT 9A 1� AT A'SOR TMDOC' INE'OFpT�NE PIPE gyLLL tM EC7 TME'1/A41DE. OF.. pAit}IL'.•�E AtM V' 'CLT TR XT A 6NECE4t Y TO Ilq(MtE WNi� tl:P9E jet TATMIM TM GAT IM VMO ID Ali A 0}' 1p $TR7)CC,�. LLLEpA�R�OU�� IPE' A. lNIC4 W 9A81M CQN#{CT1ON S 8E N�Tp YO OESROrtltEi TER"THAM BOO[p:4i��1gtEYSrEfY..TML PNCg19 l9fATED C7 ��iivoro�cu>` iire'c3'roMlO��F��wttM�to s+aY"epRs._ 6. 9TEP5 eNAU, 8E LO 1 As fM01ML IF THE d CTOR-► IMT[RFENP!' WITH THE 87EP8, TMET 9CMEµ�,i pE kOt� �AT THE $MALI MENR(EAlt7/i�E►p�F(ATkMLE gE�iTREAM�.iV�6kp,lyX/t1-..5T��EpS TO THE MIeiV�IOLE AI�•iJlOJE1CL a�r'�ilp t•N12'1T Ml plyER: BT[PA IiNMRROJEtT-1lO�m'I? 1 7, flEWMFjf 4T EACH COIHN[II-ANO�AT i IIAa•),6N'CANTER, IMAYII,AIW:.ALONG THE gD1m.A,ft {dr14ACCAEXKeMM'nL0)YA0 VLMu C STANDARD ARE IMAkPaNYTCDNCItEiN+ yoe tlonar.lTHlc cxrdH aA eaetEtTlgx SOD CATCNDAiMRE/MP T' ' 3w CATOI iSABIM T7tt£ RATE #eI�EA��Y'X� PI(OT(CT)ON.$tR 312 :CATW'efRlli lMlefOCi iTfA1E',AIR1=-�R; epi sTp0. E7;0 ApL.DOIyMpPY)J01p MA{TlC'ttTE► 9. IOMe jj��'A�kOR TTpRlp Jk1Yt FbllBM UMITa.ARE NOY EXACT £QUµ .y E'1RSRTe;• ALYKe 1!{EO; JN], V1LUip-UBEd-FQp-COtOTRUCTIQN 3NALt 9E BMHp'• O: .�Q�1SlY.UNfM: YAY 91.1 LRA�Ie-_ '1$, �2 ' SHE>;T,6: IlCJ Y.T/M tTAMOARetPiNIQA,IOM FORPITVO GOMaiRUt;IDM 9Up5TITOTED 1MIi!'A(R• /�{ik YALUef'Ya[O'�FAC016TRUCT1gN The /eceipl of As•0+12 Phns and CII1+9 aaePf a"Ea pleleol does nat 9O50ire the SI�dh4denDavelo)r? I of any IetCDasa!R! fO! i.^aDCWaCy, SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT eAY41 10K! \.J COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL N E- lam! G t N E E }2C N G OPAtN BC SHOWN HEREON AND CARRIED FORTH W A DILIGENT MANNER, 917 samr rtA ura surtE soo CAL1Wt. a 92124 os, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO PFL (909) 70-0101 FAX (ON) 7e3 -010e OESCRED BY. FIRING THEM INTO CONFORMANCE WITH CONDITIONS AND EFFECT. ASTANDARDSARpS MJ PR CITY OF FONTANA, CALIFORNIA COYOTE CANYON 5TANDAI;fl PLAN AaJ3lBT 2006 ORA1W0 NO: $$ 9p00 m STA T�eyr47mdc N xRErsoN ac.E No. _G/� 9Up5TITOTED 1MIi!'A(R• /�{ik YALUef'Ya[O'�FAC016TRUCT1gN The /eceipl of As•0+12 Phns and CII1+9 aaePf a"Ea pleleol does nat 9O50ire the SI�dh4denDavelo)r? I of any IetCDasa!R! fO! i.^aDCWaCy, SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT eAY41 10K! \.J COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL N E- lam! G t N E E }2C N G OPAtN BC SHOWN HEREON AND CARRIED FORTH W A DILIGENT MANNER, 917 samr rtA ura surtE soo CAL1Wt. a 92124 os, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO PFL (909) 70-0101 FAX (ON) 7e3 -010e OESCRED BY. FIRING THEM INTO CONFORMANCE WITH CONDITIONS AND EFFECT. ASTANDARDSARpS MJ PR CITY OF FONTANA, CALIFORNIA COYOTE CANYON 5TANDAI;fl PLAN AaJ3lBT 2006 ORA1W0 NO: $$ 9p00 m i ( 1'sTMQV �a1 M,V��. TYPICAL SFLTSON IYPIUL SECTION ' ALL SCC IW � ,�•twwr _ceell` rR80 rM 1HA0 P4AO nn SPANS 3010 wA 1NRU faro ix+ �'� �= ^^ TNK� Aero ,•.. T�w.i.�,�❖ww�. w..�r+wr u' 11IAIr rr c Sa >al c la TNfN IA•r .. n. � �e IIa Lid= 113ccmmmL.bgw w %J[Im ATIVE IIpm3 REINFORCErD CONCRETE SINGLE BOX CULVERT b swt IIBOA ®.>>.�sr's�ie�s�rtsawarrra�.� T®M+r�+rifia+nr�am�aer„�k>r�n,a�x�k�r,+a+kTr� at+r��r�samfarr�ki,samra+�mr,�+n,r�anF++a+ . !,'�LiimAdlL>S�k�ilk•57k:hik{ikrSiinSiklfsi c�r+3� ��k.�w�r•�k�)>rk,+sahwak�srsa�rwrsl�a©�k�ife�ilF1^�iiiGTiie'�iim�iFr�[;� �FeJ��'HYIv?fhf�'.'NLFiP.RrYlrr?iTria'�iFRILf>,?F. +'!-tfi4. '��M-(fn'7r,tr2e!4ii•�•'F'ttF:t'f.7t Ire+?��F`!r?r!lr.ir�teh!?!!e'3r?�FYr:.�! CAST-IN-IfICI REINFORCED CONCRETE SINGLE BOX CULVERT b SUiL (-1161 N®W�®®�®�®ifgiSFIHTatt��F*)i2131{it¢Y3±zGi ��:'f7ra��Lit-J�a-LV119iJr+C1�1F'1'Sri ..'�'jl bICFaMw t. •. �..�;�w �•~ wswMr..r.w.wi• Hw' ,�wM•+�•�wsr BOX CULVERT _ WARPED WINGWALLS �w,y 'a'�—M SCALL r— 'AS BUILT" The receigWAs-130 Pians and Citys acceptaa,B ther Tra SAW OF SEARRa0 is BASED ON T1£ WEsTWLY BEM ASJOD 1OM OF A otally does po /Ot0D50IVa 01e8ulgaly vebper LRE OF'F>E NORB'EA$F OUAR7iA OF SECTit7N 23, PORTION OF TM 80VItEASTt/4 COC HCI" ALBU9iRME A1D ASSOC, BIC. OtamiFS)41TIS�bl1y k'+t t � TCwmw 1Im,,t Rom O wEST, SBEI AB SHWNi HERS OCRO(1A POKE COIIRr TDB N AF94UM ff A ON FWAL IRACTMW NO. fl758, FLED N BOOK 298, OF SECT M A TOMR7ekP 1 NONiH. CORON& CA OW A WM OA OMG Er.,geaNdc�( �" �'` fy>•%f.�Sy � AT PAOES 49 TMFIOkMK 80, RICLUSIM RI TME OFFICE BANOE 6 WEST. SAN SISPI MOMD PO KBD 270 -MM PH, (79) Swill 6 OF THE COtMY R600FIDER CR SAN SCRNMOM OF BAN FUO (YBB 270-M FAP OW 000 -IM COUNTY, BENG NORTHWW2M VIEW BENCH MARK: REV, BE`ASON acm-DON DATE ENQt CO DATE ""-�°'� CITY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT SO. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT I A E l OCAS C COYOTE CANYON INTERSECTION N O RANCHO AVE AN)NDA. NEAR THE �I JJ�11 y v '�1 T COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL '+ CALIFORNIA l OF SUMMIT AVE AND CHERRY AVE. AT THE �� J��// ��UUU}}} _ „�. K E IV G I tV E E R1 N G mAln aQS p SCA AS SHM SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 505 A•,Y�•w«-�w.... STIMM SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, B37 SOUTH Vq UTA SUOE 500 COC70N, G 92324 __- j�[,$ FEET WEST OF THE CENTERLINE OF CHERRY AVE. ANO 37 THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO u �_,� s PH. (90) 7e3-0101 FAX (v01) 7e3-0108 OLga¢D �' �/ DATE' FEET SOUTH OF THE CEMERLME OF SIR"T AVE SET FLUSH DIAL TVp VORK ING �•- AT •_ i AlJOU3F 2009 BEFORE DABOIGRi - 'BRING THEM INTO CONFORMANCE WITH CONDITIONS AND 1Y1 EREParEO er. ARRC a EYSON R.C.E. N0. �F115L ON THE NORTHWEST CORNEROF A 10 FOOT WIDE YOU DIG STANDARDS )N EFFECT. ��Yf OF CA EXE, t£: 06- -OG CNECXED eT. ORA1s+C N0. 24 CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FBEE 1-800-227-2600 0 CVA •Z O B80Ct MWDSC 31NCH BRASS DISK STAMPED -33A 1992. A PUBLIC SERVICE BY UNDERGROUND GATE SERVICE ALERT TY ENGINEER R.C.E. 51152 DATE, NAVD 86- 508.56 (FEET) rw.wt 8 FM Aa<t •. cir.. sa .t. � .. '94i," 10 F� B�••ra .. m.. r•� «r n•e1 o�...r'•wtyw+aim's <r -ri .w•r tw wo ,. Its � 36 lw'.. <r -v1 ..A. ow.rr 3mw<I••O>NWI� M13k< wi/sl ibrwt,w Uw sv.rr•� .soon K aW .. wii t .•.t N w TYPICAL LTH STIFFQiiNS BCAINPICAI ITHOGT STIFFENING HCAM 1. PART LONGITUDAL SECTION END ELEVATION cunt i°0.•<r •a'r eaA .. tr-aa�nar <i VITHIAIT STi1=G SCAM = ri3MlwtL] m0 Trll.<w» ^ 1 SECTIf3N B-y '8 i e isr. � M ' t... ,• „rlrl w.r/ ;.H"':�a'Ir�wr.,: ,� � r., � ` e� A t it • n ti I Z F _ ALTERNATIVE HARPED VINGHALL'm ti."f'n'r'O•i sr.T,m C{ LS riU,OL K ` '1 f- Mn! b•• •.>a fv ;„awe',.", �. ""'�" "•�,.. rr•-ue'°0 ,w .r, �µj�pr,V�Rs 11AI101 BOX CULVERT .,.r,www. "' WARPED WINGWALLS Tr: .. Sn�ri AI. 2 wJT�:d'w »",�.my" NOMI uv. t� v we .s aNwfyw 1l' ,, juaVna•Ha�w •I..w%sf oe •w' uMY � +S�A•�. . [(«.s qi w Iwrww'. w n •^ NO SCALE D96A N®W�®®�®�®ifgiSFIHTatt��F*)i2131{it¢Y3±zGi ��:'f7ra��Lit-J�a-LV119iJr+C1�1F'1'Sri ..'�'jl bICFaMw t. •. �..�;�w �•~ wswMr..r.w.wi• Hw' ,�wM•+�•�wsr BOX CULVERT _ WARPED WINGWALLS �w,y 'a'�—M SCALL r— 'AS BUILT" The receigWAs-130 Pians and Citys acceptaa,B ther Tra SAW OF SEARRa0 is BASED ON T1£ WEsTWLY BEM ASJOD 1OM OF A otally does po /Ot0D50IVa 01e8ulgaly vebper LRE OF'F>E NORB'EA$F OUAR7iA OF SECTit7N 23, PORTION OF TM 80VItEASTt/4 COC HCI" ALBU9iRME A1D ASSOC, BIC. OtamiFS)41TIS�bl1y k'+t t � TCwmw 1Im,,t Rom O wEST, SBEI AB SHWNi HERS OCRO(1A POKE COIIRr TDB N AF94UM ff A ON FWAL IRACTMW NO. fl758, FLED N BOOK 298, OF SECT M A TOMR7ekP 1 NONiH. CORON& CA OW A WM OA OMG Er.,geaNdc�( �" �'` fy>•%f.�Sy � AT PAOES 49 TMFIOkMK 80, RICLUSIM RI TME OFFICE BANOE 6 WEST. SAN SISPI MOMD PO KBD 270 -MM PH, (79) Swill 6 OF THE COtMY R600FIDER CR SAN SCRNMOM OF BAN FUO (YBB 270-M FAP OW 000 -IM COUNTY, BENG NORTHWW2M VIEW BENCH MARK: REV, BE`ASON acm-DON DATE ENQt CO DATE ""-�°'� CITY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT SO. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT I A E l OCAS C COYOTE CANYON INTERSECTION N O RANCHO AVE AN)NDA. NEAR THE �I JJ�11 y v '�1 T COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL '+ CALIFORNIA l OF SUMMIT AVE AND CHERRY AVE. AT THE �� J��// ��UUU}}} _ „�. K E IV G I tV E E R1 N G mAln aQS p SCA AS SHM SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 505 A•,Y�•w«-�w.... STIMM SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, B37 SOUTH Vq UTA SUOE 500 COC70N, G 92324 __- j�[,$ FEET WEST OF THE CENTERLINE OF CHERRY AVE. ANO 37 THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO u �_,� s PH. (90) 7e3-0101 FAX (v01) 7e3-0108 OLga¢D �' �/ DATE' FEET SOUTH OF THE CEMERLME OF SIR"T AVE SET FLUSH DIAL TVp VORK ING �•- AT •_ i AlJOU3F 2009 BEFORE DABOIGRi - 'BRING THEM INTO CONFORMANCE WITH CONDITIONS AND 1Y1 EREParEO er. ARRC a EYSON R.C.E. N0. �F115L ON THE NORTHWEST CORNEROF A 10 FOOT WIDE YOU DIG STANDARDS )N EFFECT. ��Yf OF CA EXE, t£: 06- -OG CNECXED eT. ORA1s+C N0. 24 CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD TOLL FBEE 1-800-227-2600 0 CVA •Z O B80Ct MWDSC 31NCH BRASS DISK STAMPED -33A 1992. A PUBLIC SERVICE BY UNDERGROUND GATE SERVICE ALERT TY ENGINEER R.C.E. 51152 DATE, NAVD 86- 508.56 (FEET) NOTES I. WHEN DEPTH M FROM STREET GRADE TO THE TOP OF THE BOX 1S. LES¢ THAN 667 11. (2'-46 112•) FOR PAYED STREETS OR 1160 m ('Y-6•) FOR UNPAVED, STREE;T$. CONSTRUCT SHAFT PER SECTION C -C AND oeTA(L '4•. DEPTH M MAY K AEOUCED TO AN ABSOLUTE 41MIT OF 130 mm JE!) WHEN LARGER VALUES OF M WOULD REDUCE H IN SECTION C -C TO 1060 OW (3-61 OR LESS. 2. H tiro SECTION- A -A ANO 8-8) SHALL NOT BE LESS THAN 4.2 m (41-01. BUT Mkl BE INCREASED PROVIDED THAT THE VALUE OF M SMALL NOT BE LESS THAN THE MINIMUM SPECIFIED AND THAT THE REDUCER SHALL BE USED. FOR H 414 SECTION C110 SEE NOTE 1. 3, L SHALL BE 1.2 m (4'-0•) UNLESS OTHERWISE SHOWN. L MAY, BE IN- OREASED OR LOCATION OF MANHOUE SHIFTEDTOMEET PIPE ENDS. BUT ANY CHANGE 1N LOCATION OF THE SPUR MUST BE APPROVED BY THE ENGINEER. 4. T $HALL BE 260 11- (8 11 FOR VALUES OF H UP TO AND INCLUDING 2.4 m t6&:-ol1 ANO 256'- IMV) FOR VALUES OF N OVER 2.4 m (6-O.). S. STATIONS OF MANHOLES •SHOWN ON PROJECT DRAWINGS APPLY AT SOC i TOF "AND flEA n 0 HT. E PROLONGED(NVERT GRADE AT LINE TER SEE MOTE 3. S. R@IHFORCEMENT SHALL CONFORM[ Yb ASTM A SI5M. GRADE'. 4001A6.TMA:618.. GRADE 40). AND SHALL TERMINATE 40 mm V 1/2.1 CLEAR OF CONCR.ETE 81yR- FACES UNLESS OTHERWISE SHOWN. 7. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. B. BODY OF MANHOLE SHALL BE POURED IN 014E CONTINUOUS OPERATION 'EXCEPT THAT A CONSTRUCTION JOINT OATH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. 9. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL BEAT BUT SHALL NOT BE LESS THAN 200 mn (B'). IO. STEPS SHALL CONFORM TO STANDARD PLAN 635 OR SSE. UNLESS OTHERWISE SHOWN. STEPS SHA I, BE UNIFORMLY SPACED 350 mn (14A7 TO 175 MRA It" OC, THE LOWEST STEP SHALL NOT BE I4ORE THAN 600 •Vn t241) ABOVE THE LEW AT THE SIDE OF THE•MANHOLE, 11. THE FOLLOW4WG CRITERIA SHALL BE USED FOR THIS MANHOLE' 1Q ar '` I'y lift 0 I ►�� • TO IOSO. mo t42') INSIDE DIAMETER AND TIE ilA1N ZINE RtP UP54I(EAM IS n i. _ins i Puw n4 rT, �A � BIf Iwo Gln r �rLM6i � J c. SECTION A -A too �Jl ■ a 3wi . �r c:s"•y�_._ ��44r!• BOTTOMDISTANCE LATERAL TO THEOLE 6OUTSSIIDE (TOP) 0 Of THE 200 Of [6D, _ �T4EJL�': _.Ei::.i_LL:T_:1 •rte ti.^.,tl• Bit: :7'•'x"2'7..7 t✓�M:'.:�3t�Z.:D1 IRi�F::37 6l'.r-Y:� �C::Y"'i_ Y•j::)C]�.�n1• TN1CK TOP..,OF THE MANHOLE- CHAMBER, MEASURED VE"fCALLY FROM THE END OF THE RCP. SMALL. BE A WNMUM OF 150 IdA,Y6•). , C, IF THE SIZE OF THE LATERAL IS SUCH THAT THE ABOVE-8P6CIFIED ... N.. • _ MINIW(11 m$TAmMs. CANNOT BE MAINTAINED, THEN ONE OF T446 NOTES I. WHEN DEPTH M FROM STREET GRADE TO THE TOP OF THE BOX 1S. LES¢ THAN 667 11. (2'-46 112•) FOR PAYED STREETS OR 1160 m ('Y-6•) FOR UNPAVED, STREE;T$. CONSTRUCT SHAFT PER SECTION C -C AND oeTA(L '4•. DEPTH M MAY K AEOUCED TO AN ABSOLUTE 41MIT OF 130 mm JE!) WHEN LARGER VALUES OF M WOULD REDUCE H IN SECTION C -C TO 1060 OW (3-61 OR LESS. 2. H tiro SECTION- A -A ANO 8-8) SHALL NOT BE LESS THAN 4.2 m (41-01. BUT Mkl BE INCREASED PROVIDED THAT THE VALUE OF M SMALL NOT BE LESS THAN THE MINIMUM SPECIFIED AND THAT THE REDUCER SHALL BE USED. FOR H 414 SECTION C110 SEE NOTE 1. 3, L SHALL BE 1.2 m (4'-0•) UNLESS OTHERWISE SHOWN. L MAY, BE IN- OREASED OR LOCATION OF MANHOUE SHIFTEDTOMEET PIPE ENDS. BUT ANY CHANGE 1N LOCATION OF THE SPUR MUST BE APPROVED BY THE ENGINEER. 4. T $HALL BE 260 11- (8 11 FOR VALUES OF H UP TO AND INCLUDING 2.4 m t6&:-ol1 ANO 256'- IMV) FOR VALUES OF N OVER 2.4 m (6-O.). S. STATIONS OF MANHOLES •SHOWN ON PROJECT DRAWINGS APPLY AT SOC i TOF "AND flEA n 0 HT. E PROLONGED(NVERT GRADE AT LINE TER SEE MOTE 3. S. R@IHFORCEMENT SHALL CONFORM[ Yb ASTM A SI5M. GRADE'. 4001A6.TMA:618.. GRADE 40). AND SHALL TERMINATE 40 mm V 1/2.1 CLEAR OF CONCR.ETE 81yR- FACES UNLESS OTHERWISE SHOWN. 7. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. B. BODY OF MANHOLE SHALL BE POURED IN 014E CONTINUOUS OPERATION 'EXCEPT THAT A CONSTRUCTION JOINT OATH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. 9. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL BEAT BUT SHALL NOT BE LESS THAN 200 mn (B'). IO. STEPS SHALL CONFORM TO STANDARD PLAN 635 OR SSE. UNLESS OTHERWISE SHOWN. STEPS SHA I, BE UNIFORMLY SPACED 350 mn (14A7 TO 175 MRA It" OC, THE LOWEST STEP SHALL NOT BE I4ORE THAN 600 •Vn t241) ABOVE THE LEW AT THE SIDE OF THE•MANHOLE, !Y tiAAJPO �'PWME..PI1!p`Ar�''aK s''IF . � •f41k'1^IxE'� �' x INH( FUF li`Lp . TIOR M fa M8. 9AORItL W11R �� _ �:5� IIOTL •' CASE t -- -- "^'.IMAT `'MMS P40 CASE t 5ECT10lL Bim¢ S" sA9IPlu � �' ti Gm•lm '' 00 co -E 3 C'$E�'f� `. �f1�i , �-c a6>i tgrOr4'�0-IOf� i�aYo aa:!"T � � c. tIJ1A5 c IAIRTAR �9NIiEt?TIDN- "AS BUfLT,• skmOFIrFA>sMos MEQ � Tilereceiptcra* P heSu Cys9coepUBe9 TIE DAM OF BEAltM018 BASED ON THE WE87f"T .meq A SUBORODN OF A of any eo)zCsdN the SOffaCyerl➢evebper LLE OF THE NORTHEAST OUARTER OF GECRGI 23; POR110N OF 7)E BOUiYiABT 114 CE iTEX HOMES ALBU8-KEEFIS AMD ASSCIC, NC. O(atl)' fBSPOrSiWllj'hr 8ftut 2lCuiSLy. 7OWN16FP t NDSTIFL RANGE a WEST, 88lA. AS 9NOtNl1 OF SECTION M TOWNDW i NORTH 205 CORONA POINTE ON FINAL TRACT MAP ND. L6760, FLED N BOOT( 250, ROINaE a Yr�F, am BB0M11OND CORONA. CA 929NCOUHF ANAT1®'tI AT PAG001 N� N ES 48 THROUGH MIIBTHD, 4060 PIM 270.3000 PH X7626 a" of THE COURLIY RECORDER OF SAN BEFNARDINDMElwkAK COUNTY OF BAN FAX 000 2A-2100 FAX, (TIO) WO -06 6we�+.INtIv1.. CA 928ML CI,hL � COUNTY, BB40 NORM WW24 WEBF. BENCH MARK REv. NE\iSal Dlmwnar DAZE IIx. am DATE CITY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT! DQ& IT. 3Tl( AE 1�CASC DESCRIBED 1B92RANCHOITAN WATER NEAR THE �SHOULD CONSTRUCTION OF THE REQUIRED IWIPROVEMENTS NOT COYOTE CANYON INTERSECTION OF SIMM{CAVE AND CHEfiRYAVE. AT THE ��COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL ENG1NEERING auw 9eSTANDAM PLAN SC.LE, SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, = sal SOUTH VH LATA SUITE SOO COLTON, CA 02J24 os ALB ASSHO' FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 DIAL TWO WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a • PH. (909) 78J-0101 FAX (909) 76T-0108 charm A. DAL': ON T SOUTH OF THE CENTERLCORNERINE OF) FOOTT AVEWIDE. SET FLUSH AT. AUCL19'f 2005 BEFORE ➢AYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND P PREP er. AR N, raRRErsON Rcc No, "Ofis CACHSASNHE THWEST0.8 FOOT SOUTH OF CURB FFACE A STANDARD YOU DIG YOU DIG STANDARDS IN EFFECT. rF 97 v`Iu�,t• EZP are AwR 9Y: DRAWNa N0. 26 MWDSC 31NCH BRASS DISK STAMPED"33A 1092'. TOLL IrrE[ 1-300227-2600 (LATE CVA - Z NAVO 88. 1508,SB(FEET) A PUBLIC SERVICE 9Y 18IDERGROU4D SERVICE ALERT OINEER R.G . Sll 2 DATE: 11. THE FOLLOW4WG CRITERIA SHALL BE USED FOR THIS MANHOLE' A. MAIN LINE a 625 - (33'1 WIDE DIAMETER OR LESS (EXCEPTION - IF THE WIN LINE RCP DOWNSTREAM OF THE MANHOL& J6':,-900_tNP 1,30 1' TO IOSO. mo t42') INSIDE DIAMETER AND TIE ilA1N ZINE RtP UP54I(EAM IS 625 ma f331 OR LESS.) STANDARD PLAN .380 OR STANDARD PLAN, 322 IS NOT AP , IS.ABLP WHERE THE -:MAIN LNNE CONDUIT IS LESS THAN 90O me f36•) jtL%;4 TER. B. 32'E SECTION :A - A. TIME MAXIMUM SIZE LATERAL THAT MAY INE TIE TO 13 SUCH NAT THE FROM ITHE BOTTOMDISTANCE LATERAL TO THEOLE 6OUTSSIIDE (TOP) 0 Of THE 200 Of [6D, TN1CK TOP..,OF THE MANHOLE- CHAMBER, MEASURED VE"fCALLY FROM THE END OF THE RCP. SMALL. BE A WNMUM OF 150 IdA,Y6•). , C, IF THE SIZE OF THE LATERAL IS SUCH THAT THE ABOVE-8P6CIFIED MINIW(11 m$TAmMs. CANNOT BE MAINTAINED, THEN ONE OF T446 FOLi.OWINO ALTERNATE SOLUTIONS MUST BE USED. 1. PROVIDE A SPECIAL STRUCTURE. 2 RBOV)OE TWO STANDARD STRUCTURES. CONSISTING OF THIS MAN4DL£ PLACED UPSTREAM OR DOWNSTREAM. --M$ 'TNE'APPUtAOL'E JUNCTION STRUCTURE OR iR SIT1Ot STRUOTURE 12 AUIY40LE FRA11E AND COVER SHALL CONFORM TO 3TARDARD'PLAN 436 UNLESS OTHERWISE. SHOWN. '. 13, MANHOLE SHAFT SHALL CONFORM: TO STANDARD PLAN 321 t4E,ESS OTHERWISE SHOWN. 14. WHERE A MANHOLE SHAFT t 900 mN (361 WITHOUT REOUC(3t IS 6PECIFIE6REFER TO STANDARD PLAN 338. 15. WHERE A P*ES8URE MANHOLE SHAFT - WITH ECCENTRIC REDUCER, IB MEREFER TO STANDARD PLATT 328. 46. WHERE A PRESSURE MANHOLE SHAFT - 914 ons (36.) WITHOUT REDUCER 19 SPECIFIED'REFER TO STANDMND FLAN 329. 17. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH-UPWM ARE MOT.EXACT EOUAL YA(,OES W METRIC. VALUES ARE USED.' ALL VADUM' USED FOR CO)4S:IRUCTTOM tNALL BE METRIC' VALUES EXCEPT REIFORCHIG BAR. 542Efl STITUTED FOR A IC&R 9jZEE:. UNITS ARE U'.rES. ALL VALUES USED TOR CONE CTION' SNA . B€ 1F iN01-MOIL .'. ENGLISH UNITS. THE' CILLOWINGSTANDARD PLANS ARE INCORPO(ATED HERP,IR: 324 MANHOLE SHAFT - WITH ECCENTTUO REDUCER 326 MANHOLE SHAFT - 900,up M4 WITHOUT REDUCER 390 PRESSURE.TAANNOLe SHAFT +- WITH ECCENTRtC •. 32G PRESSURE MANHOLE SHAFT - 914 mm flUal WITHOUTREDUCER 630 40. mo <24n ;MANHOLE AND COYER 833 9114 mon 136'1=MANNOL-E'FR1NE Aid) COVER 635 6.TEEL STEP 636 POLYPIEOPYL.EHE PLASTIC STEP I/Y6RiVAlI:PtlMMG !Y tiAAJPO �'PWME..PI1!p`Ar�''aK s''IF . � •f41k'1^IxE'� �' x INH( FUF li`Lp . TIOR M fa M8. 9AORItL W11R �� _ �:5� IIOTL •' CASE t -- -- "^'.IMAT `'MMS P40 CASE t 5ECT10lL Bim¢ S" sA9IPlu � �' ti Gm•lm '' 00 co -E 3 C'$E�'f� `. �f1�i , �-c a6>i tgrOr4'�0-IOf� i�aYo aa:!"T � � c. tIJ1A5 c IAIRTAR �9NIiEt?TIDN- "AS BUfLT,• skmOFIrFA>sMos MEQ � Tilereceiptcra* P heSu Cys9coepUBe9 TIE DAM OF BEAltM018 BASED ON THE WE87f"T .meq A SUBORODN OF A of any eo)zCsdN the SOffaCyerl➢evebper LLE OF THE NORTHEAST OUARTER OF GECRGI 23; POR110N OF 7)E BOUiYiABT 114 CE iTEX HOMES ALBU8-KEEFIS AMD ASSCIC, NC. O(atl)' fBSPOrSiWllj'hr 8ftut 2lCuiSLy. 7OWN16FP t NDSTIFL RANGE a WEST, 88lA. AS 9NOtNl1 OF SECTION M TOWNDW i NORTH 205 CORONA POINTE ON FINAL TRACT MAP ND. L6760, FLED N BOOT( 250, ROINaE a Yr�F, am BB0M11OND CORONA. CA 929NCOUHF ANAT1®'tI AT PAG001 N� N ES 48 THROUGH MIIBTHD, 4060 PIM 270.3000 PH X7626 a" of THE COURLIY RECORDER OF SAN BEFNARDINDMElwkAK COUNTY OF BAN FAX 000 2A-2100 FAX, (TIO) WO -06 6we�+.INtIv1.. CA 928ML CI,hL � COUNTY, BB40 NORM WW24 WEBF. BENCH MARK REv. NE\iSal Dlmwnar DAZE IIx. am DATE CITY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT! DQ& IT. 3Tl( AE 1�CASC DESCRIBED 1B92RANCHOITAN WATER NEAR THE �SHOULD CONSTRUCTION OF THE REQUIRED IWIPROVEMENTS NOT COYOTE CANYON INTERSECTION OF SIMM{CAVE AND CHEfiRYAVE. AT THE ��COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL ENG1NEERING auw 9eSTANDAM PLAN SC.LE, SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, = sal SOUTH VH LATA SUITE SOO COLTON, CA 02J24 os ALB ASSHO' FEET WEST OF THE CENTERLINE OF CHERRY AVE AND 37 DIAL TWO WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a • PH. (909) 78J-0101 FAX (909) 76T-0108 charm A. DAL': ON T SOUTH OF THE CENTERLCORNERINE OF) FOOTT AVEWIDE. SET FLUSH AT. AUCL19'f 2005 BEFORE ➢AYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND P PREP er. AR N, raRRErsON Rcc No, "Ofis CACHSASNHE THWEST0.8 FOOT SOUTH OF CURB FFACE A STANDARD YOU DIG YOU DIG STANDARDS IN EFFECT. rF 97 v`Iu�,t• EZP are AwR 9Y: DRAWNa N0. 26 MWDSC 31NCH BRASS DISK STAMPED"33A 1092'. TOLL IrrE[ 1-300227-2600 (LATE CVA - Z NAVO 88. 1508,SB(FEET) A PUBLIC SERVICE 9Y 18IDERGROU4D SERVICE ALERT OINEER R.G . Sll 2 DATE: RARBED WIRE - NOTE A 5' ARM MRIC S FENCE TENSION h TIGHT 996 PLUNGER ROD' .i m , pff (35 PLUNGER N ' a(I C93 m3 C( CF) POST OD r 200 mm (8^3 WALK GATE loo mm (41 DRIVE GATE T I -K 700 mmll 10 PIPE 8N1 �(3/B-) ^'• TENSION RUST mri. (1/87 GUSSET x mm x 125 mm 300 mm (72') (5" x 5`j• NOY-5NRWK FOR LINE -11V *RE CROU7 POSTS, 10_0. :) CHAIN AND LOCK $p mm <7) R CUT -OU T tRiEA7FlI 3 m,y NAN EDD (1� POSJT y1w RE -BAR EMBEDMENT 300 mm SR PLATE61 (175 x 121 PLUNGER CUP ISOMETRIC AR�aCAtwrtHst:FcwoRNIW AlssocuTwrt - oouTWrel� cAl.�omaa IAWarEeR �T�,w CHAIN LINK FENCE ANO GATES 600 -1 f J .. "..aJC �Q �' x •A'kSM K `'}. _ i 3'.. i� .. 1. SECURE ORTVE-FIT CALvAtazm GAP TO POST WITH 6 mn (I/4') ROUND- . HEAD RIVET, 2. N DENOTES FAS'6C WDTK AND AIOHNAL MICE HENirt. H c 1.5 m i GENEWAkNo?E. - 3. IF FENCE VAIN TOP IOL IS SRECIACM DELETE STEER TENSION YAK AT I. 0110EN5100SHOWN ON '17}15 PIAN FOIL2 T.RYC, AND�1(0WIW EXTEND TENSION ROD TO 1gRMELUI7E. 1 AhE XOT:SXACT £QUAL• VALUES 1B W ]METRIC, ES.gRE ('1JE}7 9} E VA41USED FOR CONSTROC" SPALL BE Y,pLURIC'YAWES 9�$ i ENGLI5R UNITS ARE USED. ALL VALUES USED FOR-CONSTR11dFi¢�j SKALL BE ENGLISH ]PMTS. (( & CLEAR OPONMIGS GREATER TO 7WTHABRIC. FON I Ammm � IT I FERN L THAN 450 ( F 7, USE ONE POST FON COMBINED SLOPE ANO CORNER POT M TDP OF CASE 4 CASE 2 S, STEEL SANDS AT XN9bN SAM $HALL �(fi m k 45 HIm (t/8' x 1)• I. IF ANGLE A IS LESS THAN 45' OR 0 q is LARSER "a SOD Pen' ?£_•�• S- OMIEN51oNs 9NOWN ON 1786 PLAN FOR ME1RIt AND EMGUSR UNITS ARE (241. THEN ANOTHER STANDARD GTRIICTURE YIFALI'BE SPEC(FIE6 USED. FOIL COI MW SMALL BE MOW VALUES. IF ENGLISH 2. THE OUTSIDE DIAME10t OF THE INLAY PIPE SHALL, NOT EXCEED W ENGLISH VALUES. HOWEVER. ASTM IRS REIERORONO'SVM MAY BE ONE-HALF THE INSIDE DIAMETER OF, THE MAIN LINE; 3. THE WLET PIPE $HALL ENTER THE MAW LINE AAOIALLY. IF THE a"'' INLET PIPE CANNOT ENTER RAOMAILY. THEN ANOTHER STANDAW CHAHJ LIiNK FENCE AND GATES STRUCTURE SHALL BE SPECIFIED. wr"b' wo -1 4. THE SIZE OF THE OPENING INTO THE MAIN LINE SHALL,BE THE OUTSIDE DIAMETER 9F THE INLET PIPE PLUS 30 nn (1') MINIMUM eHESTaoFa TO 75 Lh (31) MAXIMUM. 5. ALL CONNECTOR PIPES FOR CASE 2 5 -BE L'NC.ASM IN CONCRETE IF LAID WITHIN THE MAIN LINE EXCAVATED TRENCH 6R If-LAID•Ott FILL WHICH HAS NOT BEEN DENSIFIED - 6. BURN OR CHIP END OF CONNECTOR PIPE FLUSH WITH INNER SURFACE OF MMN LINE. ROUND EDGE OF CONCRETE PIPE OR RCP. 7. ALL CSP AND FITTINGS SHALL BE OAtYAUZED. S. STATION SPECIFIED ON THE PROJECT DRAWINGS ANPLIES AT THE INTERSEC71Ux OF THE INSIDE WALL OF MAIN LWA AND THE CENTER LINE OF INLET POPE- IPE9. 9.CASE 2 SHALL NOT OE USED TO CORRECT TO THE TIMOR OF A GRATING CATCH EASY+ WHERE THE GRATE WILL BE SU34ECT TO VEHICLE TRAFFIC. 10. FOR CASE 2• NOT MORE THAN 3.3 m'D¢'3 OF IHLE:T PIPE SHALL Se LOCATED WITHIN THE MAIN LINE, EXCAVATED TRENCH. CASE li. CONNECTIONS TO PIPES 525 7mm x21.1 OR LESS IN DPAWTER WITHOUT JUNCTION STRUCTURES OR PRECAST Y 89ANPHES SHALL SE MADE WITH SADOLE3, 12, TME OUTSIDE DIAMETER OF THE INLET PIPE SHALE. MOT"IEXCEED ONE-HALF T4. W INSIDE DIAMETER OF THE MAW LINE 13, TRIM OR CUT SAD.OjX TO FLT SNUGLY 002- THE OUT -510E OF THE MAIN LINE SO ITS AXIS WILL >3E ON THE LINE AND GRADE OF THE CONNECTOR PIPE. 14. THE OPENING INTO THE PIPE SHALL BE CUT AND TRIMMED TO FIT THE SADDLE SO THAT NO PART WILL PROJECT WITHIN THE BORE OF THE SADDLE PIPE- IPE15. 15.THE CONNECTOR PIPE SHALL BE SUPPORTED AS SHOWN IN OASES 1 AND 2. :A6iERtClitiPU6i. .. TTQBI-r STAI/oMRALO MA10i,itm 24 aI�T2�II RARBED WIRE - NOTE A 5' ARM MRIC S FENCE TENSION h TIGHT 996 PLUNGER ROD' .i m , pff (35 PLUNGER N ' a(I C93 m3 C( CF) POST OD r 200 mm (8^3 WALK GATE loo mm (41 DRIVE GATE T I -K 700 mmll 10 PIPE 8N1 �(3/B-) ^'• TENSION RUST mri. (1/87 GUSSET x mm x 125 mm 300 mm (72') (5" x 5`j• NOY-5NRWK FOR LINE -11V *RE CROU7 POSTS, 10_0. :) CHAIN AND LOCK $p mm <7) R CUT -OU T tRiEA7FlI 3 m,y NAN EDD (1� POSJT y1w RE -BAR EMBEDMENT 300 mm SR PLATE61 (175 x 121 PLUNGER CUP ISOMETRIC AR�aCAtwrtHst:FcwoRNIW AlssocuTwrt - oouTWrel� cAl.�omaa IAWarEeR �T�,w CHAIN LINK FENCE ANO GATES 600 -1 Ag BUILT" 7lE BAor RB CIF BCARNOIB BARt®ON TNEW�IHi-Y �" iIIBRCC-i�lOfAg&1:S PlufsanG �dj/1 aCO2�211fR BA6E M CC- BEA I B®IO A 611BOMSI011 OFA pie W dots Com' ! g E• illd asuw4devDavelm, LEE OF T}E FIORTFEAfTT OUARII�T OF EW011T 1;1, CE NIEX Ii00" ALBWi.�E AND ASBOCM NO. LINE OF 111 NORT1, EAB10E 6 RTER. SBAL SECTION PORTION OF ITE SOUTHEAST 1/4 1265 CORONA PONTE COURT PON H ARAIANDO STMEr 1 ON FNAL TRACT MAP NO. Z;w, Pi w N 8001( 250, OF 8IBO'FfON $4 TOW J%V 1 MOM CORONA. CA $26)9 ANAHM CA 92608 YI RANOE 8 WEST, SAN 86WAfONO Er0'reclMt--�- O PAGES OU TTY UOH 86. RECORDER OF: SANSIVE N 7MMI ]EP[IIAN. COUNTY OF BAN RA f (05 270.219 FA t7M1)830-I 6 O THE BEINTYORTHou w SAN BHi6MON0 Bhp RAP (969 T79.21D0 FAX: (744) 600-1616 CCIAITY, BEING NORTH 0030']C YY1�f. BENCH MARK: ROY, eEMON oEsawrw DAIS OIOL CITY DATE C{TY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT SO. O AE I�CASC CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE II I'�41 JJ ,JI °„�� SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT e � COYOTE CANYON INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE J�\� vv��JJJ COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL I E N G I N E E R1 N GI DXM BY.. �Ai,p,,� SOUT-HWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 mow... PLAN FEET WEST OF THE CENTERLINE OF CHERRYAVE. AND 3Y DIAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, i No eeoIIe 937 SWiH W UTA SUITE 500 COLTON, CA 92324 xmlNm w DETAi.B DATE BFDiM1 FEET SOUTH OF THE CENTERLINE OF SUMMRAVE SET FLUSH TWO WORKING THE CIN ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO c E. e,- a PR (909) 783-0107 FAX W9) 783-07ea A � ON THE NORTHWEST CORNER OFAIOFOOTWIDE BEFORE DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND � CATCHSASIN0.8 FOOT SOUTH OF CURB FACE, A STANDARD YOU DIG You DIG STANDARDS (N EFFECT. �4tf of ycw�� ow. o ML 70RREYSON R.C.E. NO. CNA B• WAVIN xa, 26 TUBL FREE 1-800-2 ICE ALE0 TY EN EER .0 E. 51752 GATE: MWOSC 3INCH BRASS DISK STAMPED '3M 1992'. p 7NIBLTC SERVICE BY UNIERGROU1m SERVICE ALERT DATE. .980.1 NAVE) 86 -1508.56 (FEET) °� ' l� ? 9 4 r'�j0 ND?Es: 1. SECURE ORTVE-FIT CALvAtazm GAP TO POST WITH 6 mn (I/4') ROUND- . HEAD RIVET, 2. N DENOTES FAS'6C WDTK AND AIOHNAL MICE HENirt. H c 1.5 m i (E)1 UNLESS Ovure aw NOTED. 3. IF FENCE VAIN TOP IOL IS SRECIACM DELETE STEER TENSION YAK AT 94K.'00 AND CORNER POSTS, I EXTEND TENSION ROD TO 1gRMELUI7E. 1 4. BARED WIRE SHALL BE USED OMLY MIEN SPECIFIED. i 5. POST SPACING IS MA)xWA1 SAF m (401. (( & CLEAR OPONMIGS GREATER TO 7WTHABRIC. FON I Ammm � IT I FERN L THAN 450 ( F 7, USE ONE POST FON COMBINED SLOPE ANO CORNER POT M TDP OF CHANNEL WNL IS COMSTRUQTF0 AS 94M FOR •ALTERNATE'. ! S, STEEL SANDS AT XN9bN SAM $HALL �(fi m k 45 HIm (t/8' x 1)• MINIMUM. SPACEDAY MAXIMUM 40D S- OMIEN51oNs 9NOWN ON 1786 PLAN FOR ME1RIt AND EMGUSR UNITS ARE NOT QUICkl EQUAL YALvES. IF MEW UNRS APE usm, ALL WALLIES USED. FOIL COI MW SMALL BE MOW VALUES. IF ENGLISH UNIT$ ARE tM. ALL VALUS UAW FOR MtSTRUC"791ALL W ENGLISH VALUES. HOWEVER. ASTM IRS REIERORONO'SVM MAY BE iSUBSTITUTED FOR ASTM 615M STEEL i I I I II S I 1 f f Ii f i 1 i i AMlMCM1 PUKX WOPIR ASIBOM"M-60uAIm CA31RORBYA GPAPTEk a"'' i CHAHJ LIiNK FENCE AND GATES wr"b' wo -1 J eHESTaoFa Ag BUILT" 7lE BAor RB CIF BCARNOIB BARt®ON TNEW�IHi-Y �" iIIBRCC-i�lOfAg&1:S PlufsanG �dj/1 aCO2�211fR BA6E M CC- BEA I B®IO A 611BOMSI011 OFA pie W dots Com' ! g E• illd asuw4devDavelm, LEE OF T}E FIORTFEAfTT OUARII�T OF EW011T 1;1, CE NIEX Ii00" ALBWi.�E AND ASBOCM NO. LINE OF 111 NORT1, EAB10E 6 RTER. SBAL SECTION PORTION OF ITE SOUTHEAST 1/4 1265 CORONA PONTE COURT PON H ARAIANDO STMEr 1 ON FNAL TRACT MAP NO. Z;w, Pi w N 8001( 250, OF 8IBO'FfON $4 TOW J%V 1 MOM CORONA. CA $26)9 ANAHM CA 92608 YI RANOE 8 WEST, SAN 86WAfONO Er0'reclMt--�- O PAGES OU TTY UOH 86. RECORDER OF: SANSIVE N 7MMI ]EP[IIAN. COUNTY OF BAN RA f (05 270.219 FA t7M1)830-I 6 O THE BEINTYORTHou w SAN BHi6MON0 Bhp RAP (969 T79.21D0 FAX: (744) 600-1616 CCIAITY, BEING NORTH 0030']C YY1�f. BENCH MARK: ROY, eEMON oEsawrw DAIS OIOL CITY DATE C{TY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT SO. O AE I�CASC CALIFORNIA 1992 RANCHO CUCAMONGA, NEAR THE II I'�41 JJ ,JI °„�� SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT e � COYOTE CANYON INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE J�\� vv��JJJ COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL I E N G I N E E R1 N GI DXM BY.. �Ai,p,,� SOUT-HWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 mow... PLAN FEET WEST OF THE CENTERLINE OF CHERRYAVE. AND 3Y DIAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, i No eeoIIe 937 SWiH W UTA SUITE 500 COLTON, CA 92324 xmlNm w DETAi.B DATE BFDiM1 FEET SOUTH OF THE CENTERLINE OF SUMMRAVE SET FLUSH TWO WORKING THE CIN ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO c E. e,- a PR (909) 783-0107 FAX W9) 783-07ea A � ON THE NORTHWEST CORNER OFAIOFOOTWIDE BEFORE DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND � CATCHSASIN0.8 FOOT SOUTH OF CURB FACE, A STANDARD YOU DIG You DIG STANDARDS (N EFFECT. �4tf of ycw�� ow. o ML 70RREYSON R.C.E. NO. CNA B• WAVIN xa, 26 TUBL FREE 1-800-2 ICE ALE0 TY EN EER .0 E. 51752 GATE: MWOSC 3INCH BRASS DISK STAMPED '3M 1992'. p 7NIBLTC SERVICE BY UNIERGROU1m SERVICE ALERT DATE. .980.1 NAVE) 86 -1508.56 (FEET) °� ' l� ? 9 4 r'�j0 Om O 309_(" P L02 tTYP.)-4 , IK -23 [66D -C-311601 CONCRETE MM 0 300 - 7 - lai D 121) Ie00 Nw�I i00 atc� AP, SEE FO(Te4EI' IRt" TIES, IUTe Ckit O CUT 4WD, .e 1.14 (O, -ON L DETAIL 'A4 imm NOTE 10. Nn lea sMa ISMG-TUBE. OcEOQA 1Nww*T'.UNM- tUT 110. 1, SAW 11G TUBE AT AN '•,'^'Y DF A* WITH THE ERA[ TRAX1- DE7'AI�* VPLANE. NE7DII C 911E Se0T+Q4 AND TAPOS" SEMONS TOOEOIEA 171E OEf.LE ANU.f A: IMV -><OR CUT N0. 0 SRW TFlll[ LOMDi-9NN4ILiY'IN OYIK AST** ' 3JR 1[p -D ,,WI" �*IVE 918E,oPtO SIE THIS JOINT, �•-,- Q SONO T[16 at, 714. WT 7000RNe[ AND 1w TWE IN TNC PIP.& aMIEWCAN'LH16t.lCWORKSA89001AWN-sOUll�dQi CALIFOMAA . ARCH. eq ..RORCPcojw�R .t3ftiw- : Z". T1 >m r tb9 4AK NOTES I. A CO1�R£T£ COLLAR 1S REQUIRED WHERE THE CHANCE IN GRADE EJfCEE03 )O YN•RCEVT. 2- FOR CURVE JOINT'S (SEE DETAIL B. ;;MEET U IF THEL EXTREME:ENDS OF THE PIPE LEAVE A CLEAR SPACE THAT IS GREATER THAN 25 mm 411. BUT IS LESS THAN 75 mm((3•) A CORMTE COVER IS REQUIRED IN ACCORDANCE W1TM SUBSECTION 300-1.2,4 OF THE SSP%VC.. IF TH'A�T is EQUAL It 6RE'M THAN 7tE PIPE 5 5th (E A 3') BEAR UT LESS THAN 150 aNe T6',1, A GONL'RETE COLLAR IS REQUIRED. IF TME CLEAR SSPW IS 160 W.T01 OR GREATER. A TRANSITION STRUCTURE 3. EONCRETE COLLAR SHALL NOT BE USED FOR A SIZE CHANGE ON TIME MANN UNE 4, CO.NM)`;CTOR PIPES A. �E PIPES OF DIFFERENT DIAMETERS AREeOWED WITH A E1'£ COLL00 pA�R, L FIND TSHALLL W.ICKM L BE THOSE :OF THE LARGER' a. rP1E� o a•ORFATEAL a YM°iwOIL §JakA"eF g�N INVERTS aNa 5. FOR PIPE LARGER THAN IWC TUU, (721) SPECIAL COLLAR DETAILS ARE REQUIR). 6. FOR PIPE SIZE NOT LISTED USE NEXT SIZE LARGER, 7.RE 10 ORCEMENT SMALL CONFORM TO ASTM A 645 M (A 615) GRADE 01. H. WHERE REINFORCING IS REQUIRED THE DIAMETER OF THE CIRCULAR TIES SHALL BE O+(2X WALL THICKNESS) I T. 9, REINFORCING SHALL BE USED WHERE THE PIPE DIAMETER IS G(EATM THAN 525 Paipm1 I2L'!"A�p ON ALL PIPES WHERE THE SPACES BETWEEN THE EXTREME OUTER 'ENDS 13 73 Jahn (31 OR LARQER. CIRCULAR TIES- RIPE WAAETER NO, OF CIRCULAR TIES 525mm (211 OnLESS3 600 mW 1247 TO 750 4m4 130') 3 625 mm'I331) TO K23 mm (571)." 4 500 mm (601 TO 1600 heel (72.1 5 ' WHERE THE SPACE BETWEEN PIPE EMU EXCEEDS 75 min (37. THE NUMBER DF CIRCULAR TIES $HALL SE INCREASED TO K"TAIN AN APPROXIMATE SPACING OF t50 eae (fit) O.C, 10. INHERE TN£,PIPE IS 'J mm I2)`l ORTUSE- !E88 fit DEIRANEIT AL SMALL BE AN INTERIOR FLEET IN �ED TO �9Efi ND6'TWaR V1HENVTHEPAP% OOM MAY B24•) OR T&tolt Rte; 7aENM I f)HCOMP (Y FISLL£D WITH TAR AND NEATLY POINTED. it. .QIMENOT S TO QUAL ON Y 11nLUES. IF FOR VAL. EES �C MD AR IUS£0. pL�L VMAq�E NOT FOR CONSTRUCTION SMALL BE META C VA .L� FJ(QEPT REINFORCHOR BAR SIZES )N. ENGLIBN UNITS MAY 9� SUBSTITUTED FOR W 64th' RUCCTUMI I0, B�SN��UNIT+�AUNITS. ALL VALUES USED Ne�I1Cw. w A ww I�D� ca ARCH. eq >m r tb9 4AK t 1" i i'~'gr�i � 1[S7R �g J- Zt 1 "iWvAe%t*P-, 41. 04` 0 V8 a I I E Ale FItANe tsMaa-r:r aeE !!OTE e n . "JUT nT TABLE OF Ytbl?vM FOR T Irl 7AL NT STA polAL g SEE NM 3 PLAN 3 ,- e 3PUR p4 4w ( tea OC TE BWI 0 van ION O m0 RpANpoA1 IND area 0* 6 07 cc l � �AO'1+Po� \ELEY. S - f - - OOAR6 ~ �tls . SAtysyr 7S rt 1j•t 1J1O(g c000p"f eART14 263-C-14 9460-G�2p001. SM NOTE A Set 1-110* ,Z� SECT10i,." =AIRRtCAiL,. -., JUGA.�sDUiN1�ING�I:BOR�A'�CtMI»5..:.P ioo" etc _fft'wl , 1. TH4g JUNCTION 9TRllCT�iREc9NALTE;.$E"USED Vc�yF1k'7.t1E•<lt)TS3QF'.4(A ER aF , E LATERAL 13 CHE THAN 1/'2 THE 1NSRt>E 01;At�TER' D -OF MAfN LINES OR WN# "E i SIDE DjowuER 8 OF $AE 4ATERAI is,'TER TDXH 600 t 424.1. 8 SMALLAOT EXCEED ,75 O OR Sill mm 134'1. 2. IF THE MAIN LINE IS A REIRPORC):D MIOROLRTN)C ARCH STORY GRAIN: D SHALL REFER, TO THE CLEAB,SPAN OF T446 ARCM. REINFORMNIS STEEL, SMALL BE CUT AND RENT INTO THE JUNCTION !IMCTURE IN THE SAME MANNER ASTON A PIPE. A: CONCRETE CRADLE IS W REQUMED:FOR A REfWCRRCED MWItOLITH)C ARCIL 3. STATIONS SHOWH ON THE RRDJECT DRAWUl63 FOR, LATERALS APPLY AT THE INTERSECTION OF CENTER LINES OF MAIN LINE AND LATERAL STAT16NS SHOWN ON THE PROJECT DRAWINGS FOR. LATCH BASIN- CONY9ECTOR PIPES APPLY AT THE INTERSECTION OF THE INSIDE WALT. OF THE MAIN LINE WITH THE COMNECTOA PIPE CENTER LINE. 4. VAL4ES FOR A. B. C AND 0 SHALL SE SHOWN ON THE PROJECT DRAWINGS. ELEVATION R ANO ELEVATION S SHALL BE SHOWN ONLY *HE* REOUIRED,PER NOTE 3. S. a• ELEVATIONS R MO S NEER NOT BE SHOWN. ON THE PROJECT DRAWIyOS IF THE INLET PIPE IS TOENTERtft MAIN LINE RADIALLY. I. ELEVATIDII R SHALL BE SHOWN ON THE PROJECT DRAWINGS ONLY IF A STUB IS TO BE PROVIDED IN THE $ALN LINE FORFUTURE CONNECTION OF AN INLET PIPE. c, ELEVATYON S SMALL BE SHOWN ON THE PROJECT DRAWINGS IF AN IMLET PIPE IS TO ENTER THE MAIN't-INE OTHER THAN. RADIALLY. INLET PIPE SHALL BE LAID tM A STRAIGHT GRADE FROM ELEVATION 5 TO THE CATCH( BASIN OR GRADE BREAX 4N LINE 6. THE INLET PIPE SHALL ENTER THE MAIN LINE RADIALLY UNLESS OTHERWISE INDICATED. THE INLET PIPE MAY ENTER THE MAIN tIME OTHER THAM RADIALLY IF ANGLE A IS GREATER THAN 41" S IS LESS THAN OR EQUAL TO foo'nm (24) LAW THE OUTSIDE DIAMETER OF THE INLET PIP£ IS L --E56 THAN .5 D: OTHERWISE. STANDARD PLAN 340 $HALL BE USED. 7, NO MORE THAN ONE OPENING SHALL BE MAGE 'IN ANfY'ONE SECTION OF PIPE. e: THE OPENING FOR THE BREAKOUT. SHA4.L BE. REOYANO)A.AR 040CUT NORMAL TO THE PIPE SURFACE WITHOUT DAMAOING THE REINFORCING- STEEL. THE TRANSVERSE REINFORCEMENT OF THE VAIN LINE SHALL BE CUT AT THE CENTER OF THE OPENING AND BENT INTO THE TOP- AMD BOTTOM SLABS OF THE :SPUR. S. THC MAIN LINE SMALL BE REINFORCED WITH A CQtICRETE CRADLE AND EN00EMFNT (AS. APPLICABLEF. A CONCRETE ENCASEMENT IS REQUIRED: IF A dVINT IN THE MAIN LINE FALLS WITHIN THE L1110% OF THE "CRADLE THE CONCRETE ENCASEMENT' SMALL_ EXTEND 400 D!1 D2'1 ABOVE THE TOP OF THE MAIN LIME AND. TO THE LIMITS OF THE CRADLE. IF CO.ANECTINO TO AN EXISTNNO.STORM DRAIN, PORTION OF CRADLE OPPOSITE INLET MAY BE. OMITTED. TO. REINFORCING STEEL. SHALL CIDWORM YO 07Y A 6MAC. GRADE SM (ASTM. A 645, GRADE 4:O), AMD -AE PLACED 40 min R lI2'1 CLEAR E`ROM CONCRETE SURFACES, UNLESS OTHERWISE SHOWN F BARS SHALL SE OMBIE13 TO A POINT NOT LESS THAN 4 DISTANCE FROM CENTER LINE WITH J.+70/12 + 150 mm ;4'1. Al. FLOOR Cr THE SPUR SHALL BE STEEL -TROWELED TO TNE SPRING LINE OF TRE SPUR, 12. 000210nS $NO." ON T1415 PLAN FOA IMETIC10 JW ENQ.19H UNITS ARE NOT _2 "AS' ULT" fThg-e'plDfAs4IMDbA; and DY6 amepBASH OF BEAN40B I.gO� j.'eacy,THE BASS OF BEAM44 IS BASED ON THE WESTERLY 8940 A BL.�N OF A elD.t�.iftT1DJ . " BkUtaW, LIE OF THE NORTFEAST WIRER OF 88afMON.E1, PORTICH CE11)DN FIOMBB iM N. RMAN AND STREET INC.NC TOWNBN81 NORTH, RANGE 6 WEST. BBI. AS SHOWN OF SECV NaP 1 NORTH. CORONA, ms CA CONTE COUF(T 'IDR R M C DO B.Ri�T ( � ON MAL TRACT HMP NO. IS730, MWN BOOK 260, 1X)RONA, CA 82875 ANAH�t OA D2D08 dA _ �` 7 AT PAGES 48 THFIOUGH G8, NCLIAM N THE ROM 61 T, BAN BNNAI49Y10 PRPTyy})y wom PHk (7M) 670-102a OF THE COLNTY RECORDER OF BAHT BE NO MERVIAM. COLKIT OF BAN f AW 00 279 -MO PAX, 1714) 43D -TNG COLINTY 819W NORTH tX780.24' WEST BENCH MARK: jy�(��\�1 j� �( l6Y. Rr.%M DM"TION DATE &M OTY DATE CITY OF FONTANA, CALIFORNIA DESCRIBED BY METROPOLITAN WATER DISTRICT 90. II \\If�/%jTJld�� SII AEI►CASC CALIFORNIA 1882 RANCHOITAN A TER NTRICTEAR 71 E IILU�' LII IS (J `-��LJ SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Q COYOTE CANYON INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. ATTHE COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL .Rc µ s E � C I (V E E R I r, G gtANN eas. STANDARD PLAN A8 SH SOUTHWEST CORNER OF CHERRY AVE AND SIANAOi AYE.107 .M.,1,•»•,.«.«.wM �-+ SHOWN HEREON ANO CARRIED FORTH IN A DILIGENT MANNER, � _DETAILS FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 sena (90 5053 VH IATA SURE 300 COLTON, ((A 97324BP FEET SOUTH OF THE CENTERLNE OF SUMMIT AVE. SET RUSH DIAL TWO WDRKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO ♦ N� oy�, 'pH. (900) 783-Ot01 FAX (sos) )SrD1DS D� J, -DATE BEFORE DAYS 3EFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS AND �� A ON THE NORTHWEST CORNER OFA 10 FOOT WIDE YOU DIG YOU DIG '?if7 CIV! �� PREPARED BY: AR/C M. TORREYSOM R.C.L N0. _�PlG. QIEfxEO III-, .>N` DRAIgIC NO. MW BASIN 0.B FOOT SOUTH OF CURB FACE A STANDARD STANDARDS IN EFFECT. or tta DA " 06- CyA - Z IT- MW 3 INCH BRASS DISK STAMPED WA 1980. .DLL FREE 1-800-227-26D0 44TF: I7Y EN FkR R.C.E. 51152 DATE: 2809 A MIC SERVICE BY U7BERGRO M SERVICE ALERT NAVD 88 - iSUB.56 (FEET)- THE RAW OF BEATM4015 BASED ON THE WESTERLY 8®10 A SUBDIVISION OF A fw i 4 RC PIPE DETAILS N PuU PUN I�a� L -n PORTION OFTHEI SOUTHEAST' U4 CHITEJI HODS 1265 CORONA POINTE COIRfT AILINS-!� AND ABBOC, INC. WTI N ARIAM�OO SNIIEET - rtcTlcN C xcnoN OF SECTION lt, TOWNSW 1 NO" RMNOE 0 WEST, BAN BEfNhfmNO �„'+�.;,'�� A, TYPI • AYOLiT NAKPLE min w,`(". •" ^ of nm.. Ma ,_WKS ANAHM CA 92808 PH, 9M183"m �. ,m ��.m�w,�so ^,,. .. fo r. O^ai,.-. Nww. . •(Ff..n � i�fwlt•, m♦~ wain wry i�i♦i MMW COLN47Y OF BAN srr MLL. S[MmN,PY TYPE C VALL ~SaliR .i�,�v^�•....si^ MwEi. �ili.'a^.r.�i..f,r N y 1�h,MiH �V U..,�riM♦y foie n ,. I'v'.� Y 1fw,! ww.a� N. ,n (♦`- i^ ,r{� - a � a m0 ,/. K, i� N w r♦a wari<r.� Imo, t. (1�1 � � apS �� ' � V FAX• (7A) 030-M rs^ ^ Z kiSV[f�itf"•t [iSfil•;5i IE�St�i(�51 fr^ s irS is - Cil. FRONT MEW, tECYION A - tan n ♦ � ♦`p " xJT Sx01q a< TYPE A ;,ICS.,x•, ~ ;ffi-p...^. RDAUM :� ENP ,N♦rmnl I T.+. e.. ,.,. STRAIITR VINGVA'_L'S�.r'rl;,'•>F'�,�Y n�R �`e: ^ PIPE CULVERT HEAmm� ?WALLS. -------- S ENDVALLS AND VINGVALLS •"'r:�iTi 8^.ra, TYPES A B AND � <C T PICAL SECT ON _x�.,,'�r"��'r INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE TYPI[pi. SECTS QY Yx q 3 5F6— Ib SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 THE RAW OF BEATM4015 BASED ON THE WESTERLY 8®10 A SUBDIVISION OF A LIE OF THE NORTFEABT QUARTE! OF SECTION 2$. TO'MII9FP t NOTDYL RAJ10E 8 Wa�:T. BBAI AS eHOWN PORTION OFTHEI SOUTHEAST' U4 CHITEJI HODS 1265 CORONA POINTE COIRfT AILINS-!� AND ABBOC, INC. WTI N ARIAM�OO SNIIEET ON PNAL TRACT MAP NO. U%Q0, FL®N BOOK 250, OF SECTION lt, TOWNSW 1 NO" RMNOE 0 WEST, BAN BEfNhfmNO CORONA GA wZV9 PTF (950 279 0-= ANAHM CA 92808 PH, 9M183"m AT P1G 48 THROUDH 08, Moo' BIYE, N ira!; CE OF TIE COUNTY RECORDER OF BAN BENASIOMRD MMW COLN47Y OF BAN FAX'. (950 27P2W0 FAX• (7A) 030-M =wry BT3N0 NORTH 0040'24• %Mr. kiSV[f�itf"•t [iSfil•;5i IE�St�i(�51 fr^ s irS is - Cil. FRONT MEW, tECYION A - tan n ♦ � ♦`p " xJT Sx01q a< BENCH MARK REV. REV" 9EsOWM, METROPOLITAN WATER DISTRICT SO.To -------- S CALIFORNIABY CALIFORNI1892 RANCHO CUCAMONGA, NEAR THE � N p S S t 115' n s .0s uFT DETAIL 5 s INTERSECTION OF SUMMIT AVE. AND CHERRY AVE. AT THE F'_,x"4fi4�f;�S29f;�6�IcerlE,t43tF�t�4,'�E�t� Yx q 3 5F6— Ib SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 31 DIAL FEET SOUTH OF THE CENTERLNE OF SUMMIT AVE SET 'I.. TWO WORKING BEFORE DAYS BEFORE ! ON THE NORTHWEST CORNER OF A IO FOOT WIDE CATCHYOU IN FOOT SOUTH OF CURB FACE. A STANDARD DIG YOU DIG 1'1 MWDSC 3 INH 3INCH BRASSDISKKSTAMPED'S3A 1992'. TOfl FRE[ I -BOO -227-2600 NAVD8 NAVD tiB -1508.50 (FEET) A PUBLIC SERVICE BY UNDERGRELNII SERVICE ALERT -1 a tYVK[ WN[It r - wc I- \\\ q I IXIAT K19r 11 \ll • e+.s Q 11t ffM f�Qa�of�f rein [ �iil �1j i'r�,t3[?Saai'f F�5i1r� krlr-I�S-[3 AYe�tc(`[.�i -! k5iii'SiYri ri�a5i Oe�r.?Gi>.Yftl N•�'+*t+'xF! II I rilAil�spl kiSV[f�itf"•t [iSfil•;5i IE�St�i(�51 fr^ s irS is - Cil. 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(909) 783-OTOI FAX {809) 76YOI08 CITY OF FONTANA, CALIFORNIA COYOTE CANYON S TA3 DAAD PIAN OS _ -.0— n Ot= BY: CNA WAWIC W.: I r - ffM f�Qa�of�f rein [ �iil �1j i'r�,t3[?Saai'f F�5i1r� krlr-I�S-[3 AYe�tc(`[.�i -! k5iii'SiYri ri�a5i Oe�r.?Gi>.Yftl N•�'+*t+'xF! i NifElOft�fiAL Nii[F;1 Frrriyff"s/ti �triil - Li-�sir> nhiti ��'xvtcpfn irriii'�[rA? fr:�,Sr: Si kiSV[f�itf"•t [iSfil•;5i IE�St�i(�51 fr^ s irS irnir firms r;4it3i - 3i�r`xs1;'r_ ftr SYr� PRECAST COMPETE �.SMYTEIN nr [Ati s CT SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL .Ax N. mm[Tr SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. '�c a Wu� AEIICASC E r,-1 C31 ISI E E RI N G 937 SDVTH VTR UTA SVfM 300 COLTUM CA 9232.1 PH. (909) 783-OTOI FAX {809) 76YOI08 CITY OF FONTANA, CALIFORNIA COYOTE CANYON S TA3 DAAD PIAN OS _ -.0— n Ot= BY: CNA WAWIC W.: APPENDIX "E": HAWKER-CRAWFORD CHANNEL APPENDIX "E.1": FEMA FORMS FEDERAL EMERGENCY MANAGEMENT AGENCY I O.M.$ No. 3067-0148 OVERVIEW & CONCURRENCE FORM Expires September30,2005 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is Fora (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter From FEMA officially revising the current NFIP map to show the changes to Roodplains, regulatory fioodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 City of Katy TX 480301 0005D 02/08/83 480287 Harris County TX 48201C 022OG 09/28/90 .30274 FONTANA, CITY OF CA 06071C 7911G 01/17/97 060270 SAN BERNARDINO COUNTY, UNICORPERATED AREA CA 060710 7911G 01/17/97 2. Flooding Source: HAWKER-CRAWFORD CHANNEL 3. Project Name/Identifier: COYOTE CANYON SPECFIC PLAN 4. FEMA zone designations affected: A,X (choices: A, AH, A0, Al -A30, A99, AE, AR, V, V1430, VE, B, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) E Physical Change ❑ Improved Methodology/Data ❑ Regulatory Floodway Revision F-1Other(Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: E Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: E Channelization E Levee/Floodwall ❑ Bridge/Culvert ❑ Dam ❑ Fill ❑ Other, Attach Description ccnen C,...., O4_PC) c=p 0—rwipw9 r.nnr`IIrrP.nnR Pnrm 10T-2 Form 1 Paqe 1 of C. REVIEW FEE las the review fee for the appropriate request category been included? Please see the FEMA Web site at hfitp://www.fema. ® Yes Fee amount: $4000 Nn Altarh FYplanafinn fees.shtm for Fee Amounts and D. SIGNATURE: FGI,Ah Cn R1-Ro QFD rl') Avon;.... 9 r-_ hAT O Cnm. ! Donn 9 n;: ) All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: ARIC TORREYSON Company: AEI-CASC CONSULTING Mailing Address: Daytime Telephone No.: Fax No.: 5053 LAMART DRVIE, SUITE 205 (951) 342-7990 x 105 (951) 275-0159 RIVERSIDE, CA. 92507 E -Mail Address: atorreyson@aei-casc.com Signature of R u ter (required): Date: As the community official responsible f odplain management, I hereby acknowledge thatwe have received and reviewed this Letter of Map Revision (LOMR) or conditional LOprequest. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodpanagement requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and tormits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from Flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. ;ommunity Official's Name and Title: Telephone No.: Community Name: Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge_ I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: ARIC TORREYSON License No.: 66068 Expiration Date: 06/30/08 Company Name: AEI-CASC CONSULTING Telephone No.: (951) 342-7990 x 105 Fax No.: (951)275-0159 Signature: 2d L Date: 2/ _ Ensure the forms that are appropriate to yo r Ision request are included in your submittal. Form Name and (Number) 7 Required if.., ® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations ® Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, additionlrevision of levee/floodwall, addition/revision of dam ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans FGI,Ah Cn R1-Ro QFD rl') Avon;.... 9 r-_ hAT O Cnm. ! Donn 9 n;: ) FEDERAL EMERGENCY MANAGEMENT AGENCY I O.M.B No. 3067-0745 RIVERINE HYDROLOGY & HYDRAULICS FORM Expires September 30, 2 00 S PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right comer of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: HAWKER-CRAWFORD CHANNEL Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) j Notrrevised skip t section 2) ® No existing analysis El Ahema ive logy [:1 Proposed Conditions (CLOMR) 2. Comparison of Representative 1 %-Annual-Chance Discharges Location SEE NOTE 3 Drainage Area (Sq. Mi.) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records ® Precipitabon/Runoff Model ❑ Regional Regression Equations ❑ Other (please attach description) ❑ Improved data ® Changed physical condition of watershed FIS (cfs) Revised (cfs) [TR -20, HEC -1, HEC -HMS etc.] Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en_modl.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to reviewthe hydrologic analysis, please attach evidence of approval/review. SEE NOTE 2 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water -Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit RICH DETENTION BASIN 3830 SEE NOTE 3 1724 Approximately 2,250 Feet North Upstream Limit East of Coyote Canyon Road 5255 SEE NOTE 3 1764 2. Hvdraulic Method Used f Hydraulic Analysis HEC -RAS [HEC -2, HEC -RAS, Other (Attach description)] -SMG Knrm R'-RQQ Cry-❑ m oc.,...;.... u..,4.,,1.,..,, 9 u.,.......,,.... _.._., S. HYDRAULICS (GUN I 1 3. Pre -Submittal Review of Hvdraulic Models FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic model, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP d limitations of ;-IEC-2!HEC-QAc CHECK -2 and CHECK -RAS identify requirements, and That the data are co�i�parab(e wtu i the assur;rptions an �� .r .,ns „ G areas of potential error or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded from hftp:/Iwww.ferna.gov/plan/prevent/fhm/frm_soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? ❑ Yes ® No 4. Models Submitted Duplicate Effective Model' Natural File Name: Floodway File Name: Corrected Effective Model' Natural File Name: Floodway File Name: Existing or Pre -Project Conditions Model Natural File Name: HCExist.PRJ Floodway File Name: Revised or Post -Project Conditions Model Natural Fite Name: HC__Prop.PRJ Floodway File Name: Other - (attach description) Natural File Name: Floodway File Name: "Not required for revisions to approximate 1%a -annual -chance floodplains (Zone A) — for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevenVfhm/en—modl.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2% -annual -chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). -Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2% -annual -chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? N/A ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? N/A ❑ Yes ❑ No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? ❑ Yes ® No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1% -annual -chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT -2 Form 2 instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes ® No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT -2 Form 2 Instructions. n:..--'-- i i.o u..-:-.... r....... ___ n Lr 17 C....,, 7 D-,...- 0 of 0 I FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0148 RIVERINE STRUCTURES FORM Expires September 30, 2005 PAPERWORK REDUCTiON ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: HAWKER-CARWFORD CHANNEL Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization ................complete Section B Bridge/Culvert ................. complete Section C Dam ...............................complete Section D Levee/Floodwall .............complete Section E Sediment Transport........ complete Section F (if required) Description Of Structure 1. Name of Structure: HAWKER-CRAWFORD CHANNEL Type (check one): ® Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 2. Name of Structure: NORTH AND SOUTH LEVEE Type (check one): ❑ Channelization ❑ Bridge/Cuivert Z Levee/Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) ❑ Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: NOTE: For more structures, attach additional pages as needed. FEMA Form 81-899, SEP 02 Riverine Structures Form IMT -2 FoFmi. 3 Page 1 :,f 10 B. CHANNELIZATION Flooding Source: HAWKER-CARWFORD CHANNEL Name of Structure: HAWER-DRAW FORD CHANNEL 1. Accessory Structures The channelization includes (check one): ® Levees [Attach Section E (Levee/Floodwali)] ❑ Superelevated sections Debris basin/detention basin Other (Describe): 2. Drawing Checklist ❑ Drop structures ® Transitions in cross sectional geometry ❑ Energy dissipator Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions. 3. Hydraulic Considerations The channel was designed to carry See Note20 (cfs) and/or the 100 -year flood. The design elevation in the channel is based on (check one): ❑ Subcritical flow ❑ Critical flow ® Supercritical flow ❑ Energy grade line If there is the potential for a hydraulicjump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is controlled without affecting the stability of the channel. ❑ Inlet to channel ❑ Outlet of channel ❑ At Drop Structures ❑ At Transitions ❑ Other locations (specify): 4. Sediment Transport Considerations Was sediment transport considered? ❑ Yes ® No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: Name of Structure: 1. This revision reflects (check one): ® New bridge/culvert not modeled in the FIS ❑ Modified bridge/culvert previously modeled in the FIS ❑ New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8): If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): ❑ Dimensions (height, width, span, radius, length) ❑ Shape (culverts only) ❑ Material ❑ Beveling or Rounding ❑ Wing Wall Angle ❑ Skew Angle ❑ Distances Between Cross Sections 1 4. Sediment Transport Considerations ❑ Erosion Protection ❑ Low Chord Elevations — Upstream and Downstream ❑ Top of Road Elevations — Upstream and Downstream ❑ Structure Invert Elevations — Upstream and Downstream ❑ Stream Invert Elevations — Upstream and Downstream ❑ Cross -Section Locations Was sediment transport considered? ❑ Yes ❑ No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FETA Form 81-89B, SEP 02 Riverine Structures Form iviT-2 Form 3 Page 2 of 10 E. LEVEE/FLOODWALL 1. Svstem Elements a. This Levee/Floodwall analysis is based on (check one): ❑ upgrading of an existing levee/floodwall system ® a newly constructed levee/floodwall system ❑ reanalysis of an existing levee/floodwall system b. Levee elements and locations are (check one): V'3 //3� LANS�ion ® earthen embankment, dike, berm, etc. (�� 0+00 to 21 +00 ❑ structural floodwall Station to ❑ Other (describe): Station to c. Structural Type (check one): ,N monolithic cast -in place reinforced concrete ❑ reinforced concrete masonry block ❑ sheet piling ❑ Other (describe): d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood? ❑ Yes ® No If Yes, by which agency? e. Attach certified drawings containing the following information (indicate drawing sheet numbers): 1. Plan of the levee embankment and floodwall structures. Sheet Numbers: 7A, 8 2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE), levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers: 7A, 8 3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size of opening, and kind of closure. Sheet Numbers: 7A, 8 4. A layout detail for the embankment protection measures. Sheet Numbers: 7A, 8 5. Location, layout, and size and shape of the levee embankment features, foundation treatment, floodwall structure, closure structures, and pump stations. Sheet Numbers: 7A, 8 2. Freeboard a. The minimum freeboard provided above the BFE is: Riverine 3.0 feet or more at the downstream end and throughout ® Yes ❑ No 3.5 feet or more at the upstream end. ' ❑ Yes ® No 4.0 feet within 100 feet upstream of all structures and/or constrictions ❑ Yes ® No Coastal 1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance stillwater surge elevation or maximum wave runup (whichever is greater). ❑ Yes ❑ No 2.0 feet above the 1 %-annuai-chance stillwater surge elevation ❑ Yes ❑ No FEMA Form 81-8913, SEP 02 Riverine S—tuitures Form V7_2 Form 3 Page 4 of 10, E. LEVEE/FLOODWALL (CONTINUED Freeboard (continued) Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation —irlroccinn Por—rnnh R; ifl(h)il Ilii) nT ihp TjPiP RPenlll`gtinrl.\' FEMA Form 81-068, SEP 02 Ri'verin eSl uclures Form MT -2 Form 3 Page 5of 10 If No is answered to any of the above, please attach an explanation. b. Is there an indication from historical records that ice jamming can affect the BFE? ❑ Yes [9,No If Yes, provide ice jam analysis profile and evidence that the minimum freeboard discussed above still exists. 3. Closures a. Openings through the levee system (check one): ❑ exists ® does not exist If opening exists, list all closures: Channel Station Left or Right Bank Opening Type Highest Elevation for Type of Closure Device Opening Invert (Extend table on an added sheet as needed and reference) Note: Geotechnical and geologic data In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of Engineers [USACE) EM -1110-2-1906 Form 2086.) 4, Embankment Protection a. The maximum levee slope landside is: 4' b. The maximum levee slope floodside is: 6' c. The range of velocities along the levee during the base flood is: (min.) to (max.) d. Embankment material is protected by (describe what kind): 3' riprap over 9" No.3 backing over filter fabric e. Riprap Design Parameters (check one): ® Velocity ❑ Tractive stress Attach references Reach Sideslope Flow Depth Velocity Curve or Straight Stone Riprap Depth of Toedown Dloo D5o Thickness Sta to Sta to Sta to Sta to Sta to Sta to (Extend table on an added sheet as needed and reference each entry) FEMA Form 81-068, SEP 02 Ri'verin eSl uclures Form MT -2 Form 3 Page 5of 10 F i nnnWAf_L (CONTINUED) 4_ Embankment Protection (continued) -� f. Is a bedding/filter analysis and design attached? ❑ Yes ❑ No g. Describe the analysis used for other kinds of protection used (include copies of the design analysis): Attach engineering analysis to support construction plans. f 5. Embankment And Foundation Stability 5.e� f- a. Identify locations and describe the basis for selection of critical location for analysis: ❑ Overall height: Sta. ; height 6' ft. ❑ Limiting foundation soil strength: Sta. depth to strength = 33 degrees, c = 0 psf slope: SS = 2 (h) to 1 (v) (Repeat as needed on an added sheet for additional locations) b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.): circular G. Summary of stability analysis results: Case Loading Conditions Critical Safety Factor Criteria (Min.) I End of construction 1.92 1.3 II Sudden drawdown 1.35 1.0 111 Critical flood stage 1.87 1.4 IV Steady seepage at flood stage 1.87 1.4 V1 Earthquake (Case I) 1.38 1.0 (Reference: USACE EM -1110-2-1913 Table 6-1) d. Was a seepage analysis for the embankment performed? ❑ Yes ® No If Yes, describe methodology used: e. Was a seepage analysis for the foundation performed? ❑ Yes ® No f. Were uplift pressures at the embankment landside toe checked? ❑ Yes ® No g. Were seepage exit gradients checked for piping potential? ❑ Yes ® No In. The duration of the base flood hydrograph against the embankment is hours. Attach engineering analysis to support construction plans. FEMA Form 81-89B, SEP 02 Riverine Structures Form M T-2 Form 3 Page 6 of 10 E. LEVEE/FLOODWALL (CONTINU CI.....711 A Cr.r in Al C^n CMhilii— FEMA Form 81-893, SEP 02 Riverine Structures Form MT -2 Fornn 3 Page 7 of 10 a. Describe analysis submittal based on Code (check one): ❑ UBC (1988) or ❑ Other (specify): b. Stability analysis submitted provides for: ❑ Overturning ❑ Sliding If not, explain: c. Loading included in the analyses were: ❑ Lateral earth @ PA = psf; Po = psf ❑ Surcharge -Slope @ ❑ surface psf ❑ Wind @ Pw = psf ❑ Seepage (Uplift); ❑ Earthquake @ Peq = %g ❑ 1% -annual -chance significant wave height: ft, ❑ 1 %-annual-chance significant wave period: sec. d. Summary of Stability Analysis Results: Factors of Safety. Itemize for each range in site layout dimension and loading condition limitation for each respective reach. Criteria (Min) Sta To Sta To Loading Condition Overturn Sliding Overturn Sliding Overturn Sliding Dead & Wind 1.5 1.5 Dead & Soil 1.5 1.5 Dead, Soil, Flood, & 1.5 1.5 Impact Dead, Soil, & Seismic 1.3 1.3 (Ref: FEMA 114 Sept 1986; USACE EM 1110-2-2502) (Note: Extend table on an added sheet as needed and reference) e. Foundation bearing strength for each soil type: Bearing Pressure Sustained Load (psf) Short Term Load (psf) Computed design maximum Maximum allowable f. Foundation scour protection ❑ is, ❑ is not provided. If provided, attach explanation and supporting documentation: Attach engineering analysis to support construction plans. FEMA Form 81-893, SEP 02 Riverine Structures Form MT -2 Fornn 3 Page 7 of 10 E. LEVEE/FLOODWALL (CONTINUED 7. Seftlement a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the esiabiished freeboard margin? r7AYes r-1 P1- b. The computed range of settlement is 0.04 ft. to 0.05 ft. c. Settlement of the levee crest is determined to be primarily from ❑ Foundation consolidation ® Embankment compression ❑ Other (Describe): d. Differential settlement offloodwalls ❑ has ❑ has not been accommodated in the structural design and construction. Attach engineering analysis to support construction plans. 8. Interior Drainage I a. Specify size of ea interior watershed: Draining to pressure conduit: acres Draining to ponding area: acres b. Relationships Established Ponding elevation vs. storage ❑ Yes ❑ No Ponding elevation vs. gravity flow ❑ Yes ❑ No Differential head vs. gravity flow ❑ Yes ❑ No c. The river flow duration curve is enclosed: ❑ Yes ❑ No d. Specify the discharge capacity of the head pressure conduit: cfs e_ Which flooding conditions were analyzed? • Gravity flow (Interior Watershed) ❑ Yes ❑ No • Common storm (River Watershed) ❑ Yes ❑ No • Historical ponding probability ❑ Yes ❑ No Coastal wave overtopping ❑ Yes ❑ No If No for any of the above, attach explanation. f. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet facilities to provide the established level of flood protection. ❑ Yes ❑ No If No, attach explanation. g. The rate of seepage through the levee system for the base flood is cfs h. The length of levee system used to drive this seepage rate in item g: ft. FEIbiA Fon i 89B, SEP 02 Ri: ,,,.e Stn elutes ^^!? MT -2 Form 3 Page 8 of 10 E. LEVEETLOODWALL (CONTINUED) FE1,0A Fo.,„ 811_89B c`o 02 R;venne Structures Formor 1`6T_� Form 3 i7ana 9 of 10 B. Interior Drainage (continued) �Q/ A- i- Will pumping plants be used for interior drainage? ❑ Yes ❑ No If Yes, include the number of pumping plants: For each pumping plant, list: Plant #1 Plant #2 The number of pumps The ponding storage capacity The maximum pumping rate The maximum pumping head The pumping starting elevation The pumping stopping elevation Is the discharge facility protected? Is there a flood warning plan? How much time is available between warning and flooding? Will the operation be automatic? ❑ Yes ❑ No If the pumps are electric, are there backup power sources? ❑ Yes ❑ No (Reference: USACE EM -1110-2-3101, 3102, 3103, 3104, and 3105) Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all interior watersheds that result in flooding. 9. Other Design Criteria a. The following items have been addressed as stated: Liquefaction ❑ is ® is not a problem Hydrocompaction ❑ is ® is not a problem Heave differential movement due to soils of high shrink/swell ❑ is ® is not a problem b. For each of these problems, state the basic facts and corrective action taken: Loose sandy soils along levee alignment had been removed and replaced with engineered compacted fill. Attach supporting documentation c. If the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure? ❑ Yes ❑ No Attach supporting documentation d. Sediment Transport Considerations: Was sediment transport considered? ❑ Yes ❑ No If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. FE1,0A Fo.,„ 811_89B c`o 02 R;venne Structures Formor 1`6T_� Form 3 i7ana 9 of 10 E. LEVEEIFLOODWALL 10. Operational Plan And Criteria a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations? ❑ Yes ❑ No C. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations? ❑ Yes ❑ No If the answer is No to any of the above, please attach supporting documentation. 11. Maintenance Plan a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No If No, please attach supporting documentation. 12. Operations and Maintenance Plan Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall. F. SEDIMENT TRANSPORT IJI A' Flooding Source: Name of Structure: if there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting documentation: Sediment load associated with the base flood discharge: Volume acre-feet Debris load associated with the base flood discharge: Volume acre-feet Sediment transport rate (percent concentration by volume) Method used to estimate sediment transport: Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the selected method. Method used to estimate scour and/or deposition: Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport: Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based on bulked flows. If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs or structures must be provided. FEMA Form 81-89B, SEP 02 Rtvedne St,nuctures Form MT -2 Form 3 Page 10 of 10 APPENDIX "E.2": PRE-PROJECT (EXISTING) HEC-RAS ANALYSIS APPENDIX "El": PRE-PROJECT (EXISTING) HEC-RAS ANALYSIS a a LL C .N LU N w - r n 0) w C) o rl om 0IN o 'o q U .-.10 0 r1o'o 0 0 r o CO Ln r'I ! to ao rn m o r to. fh M aC1 p7 fV Q) - N *-M � �A M M M '. 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W W W (� '4 m iW �(j CD C) 00 O ti CD to o c'r) f ti O O CV N N rn -tn o � o cpo � Q o � o c LL 3 IL o a LL °o O LL o LL ' LO a� E C) E w o a) w E: LLILI u o O C f6 _0U) a. � O U r O 0] N m N c E ; (Q N II U > L 12 o 0 L U L � N @ O tT In O �X N W C 0 M m N co O ap �r n c n n (:4) U011EA913 I C O O w i 0 � � N� !_ c � '. W W W (� '4 m iW �(j c::) i c I� o �X c !_o 'X X � c�c J W W! W (� ca W � . U 0 0 d co O ti M ti O O o O N r N N r• N tn a, 0)�•o� j j c a u CD o � o C: cc U- a C) 0 a .o p u- O O O a U- Z rn - y E O o N X � w N W W c t C m - (A � N N .h O Co (6 r CU 0 it � U > -0 Cf o • co L � . L CD_ : : ' : CD cu3 o M CD � i •� I S W i 7 t i O N CN CN O N CN r � r �—• r r (4) uoilenaI -q c I� o �X � cn 'X X � c�c J W W! W (� m W � . U I : r- 0 o a c U) k 2 c: Lu w w CD cc CO LU -z; if a_ co LP co C) C) C) C) C14 N N a) 04 (0 It C) C: 0 0 Ij- 0 0 C 0 ILL E -Z� in a0) CD C=) X LLI V) 0 7� U) of o cn c M 0 a) N ca 0 11 (D > C) C) _0 ,2 cu 7- CY) U) X LU CD (1j) UOIIL'A@13 HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Existing Hawker Crawford Channel Project File : HAWKER CRAWFORD_EX COYOTE.prj Run Date and Time: 1/22/2007 4:59:13 PM Project in English units Project Description: Existing Flood Plain Analysis PLAN DATA Plan Title: Existing Flood Plain Analysis Plan File . q:\1039-114\Master Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD EX COYOTE.PO1 Geometry Title: Base Conditions Geometry Geometry File q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD EX COYOTE.GO1 Flow Title Flow Profile Flow File q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD EX COYOTE.F01 Plan Summary Information: Number of: Cross Sections = 7 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Flow Profile 1 Flow File : q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD_EX_COYOTE.F01 Flow Data (cfs) +*+*++++*++*++++++**+**+++++++*+***+*++***+++++*++**++*+++**+ * River Reach RS * EX.100-YR * * Reach #1 Existing Flood P5255 * 1800 * +*+***+*++++**++++**++++**+++*++**++++++*++++++*+*+++**+**+** Boundary Conditions +**+ * River Reach Profile * Upstream Downstream + *+** * Reach #1 Existing Flood PEX.100-YR * Critical Critical + ***+ GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD_EX COYOTE.G01 CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 5255 INPUT Description: Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1766 1009.82 1766 1026.87 1765 1031.77 1765 1046.52 1766 1054.53 1766 1077.89 1766 1188.94 1766 1369.86 1765 1379.56 1765 1400.56 1765 1410.37 1765 1417.29 1765 1420.38 1765 1424.06 1765 1441.46 1765 1443.5 1765 1447.96 1765 1457.01 1765 1464.79 1761 1471.03 1760 1473.09 1760 1478.76 1760 1496.4 1760 1497.81 1761 1500.4 1762 1503.82 1763 1560.78 1763 1584.29 1763 1603.63 1764 1635.88 1764 1679.16 1763 1679.75 1762 1662.29 1762 1692.3 1763 1700.51 1764 1730.28 1765 1771.83 1766 1809.38 1767 1846.92 1768 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .032 1441.46 .027 1503.82 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1441.46 1503.82 525.61 541.66 534.61 .3 .5 CROSS SECTION OUTPUT Profile #EX.100-YR * E.G. Elev (ft) * 1764.98 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.66 * Wt. n -Val. * * 0.027 * 0.032 * * W.S. Elev (ft) * 1764.32 * Reach Len. (ft) * 525.61 * 541.66 * 534.61 * * Crit W.S. (ft) * 1764.32 * Flow Area (sq ft) * * 163.22 * 202.00 * * E.G. Slope (ft/ft) *0.003644 * Area (sq ft) * * 163.22 * 202.00 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1243.00 * 557.00 * * Top Width (ft) * 251.81 * Top Width (ft) * * 45.49 * 206.31 * * Vel Total (ft/s) * 4.93 * Avg. Vel. (ft/s) * * 7.62 * 2.76 * * Max Ch1 Dpth (ft) * 4.32 * Hydr. Depth (ft) * * 3.59 * 0.98 * * Conv. Total (cfs) * 29818.1 * Conv. (cfs) * * 20591.1 * 9227.0 * * Length Wtd. (ft) * 540.57 * Wetted Per. (ft) * * 47.03 * 207.04 * * Min Ch El (ft) * 1760.00 * Shear (lb/sq ft) * * 0.79 * 0.22 * 2 * Alpha * 1.75 * Stream Power (lb/ft s) * * 6.01 * 0.61 * * Frctn Loss (ft) * 2.92 * Cum Volume (acre -ft) * 3.16 * 7.32 * 3.46 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 3.48 * 3.30 * 4.24 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth_ This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4720 INPUT Description: Station Elevation Data num= 49 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1750 1011.93 1750 1031.29 1749 1035.88 1749 1046.32 1750 1056.4 1750 1162.25 1749 1259.85 1748 1313.35 1747 1318.33 1747 1325.12 1748 1328.5 1748 1330.26 1748 1332.23 1748 1335.3 1748 1348.22 1748 1353.32 1748 1355.14 1748 1358.89 1748 1366.39 1745 1385.6 1744 1389.66 1744 1392.13 1744 1399.61 1744 1403.31 1745 1407.04 1746 1412.64 1747 1417.29 1748 1419.45 1748 1434.18 1748 1454.73 1748 1492.6 1747 1510.95 1746 1538.45 1745 1542.96 1744 1546.01 1743 1548.79 1742 1552.82 1742 1557.84 1743 1563.34 1744 1567.75 1745 1573.88 1745 1574.06 1745 1578.85 1746 1594.86 1747 1653.72 1748 1842.99 1749 1848.26 1749 1863.19 1749 Manning's n Values num= 3 Sta n Val. Sta n Val Sta n Val 1000 .032 1358.89 .027 1594.86 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1358.89 1594.86 200.63 199.55 207.19 .3 .5 Left Levee Station= 1325.12 Elevation= 1750 CROSS SECTION OUTPUT Profile #EX.100-YR * E.G. Elev (ft) * 1747.47 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.87 * Wt. n -Val. * * 0.027 * * W.S. Elev (ft) * 1746.60 * Reach Len. (ft) * 200.83 * 199.55 * 207.19 * Crit W.S. (ft) * 1746.60 * Flow Area (sq ft) * * 240.37 * * E.G. Slope (ft/ft) *0.008841 * Area (sq ft) * * 240.37 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1800.00 * * Top Width (ft) * 136.51 * Top Width (ft) * * 136.51 * * Vel Total (ft/s) * 7.49 * Avg. Vel. (ft/s) * * 7.49 * * Max Chl Dpth (ft) * 4.60 * Hydr. Depth (ft) * * 1.76 * * Conv. Total (cfs) * 19143.7 * Conv. (cfs) * * 19143.7 * * Length Wtd. (ft) * 199.55 * Wetted Per. (ft) * * 138.07 * * Min Ch E1 (ft) * 1742.00 * Shear (lb/sq ft) * * 0.96 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.20 * * Frctn Loss (ft) * 1.78 * Cum Volume (acre -ft) * 3.16 * 4.81 * 2.22 * C & E Loss (ft) * 0.01 * Cum SA (acres) * 3.48 * 2.17 * 2.97 *************************************************************************#****##*************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross 3 section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4520 INPUT Description: Station Elevation Data num= 49 * Left OB * Channel * Right OB * Vel Head (ft) * Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * 238.25 * 282.33 * Crit W.S. (ft) * 1740.56 * Flow Area (sq ft) 1000 1743 1004.61 1743 1032.66 1742 1040.31 1742 1048.29 1743 1055.64 1743 1100.44 1743 1109.72 1743 1131.95 1743 1173.13 1743 1228.98 1742 1235.83 1742 1266.9 1742 1274.72 1742 1282.83 1743 1285.2 1744 1288.58 1744 1291.61 1744 1292.28 1744 1294.62 1744 1297.95 1744 1312.36 1744 1316.26 1744 1320.86 1744 1331.01 1740 1332.6 1738 1342.7 1738 1349.16 1738 1366.12 1738 1367.84 1739 1369.74 1740 1375.78 1741 1384.35 1742 1405.51 1742 1413.26 1741 1421.17 1740 1440.48 1739 1445.34 1739 1463.83 1739 1471.79 1738 1479.27 1737 1482.37 1737 1487.79 1738 1491.99 1739 1498.1 1740 1513.94 1741 1537.71 1742 1569.19 1712 1659.96 1742 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .032 1320.86 .027 1537.71 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1320.86 1537.71 226.82 238.25 282.33 .3 .5 CROSS SECTION OUTPUT Profile #EX.100-YR * E.G. Elev (ft) * 1741.45 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.89 * wt. n -Val. * * 0.027 * * W.S. Elev (ft) * 1740.56 * Reach Len. (ft) * 226.82 * 238.25 * 282.33 * Crit W.S. (ft) * 1740.56 * Flow Area (sq ft) * * 237.63 * * E.G. Slope (ft/ft) *0.008988 * Area (sq ft) * * 237.63 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1800.00 * Top Width (ft) * 133.71 * Top Width (ft) * * 133.71 * Vel Total (ft/s) * 7.57 * Avg. Vel. (ft/s) * * 7.57 * Max Ch1 Dpth (ft) * 3.56 * Hydr. Depth (ft) * * 1.76 * Conv. Total (cfs) * 18986.2 * Conv. (cfs) * * 18986.2 * Length Wtd. (ft) * 243.26 * Wetted Per. (ft) * * 135.84 * Min Ch El (ft) * 1737.00 * Shear (lb/sq ft) * * 0.98 * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.44 * Frctn Loss (ft) * 1.26 * Cum volume (acre -ft) * 3.16 * 3.72 * 2.22 * C & E Loss (ft) * 0.18 * Cum SA (acres) * 3.48 * 1.55 * 2.97 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. 4 CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4270 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1735 1012.98 1734 1015.93 1734 1038.61 1735 1054.58 1735 1059.81 1735 1088.72 1735 1091.4 1735 1107.2 1735.4 1158.74 1735 1215.44 1735 1218.09 1735 1224.49 1735 1240.67 1735 1248.37 1735 1249.89 1735 1257.85 1735 1261.64 1732 1262.64 1731.33 1294.12 1731.33 1297.12 1732 1302.09 1735 1307.55 1735 1321.16 1735 1342.53 1735 1347.89 1735 1355.48 1735 1361.19 1735 1373.55 1735 1412.85 1735 1480.38 1735 1510.24 1735 1605.57 1736 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val +**+*****+**+**********+*+*+****+***+*+++++**++* 1000 .032 1248.37 .027 1307.55 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1248.37 1307.55 166.89 166.65 169.06 .3 .5 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1211.06 1737 F CROSS SECTION OUTPUT Profile #EX.100-YR * E.G. Elev (ft) * 1736.37 * Element * Left OR * Channel * Right OB * * Vel Head (ft) * 0.54 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) * 1735.83 * Reach Len. (ft) * 166.89 * 166.65 * 169.06 * * Crit W.S. (ft) * 1735.83 * Flow Area (sq ft) * 30.77 * 190.83 * 199.61 * * E.G. Slope (ft/ft) *0.003369 * Area (sq ft), * 212.17 * 190.83 * 199.61 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 72.95 * 1299.06 * 427.99 * * Top Width (ft) * 588.87 * Top Width (ft) * 248.37 * 59.18 * 281.32 * * Vel Total (ft/s) * 4.27 * Avg. Vel. (ft/s) * 2.37 * 6.81 * 2.14 * * Max Ch1 Dpth (ft) * 4.49 * Hydr. Depth (ft) * 0.82 * 3.22 * 0.71 * * Conv. Total (cfs) * 31011.7 * Conv. (cfs) * 1256.8 * 22381.2 * 7373.7 * * Length Wtd. (ft) * 167.11 * Wetted Per. (ft) * 37.31 * 61.34 * 281.33 * * Min Ch El (ft) * 1731.33 * Shear (lb/sq ft) * 0.17 * 0.65 * 0.15 * * Alpha * 1.90 * Stream Power (lb/ft s) * 0.41 * 4.45 * 0.32 * * Frctn Loss (ft) * 0.B5 * Cum Volume (acre -ft) * 2.61 * 2.55 * 1.57 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 2.83 * 1.02 * 2.06 * **++**+++**********++**+***+***************+**+******+***+***+**+**++*++*****+**++++++********* Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4100 S INPUT Description: Station Elevation Data num= 29 * Element * Left OB * Channel Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev **********#**************}*#**}*******#***************#**}************}}##***}** * W.S. Elev (ft) * 1173.79 1728 1176.42 1728 1181.24 1729 1222.44 1730 1266.41 1731 1271.31 1731 1317.71 1730 1325.64 1730 1328.04 1730 1335.25 1730 1358.94 1730 1366.91 1730 1369.08 1728 1369.74 1727 1396.6 1727 1401.36 1730 1402.79 1730 1404.98 1730 1421.01 1730 1423.09 1730 1425.91 1730 1428.96 1730 1434.95 1730 1459.41 1730 1528.35 1731 1589.58 1731 1625.36 1731 1665 1732 1720.93 1733 * 4.00 Manning's n Values num= 3 0.88 * 2.06 * 0.68 * * Conv. Total (cfs) * Sta n Val Sta n Val Sta n Val * 15512.0 * 2588.4 * * Length Wtd. (ft) * 208.12 * Wetted Per. (ft) * 37.46 * 87.95 * 107.02 * 1173.79 .032 1335.25 .027 1421.01 .032 * 0.47 * 1.07 * 0.36 * Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1335.25 1421.01 * Frctn Loss (ft) 214.46 207.3 204.91 Cum Volume (acre -ft) .3 .5 Ineffective Flow num= 1 * 0.14 * Cum SA (acres) * 2.06 Sta L Sta R Elev Permanent 1173.79 1297.79 1732 F CROSS SECTION OUTPUT Profile #EX.100-YR ***********}*}********************}}*******}*******}***#********##*******#*#**********}*}****}# * E.G. Elev (ft) * 1731.84 * Element * Left OB * Channel * Right OB * *. Vel Head (ft) * 0.85 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) * 1731.00 * Reach Len. (ft) * 214.46 * 207.30 * 204.91 * * Crit W.S. (ft) * 1731.00 * Flow Area (sq ft) * 33.01 * 176.89 * 72.36 * * E.G. Slope (ft/ft) *0.008513 * Area (sq ft) * 143.72 * 176.89 * 72.36 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 129.95 * 1431.23 * 238.82 * * Top Width (ft) * 348.90 * Top Width (ft) * 156.13 * 85.76 * 107.01 * * Vel Total (ft/s) * 6.38 * Avg. Vel. (ft/s) * 3.94 * 8.09 * 3.30 * * Max Ch1 Dpth (ft) * 4.00 * Hydr. Depth (ft) * 0.88 * 2.06 * 0.68 * * Conv. Total (cfs) * 19508.9 * Conv. (cfs) * 1408.5 * 15512.0 * 2588.4 * * Length Wtd. (ft) * 208.12 * Wetted Per. (ft) * 37.46 * 87.95 * 107.02 * * Min Ch E1 (ft) * 1727.00 * Shear (lb/sq ft) * 0.47 * 1.07 * 0.36 * * Alpha * 1.34 * Stream Power (lb/ft s) * 1.84 * 8.65 * 1.19 * * Frctn Loss (ft) * 1.42 * Cum Volume (acre -ft) * 1.92 * 1.84 * 1.04 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 2.06 * 0.74 * 1.31 * Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 3890 INPUT Description: Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1725 1001.08 1725 1013.01 1724 1013.78 1723 1015.56 1723 1018.71 1724 1023.09 1725 1027.81 1725 1120.96 1725 1130.46 1725 1165 1725 1172.97 1725 1178.23 1725 1182.73 1725 1188.42 1725 1190.07 1725 1205.33 1725 1206.46 1725 1208.12 1725 1214.31 1725 1218.94 1722 1242.55 1722 1244.11 1723 1246.54 1724 1249.05 1725 1252.05 1725.5 1254.06 1725.5 1255.66 1725.5 1258.83 1725.5 1267.82 1725.5 1270.23 1725.5 1273.09 1725.5 1338 1725.2 1366.48 1726 1412.29 1727 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .032 1182.73 .027 1254.06 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1182.73 1254.06 270.43 266.6 264.47 .3 .5 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1080 1727 F CROSS SECTION OUTPUT Profile #EX.100-YR xw#x#xx#xx###xx####xxxxxxw,tx*xxxxxxx#w#xxxxxx#x#x##xxxxxwwxxwxww#*wxxxxx#xxxxxxxxxwx##xx#xxxxx* * E.G. Elev (ft) * 1726.69 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.57 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) * 1726.12 * Reach Len. (ft) * 270.43 * 266.60 * 264.47 * * Crit W.S. (ft) * 1726.12 * Flow Area (sq ft) * 115.30 * 164.87 * 77.19 * * E.G. Slope (ft/ft) *0.005573 1085.84 * Area (sq ft) * 222.68 * 164.87 * 77.19 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 431.65 * 1166.73 * 201.62 * * Top Width (ft) * 372.08 * Top Width (ft) * 182.73 * 71.33 * 118.02 * * Vel Total (ft/s) * 5.04 * Avg. Vel. (ft/s) * 3.74 * 7.06 * 2.61 * * Max Ch1 Dpth (ft) * 4.12 * Hydr. Depth (ft) * 1.12 * 2.31 * 0.65 * Conv. Total (cfs) * 24110.7 * Conv. (cfs) * 5781.8 * 15628.1 * 2700.7 * Length Wtd. (ft) * 266.88 * Wetted Per. (ft) * 102.73 * 72.94 * 118.04 * Min Ch El (ft) * 1722.00 * Shear (lb/sq ft) * 0.39 * 0.79 * 0.23 * Alpha * 1.44 * Stream Power (lb/ft s) * 1.46 * 5.57 * 0.59 * Frctn Loss (ft) * 1.11 * Cum Volume (acre -ft) * 1.02 * 1.03 * 0.69 * C & E Loss (ft) * 0.02 * Cum SA (acres) * 1.22 * 0.37 * 0.78 ####**#**###*w***#*###*#x*#**#x***x#*wx**#***x*##x*#*********x*###w##w#**w#####**#**##*x*#***#* n Val Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 3670 INPUT Description: Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev #xx#x#wxxx#wxxwxxxx###x###w##xxxxxxwwx#w*,rwxwwx*wwwxw#w#wwwww#wwwwww#wwwxw##wwww 1000 1719 1022.69 1718 1040.43 1717 1054.6 1716 1085.84 1716 1117.24 1717 1169.02 1717 1193.01 1717 1206.46 1717 1215.06 1717 1221.45 1717 1225.15 1717 1247.3 1717 1255.08 1715 1257.42 1713 1265.75 1712 1266.77 1712 1274.28 1713 1276.19 1713 1285.84 1713 1289.1 1715 1297.2 1716 1309.71 1716 1312.35 1716 1318.81 1716 1326.2 1716 1330.93 1716 1337.32 1716 1371.09 1716 1392.63 1716 1393.25 1716 1433.54 1717 1442.18 1718 1458.93 1718 1536.34 1718 Manning 's n Values num= 3 Sta n Val Sta n Val Sta n Val xirx*xxx**xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx,txxxxxxxx 1000 .032 1247.3 .027 1297.2 .032 Bank Sta: Left Right Coeff Contr. Expan. 1247.3 1297.2 .3 .5 CROSS SECTION OUTPUT Profile #EX.100-YR xxxxx+rxxtrx*x**xxxxxxxx*x*xxxxx,txxx**xxx**x*x,rxxxxxxxx,r****xx**xxxxxxxxxx*xxxxxxxxxxxx*xxxxxxxxx * E.G. Elev (ft) * 1717.79 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.54 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * W.S. Elev (ft) * 1717.25 * Reach Len. (ft) .027* .032* *Existing Flood P* 4720 * .032* * Crit W.S. (ft) * 1717.25 * Flow Area (sq ft) * 106.63 * 171.90 * 150.77 * * E.G. Slope (ft/ft) *0.003237 * Area (sq ft) * 106.63 * 171.90 * 150.77 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 178.52 * 1200.03 * 421.45 * * Top Width (ft) * 399.75 * Top Width (ft) * 211.33 * 49.90 * 138.51 * * Vel Total (ft/s) * 4.19 * Avg. Vel. (ft/s) * 1.67 * 6.98 * 2.80 * * Max Chl Dpth (ft) * 5.25 * Hydr. Depth (ft) * 0.50 * 3.44 * 1.09 * * Conv. Total (cfs) * 31635.9 * Conv. (cfs) * 3137.6 * 21091.1 * 7407.2 * * Length Wtd. (ft) * * Wetted Per. (ft) * 211.39 * 51.64 * 138.54 * * Min Ch E1 (ft) * 1712.00 * Shear (lb/sq ft) * 0.10 * 0.67 * 0.22 * * Alpha * 1.97 * Stream Power (lb/ft s) * 0.17 * 4.70 * 0.61 * * Frctn Loss (ft) * * Cum Volume (acre -ft) * C & E Loss (ft) * * Cum SA (acres) xxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxx,rx**xxxxxxxxxxxxx*xxxxxxxxxxxxxxxx***x**x*xxx**xxxxx******** xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxx*x**********x* SUMMARY OF MANNING'S N VALUES River:Reach #1 ***xxxx*xxxxxxxxxxxxxxxxxx,rx**xx,tx*xxx**xxxx**,rxxxxx**vr,r*x*xx*,txx * Reach * River Sta. * nl * n2 * n3 xxxxxx**,cxx**xxx*xxxxx*xx*xxxxxxxxxxxxxxxxxx**xxxxx**xxxxxwxxxxx* *Existing Flood P* 5255 * .032* .027* .032* *Existing Flood P* 4720 * .032* .027* .032* *Existing Flood P* 4520 * .032* .027* .032* *Existing Flood P* 4270 * .032* .027* .032* *Existing Flood P* 4100 * .032* .027* .032* *Existing Flood P* 3890 * .032* .027* .032* *Existing Flood P* 3670 * .032* .027* .032* xxxxxxxxxx,rxxxxxxxxxxxxxxxxxx*x,r****xxxxxx*xxxxxxxx*xxxxxxxxxxx*x xxxx,t**xxx**x*xxxx*!rx*xxxx*xxxxxxxxxxxx*xxx,txxxxxxxxxxxxxxxxxxxxxx,txxxxxxxx*xxxx SUMMARY OF REACH LENGTHS River: Reach #1 *xxxxxxxxxxxxx***xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx * Reach * River Sta. * Left * Channel * Right xxxxxxxxxxxxxxxxxxx*xxxxxxxxxx**xxx*xxxx**xx**x*,txxx**xx*xxxxxxxx *Existing Flood P* 5255 * 525.61* 541.66* 534.61* *Existing Flood P* 4720 * 200.83* 199.55* 207.19* *Existing Flood P* 4520 * 226.82* 238.25* 282.33* *Existing Flood P* 4270 * 166.89* 166.65* 169.06* *Existing Flood P* 4100 * 214.46* 207.3* 204.91* *Existing Flood P* 3890 * 270.43* 266.6* 264.47* *Existing Flood P* 3670 x,txyrxxxxxxxxxxxxxxxxxxx*xxx**xxxxx*xxxxx*xxxxxxxxxxxxxxxxxxxxxxx* xxxxx*xxxxxxxx*xxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxx,rxxxxxxxxxxxxxxxxx*xx****xx SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 *xxxxxxxx,t,tx*xxx**x*x*xxxxxxxxxxxxxxxxx*xxxxxxxxx*xxxxx * Reach * River Sta. * Contr. * Expan. xxxxxxxxx*+rxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx *Existing Flood P* 5255 * .3* .5* *Existing Flood P* 4720 * .3* .5* *Existing Flood P* 4520 * .3* .5* *Existing Flood P* 4270 * .3* .5* *Existing Flood P* 4100 * .3* .5* *Existing Flood P* 3890 * .3* .5* *Existing Flood P* 3670 * .3* S* ####*#***www+##ww+#wwww+**##wwwww*#+#ww++**wwwww*wwwwww Profile Output Table - Standard Table 1 wwwwwwww#+ww#wwww++#wwwww##www#www##wwwwwwwwwww#wwww+w+#+wwwwww+ww++ww+#++wwwww++++++www++++++###www *www#ww##wwwwwwww##wxwww+www#www#www###+#wx+ww+#+wwww##www+ww####+# * Reach * River Sta * Profile * Q Total * Min Ch El * W.S. Elev * Crit W.S. * E.G. Elev * E.G. Slope * Vel Chnl * Flow Area * Top Width * Froude # Ch1 * * * * * (cfs) * (ft) * (ft) * (ft) * (ft) * (ft/ft) * (ft/s) * (sq ft) * (ft) wwwwwwww##wwwwww+www#www####www+wwwwww#wwwwwwww#########++www##ww##wwwwwwwww+#######++##wwwwww###www #wwwww w,twwwww##w#w#ww#ww*ww#ww+ww#*w#www##wwwwww+#w++wwww++w#wwwwww * Existing Flood P * 5255 * EX.100-YR * 1800.00 * 1760.00 * 1764.32 * 1764.32 * 1764.98 * 0.003644 * 7.62 * 365.22 * 251.81 * 0.71 * * Existing Flood P * 4720 * EX.100-YR * 1800.00 * 1742.00 * 1746.60 * 1746.60 * 1747.47 * 0.008841 * 7.49 * 240.37 * 136.51 * 0.99 * * Existing Flood P * 4520 * EX.100-YR * 1800.00 * 1737.00 * 1740.56 * 1740.56 * 1741.45 * 0.008988 * 7.57 * 237.63 * 133.71 * 1.00 * * Existing Flood P * 4270 * EX.100-YR * 1800.00 * 1731.33 * 1735.83 * 1735.83 * 1736.37 * 0.003369 * 6.81 * 421.21 * 588.87 * 0.67 * * Existing Flood P * 4100 * EX.100-YR * 1800.00 * 1727.00 * 1731.00 * 1731.00 * 1731.84 * 0.008513 * 8.09 * 282.26 * 348.90 * 0.99 * * Existing Flood P * 3890 * EX.100-YR * 1800.00 * 1722.00 * 1726.12 * 1726.12 * 1726.69 * 0.005573 * 7.08 * 357.36 * 372.08 * 0.82 * * Existing Flood P * 3670 * EX.100-YR * 1800.00 * 1712.00 * 1717.25 * 1717.25 * 1717.79 * 0.003237 * 6.98 * 429.31 * 399.75 * 0.66 w+www*wwwwww#www+*wwwwwwwwwwwwwwwwww##ww*#wwwwww+wwwwwww#w##+wwww#*wwwwwwwww++wwwww#ww#*wwwwww*www#w w+wwww#**#wwwww#wwwwwwwww#wwwwww###ww#wwwww#wwwwwwwwwww#wwwwwwwwwww m APPENDIX "E.3": POST-PROJECT (PROPOSED) HEC-RAS ANALYSIS APPENDLX "E.3": POST -PROTECT (PROPOSED) HEC -RAS ANALYSIS ral CD M 0! 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O U (D .r c� L U L Y O O O O 0- 0 O L IL N Cl) O O O O N0 00 fD `C' N O c0 co co N N N N N HEC -RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Proposed Hawker Crawford Channel Project File : HAWKER CRAWFORD_PR COYOTE.prj Run Date and Time: 1/22/2007 4 57:44 PM Project in English units Project Description: Existing Flood Plain Analysis PLAN DATA Plan Title: Proposed Flood Plain Analysis Plan File : q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD_PR COYOTE.PO1 Geometry Title: Base Conditions Geometry Geometry File : q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD_PR COYOTE.GO1 Flow Title Flow Profile Flow File q:\1039-114\Master_Drainage\LOMB\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD_PR COYOTE.FO1 Plan Summary Information: Number of: Cross Sections = 7 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational'Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Flow Profile 1 Flow File : q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD PR COYOTE.FO1 Flow Data (cfs) * River Reach RS * PR.100-YR * * Reach #1 Existing Flood P5255 * 1800 * **********k*********+*******+***+www+*ww********wkk********** Boundary Conditions ***************#**ww+YkY***w*w**ww****w***kk*!r***k**Ykwk***kw**********wk*k***k********wk*w*kkw**k** **k* * River Reach Profile * Upstream Downstream + ***ww********w*************************k*******w**wY****+*w**********ww****************k*******#**** * Reach #1 Existing Flood PPR.100-YR * Critical Critical w +*****+**k**+*****w*+w*ww***+**Y*ww*w*******+k****k****w+kk*****w*++**************w*************w*** *+** ***********wwk****k*****www**w***********************************k******+******* GEOMETRY DATA Geometry Title: Base Conditions Geometry Geometry File : q:\1039-114\Master_Drainage\LOMR\Calcs\Hec-Ras\EXPORT\EXISTING\HAWKER CRAWFORD_PR_COYOTE.GO1 CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 5255 INPUT Description: Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1766 1009.82 1766 1026.87 1765 1031.77 1765 1046.52 1766 1054.53 1766 1077.89 1766 1188.94 1766 1369.86 1765 1379.56 1765 1400.56 1765 1410.37 1765 1417.29 1765 1420.36 1765 1424.06 1765 1441.46 1765 1443.5 1765 1447.96 1765 1457.01 1765 1464.79 1761 1471.03 1760 1473.09 1760 1478.76 1760 1496.4 1760 1497.81 1761 1500.4 1762 1503.82 1763 1560.78 1763 1584.29 1763 1603.63 1764 1635.88 1764 1679.16 1763 1679.75 1762 1682.29 1762 1692.3 1763 1700.51 1764 1730.28 1765 1771.83 1766 1809.38 1767 1846.92 1768 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ******w*****++********************************wk 1000 .032 1441.46 .027 1503.82 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1441.46 1503.82 525.61 541.66 534.61 .3 .5 CROSS SECTION OUTPUT Profile #PR.100-YR *********************************************************************************************** * E.G. Elev (£t) * 1764.98 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.66 * Wt. n -Val. * * 0.027 * 0.032 * * W.S. Elev (ft) * 1764.32 * Reach Len. (ft) * 525.61 * 541.66 * 534.61 * * Crit W.S. (ft) * 1764.32 * Flow Area (sq ft) * * 163.22 * 202.00 * * E.G. Slope (ft/ft) *0.003644 * Area (sq ft) * * 163.22 * 202.00 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1243.00 * 557.00 * * Top Width (ft) * 251.81 * Top Width (ft) * * 45.49 * 206.31 * * Vel Total (ft/s) * 4.93 * Avg. Vel. (ft/s) * * 7.62 * 2.76 * * Max Chl Dpth (ft) * 4.32 * Hydr. Depth (ft) * * 3.59 * 0.98 * * Conv. Total (cfs) * 29818.1 * Conv. (cfs) * * 20591.1 * 9227.0 * * Length Wtd. (ft) * 540.57 * Wetted Per. (ft) * * 47.03 * 207.04 * * Min Ch E1 (ft) * 1760.00 * Shear (lb/sq ft) * * 0.79 * 0.22 * 2 * Alpha * 1.75 * Stream Power (1b/ft s) * * 6.01 * 0.61 * * Frctn Loss (ft) * 2.92 * Cum Volume (acre -ft) * 0.89 * 6.86 * 2.75 * * C & E Loss (ft) * 0.06 * Cum SA (acres) * 1.13 * 3.01 * 3.27 * xxxxxxxxxxxxxxxxxxx+xxxxxxxxxx+x++++xxxx+xxx+xxxxxx+xxxx+xx++++xxxxxxxxxxxxxxxxxxxxxx+xxxx+xx+x Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4720 INPUT Description: Station Elevation Data num= 49 * Left OB * Channel * Right OB * Vel Head (ft) * Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev xxxxx++x+xxxxxx++xxx++xxxxxxxxxxxx+xxxxx++x+xxxxxxx++xxxxxxxxxxx+xxxxxxxxxxx*xxx * 207.19 * Crit W.S. (ft) * 1746.60 * Flow Area (sq ft) 1000 1750 1011.93 1750 1031.29 1749 1035.88 1749 1046.32 1750 1056.4 1750 1162.25 1749 1259.85 1748 1313.35 1747 1318.33 1747 1325.12 1746 1328.5 1748 1330.26 1748 1332.23 1748 1335.3 1748 1348.22 1748 1353.32 1748 1355.14 1748 1358.89 1748 1366.39 1745 1385.6 1744 1389.66 1744 1392.13 1744 1399.61 1744 1403.31 1745 1407.04 1746 1412.64 1747 1417.29 1748 1419.45 1748 1434.18 1748 1454.73 1746 1492.6 1747 1510.95 1746 1538.45 1745 1542.96 1744 1546.01 1743 1548.79 1742 1552.82 1742 1557.84 1743 1563.34 1744 1567.75 1745 1573.88 1745 1574.06 1745 1578.85 1746 1594.86 1747 1653.72 1748 1842.99 1749 1848.26 1749 1863.19 1749 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ++xxxxxxxxxxxxxxxxxxx*+xx+x*+xxx+++++xxxxxxxxxxx 1000 .032 1358.89 .027 1594.86 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1358.89 1594.86 200.83 199.55 207.19 .3 .5 Left Levee Station= 1325.12 Elevation= 1750 CROSS SECTION OUTPUT Profile #PR.100-YR +++xxxxxxxxxxxxxxxxx+xx+xx++x+xx+xxxx+xx+x+xxxxx+xxxx+xx+xxxxxxxxxxx+xxx++xxx*xxxxxxx+xxx*+xxx+ * E.G. Elev (ft) * 1747.47 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.87 * Wt. n -Val. * * 0.027 * * W.S. Elev (ft) * 1746.60 * Reach Len. (ft) * 200.83 * 199.55 * 207.19 * Crit W.S. (ft) * 1746.60 * Flow Area (sq ft) * * 240.37 * * E.G. Slope (ft/ft) *0.008841 * Area (sq ft) * * 240.37 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1800.00 * * Top width (ft) * 136.51 * Top Width (ft) * * 136.51 * * Vel Total (ft/s) * 7.49 * Avg. Vel. (ft/s) * * 7.49 * * Max Chl Dpth (ft) * 4.60 * Hydr. Depth (ft) * * 1.76 * * Conv. Total (cfs) * 19143.7 * Conv. (cfs) * * 19143.7 * * Length Wtd. (ft) * 199.55 * Wetted Per. (ft) * * 138.07 * * Min Ch E1 (ft) * 1742.00 * Shear (lb/sq ft) * * 0.96 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.20 * * Frctn Loss (ft) * 1.78 * Cum Volume (acre -ft) * 0.89 * 4.36 * 1.51 * C & E Loss (ft) * 0.01 * Cum SA (acres) * 1.13 * 1.88 * 2.00 x+xxx+xx+xx+xxxxxx+xxxxxxxxxx+xxxxxxxx+xxxxxxxx++x++xxxxxxxxxx+xxxx+++xxx++*+xxxxxx*+xx+xx++++* Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: Divided flow computed for this cross-section. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross 3 section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4520 INPUT Description: Station Elevation Data num= 49 * Element * Left OB * Channel * Right OB Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1740.56 * Reach Len. (ft) * 1000 1743 1004.61 1743 1032.66 1742 1040.31 1742 1048.29 1743 1055.64 1743 1100.44 1743 1109.72 1743 1131.95 1743 1173.13 1743 1228.98 1742 1235.83 1742 1266.9 1742 1274.72 1742 1282.83 1743 1285.2 1744 1288.58 1744 1291.61 1744 1292.28 1744 1294.62 1744 1297.95 1744 1312.36 1744 1316.26 1744 1320.86 1744 1331.01 1740 1332.6 1738 1342.7 1738 1349.16 1738 1366.12 1738 1367.84 1739 1369.74 1740 1375.78 1741 1384.35 1742 1405.51 1742 1413.26 1741 1421.17 1740 1440.48 1739 1445.34 1739 1463.83 1739 1471.79 1738 1479.27 1737 1482.37 1737 1487.79 1738 1491.99 1739 1498.1 1740 1513.94 1741 1537.71 1742 1569.19 1742 1659.96 1742 * 2.00 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val *+*+++++*+*++++*++*++**+++**+++**+++***+++*+**** 1000 .032 1320.86 .027 1537.71 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1320.86 1537.71 226.82 238.25 282.33 .3 .5 CROSS SECTION OUTPUT Profile #PR.100-YR * E.G. Elev (ft) * 1741.45 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 0.89 * Wt. n -Val. * * 0.027 * * W.S. Elev (ft) * 1740.56 * Reach Len. (ft) * 226.82 * 238.25 * 282.33 * Crit W.S. (ft) * 1740.56 * Flow Area (sq ft) * * 237.58 * * E.G. Slope (ft/ft) *0.008993 * Area (sq ft) * * 237.58 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1800.00 * * Top Width (ft) * 133.70 * Top Width (ft) * * 133.70 * * Vel Total (ft/s) * 7.58 * Avg. Vel. (ft/s) * * 7.58 * * Max Ch1 Dpth (ft) * 3.56 * Hydr. Depth (ft) * * 1.7B * * Conv. Total (cfs) * 18980.8 * Conv. (cfs) * * 18980.8 * * Length Wtd. (ft) * 243.25 * Wetted Per. (ft) * * 135.83 * * Min Ch E1 (ft) * 1737.00 * Shear (lb/sq ft) * * 0.98 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.44 * * Frctn Loss (ft) * 1.26 * Cum volume (acre -ft) * 0.89 * 3.26 * 1.51 * C & E Loss (ft) * 0.18 * Cum SA (acres) * 1.13 * 1.26 * 2.00 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical there depth, the calculated water surface came back below critical depth. This indicates that is not a valid subcritical answer. The program defaulted to critical depth. 11 CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4270 INPUT Description: Station Elevation Data num= 34 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1000 1735 1012.98 1734 1015.93 1734 1032 1735 1042 1739.6 1062 1740 1072 1735 1088.72 1735 1091.4 1735 1107.2 1735.4 1158.74 1735 1215.44 1735 1218.09 1735 1224.49 1735 1240.67 1735 1248.37 1735 1249.89 1735 1257.85 1735 1261.64 1732 1262.64 1731.33 1294.12 1731.33 1297.12 1732 1302.09 1735 1307.55 1735 1321.16 1735 1342.53 1735 1347.89 1735 1355.48 1735 1361.19 1735 1373.55 1735 1412.85 1735 1480.38 1735 1510.24 1735 1605.57 1736 Manning 's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 1000 .032 1248.37 .027 1307.55 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1248.37 1307.55 166.89 166.65 169.06 .3 .5 ineffective Flow num= 1 Sta L Sta R Elev Permanent 1000 1211.06 1737 F Left Levee Station= 1062 Elevation= 1740 CROSS SECTION OUTPUT Profile #PR.100-YR * E.G. Elev (ft) * 1736.37 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.54 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) * 1735.82 * Reach Len. (ft) * 166.89 * 166.65 * 169.06 * * Crit W.S. (ft) * 1735.82 * Flow Area (sq ft) * 30.75 * 190.76 * 199.41 * * E.G. Slope (ft/ft) *0.003374 * Area (sq ft) * 132.56 * 190.78 * 199.41 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 72.89 * 1299.48 * 427.63 * * Top Width (ft) * 518.45 * Top Width (ft) * 178.02 * 59.18 * 281.25 * * Vel Total (ft/s) * 4.28 * Avg. Vel. (ft/s) * 2.37 * 6.81 * 2.14 * * Max Ch1 Dpth (ft) * 4.49 * Hydr. Depth (ft) * 0.82 * 3.22 * 0.71 * * Conv. Total (cfs) * 30989.9 * Conv. (cfs) * 1255.0 * 22372.7 * 7362.3 * * Length Wtd. (ft) * 167.11 * Wetted Per. (ft) * 37.31 * 61.34 * 281.26 * * Min Ch E1 (ft) * 1731.33 * Shear (lb/sq ft) * 0.17 * 0.66 * 0.15 * * Alpha * 1.90 * Stream Power (lb/ft s) * 0.41 * 4.46 * 0.32 * * Frctn Loss (ft) * 0.85 * Cum Volume (acre -ft) * 0.54 * 2.09 * 0.86 * * C & E Loss (ft) * 0.09 * Cum SA (acres) * 0.67 * 0.73 * 1.09 * Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section_ This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 4100 5 INPUT Description: Station Elevation Data num= 32 * Element * Left OB Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev x+xx+xx+++xxxx+++xxxx++++x++xx+x+++xx+xx+xxxx+xxxx+x+xxxxxxxx*++++xx+++xx+x++x++ 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) 1173.79 1728 1176.42 1728 1181.24 1729 1193.4 1730 1205.4 1736 1225.4 1736.4 1235.4 1731.4 1266.41 1731 1271.31 1731 1317.71 1730 1325.64 1730 1328.04 1730 1335.25 1730 1358.94 1730 1366.91 1730 1369.08 1728 1369.74 1727 1396.6 1727 1401.36 1730 1402.79 1730 1404.98 1730 1421.01 1730 1423.09 1730 1425.91 1730 1426.96 1730 1434.95 1730 1459.41 1730 1528.35 1731 1589.58 1731 1625.36 1731 1665 1732 1720.93 1733 * Vel Total (ft/s) * 6.38 * Avg. Vel. (ft/s) Manning s n Values num= 3 * 3.30 * Max Ch1 Dpth (ft) * 4.00 Sta n Val Sta n Val Sta n Val * 2.06 * 0.68 * Conv. Total (cfs) x++++xxxxx+++++xxxxxxxxxxx++xx++xxxxx++x++++xx++ 19508.9 * Conv. (cfs) * 1408.5 1173.79 .032 1335.25 .027 1421.01 .032 207.52 * Wetted Per. (ft) Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1335.25 1421.01 * 214.46 207.3 204.91 .3 .5 Ineffective Flow num= 1 1.34 * Stream Power (lb/ft s) * 1.84 Sta L Sta R Elev Permanent * Frctn Loss (ft) * 0.70 * 1173.79 1297.79 1732 F 0.21 * 1.39 * 0.34 * C & E Loss (ft) * Left Levee Station= 1225.4 Elevation= * 1736.4 * 0.45 * 0.34 CROSS SECTION OUTPUT Profile #PR.100-YR *+x++xxxxx++++x++++++xxxxxxx+x++++x+xx++xxxx++xxxxxx+xx++x+xxx+x++x+xxxx++++xxxxxx+x+++xx+xxxxx * E.G. Elev (ft) * 1731.84 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.85 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) * 1731.00 * Reach Len. (ft) * 214.46 * 207.30 * 204.91 * * Crit W.S. (ft) * 1731.00 * Flow Area (sq ft) * 33.01 * 176.89 * 72.36 * * E.G. Slope (ft/ft) *0.008513 * Area (sq ft) * 40.44 * 176.89 * 72.36 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 129.95 * 1431.23 * 238.82 * Top Width (ft) * 256.49 * Top Width (ft) * 63.72 * 85.76 * 107.01 * Vel Total (ft/s) * 6.38 * Avg. Vel. (ft/s) * 3.94 * 8.09 * 3.30 * Max Ch1 Dpth (ft) * 4.00 * Hydr. Depth (ft) * 0.88 * 2.06 * 0.68 * Conv. Total (cfs) * 19508.9 * Conv. (cfs) * 1408.5 * 15512.0 * 2588.4 * Length Wtd. (ft) * 207.52 * Wetted Per. (ft) * 37.46 * 87.95 * 107.02 * Min Ch E1 (ft) * 1727.00 * Shear (lb/sq ft) * 0.47 * 1.07 * 0.36 * Alpha * 1.34 * Stream Power (lb/ft s) * 1.84 * 8.65 * 1.19 * Frctn Loss (ft) * 0.70 * Cum Volume (acre -ft) * 0.21 * 1.39 * 0.34 * C & E Loss (ft) * 0.21 * Cum SA (acres) * 0.21 * 0.45 * 0.34 ++++xx++x+xx+x++x++++xxxxxxxxxxx+++++xxx++xx+++xxxxx+x+++++xxxxxxxx+++xx+xx+++++xxxxxx++xxxxxxx Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 3890 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ++++++++++x+++++x+++xxxxxxx++++++x+xxxx+xxxx+xxx++++++++++++xx*++++++*++++++++xx rol 1000 1725 1001.08 1725 1013.01 1724 1013.78 1723 1015.56 1723 1018.71 1724 1023.09 1725 1027.81 1725 1124 1725 1138 1731.6 1158 1732 1172 1725 1178.23 1725 1182.73 1725 1188.42 1725 1190.07 1725 1205.33 1725 1206.46 1725 1206.12 1725 1214.31 1725 1218.94 1722 1242.55 1722 1244.11 1723 1246.54 1724 1249.05 1725 1252.05 1725.5 1254.06 1725.5 1255.66 1725.5 1258.83 1725.5 1267.82 1725.5 1270.23 1725.5 1273.09 1725.5 1277 1725.5 1288.32 1731.16 1323.32 1730.81 1332.91 1726 1366.48 1726 1412.29 1727 Manning' s n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .032 1182.73 .027 1254.06 .032 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1182.73 1254.06 66 66 66 .3 .5 Left Levee Station= 1158 Elevation= 1732 Right Levee Station= 1288.32 Elevation= 1731.16 CROSS SECTION OUTPUT Profile #PR.100-YR * E -G. Elev (ft) * 1728.06 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.44 * Wt. n -Val. * 0.032 * 0.027 * 0.032 * * W.S. Elev (ft) * 1727.62 * Reach Len. (ft) * 66.00 * 66.00 * 66.00 * * Crit W.S. (ft) * 1726.48 * Flow Area (sq ft) * 35.03 * 271.95 * 53.22 * * E.G. Slope (ft/ft) *0.001795 * Area (sq ft) * 35.03 * 271.95 * 53.22 * * Q Total (cfs) * 1800.00 * Flow (cfs) * 113.41 * 1524.72 * 161.87 * * Top Width (ft) * 114.49 * Top Width (ft) * 15.98 * 71.33 * 27.19 * * Vel Total (ft/s) * 5.00 * Avg. Vel. (ft/s) * 3.24 * 5.61 * 3.04 * * Max Chl Dpth (ft) * 5.62 * Hydr. Depth (ft) * 2.19 * 3.81 * 1.96 * * Conv. Total (cfs) * 42482.6 * Conv. (cfs) * 2676.7 * 35985.5 * 3820.4 * * Length Wtd. (ft) * 66.00 * Wetted Per. (ft) * 16.60 * 72.94 * 27.69 * * Min Ch E1 (ft) * 1722.00 * Shear (lb/sq ft) * 0.24 * 0.42 * 0.22 * * Alpha * 1.13 * Stream Power (lb/ft s) * 0.77 * 2.34 * 0.66 * * Frctn Loss (ft) * 0.13 * Cum Volume (acre -ft) * 0.03 * 0.32 * 0.04 * * C & E Loss (ft) * 0.56 * Cum SA (acres) * 0.01 * 0.06 * 0.02 * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used_ CROSS SECTION RIVER: Reach #1 REACH: Existing Flood P RS: 3830. INPUT Description: Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev **+**********************#********+******************************+************** 1000 1729.96 1020 1730.36 1036 1718.36 1050 1718.36 1068 1730.36 1088 1729.96 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1000 .032 1020 .015 1068 .032 Bank Sta: Left Right Coeff Contr. Expan. 1020 1068 .3 .5 CROSS SECTION OUTPUT Profile #PR.100-YR * E.G. Elev (ft) * 1727.37 * Element * Left OB * Channel * Right OB * Vel Head (ft) * 2.30 * Wt. n -Val. * * 0.015 * * W.S. Elev (ft) * 1725.06 * Reach Len. (ft) * Crit W.S. (ft) * 1725.06 * Flow Area (sq ft) * * 147.77 * * E.G. Slope (ft/ft) *0.002314 * Area (sq ft) * * 147.77 * * Q Total (cfs) * 1800.00 * Flow (cfs) * * 1800.00 * * Top Width (ft) * 32.10 * Top Width (ft) * * 32.10 * * Vel Total (ft/s) * 12.18 * Avg. Vel. (ft/s) * * 12.18 * * Max Ch1 Dpth (ft) * 6.70 * Hydr. Depth (ft) * * 4.60 * * Conv. Total (cfs) * 37416.5 * Conv. (cfs) * * 37416.5 * * Length Wtd. (ft) * *Existing Flood * Wetted Per. (ft) * * 36.16 * * Min Ch El (ft) * 1718.36 * Shear (lb/sq ft) * * 0.59 * * Alpha * 1.00 * Stream Power (lb/ft s) * * 7.19 * * Frctn Loss (ft) * * Cum Volume (acre -ft) * C & E Loss (ft) * * Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Reach #1 * Reach * River Sta. * Contr. * Expan. +++++x+x++++++++x+x+*+++++++++++++++++x+++x+*+x++++++++x+xx++++x+ * Reach * River Sta. * nl * n2 * n3 +xxx+x++x+xxxxx++x+++xxxxx+++++++x+++++++++++*x+++x+xx+++++xx+x++ *Existing Flood P* 5255 * .032* .027* .032* *Existing Flood P* 4720 * .032* .027* .032* *Existing Flood P* 4520 * .032* .027* .032* *Existing Flood P* 4270 * .032* .027* .032* *Existing Flood P* 4100 * .032* .027* .032* *Existing Flood P* 3890 * .032* .027* .032* *Existing Flood P* 3830. * .032* .015* .032* +x++++++++xxx+++++++++x+xxx++++++x++++++*++x+x+xxx++x+xxxxx+x+++x xxx++++x+++++++++++x+++++x++++++++++x++x++xxx+xx++++++x++++*++++xxx+++++++xt+++* SUMMARY OF REACH LENGTHS River: Reach #1 * Reach * River Sta. * Contr. * Expan. +xx++++++x++x+++x++x+x++*++xx+++++x+++xxx+x+xx+++x+++++ ++++x+++x+x+++xx++++x+++++++++++x+++x*++++*+++++++*+x+xxx++x*xxx+ *Existing Flood P* * Reach * River Sta. * Left * Channel * Right ++++x+x+++++++x+++++++++++++x++x++x++++++++++x+x+xx++++++++*xx+x+ .3* 5* *Existing *Existing Flood P* 5255 * 525.61* 541.66* 534.61* *Existing Flood P* 4720 * 200.83* 199.55* 207.19* *Existing Flood P* 4520 * 226.82* 238.25* 282.33* *Existing Flood P* 4270 * 166.89* 166.65* 169.06* *Existing Flood P* 4100 * 214.46* 207.3* 204.91* *Existing Flood P* 3890 * 66* 66* 66* *Existing Flood P* 3830. ++x++++x++++++++xx++xxxxx+++xx++++++x+xxx++xxx+++++++++++++++*+x+++++++++++**+++ SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Reach #1 ++x+++++++xx++xxx++x++++x+++x+++++++*+x+++++x+x++++x+++ * Reach * River Sta. * Contr. * Expan. +xx++++++x++x+++x++x+x++*++xx+++++x+++xxx+x+xx+++x+++++ *Existing Flood P* 5255 * .3* .5* *Existing Flood P* 4720 * .3* 5* *Existing Flood P* 4520 * .3* .5* *Existing Flood P* 4270 * .3* .5* *Existing Flood P* 4100 * .3* .5* *Existing Flood P* 3890 * .3* .5* *Existing Flood P* 3830. * .3* .5* +++++++++++x+x++x+++++++++++++x++x+++++*++x++++x+++++++ Profile Output Table - Standard Table 1 +++**+x+x+++++++++++++++++++x++++x++++++x+++x+xx++++x+++++++++++x+++++++x+++x+++++++++++x++++xx++++* xx++++xxxx++x+xxx++xx++x+xxxxxxxxxxx++*+x+x++++++x++++x++++*+++++++ * Reach * River Sta * Profile * Q Total * Min Ch E1 * W.S. Elev * Crit W.S. * E.G. Elev * E.G. Slope * Vel Chnl * Flow Area * Top Width * Froude # Ch1 * # * * * (cfs) * (f t) * (ft) * (ft) (ft) * (ft/ft) * (ft/s) * (sq ft) * (ft) xxxxwwwwxwxwwwxwwwwxxxw#w#xwwwwwwxxwwwwxx#wwwwwwwxwwx#wxwxw#ww#wwxxwwxwwxw#wxw*#*#ww*wwwwx#wwxwxxw## xwwxwxtwxwxwxw#wwwwwww#wxwxxwwwwww#ww#ww##wwwwwwwwwwwwwxwwwwwxw#www ^ * Existing Flood P * 5255 * PR.100-YR * 1800.00 * 1760.00 * 1764.32 * 1764.32 * 1764.98 * 0.003644 * 7.62 * 365.22 * 251.81 * 0.71 * * Existing Flood P * 4720 * PR.100-YR * 1800.00 * 1742.00 * 1746.60 * 1746.60 * 1747.47 * 0.006841 * 7.49 * 240.37 * 136.51 * 0.99 * * Existing Flood P * 4520 * PR.100-YR * 1800.00 * 1737.00 * 1740.56 * 1740.56 * 1741.45 * 0.008993 * 7.58 * 237.58 * 133.70 * 1.00 * * Existing Flood P * 4270 * PR.100-YR * 1800.00 * 1731.33 * 1735.82 * 1735.82 * 1736.37 * 0.003374 * 6.81 * 420.94 * 518.45 * 0.67 * * Existing Flood P * 4100 * PR.100-YR * 1800.00 * 1727.00 * 1731.00 * 1731.00 * 1731.84 * 0.008513 * 8.09 * 282.26 * 256.49 * 0.99 * * Existing Flood P * 3890 * PR.100-YR * 1800.00 * 1722.00 * 1727.62 * 1726.48 * 1728.06 * 0.001795 * 5.61 * 360.20 * 114.49 * 0.51 * * Existing Flood P * 3830. * PR.100-YR * 1800.00 * 1718.36 * 1725.06 * 1725.06 * 1727.37 * 0.002314 * 12.18 * 147.77 * 32.10 * 1.00 wwwwx#w#wwxxwxwwwwwwwwwwxxww##wwwwwwwwwwwxwwwxx##w#xx+wwxwxxxwwwwwxxwxwxwwwww#wwwwwxwxwwxxwxwwwwxwww w##wwxwwwwwxwww**###wwwwxwwwwwww#xwwwxwwxwwwxwwwwwxxwwwwwwww#xw##ww W APPENDIX "E.4": POST -PROJECT WSPG HYDRAULIC ANALYSIS FOR HAWKER- CRAWFORD CHANNEL APPENDIX "E.4" : POST-PROJECT WSPG HYDRAULIC ANALYSIS FOR HAWIMR- CRAWFORD CHANNEL T1 T2 T3 SO R WE TS R R IS R SH CD CD CD CD CD PTS PTS PTS PTS Q COYOTE CANYON 73404 WSPGN ANALYSIS FOR PROPOSED HAWKER-CRAWFORD CHANNEL INLET FILENAME: HCINLT.WSW DATE:06/18/02 A. TORREYSON 4000.000696.430 66 696.430 4112.000699.790 66 .014 4112.000699.790 67 .250 4157.000701.250 6 .015 4386.230708.360 6 .015 4486.230718.360 6 .015 4506.230719.070 69 .030 4538.230720.200 68 .030 4538.230720.200 68 720.200 6 1 0 .000 12.000 12.000 1.500 1.500 .00 66 3 1 .670 8.000 28.670 .000 .000 .00 67 2 0 .000 8.000 28.670 .000 .000 .00 69 1 0 .000 10.000 12.000 2.000 2.000 .00 68 5 0 .000 .00 .00 .00 .00 6819340.110728.000347.190728.000349.150727.000351.460726 357.300724 . 000360. 450723. 000362.370722 . 0003GS .710721 378.000720.150381.720721.000384.570722.000387.280723 391.720725.000394.040726.000404.000726.000410.000729 1800.000 .0 000 .000 0 000 .000 0 000 .000 0 000 .000 0 000 .000 0 000 .000 0 000 .000 0 00 .00 .00 .00 .00 .000355.200725.000 .000368.000720.150 .000389.680724.000 .000 00 N :3: � in v Iwo a Iwj ryary' �w * O i4 -KH O 1--1 O �"' O W O w' O O R: O D: O Gx M * z a F# poW a F H F H H Q* ------ — — — — — — — — — — — — — — — — — 4 * # O O o O o O o O o O O O O O O O O o 0 0 0 0 0 o In In In In In In In In v1 In E •r1 # N + N # * H H H H ri .-� H ri H H E # # # IJ I H t O o O 1 O O 1 o I O O 1 0 0 1 0 O 1 0 O 1 0 o I O r * 3 A H t r o r o r n o 0 0 0 0 0 0 0 0 0 0 o * ro* t0 w ID to o o o 0 0 C) �7 * m H * m1# W m m m m N N N N N * m f4 iS # N N N N H H H H H a # (Q O I # Nt ------- *\ F I # — 1 — 1 _. — I — — I — — I — I — — I — — I — — I H t L w * O O O O O O O O O * .C: 1= # O a O a O O Ill O in O In O l!1 O Ul O N # IJl O H O H O O H O H O H O H O H IC =# =* o o o o o . o o o yJ # v •rl * m m m m N N N N N ' roim o at * F x ❑# r m r m r r w m e11 a m a n a n a * lJ* ID M l0 M lD kD N M M a Vr a m a N a * 3 v E+ * O •rl Y4 * m N m N m m N M N N N N N N M N * r-( 3 O* N N N N N N N N N # w z # t rd I z# I I I I 1 1 1 i * rd * a lf1 1!) 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SEE SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT PERMIT NO. P-12002085 FOR SPECIAL AND GENERAL PROVISIONS. 2. 1NAD ERAL, ALL CQNSiRUCTION MATERIALS AND CONSTRUCTIQN OSHALL CONFORM TO PART 2 & PART 3 OF THE STANDARD SPEANDCIFICATIONS FOR CALTRANS STANDARD SPECIFICATIONS (CUR ION RENT(EDITION� UNLESS ), OTHERWISE SPECIFIED. 3. PROTECT ALL UTILrrIES, 'POLIS, SIGNS ANO EXISTING IMPROVEMENTS `IN PLACE UNLESS OTHERWISE DIRECTED BY THE ENGINEER OR NOTED f, 'ON THESE PLANS. WHERE RELOCATION OF THESE UTILITIES ARE REQUIRED. 'F THE CONTRACTOR SHALL COORDINATE CON::TRUCTON AS NECESSARY AND AS APPROVED BY THE ENGINEER. 4.% NOTICE TO CONTRACTOR: THE EXISTENCE AND LOCATION OF ANY UNDERGROUND LMLTY PIPES OR STRUCTURES SHOWN ON THESE PLANS WERE ,'OEFA.ND BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST QF .OUR KNOWLEDGE' THERE ARE NO EXISTING UTILITIES EXCEPT"POR THOSE SHOWN ON THESE PLANS.- THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTIL`TY LINES SHOWN AND ANY OTHER LINES NOT SHOWN ON THESE '`PLANS .OR NOT RECORDED. "5r ELEVATIONS'-OF'UTRTIES ARE APPROXIMATE UNLESS OTHERWISE NOTED, 6. ALL;CONSTRUCTION'TO BE IN CONFORMANCE WITH THE REGULATION OF CAL -'OSHA .7. ALL STATIONING REFERS TO CENTERLINE OF CONSTRUCTION UNLESS OTHERWISE NOTED. 8. ALL CROSS SECTIONS SHOWN ON THESE PLANS ARE I:ODWNG UPSTREAM UNLESS OTHERWISE NOTED. 9. STATIONING FOR LATERALS AND CONNECTOR PIPE REFER TO THE CENTERUNE=CFNTERUNE INTERSECTION. 10. FORTY-EIGHT HOURS BEFORE .EXCAVA'TON, CALL UNDERGROUND SERVICE ALERT 1-800-422-4133. 11. ALL ELEVATIONS ARE IN FEET ANE( DECIMALS THEREOF BASED ON U.S.C. AND G.S. DATUM. ' 12. OPENINGS RESULTIN'0. FROM THE CUTTING OR PARIIgL REMOVAL OF EXISTING CULVERTS, ?PIPES OR SIMILAR STRUCTURES TO BE ABANDONED SHALL BE:SEALED WITH 6" OF CLASS "B' CONCRETE. 13. ALL CURB, GUTTERS, SIDEWALKS, DRIVEWAYS AND OTHER EXISTING IMPROVEMENTS SHALL BE RECONSTRUCTED IN KIND AND AT THE SAME ELEVATION AND LOCATION, UNLESS OTHERWISE SPECIFIED. 14. FOR FLOOD CONTROL IMPROVEMENTS CONFORMING TO AMERICAN PUBLIC WORKS ASSOCIATION ((APWA) STANDARD DRAWINGS,THE CONTRACTOR SHALL CONSTRUCT SAID IMPROVEMENTS,, IN ACCORDANCE WEER APWA STD PLANS DATED 1993. 1I p _ 15. ALL FILL ASSOCIATED WITH CONSTRUCTION OF THE PROPOSED CHANNEL IMPROVEMENT IS TO BE COMPACTED TO 95 PERCENT OF THE MAXIMUM DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST METHOD ISSUED BY THE AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM STANDARD D-698). 16. ALL STRUCTURAL CONCRETE TO BE USED WITHIN DISTRICT RIGHT OF WAY SHALL BE 5.ODO PSI WITH 'A' GRADATION IN ALL INVERTS AND 4,000 PSI WITH B' GRADATION IN ALL WALLS, CONCRETE FOR ROCK INLET AND OUTLET STRUCTURE$, BOTTOM CONTROL, SPLASH PADS, AND OTHER PROPOSED STRUCTURES SHALL BE 5608 OR C3260. CONCRETE SHALL BE PER SECTION 201-1 OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION GREENBOOK. BENCHMARK• DESCRIBED BY METROPOLITAN WATER DISTRICT SO, CALIFORNIA 1992 RANCHO CUCAMONGA. NEAR THE INTERSECTION OF SUMMIT AVE. AND CHERRY AVE.. AT THE SOUTHWEST CORNER OF CHERRY AVE. AND SUMMIT AVE. 101 FEET WEST OF THE CENTERLINE OF CHERRY AVE. AND 37 FEET SOUTH OF THE CENTERLINE OF SUMMIT AVE. SET FLUSH ON THE NORTHWEST CORNER OF A 10 FOOT WIDE CATCHBASIN 0.8 FOOT SOUTH OF CURB FACE. A STANDARD MWDSC 3 INCH BRASS DISK STAMPED '33A 199e. NAVD 88-1508.56 (FEET). BASIS OF BEARING• QUANTITY dCONSTRUCT RIPRAP TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 13. EASTERLY BOUNDARY LINE OF TRACT 14570. CY INDEX LMLIiI" COMPANIES - 6"'N 6" WATER LINE FONTANA WATER DISTRICT (909) 875-1804 SOUTHERN CALIFORNIA GAS CO. (909) 335-7507 PACIFIC BELL TELEPHONE (714) 666-5500 SOUTHERN CALIFORNIA EDISON CO. (909) 307-6782 ADELPHIA (CASEL) (909) 390-4738 PRIVATE ENGINEER'S NOTICE 'TO CONTRACTOR -ME D05TENCH AND LDf4lM OF MY LIMMO TCM LMUM OR SM THE DESIGNM 48 HOURS' BEFORE YOU DTD ` � A.M.' PLANS I 0964" ra SERt9pEAfar 1-800-422-4133 Of t V ARIL M. DRAINAGE IMPROVEMENT PLANS HAWKER-CRAWFORD CHANNEL 'COYOTE CANYON DEVELOPMENT FONTANA, CA. LEGEND. QUANTITY dCONSTRUCT RIPRAP TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 13. 6395 CY INDEX SHrEr NO, - 6"'N 6" WATER LINE A FH FIRE HYDRANT TITLE SHEET I - 8'S - 8" SEWER LINE O BO BLOW -OFF PLAN AND PROFILE 2,3,4,5,6 -- SS - WS SEWER SERVICE LINE WATER SERVICE UNE El 4 me IS MAILBOX TRAFFIC SIGNAL LEVEE PLAN VIEW 78 - T TELEPHONE LINE ® DJW DRIVEWAY UNE 'B PLAN AND PROFILE 9 -. E EDISON LINE CONSTRUCT CONCRETE BULKHEAD PER RCFCD AND WCD STD: DWG. NO. M816. 2360^-- CONTOUR PROFILE SHEEP 10 11 - G GAS LINE 3 - R REVETMENT RICH BASIN PLAN & SECTIONS DETAIL SHEET 12,13,14,15 toWJ WM O. WV WATER METER WATER VALVE - - - - RIGHT-OF-WAY OR SBCFCD SPEC. DWG. 1 16 -0- PP POWER POLE t7 LF PROPERTY UNE SBCFCD SPEC. DWG. II 17 ® CONSTRUCT RIPRAP TRANSITION STRUCTURE PER DETAIL ON SHEET 13. 1614 -�-- ® REMOVE INTERFERING PORTION OF EXISTING FENCE. EASEMENT UNE LF ® CONSTRUCT 6' CLASS "B' LINING WITH 14 018" OC BOTH WAYS. OEIAWED BY A DRAW 6r. CHEOM 8Y: UNDER THE SUPERVISION OF: 5-11110 r ROE 68068 ATE CONSTRUCTION NOTES QUANTITY dCONSTRUCT RIPRAP TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 13. 6395 CY 0 CONSTRUCT 6 -FT. CHAIN LINK FENCE PER SBCFCD SP DWG. L 1590 LF Q CONSTRUCT 8 NKIIN6 SBCFCDSP 92E 8-72', X10'Z=1.5, -INCH 1321 CY THICK SIDE SLOPE) (MODIFIED TO ANNCHTHICK INVERT AND 'STD. 2243 CY Q CONSTRUCT REINFORCED CONCRETE DOUBLE BOX CULVERT PER CALTRANS DWG. NO. D81. RTGFdI OF WAY TOP OF CURB 1� CONSTRUCT CONCRETE CHANNEL TRANSITION STRUCTURE PER DETAIL SHOWN ON SHEET 12. 457 CY 70 CONSTRUCT 20 -FT WIDE ACCESS ROAD WITH 0.25' AC (TYPE "B') OVER 6" 95% COMPACT NATIVE. 121770 SF ® CONSTRUCT 20 -FT DOUBLE DRIVE GATE PER SBCFCD SPEC. DWG. 1. 7 EA 0 CONSTRUCT 0.4' AC OVER 0.45' AB ACCESS ROAD BETWEEN BACK OF SIDEWALK TO GATE 14640 SF ® CONSTRUCT CHAIN LINK RAILING ALONG TOP -OF RCB HEADWALL AND CHANNEL 7 CY ® TRANSITION STRUCTURE PER CALTRANS STD. PLAN B11-52, TYPE 7. 597 IF Q CONSTRUCT TYPE -A" AC DIKE PER CALTRANS STD. PLAN A87. 4025 LF CONSTRUCT CONCRETE BULKHEAD PER RCFCD AND WCD STD: DWG. NO. M816. 3 EA Q CONSTRUCT 24' RCP (D -LOAD PER PROFILE). 1054 LF ® CONSTRUCT 36' GCP TYPE INLET PER CALTRANS STANDARD PLAN D75. 3 ® CONSTRUCT JUNCTION STRUCTURE PER APWA STANDARD PLAN 333-1. 4 EA ® REMOVE EXISTING CONCRETE ROADWAY AND DRAINAGE FACILITY. 2 EA © REMOVE EXISTING RIPRAP. 1 LS ® CONSTRUCT MODIFIED CONCRETE -LINED TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 7, B=12', D1=12', D2=7', Z=1.5. 304 CY �9 CONSTRUCT 36" RCP (D -LOAD PER PROFILE). t7 LF ® CONSTRUCT CONCRETE RECTANGULAR CHANNEL PER DETAIL ON SHEET 14. 312 CY ® CONSTRUCT RIPRAP TRANSITION STRUCTURE PER DETAIL ON SHEET 13. 1614 CY ® REMOVE INTERFERING PORTION OF EXISTING FENCE. 130 LF ® CONSTRUCT 6' CLASS "B' LINING WITH 14 018" OC BOTH WAYS. 162 CY AEM�CASC CONSTRUCT PROTECTION . BARRIER PER P��,Iy P-Ii0o2a65 N BERNARDINO COUN FNJNG N0. DRAINAGE It\r(PROVEN(ENT PLANS FL Q01 RO'L CT ENGINEERING HAWKER-CRIEY�FOf�b CHANNEL rEo T TITLE SHEET DRAWING N0. F 937 SOUTH V14 LATA SUITE 500 COLTON, CA 92324 r REM. eY REVISIONS APPYD DATE PTL (909) 763-0101 FAX (909) 783-0108 PROJECT SITE LOCAL DEPRESSION COYOTE CANYON MANHOLE ROAD MINIMUM �(7 PROPERTY UNE RR.bB CHERRYP� STORM DRAIN AVENUE RCP REINFORCED CON"�ETE PIPE LYTALECREEK RTGFdI OF WAY TOP OF CURB BERNARDINO ROADAIIV CANYON AVENUIE ' / 1 CONTROL DISTRICT WATER VALVE - VICINITY MAP l DOCLAYEPPE MESH N.T.S. LIST OF ABBREI AATIONS APWA AMERICAN PUBLIC WORKS ASSOCIATION BC 8EGtNNINQ OF CURVE CENTER UNE C&G CURB AND GUTTER P DECOMPOSED GRANITEMETAL CORRUGATED D DJW DRIVEWAY ELEV ELEN-ATION EC END OF CURVE EX EXISTING FH FIRE HYDRANT FL FLOW LINE FS FINISHED SURFACE GS (' GRADE BREAK GCP GRATED'CONCRETE,PIPE GTD GRADE TO DRAIN HOPE HIGH DENSITY POLYETHYLENE HGL HYDRAULIC GRADE LINE HPG HIGH PRESSURE GAS LINE INT INTERSECTION JS JUNCTION STRUCTURE L LENGTH LACFCD LOS ANGELES COUNTY FLOOD CONTROL DISTRICT 1p LOCAL DEPRESSION MH MANHOLE MIN MINIMUM P/L PROPERTY UNE RR.bB RADIUS STORM DRAIN CONCRETE BOX RCP REINFORCED CON"�ETE PIPE RJIN RTGFdI OF WAY TOP OF CURB BERNARDINO SBCFCD SAN COUNTY FLOOD D80 CONTROL DISTRICT SBCTD CALTRANS STANDARD DRAWINGS 'TSRANSPORTATION DEPARTMENT ASPHALT CONCRETE DIKE SIP STREET IMPROVEMENT PLAN 83-1 SO STORM DRAIN SP DWG I 20 -FT DOUBLE DRIVE GATE STA STATION TO TOP OF CURB GCP TYPE INLET - TS TRANSITION STRUCTURE D80 WV WATER VALVE - 081 DOCLAYEPPE MESH 10150 CY VCP VITRIIFIEWELD 7 CY SBCFCD STANDARD DRAWINGS CALTRANS STANDARD DRAWINGS A67 ASPHALT CONCRETE DIKE 192E CONCRETE -LINED TRAPEZOIDAL CHANNEL 83-1 TYPE 1 CONC RETAINING WALL 102-A COMMERCIAL DRIVEWAY 11.Ie lzcai{!t D1AsBluTi?I2ns 2nC. ('Itj�S:cYepY,�nce, SP DWG I 20 -FT DOUBLE DRIVE GATE B1.1-52 CHAIN LINK RAIUNG SP DWG I 8-F7 CHAIN LINK FENCE D75 GCP TYPE INLET - I� SP .DWG n 6 -FT CHAIN LINK WALL FENCE D80 SINGLE. RCB CONSTRUCT TRAINING. LEVEE 4162 CY 081 DOUBLE RCB 10150 CY RCFC AND, WCD STANDARD DRAWINGS CONSTRUCT COMMERCIAL DRIVEWAY PER, CITY OF FONTANA STD. DWG. 102-B. 7 CY ® CONSTRUCT BRICK AND MORTAR PLUG. APWA STANDARD -DRAWINGS CH327 RECTANGULAR CHANNEL DETAIL CH329 CHANNEL TRANSITION STRUCTURE DETAIL S33-1 JUNCTION STRUCTURE CONSTRUCT REINFORCED CONCRETE BOX.CULVERM PER CALTRANS SM. DWG.' NO, 080 'A" SHEET 1 OF 17 M816 CONCRETE BULKHEAD CITY OF FONTANA STANDARD DRAWINGS --,:A$ � SUiLT 102-A COMMERCIAL DRIVEWAY 11.Ie lzcai{!t D1AsBluTi?I2ns 2nC. ('Itj�S:cYepY,�nce, CONSTRUCTION NOTE ' ® ® Ci an?r?sgomLW'y1u:� .zc;urzw. I COMPACTED FILL I GRADE PER PLAN.. iEv�,:tix'"�" 23921 CY 96600 CY I� GRADE LOW FLOW CHANNEL PER SECTION ON SHEET 2. 1100 LF CONSTRUCT TRAINING. LEVEE 4162 CY ® CONSTRUCT 1/4 TON'RIPRAP PER CALTRA14S STD. SPEC. SECTION 72 AND DETAIL ON SHEET S. 10150 CY CONSTRUCT COMMERCIAL DRIVEWAY PER, CITY OF FONTANA STD. DWG. 102-B. 7 CY ® CONSTRUCT BRICK AND MORTAR PLUG. 1 CY CONSTRUCT 12" CLASS 'B" CUTOFF WALL WITH #4 012" OC BOTH WAYS 323 CY CONSTRUCT REINFORCED CONCRETE BOX.CULVERM PER CALTRANS SM. DWG.' NO, 080 'A" 137 CY CONSTRUCT 1/4 TON �GROUTEO TIPTOP PER CALTRANS STD: SPED. SECTION72 (METHOD PLACEMENT). 470 CY ® CONSTRUCT CONCRETE V -DITCH PER DETAIL ON SHEET 2. 135 LF ® CONSTRUCT TYPE'.02 INLET -PER CALTRANS STD. DWG. NO. D73. 2 EA ® CONSTRUCT TYPE 1 REMAINING WALL PER CALTRANS STD. PLAN B3-1, _ 61 CY ® CONSTRUCT 48' RCP (D -LOAD PER PROFILE). 10 LF ® CONSTRUCT 6 -Fr. 'CHAIN LINK WALL FENCE PER SBCFCD SP DWG. 11. 500 LF �9 CONSTRUCT CONCRETE RECTANGULAR CHANNEL TRANSITION STRUCTURE PER DETAIL SHOWN ON SHEET 14. 223 CY ® CONSTRUCT IoW FLOW" INLET PER DETAIL ON SHEET 15. 1 EA ® CONSTRUCT MANHOLE PER APWA STD: PLAN 321-1. I 1 EA ® CONSTRUCT. CONCRETE FLARE END SECTION PER CALTRANS 5TD. PLAN D94 B. Of t FA SBCFCD S.P. 101. Is"SIT %x 4 -T. TD 5 EA I@ CONSTRUCT PROTECTION . BARRIER PER P��,Iy P-Ii0o2a65 N BERNARDINO COUN FNJNG N0. DRAINAGE It\r(PROVEN(ENT PLANS FL Q01 RO'L CT HAWKER-CRIEY�FOf�b CHANNEL rEo T TITLE SHEET DRAWING N0. AE)m ert. COYOTE CANYON SHEET 1 OF 17 I _;sE NOM CONTRACTOR SHALL PROTACT IN PLACE' ALL UnUTMS CROSSING OR PARALLELING THE STORW DRAIN UNIM OTHERWISE NOTED. EPRESEM 9 E 10D-YEFLOW ARR RBULKED FLOW RATE 4+00 5+00 6+00 7+00 6+00 9+00 10+00 11+00 12+00 [IESf.•NED BY: I DRh .CIEC B A.A.T. Os. C.VA. E CA S C uPLANS PREPARED UNDER THE SUPERVISIO E N C1 I N E E !2I N G C e Ev 3* 937 SOUTH VIA LATA Ij SUITE 50 lu`� �T OSS COLTON,CA 92324 or cnD� ARIC M, TORREYON RCE (6088 DATE PH. (909) 783-0101 FAX (909) 7B3-0108 REV. BY REWSIONS DAZE PROFILE SCALES HORIZ.: 1"-40' VERT:: 1"=8' CONSTRUCTION NOTES Q CONSTRUCT RIPRAP TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 13. O7 CONSTRUCT 20 -FT WIDE ACCESS ROAD WITH 0.25' AC (TYPE "B-) OVER 6" 959. COMPACT NATIVE. T7 CONSTRUCT TYPE A' AC DIKE PER CALTRANS STD. PIAN -7. 21 CONSTRUCT RIPRAP TRANSITION STRUCTURE PER DETAIL ON SHEET 13. © GRADE PER PLAN. , ©. GRADE LOW FLOW CHANNEL PER SECTION HEREON. ® CONSTRUCT LIGHT CLASS RIPRAP PER CALTRANS STD. SPEC. SECTION 72 AND DETAIL ON SHEET 8. 31 CONSTRUCT 12' CLASS "B" CUTOFF' WALL WITH B4 012" OC BOTH WAYS. DATA CURVE RADIUS IiNGTH TANGENT A N66'31'56"E - b53.99' - ,. ® 09'41'36" 1 100.00' 1 18.92' 18.4&' r-- "AQBUIL_ T" Therecaiu:o!Asao A.vnsard..i5,sacceDl'a.'Ice; . !*FW. dm not 2*i-6 w:8 ftbim IarIUeVeX W 1 iolaryrespc� �;.yla • vzrn�2a. � S 12'.' 12° 12" 2% •\ /• CLASS "B' CONCRETE / REBAR / WITH N0. 4 ® 18' O.C. BOTH WAYS 0570 20 40 100 34 CONCRETE NTS DETAIL ( E MBR A 0 PERMD'NQ t'-}10020 S ERNARDINO COU N TIL NG N0. CONTROL D CT DRAfNAGE IMPROVEMENT PLANS HAWKER—CRAWFORD CHANNEL rON PLAN AND PROFILE. DRAVANc No. FROM STA, 10+64.49 TO STA. 12+p0 COYOTE CANYON SHEET 2 of t7 A I.a CJ O O O O } F Vf E3 q A.a %4 PLANS '� [sn• °v F OF CWW ARIC N. ZAIW BY: I CHECKED fiY: JDER THE SUPERVISIO OF: AEI*CASC 937 SOUTH VIA LATA SUITE 500 �- COlTON, CA 92324 RCE 66065 DATE PH. (909) 763-01D1 FAX (909) 783-0108 4'..' _ 4-V CONSTRUO'nON NOTES Ot CONSTRUCT RIPRAP TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 13. O CONSTRUCT 6 -FL CHAIN LINK FENCE FENCCEQE PER SBCFCD SP DWG. 1. O �MO ED T,ILOC BNGHNTHICKINVEO NCH THICKBSIDEDSLOPEJ 2E: 8=i2', D=tO', Z=1.5. O CONSTRUCT REINFORCED CONCRETE DOUBLE BOX CULVERT PER CALTRANS STD. DWG. NO. D81. © CONSTRUCT CONCRETE CHANNEL TRANSITION STRUCTURE PER DETAIL SHOWN ON SHEET 12. Oj CONSTRUCT 20 -FT MOE ACCESS ROAD WITH 0.25' AC (TYPE V7 OVER 6" 959 COMPACT NATIVE. 0 CONSTRUCT 20 -FT DOUBLE DRN£ GATE PER SSCFCD SPEC. DRAWING I. O CONSTRUCT 0.4' AC OVER 0.45' AS ACCESS ROAD BETWEEN BACK OF SIDEWALK TO GATE SEE SHEET 74 FOR DETAIL 1p CONSTRUCT CHAIN LINK RAtUNG ALONG TOP OF RCB HEADWALL AND CHANNEL TRANSITION STRUCTURE PER CALTRANS STD. PLAN B11-52, TYPE 7. 1} CONSTRUCT TYPE k' AC DIKE PER CALTRANS S70. PLAN A87. 12 CONSTRUCT CONCRETE BULKHEAD PER RCFCD AND WOO STD. DWO. NO. M816. Q CONSTRUCT 24" RCP (D -LOAD PER PROFILE). 74 CONSTRUCT 36" GOP TYPE INLET PER CALTRANS STANDARD PLAN D75. 76 CONSTRUCT JUNCTION STRUCTURE PER APWA STANDARD PLAN 333-1. 79 CONSTRUCT 36" RCP (D -LOAD PER PROF7IE). t2p CONSTRUCT CONCRETE RECTANGULAR CHANNEL PER DETAIL ON SHEET 14. Q GRADE PER PLAN. 2�8 CONSTRUCT LIGHT CLASS RfPRAP PER CALTRANS STP. SPEC. SECTION 72 AND DETAIL ON SHEET 8. CONSTRUCT BRICK AND MORTAR PLUG. 31 CONSTRUCT 12" CLAS5 'S' CUTOFF WALL WITH #4 012" OC BOTH WAYS. CONSTRUCT REINFORCED CONCRETE BOX CULVERT PER CALTRANS STD. DWG. NO. 080 © CONSTRUCT TYPE 02 INLET PER CALTRANS STD. DWG. NO. 073. 43 CONSTRUCT PROTECTION BARRIER PER SBCFCD S.P. 101. DATA P st 't ' 17 / W+ie+rnAr PFAMR NO. P,�pazofl5 0 5 10 20 4D 100 SCALE IN FEET N BERNARDl.NO COU FILING NO. FL CONTROL D CT DRAINAGE IMPROVEMENT PLANS x,,,®85 HAWKER-CRAWFORD CHANNEL PLAN AND. PROFILE DRAWING N0. `cONDEP BY.FROM STA. 12+00 TO STA, 20+00 F•• APPR COYOTE CANYON '.SHEE.T OF; t7; -y REVISIONS APPVO DAIS _ ,41- CURVE RADIUS LENGTH TANGENT o N86.31'S6"E - 308.37' - OT28'57" 1300,00' 169.77' 65.01' ® N59.02159`E - 24.95' 15'28'33" 300.00' 81.00' 40.75' N52'S0'02"E - 148.71' N07.09.32'W - 43.97' - N46'OB'2�"W- 1 N80'20'49"W OI 79'16'31"' 90.00' 124.56' 74.60' N43'34'47'� - 18.73' ® 09'15'15"300.00' 46.46' 24.48' . N42'4&'O4W - 45.27' - P st 't ' 17 / W+ie+rnAr PFAMR NO. P,�pazofl5 0 5 10 20 4D 100 SCALE IN FEET N BERNARDl.NO COU FILING NO. FL CONTROL D CT DRAINAGE IMPROVEMENT PLANS x,,,®85 HAWKER-CRAWFORD CHANNEL PLAN AND. PROFILE DRAWING N0. `cONDEP BY.FROM STA. 12+00 TO STA, 20+00 F•• APPR COYOTE CANYON '.SHEE.T OF; t7; -y REVISIONS APPVO DAIS _ ,41- NOTE: CONTRACTOR SHALL PROTECT IN PLACE ALL UFILM CROSSLM3 02 PARA1i8LtMO THE U GRAIN UNLESS OWERIMM 20+00 M rn 21+00 22+00 23+00 24+00 25+00 25+00 27+00 28+00 29+00 I o No. B601b 'Pry av1 a`O DESCNID BT: ORA10 BY; A.FA.T. 0.5. CHE[NEO BY: C.V.A. AEllKASC E N CB N E E RI N C.5 937 SOUTH VIA LATA surrE 500 COLTON, CA 92324 PF,. (909) 783-0101 FAX (909) 783-0108 I } PLANS PREPARED UNDER THE SUPERVISION OF: 5' /( QS CONSTRUCTION NOTES =' r.: U CONSTRUCT CONCRETE -LINED TRAPEZOIDAL CHANNEL PER SBCFCO SP 192E REV. BY AR(C M. TORR E N RCE 66068 ATE A° REMSONS DATE ov: DINO THE DESIGN FLOW RATE SHOWN REPRESM THE 100 -TEAR FLOW RATE W" W= PROFILE SCALES HORIZ„ 1'=40' VERT.: 1"=8' I } a CONSTRUCTION NOTES =' r.: U CONSTRUCT CONCRETE -LINED TRAPEZOIDAL CHANNEL PER SBCFCO SP 192E 8=12', 0=10', Z=f.5. (MODIFIED TO AN 8 -INCH THICK INVERT AND 6 -INCH SIDE SLOPE) O7 CONSTRUCT 20 -FT WIDE ACCESS ROAD 19f7H 0.25' AC (TYPE *B) OVER 6" 953.1 COMPACT NAME. iT CONSTRUCT TYPE A° AC DIKE PER CALTRANS STD. PLAN A87. 31 CONSTRUCT 12' CLASS 'B' CUTOFF WALL WRH /4 ® 12" OC BOTH WAYS. DATA CURVE RADIUS LENGTH TANGENT nA N52'50'02"E - 900.00' 1- _ {ti s4 ITD91aw ri U. ry�1p1 �?9' a41 in�y'S 2[ce1Y,a;L;.S 4;A (tom Cf;m*,*S-we 1'.?S:-"-0'a.�frrueVti011aFj > yct�' It; any 1eslaWRY Nr uxie a:srt.). p 510 Z4 40 100,. . L SCALE IN FEET h° =N, ti. FILING NO. DRAINAGE IMPROVEMENT PLANS T HAWKER-CRAWrORD CHANNEL PLAN AND PROFILE FROM STA. 20+00 TO STA. 29+00 COYOTE CANYON - DRAWING NO. I SHEET 4 OF 17 DA --ROTE: CONTRACTOR SHALL P=CT BI PLACE ALL UTILITIES CF*M= OR PP 'R!LEURG THE STM DRAIN IMLESS OTHERWISE NOTED. 29+00 O Z W W S Yn W W N W Z 2 U 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 SEE _DETAIL. "A" 38+00 COA1STmi inn0N NOTES AE ��SC ENC,iIVEEF2iIVCi 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 PH. (909) 783-0101 FAX (009) 753-0108 1 REV. I BY • THE DESIGN FLOW RATE SHOWN REPRESENTS THE 100 -YEAR BULKED FLOW RATE PROFILE SCALES HORIZ.; 1"=40' VERT.: 1"=B' DESIGNED BY: DRANK BY: CIIEck HY: 0�t a A.M.T. I 0.5. C V.A. PLANS PREPARED UNDER THE SUPERVISION OF: A¢c LL O7 VrF Or UDS fa ® ARIL M TORRE RCE 66068 DATE ,6 U9 AE ��SC ENC,iIVEEF2iIVCi 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 PH. (909) 783-0101 FAX (009) 753-0108 1 REV. I BY • THE DESIGN FLOW RATE SHOWN REPRESENTS THE 100 -YEAR BULKED FLOW RATE PROFILE SCALES HORIZ.; 1"=40' VERT.: 1"=B' RADIUS LEN./DIST. TANGENT O CONSTRUCT 6 -FT. CHAIN LINK FENCE PER SSCFCO SP DWG. 1. O PERZ -1.5 - SLOPE). SP 192E; B-12', 0-70', Z=1.5. (MODIFIED 70 AN 8 -INCH AND 6 MCH CHANNEL O5 CONSTRUCT REINFORCED CONCRETE DOUBLE BOX CULVERT PER CALTRANS M. DWG. N0. D81. © CONSTRUCT CONCRETE CHANNEL TRANSITION STRUCTURE PER DETAIL SHOWN ON SHEET 12. O7 CONSTRUCT 20 -FT WIDE ACCESS ROAD WITH 0.25' AC (TYPE B') OVER 6" 95S COMPACT NATIVE. fa ® CONSTRUCT 20 -FT DOUBLE DRIVE GATE PER SBGFCD SPEC. DWG. i. ,6 U9 CONSTRUCT 0.4' AC OVER 0.45' A8 BETWEEN BACK OF SIDEWALK TO GATE Z SEE SHEET 13 FOR DETAIL f0 CONSTRUCT CHAIN LINK RAILING 'ALONG TOP OF RCB HEADWALL AIJD CHANNEL 811-52, TYPE 7. WTRANSITION =1J STRUCTURE PER CALTRANS STD. PLAN CONSTRUCT TYPE A" AC DIKE PER CALTRANS STD. PLAN A87. N 12 CONSTRUCT CONCRETE BULKHEAD PER RCFCD AND WOO STD. OR'G. NO. A1876. W W N 15 CONSTRUCT JUNC77ON STRUCTURE PER APWA STANDARD PLAN 333-1. 16 REMOVE EXISTING CONCRETE ROADWAY AND DRAINAGE FACILITY. 1© REMOVE AND SALVAGE EXISTING RIPRAP. J9 CONSTRUCT 35' RCP (D -LOAD PER PROFILE). w Q CONSTRUCT CONCRETE RECTANGULAR CHANNEL PER DETAIL ON SHEET 14. © CONSTRUCT 6" CLASS "B" LINING WITH J4 018" OC BOTH WAYS. a 31 CONSTRUCT 12' CLASS IS, CUTOFF WALL WITH {4 012' OC BOTH WAYS © CONSTRUCT TYPE J RETAINING WALL PER CALTRANS STD. PLAN B3-1. CONSTRUCT 6 -FL CHAIN LINK WALL FENCE PER SBGFCD SP DWG. ll. wG 39 CONSTRUCT CONCRETE RECTANGULAR CHANNEL TRANSITION O PER DETAIL ON SHEET 14. O ©9 CONSTRUCT PROTECTION BARRIER PER SBGFCD S.P. 10f,_ - ,E, "AB 8111L T' TherecBp`dAs•Bui'*"rl'ans u1� 4rytzcceptaRCRF OO M �theleatdcesnD'sb, `11L5uDGv4teASDP»1 / BNEET OF 0 am tESpCAA?m 0' SR T//1n JU V2C} I wow ""'ATPOTo �ADATAaAT in DELTA/BEARING RADIUS LEN./DIST. TANGENT A N52'50'02'E — 900.00' — N70'SO'02'E — 34.51' — G N37'09'32`W - 60.15' - 0510 20 40 J00 SCALE INSCALE IN F�(�yIET N BERNARDINO GOUN FILING NO. DRAINAGE IMPROVEMENT PLANS FL CONTROL CT HAWKER-CRAWFORD CHANNEL -SUBMITTED BY: DRAWING NO. PLAN AND PROFILE REDGUMENDED Mr: FROM STA. 29+00 TO STA. 38+00 APPRo COYOTE CANYON SHEET 5 OF 17 REVISIONS APPVD I DAIS DA COMPACTOR IN PLACE NOTE ALL YT0.1i ES �CROSSING �OR�PPARAILEUNG THE M" DRAW UNIESS MMW NOTED. i • THE DESIGN FLOW RAW SHOWN REPROM THE 100 -YEAR BULKED FLOW BATE. 38+00 39+00 40+00 �•" NOTE: CONTRACTOR TO VERIFY LOCATION OF EXIST" 7RI7 rrwe moron Tm crr-/N1AIc (`AWSTwmTLAMwi_ PROFILE SCALES -- - VERT.. 1 41+00 42+00 43+00 44+00 45+00 46+00 I o / OEgG7:E t A.M PLANS �wrw1 amee 0 IO 40 100 � �'�—�� `�• / s 2SCAIX IN FEET or cW a ARIC M. 9Y: 1 ORAO.S.CHECJo:O O.. Br. C.V.A. AEI,*CASC EfVGINEEIZII''--ICT 937 SOUTH VIA LATA SUE1 COLTON,�CA�92324 PH. (909) 783-0101 FAX (909) 783-0108 74.55' 37.34' 'REPARED UNDER THE SUPERVISION OR l/% TORRE ON RCE 66068 DATE \� 06.44'05" 500.00' DAYLIGHT LINE N52'S0'02"E - 1 REV. I 6Y ltmccVs DATE I' WE NO . �_•►gid_ rl••' `4 5n TO - B" - - EXISTING ANNEL 85.20' I - O8'32'33" 1 500.00' 74.55' 37.34' 52, \� 06.44'05" 500.00' DAYLIGHT LINE N52'S0'02"E - 1228.60' - N3T09'58rW - 39.60' - G N37'09'58"W - DETAIL "A"_ SCALE I=20 36" 1/4 TON GROUTED RIPRAP STD. SPEC. PERp� TRANS PIA MENT.(uETHOD 'A" , 9" N0. 3 BACKING �••::;=i; "':� PER CALTRANS STD. SPEC. - SECTION 72. FILTER FABRIC TYPICAL J./4 TON GR LUTED RIPRAP SECTION CONSTRUCTION NOTES O CONSTRUCT 6 -FT, CHAIN LINK FENCE PER SBCFCD SP DWG. I. SO CONSTRUCT REINFORCED CONCRETE DOUBLE BOX CULVERT PER CALTRANS STO. DWG, NO. DBI. © CONSTRUCT CONCRETE CHANNEL TRANSITION STRUCTURE PER DETAIL SHOWN ON SHEET 12. O7 CONSTRUCT 20 -FT WIDE ACCESS ROAD WITH 0.25' AC, (TYPE 'S) OVER 6" 95X COMPACT NATIVE. O CONSTRUCT 20 -FT DOUBLE DRIVE GATE PER SBCFCD SPEC. DWG7. ' 9O CON57RUCT 0.4' AC OVER 0.45' AS ACCESS ROAD BETWEEN EDGE OF DRIVEWAY APPROACH TO GATE SEE SIP FOR DETAIL & CONSTRUCTION OF 20 -FT COMMERCIAL DRIVEWAY 10 CONSTRUCT CHAIN LINK RAILING ALONG TOP OF RCS HEADWALL AND CHANNEL TRANSITON STRUCTURE PER CALTRANS STD. PLAN 811-52, TYPE 7. 71 CONSTRUCT TME A" AC DIKE PER CALTRANS STD. PLAN A87. 73 CONSRUCT24" RCP (D -LOAD PER PROFILE). CONSTRUCT 36" GCP INLET PER CALTRANS STANOARD PLAN D75. i5 CONSTRUCT JUNCTION STRUCTURE PER Am STANDARD PLAN 333-1. i6 REMOVE EXIS77NG CONCRETE ROADWAY AND DRAINAGE FACILay.. !© REMOVE AND SALVAGE EXISTING RIPRAP. 18 CONSTRUCT CONCRETE-UNED TRAPEZOIDAL CHANNEL PER SBCFCD SP 192E B-12', D-72•, Z-1.5 (MODIFIED TO AN 8 -INCH THICK INVERT AND 6-fNCH THICK SIDE SLOPE) © REMOVE INTERFERING PORTIONS OF E)OSTING FENCE ©j CONSTRUCT 6" CLASS B' CONCRETE UNWG WITH 14 0 18' BOTH WAYS. ©4 COMPACTED FILL. © GRADE PER PLAN. ® CONSTRUCT 1/4 TON RIPRAP PER CALTRANS STD. SPEC. SECTION 72 (METHOD V PLACEMENT). •- OF 31 CONSTRUCT 12' CLASS 'B' CUTOFF WALL WITH .14 012" OC BOTH WAYS �y ® CONSTRUCT17 TONHOD ROU�EME� PER CALTRANS STI). SPEC. M4 P-12uoz o ptm5Wl O ©4 CONSTRUCT CONCRETE V -DITCH PER DETAIL ON SHEET 2. DATA A{x6NDMENT P-6 1 ® CONSTRUCT TAW FLOW- INLET PER DETAIL ON SHEET 9 "AS BUILT" --1 The rLreipi cfAs-61u9 vias and Cd -/s a6eeow', fiElaN tl095 YC 1C.v7NE ,11t 61�:6V:EnDaV6.°(� of anyresmm,STI b,LSsiroca;req; I I DELTA/BEARING .RADIUS LEN./DIST. TANGENT A N5Z'50'28"E - 85.20' I - O8'32'33" 1 500.00' 74.55' 37.34' N61 22'35"E - 27.54' - 06.44'05" 500.00' 58.77' 29.42' N52'S0'02"E - 1228.60' - N3T09'58rW - 39.60' - G N37'09'58"W - 46.42' - q . I BERNARDINO COUN DRAINAGE IMPROVEMENT PLANS FILING NO. CONTROL CT HAWKER-CRA9PFOIM- CHANNEL - PLAN AND PROFILE DRAWING NO. FROM STA. 38+00 TO STA. 45+38.23 COYOTE CANYON SHEET 6 OF 17 NOTE: CCRTBACMR SHALL PRQTEfii IN PLACE ALL UId M CRMO OE PARMLELMO IRE 1E TM ORM UNLESS DTHk71 = NO ca O Z t W N W W f/1 10+00 11+00 12+00 1xsnn Lm r+00 CONSTRUCTION NOTES Q CONSTRUCT 6—FL CHAIN LINK FENCE PER SBCFCD SP DWG. 7. TOP Q CONSTRUCT 20—FT WIDE ACCESS ROAD WRH 0.25' AC (TYPE `B) OVER 6' 95,- COMPACT NATIVE W.—FTE �` 11 CONSTRUCT TYPE 'A- AC DIKE PER CALTRANS STD. PLAN A87. 1/4 TON ® COMPACTED FILL � 5 GRADE PER PLAN. F ,J © CONSTRUCT TRAINING LEVEE X. / 28 CONSTRUCT 1/4 TON RIPRAP PER CAL794AIS STD, SPEC. SEC77ON 72 (METHOD A"). ® CONSTRUCT 20—FT PIPE GATE PER SBCFCD SP 209. v I 5 20 E 100 DF A.M. , DRAWN eY: c1cl,_ Sri AE14CASC SCALE IN FEET �t A.M.T, O.S. C.V.A. i cwc K mn PLANS PREPARED UNDER THE SUPERVISION OF: �.T ENG 1NEERIN.40' 937 SOUTH VIA LATA elf SUITE 500 N! CNe 6 i 6r COLTON, CA 92324 ARIC M. TORREYSON 66066 DATE PH. (909) 763-0101 FAX (909) 783-0108 REV, BY q�g� DATA DELTA BEARING RADIUS LENGTH/DIST. TANGENT A N82'50'021E — 240,46` — 16'47'40' 500.00 146.56' 73.81' N66'02'2rE PROFILE SCALES "s HORIZ.: VERT.: 1'-4' CONTROLLINE 0 10' NCEDIKE 3�NCMETH63 f/4 TON RIPRAP 1' ACP "A' �S2PSA" y`JiNO .BAt ;..•PR CALTRANS STD, SPEC. j•. - SECTION 72. --`1— FILTER FABRIC ICO P C D�E%. GROUNDS ('— y$ 31.1 f�"I PI O FILL( 9) DAYLIGHT POINT TheRceiplaiLRail'k^sand0i;}'szace7a l TY CAL 1%4 T N GRr10UTED RIPRAP SECTION thareo' does r# zSsa! m tlz SiSdmconTkvelopel i !of anyrespansNVf �tteii3,wacy ii speer o TYPICAL LEVEE _SECTION 'c f WIWTMAb NTS �EeynsvRe.Mr.�� _.IktY Sld S "—_ •.-•.•—� Pawn Na —ZV 08 a><'1ENDmT- No.I N BECONTROL COUN DRAINAGE IMPROVEMENT PLANS ETur1G No. FL CONTRD CT 6D9xmeD BY: - HAWKER-CRAWFORD CHANNEL I m+Isellam eT "A r- LEVEE PLAN AND PROFILE DRAIING N0. aPVRO FROM STA. 10+00 TO STA. 16+21.43 PPPVO DATE � nnv..r.• ......,_.. .. a ., .. ., .. . T .-'-�� .Z__. -Lam._'. - _t ___._':•: _. DATA DELTA BEARING RADIUS LENGTH/DIST. TANGENT A N82'50'021E — 240,46` — 16'47'40' 500.00 146.56' 73.81' N66'02'2rE PROFILE SCALES "s HORIZ.: VERT.: 1'-4' CONTROLLINE 0 10' NCEDIKE 3�NCMETH63 f/4 TON RIPRAP 1' ACP "A' �S2PSA" y`JiNO .BAt ;..•PR CALTRANS STD, SPEC. j•. - SECTION 72. --`1— FILTER FABRIC ICO P C D�E%. GROUNDS ('— y$ 31.1 f�"I PI O FILL( 9) DAYLIGHT POINT TheRceiplaiLRail'k^sand0i;}'szace7a l TY CAL 1%4 T N GRr10UTED RIPRAP SECTION thareo' does r# zSsa! m tlz SiSdmconTkvelopel i !of anyrespansNVf �tteii3,wacy ii speer o TYPICAL LEVEE _SECTION 'c f WIWTMAb NTS �EeynsvRe.Mr.�� _.IktY Sld S "—_ •.-•.•—� Pawn Na —ZV 08 a><'1ENDmT- No.I N BECONTROL COUN DRAINAGE IMPROVEMENT PLANS ETur1G No. FL CONTRD CT 6D9xmeD BY: - HAWKER-CRAWFORD CHANNEL I m+Isellam eT "A r- LEVEE PLAN AND PROFILE DRAIING N0. aPVRO FROM STA. 10+00 TO STA. 16+21.43 PPPVO DATE � nnv..r.• ......,_.. .. a ., .. ., .. . 40 im. I MM CWFIbW= SMALL PROISM Qi ALL t=UMM� 01 7K Lnt Im NO= 7620 Yr 1610 1600 A, NOY SECTION B—B V! 1--20 Jr 4j�k, I.— IE OPOSED V FENCE 0 IMO V FENCE SEQ71CW A L) F7\ In SEE DETAIL -A" V: 1"=20 ON SHEET 14 A, NOY SECTION B—B V! 1--20 100 200 I&V too 1810 1600 1690 1580 Isko 2% 7 mQ±uQK_Q_j� �_V_ N.T.S. Jr 4j�k, I.— IE OPOSED V FENCE IMO V FENCE SEQ71CW A H: 1"-40' SEE DETAIL -A" V: 1"=20 ON SHEET 14 1 z_ 7 coNsmUc-noN NOTE too o Of CONSTRUCT. RjpRAp TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 1.3. DESIGNED OY, A.M.T. DRAW BY. -11y, O.S. 1M.A. AEIKASC O PLANS PREPARED UNDER THE SUPERMSiON ENCHNEEP-INC! STD. DWG. Dal. 0110 140 5 20 SCALE IN Gom 700 4.b-" wz v) CONSTRUCT CONGffE- CHANNEL TRANSMON 57RUCTURE 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 4. PER DETAIL ON SHEET IZ i, vi, v ARIC M. TDRREqg& ROE 65068 DATE PH. (909) 783-0101 FAX (909) 783-0108 100 200 I&V too 1810 1600 1690 1580 Isko 2% 7 mQ±uQK_Q_j� �_V_ N.T.S. "AS WILT" !N any /eap0»ti'ei.'•,y FY Rrracwcay H: V; 1'-20 — N BERNANDINO COU DRAINAGE IMPROVEMENT PLANS FILING NO. — FL CONTROL D (T HAWKER—CRAWFORD CHANNEL — 7.7nED 1. RICH -BASIN GRADING DRAWING NO. Rmmom 13, FROM STA. 9+46.30 TO 18+00 APPRO COYOTE CANYON SHEET 11 OF 17 DATE F= WHIROL iNmm� 1 A hl 9 )nn x.•., . e ! — .L I.— IE OPOSED V FENCE IMO V FENCE SEQ71CW A H: 1"-40' SEE DETAIL -A" V: 1"=20 ON SHEET 14 z_ coNsmUc-noN NOTE too "AS WILT" !N any /eap0»ti'ei.'•,y FY Rrracwcay H: V; 1'-20 — N BERNANDINO COU DRAINAGE IMPROVEMENT PLANS FILING NO. — FL CONTROL D (T HAWKER—CRAWFORD CHANNEL — 7.7nED 1. RICH -BASIN GRADING DRAWING NO. Rmmom 13, FROM STA. 9+46.30 TO 18+00 APPRO COYOTE CANYON SHEET 11 OF 17 DATE F= WHIROL iNmm� 1 A hl 9 )nn x.•., . e ! — .L I.— IE OPOSED V FENCE IMO V FENCE SEQ71CW A H: 1"-40' SEE DETAIL -A" V: 1"=20 ON SHEET 14 coNsmUc-noN NOTE Of CONSTRUCT. RjpRAp TRAPEZOIDAL CHANNEL PER DETAIL ON SHEET 1.3. CONSTRUCT 0—Fr CHAIN LINK FENCE PER SBCFCD SP DWG. I. O CONSTRUCT REINFORCED DOUBLE BOX CULVERT PER CALTRANS STD. DWG. Dal. CONSTRUCT CONGffE- CHANNEL TRANSMON 57RUCTURE PER DETAIL ON SHEET IZ CONSTRUCT 20—FT WIDE ACCESS ROAD WITH 0.25' Ac (TYPE B') OVER 6" 95% COMPACT NATIVE. CONSTRUCT 20—FT DOUBLE DRIVE GATE PER SBCFCO SPEC DWG 1. 9b' Q9 CONSTRUCT 20 -Fr WIDE 0.4' AC OVER 0.45' AE ACCESS ROAD BETWEEN EDGE OF DRIVEWAY APPROACH TO GATE SEE SHEET 74 FOR DETAIL & CONSTRUCTION OF COMMERCIAL DRIVEWAY. 70 CONSTRUCT CHAIN RAILING ALONG TOP OF RCB HEADWALL ND C., MON STRUCTURE PER CALTRANS STD. PLAN 635 871-52.TYPE 7. CONSTRUCT TYPE 'A" AC DIKE PER CALTRANS SIT). PLAN A87. 19 CONSTRUCT 42' RCP (0—LOAD PER PROFILE). A. t7+03.1 0/8C CONSTRUCT CONCRETE RECTANGULAR CHANNEL PER DETAIL ON RE NG �O_N%z ENDANNEL BEGIN SHEET 14. CONSTRUCT pjpR4p TRANSMON STRUCTURE PER DETAIL ON SHEET 73, IRAN ION STRUCTURE Sfr VIP"OLILAR NN9L Q GRADE PER PLAN GRADE Low FLOW CHANNEL PER SECTION SHEET 2. CONSTRUCT LIGHT CLASS RIPRAP PER CALTR414S SM. SPEC. SECTION 72 AND DETAIL ON SHEET & CONSTRUCT 42, CLASS V CUTOFF WALL WITH #4 612' OC BOTH WAYS. CONSTRUCT REINFORCED CONCRETE BOX CULVERT PER CALTRANS, STD..DWG. NO 060 "AS WILT" !N any /eap0»ti'ei.'•,y FY Rrracwcay H: V; 1'-20 — N BERNANDINO COU DRAINAGE IMPROVEMENT PLANS FILING NO. — FL CONTROL D (T HAWKER—CRAWFORD CHANNEL — 7.7nED 1. RICH -BASIN GRADING DRAWING NO. Rmmom 13, FROM STA. 9+46.30 TO 18+00 APPRO COYOTE CANYON SHEET 11 OF 17 DATE F= WHIROL iNmm� 1 A hl 9 )nn x.•., . e ! — .L STRUCTURAL NOTES I. STRUCTURAL CONCRETE SHALL BE CLASS 'A' (ie = 5000 PSI). 2. ALL LONGITUDINAL OARS SHALL BE AS -SHOWN. PLACE BARS'. IN NOTTOM SLAB WALLS STARTING AT ITOP WITH2TCENTERUNL PLACE 'BARS INCHES OF `CLEAR COVER. 3. CLEAR COVER FOR STEEL SHALL BE 3 INCHES'FOR WALLS AND 4 INCHES EACH FACE FOR BOTTOW-SLAB.- 4. STEEL IS DIMENSIONED TO BACK OF BAR BEND:•. S. FOR CONSTRUCTION ON CURVES, STRAIGHT TRANSVERSE BARS SHALL BE ALIGNED RADIALLY WITH SPACING - MEASURED AT FACE OF WALL. FOR L -BARS IN WALLS, SPACING SHALT BE MEASURED BETWEEN THE VERTICAL LEGS OF BARS. S. ALL TRANSVERSE CONSTRUCTION JOINTS SHALL BE IN A VERTICAL PLANE NORMAL TO THE CENTERLINE AND THE SPACING THEREOF SHALL NOT EXCEED 50 FEET OR BE LZSS THAN 10.FEET. CON- TINUOUS KEYWAYS SHALL BE CONSTRUCTED AS SHOWN IN .DETAIL A. A COMPLETE CURTAIN OF TRANSVERSE STEED SHALL >'31 PLACED 3 INCHES FROM EACH FACE OF THE, JOINTS AND LONGFDDKe STEEL WILL NOT BE CONTINUOUS THROUGH TWE JOINTS. W ADDITION, EXPANSION JOINTS SHALL BE CONSTRUCTED BETWEEN R13NFORCED CONCRETE CHANNEL'AND -11P FORCED CONCRETE'SOX SECTIONS AS SHOWN IN DETAIL B. DOWELS SHALL BE PLACED AT 12 INCHES SPACING CENTERED IN THE 4AIDDIX THIRD .OF THE BOTTOM SLAB AND THE TOP TOP, THIRD OF SIOE' WALLS. A MINIMUM OF 3 DOWELS PER SLAB AND WALLS. SHALL BP'PLACED. .- 7. WEEPHOLES SHALL BE FORMED AS SHOWN IN, BOTH WALLS. AT A SPACING OF 10 FEET WITH 1 CUBIC FOOT OF FILTER MATERIAL WRAPPED IN FILTER FABRICPLACED AT EACH HOLE. B. ALL QUANTITIES SHOWN ARE APPROXIMATE. 9. TO CONFORM TO STD. SPEC. FOR PLBLIC WORK CONSTRUCTION SEpvON 303-1.7.2. 10. THE BAR LENGTH SHALL VARY UNIFORMLY THROUGHOUT THE TRANSITIONS. A 1.2" 4 STRUCTURAL BACKFILL WA 1.3—ADJACENT TO RCB L2=ANTER PAY SES NTS ^�•�'i ��C3[1i�ti�7iir fi�Q� QIn��3IZ71i�Ii'Zil� �:Ei:F�>r3.1-ni`.I�IE3[11iEiiS� EiGSi O pari• -7�'„L` ae.B>iEY]i�Ei<iliEi�E�ii DESIGN DATA- #4�0 12` OC LIVE LOAD 16 K • MINIMUM LAP = 1'-6" SOIL ALUQW BLE RESPCF SES: f• = 5090 .PSI. 10 c 1800 PSI fy = 60000 PSI f; = 24000 PSI h 1` MAX TRANSVERSE CONSTIRUCTION JOINT DETAIL A NTS DESION DATA LO GIIT1DI ASL BAR SHALL BE LIVE LOAD - 16 K SOIL DENSITY = T40. PCF + MINIMUM LAP = l' -S' ALLOWABLE STRESSES: . �.��Fi51si�F!Si�L7E•ZSlt3f AEllo � SC iii PLANS PREPARED UNDER THE SUPM.MSIQN OF. It n 24000 «a t.� » ■T�IASifa�7�iF�Z��iiiiiF7:��ICi7i 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 or: s10 ARID M. TORR RCE 68068 DATE PN. (908) 783-0101 FAX (909) 783-0108 i:7•r: •(7'Ei��:llBii�il=i��•i•' - - 1 Vii• iF�iiiFi•SiiFiCiii�ii 0 9 E�I��-s<i0iF3f=S�iF71'iiiS�i��L•iiii�� N�iQ3�lit7�]I� 4 "809 4 1 ' C[1:ii�314ITSi. ri31�i3(1��i.�1� 808 HORIZ. LEN.- Ei'!C•T�iiF)i'31w I�ii:3ii�iisT=ifii S 7 4 7 O 9 CTH " 3E�i '�s>'LR�� F� �a�l ■ ibij� �iFit h 1` MAX TRANSVERSE CONSTIRUCTION JOINT DETAIL A NTS DESION DATA LO GIIT1DI ASL BAR SHALL BE LIVE LOAD - 16 K SOIL DENSITY = T40. PCF + MINIMUM LAP = l' -S' ALLOWABLE STRESSES: . fe = 5000 PSI AEllo � SC f• c 1p8g00 PSI . PLANS PREPARED UNDER THE SUPM.MSIQN OF. It n 24000 «a t.� » = PSI 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 rUDMAL BAR NOTE 2) SINGLE RB PER. CALTRANS STD, PLANC090 - -C BARS INSIDE FACE OF PAC NG R TA9 CHANNEL WALL _ C P OUTSIDE FACE OF SPBLE CHANNEL WALL 8 BARS WALL & 1NVERT SECTION NTS 41 �e TRANSITION STRUCTURE NTS (SEE SHEET NO. 3) (T2F1,r). CALTRANS TYPICAL MINGLE RCB NTS ' i" ADDITIONAL SACRIFICIAL CONCRETE COVER OVER REINFORCING STEEL "A$ ESUIL77 -' lie rcoeipt clAsdu:a>i2As 2r CiI� e aw{�nr__�4'I I!'rereaf does n;,! aDSc`re Oc SL�6ivitiat:T7eYelcper i IIOEtaa'rrx.'rea:ZZ' TRANSITION STRUCTURE NTS (SEE SHEET NO. 3) 'DINT DINT A )ESION DATA: LONONIIDJNAL BAN �ns,u ac 4 O 12 OC LIVE LOAD - fB K • MINIMUM LAP SOIL DENSITY = 110 PCF ALLOWABLE STRESSES: fe a 5000 PSI fe = 1,800 PSI fy = 60000 PSI fe = 240.00 PSI DATA DMONED BY- DRAM BY: CNEOCEQ BY:�wlm A`*1 41+12-00 TO 41+27. a.AL7. O.S.. C.V.A.' AEllo � SC fe = 1600 PSI PLANS PREPARED UNDER THE SUPM.MSIQN OF. ///.-��` EIVGINEERIIVG «a t.� » I FT 937 SOUTH VIA LATA SUITE 500 COLTON, CA 92324 or: s10 ARID M. TORR RCE 68068 DATE PN. (908) 783-0101 FAX (909) 783-0108 TRANSITION STRUCTURE NTS (SEE SHEET NO. 3) 'DINT DINT A )ESION DATA: LONONIIDJNAL BAN �ns,u ac 4 O 12 OC LIVE LOAD - fB K • MINIMUM LAP SOIL DENSITY = 110 PCF ALLOWABLE STRESSES: fe a 5000 PSI fe = 1,800 PSI fy = 60000 PSI fe = 240.00 PSI DATA DETAIL SCHEDULE STAjIQNilA ON 41+12-00 TO 41+27. 41+ .00 T0.41+42.00 X. fe = 1600 PSI 4.5 ' 1 1 I FT 11_00' .00 WAL 1 " BOTTOM B 1N - - 1 8 0 9 0 9 ORI . LENGTH SE T 4 "809 4 1 ' B-PS 808 HORIZ. LEN.- S GTN S 7 4 7 O 9 CTH " D 7 O O I . G H ' 1' Ls�CRETE GY LF 7' 1.97 1.9 .0 I` STEE LF )ESION DATA: LONGITUDINAL BAR SHALL BE 5 O 1B" OC LIVE LAAO c 16 K SOIL DENSITY = t10 PCF • MINIMUM LAP 1'-6' ALLOWABLE STRESSES fe = 5000 PSI fe = 1600 PSI fy = 60090 PSI fa = 24000 PSI_ CALTRANS TYPICAL DOUBLE RCB NTS • I' ADDITIONAL SACRIFICIAL CONCRETE COVER OVER REINFORCING STEEL, Sy; TRANS.ITION STRUCTURE NTS (SEE SHEET NO, 5) -44 -01 14l T MISITION STRUCTURE NTS (SEE SHEET NO. 6) PARAPET WALL -RCB PER CALTRANS5012"OC I. PLAN D81 CH WAY EACH FACE H=4' MAX OINT DINT "CL TYP SEE DOUBLE RCB FOR CONCRETE AND REBAR REQUIREMENTS PER CALTRANS STD PLAN DBI. 18" BEND PARAPET WALL D TAIL C XTS � e us#L N BERNARDINO COU DRAINAGE IMPROVEMENT PLANS FlllNG N0. FL CONTROL D CT HAWKER—CRAWFORD CHANNEL susuirm BN DAT_ DETAIL SHEET ORAy-0NG N0. .1,. "EC0""�6ED81 CHANNEL TRANSITION STRUCTURE h 7, AP PRo COYOTE CANYON SHEET 12 OF 17 REVMONS APPVD DATE NGRi I'1 '•y ,2a NOTESe 1. IN GENERAL, ALL CONSTRUCTION MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO THE LATEST STANDARD.SPEGFICATIONS OF THE STATE OF CALIFORNIA. 2. SEE SBCFCD SPECIAL PROVISIONS FOR ADDITIONAL DATA RELATIVE,TO CHANNEL LINING. 3. FOR DIMENSIONS AND SIDE SLOPE$, SEE TYPICAL CHANNEL SECTION ON PLAN AND PROFILE DRAV/INGS. , 4. SAW CUT TRANSVERSE WEAKENED PLANE JOINTS IN THE "INVERT, AND SIDE WALLS OF THE CHANNEL AT 20' t OC THE FIRST AND LAST JOINTS SHALL BE PLACED 20' FROM EACH' CUT -'OFF WALL JOINTS SHALL BE 1/4" MAXIMUM IN WIDTH' AND TO A DEPTH WTHIN I/2' OF *THE REINFORCEMENTS. S. THE INTERVAL OF WEEPHOLES SHALL BE SUCH THAT A W9EPHOLE WILL BE LOCATED 2' UPSTREAM OF ALL CUT-OFF WALLS AND TRANSVERSE WEAKENED PLANE JOINTS. S. THE REINFORCEMENTS MATT SHALL K SUPPORTED IN iBQTH DIRECTIONS AT 4' MAXIMUM SPACING AR AS DIRECTED BY ENGINEER: 7, SLOPE PAVED WALLS SHALL BE PLACED BY MACHINE USING TRAVELI NG 'OR .1 SUP FORM AND. SHALL BE F.X'TJ muy VIBRATED BY y.SE OF A TRAVELING = VIBRATING SCREED OR EQUIVALENT AS APPROVED BY THE ENGINEER. 8" NOMINAL (7-S/8' ACTUAL) MASONRY. - SURFACES OF THE CHANNEL UNR-IG SMALL SE'fFNISHED BY A UGHT 2. HORINZONTAL JOINT. REIMF - SEE NOTE X114. RROOMING AND SHALL, BE PROTECTED AGAINST SCARRING AND DAMAGE. " \ AC DIKETOP ! j 3 .GCP TYPE INLET PER CALTRANS 0.25' AC (TYPE 'B") OVER G" 95X COMPACT NATIVE STANDARD076 (TYPE.36 ORATE SRO1 4_WEEPHOLE a DBJECT MARKER` 2X m v 4" f WEEPHOLE. • a• 9 � a n INVERT — OPTIONAL CONSTRUCTION JOINT DETAIL "A" (CONSTRUCTION JOINT) Nis o= u .1 (2) = CHANNEL (TYP) 8" NOMINAL (7-S/8' ACTUAL) MASONRY. - �Q 2. HORINZONTAL JOINT. REIMF - SEE NOTE X114. lin !Ld �o \ AC DIKETOP ! j 3 4. CONCRETE SETTING PAD: NO VMS. QR N 0.25' AC (TYPE 'B") OVER G" 95X COMPACT NATIVE N DR LINE OF CONTINUOUS TRENCH FOOTING, W3 DEPTH -.OF CONTINUOUS' TRENCH FOOTING ADD-�Ib BARS n m (B) TS:I I Qq PLANS YC IL OF c w` ARIC M. PROP. SBCFCD R/W 6' PERIMETER SCREEN WALL (SEE DETAIL HEREON) PROPOSED PAD— EXIST. SBCFCD T NOTE: FOR DATA ON D, T k 8 SEE PLAN k PROFIIi B TOP OF FS 2" NIGHER - THAN TOP OF i L'1 1:1 CHANNEL /EASEMENT NE o �_15-Fr CHAIN LINK FENCE PER SBCFCD SPEC DRAWING I GCP TYPE INLET WITH CONCRETE APRON NTS .N47ES. 1_ 4' NOMINAL (3 5/8" ACTUAL) OR .1 TYPE 'A B" NOMINAL (S 6/& _AcruAL) OR CHANNEL (TYP) 8" NOMINAL (7-S/8' ACTUAL) MASONRY. - Sc2X 2. HORINZONTAL JOINT. REIMF - SEE NOTE X114. lin !Ld 3. /4 CONTINUOUS 'AT 4' t 4' PROTO 14 \ AC DIKETOP ! j 5. 4. CONCRETE SETTING PAD: NO VMS. QR N 0.25' AC (TYPE 'B") OVER G" 95X COMPACT NATIVE OF LINED CHANNEL DR LINE OF CONTINUOUS TRENCH FOOTING, \ r DEPTH -.OF CONTINUOUS' TRENCH FOOTING ADD-�Ib BARS 7. • 8' AT 4" AND a PROTO U. . ' — 7A. • ` 1.5 4 BARS 0 18" OC .� 1 �TYP. 6" DEEP AT TOP OF FOOTING, S r 1 5 .' . 8, \ BOTH WALLS AND/OR POST TENSIONED ROD FOR - �+ 0.25' AC 05% (TYPE 'B") OVER•, NATIVE S. VERTICAL REINFORCING AT TRENCH, AND 6" COMPACT DIP FOOTING FOR WALLS QVER41'-0" SEE UFT HIGH, USE #4 x AT THE CENTER AS REQUIRED 6" CLASS A CONCRETE STRAIGHT "J" OR 'L' OK-- KEEACH — OUTLET PIPE EACHDIP FOOTING AT DIP FOOTING. DESIGN. \ CONCRETE APRON 3' CLASS "B' CONCRETE 4' 4 FORMED WEEPHOLES 0 2D' t OC BACKED WITH ONE CUBIC FOOT Of PERVIOUSOUT-OFF I, �I WALL, 12" THICK, �� I W 04 BARS 0 18" 00 OBJECT MARKER PER CALTRANS BACKFILL MATERIAL IN FILTER FABRIC, SECURELY TIED, PLACE 8" SO ALUMINUM MESH 1'-6" DEEP (PLACE CUT-OFF WALLS .0 200' MAX OC) L CONSTRUCTION JOINT (SEE' DETAIL ":A") STANDARD PLAN A73A, TYPE L-3 (TYP) OR GALVANIZED STEEL WIRE 4 HARDWARE CLOTH ON BACKFACE OF CHANNEL AND WHERE -DIP FOOTING SPACING NOT LINING PRIOR. To PLACEMENT OF CONCRETE. I.D. CONCRETE V -DITCH WIRE DIAMETER 0.03" MINIMUM VERTICAL RIMR DOWN. INTO THE DIP, PIER SEE DETAIL SHOWN (TYPICAL BOTH WALLS) OR CONTLNUDUS TRENCH FOOTING AND. EXTEND FT t8" INTO THE FIRST COURSE OF BLACK. 1.5' R ON SHEET 2 TYPICAL CONCRETE TRAPEZOIDAL CHANNEL SECTION �i 1.1 NTS i L'1 1:1 CHANNEL /EASEMENT NE o �_15-Fr CHAIN LINK FENCE PER SBCFCD SPEC DRAWING I GCP TYPE INLET WITH CONCRETE APRON NTS .N47ES. 1_ 4' NOMINAL (3 5/8" ACTUAL) OR HOHEYCO"MB1If4 OF•CONCRETE AT ,IIINCTIO OF POST TENSION ROD AND REINF. BARS. 2X B" NOMINAL (S 6/& _AcruAL) OR ALTAWE6. PROADE CONSOLIDATION- OF 8" NOMINAL (7-S/8' ACTUAL) MASONRY. - Sc2X 2. HORINZONTAL JOINT. REIMF - SEE NOTE X114. / s=2X 3. /4 CONTINUOUS 'AT 4' t 4' PROTO 14 OTHER•APP.ROPAIATE'MEAI #5 CONTINUOUS AT B" 'PROVO :II. 5. 4. CONCRETE SETTING PAD: NO VMS. QR N 0.25' AC (TYPE 'B") OVER G" 95X COMPACT NATIVE 0.0' P lLQTE: FOR DATA ON D, TI k B SEE PLAN & PROFILE CESS ROAD e 1, TOP OF FS - 2" HIGHER THAN TOP OF CHANNEL (TYP) — ' — — — — —TOP HANNELLINED- 65' PROP. SBCFCD R/W (CONSTRTU FUTURE CITY OF ADD 2 /5 BAR HOHEYCO"MB1If4 OF•CONCRETE AT ,IIINCTIO OF POST TENSION ROD AND REINF. BARS. ALTAWE6. PROADE CONSOLIDATION- OF Sc2X CONCRETE VIBRATIONITODDING OR - VL1 , / s=2X OTHER•APP.ROPAIATE'MEAI YARLES 5. DASHED UNE -INDICATES LINE OF. DIP FOOTING 3' CUTOFF WALL DR LINE OF CONTINUOUS TRENCH FOOTING, 6, DEPTH -.OF CONTINUOUS' TRENCH FOOTING 7. • 8' AT 4" AND a PROTO U. . ' .DOWELS AS SHOWN) 7A. FOR 8" WIDE WALLS USE 10" VIDE FLANGE: 6" DEEP AT TOP OF FOOTING, 8, 3" MORTAR COVER AROUND -COUPLER• AND/OR POST TENSIONED ROD FOR - CORROSION PROTECTION AT'FIRST COURSE. S. VERTICAL REINFORCING AT TRENCH, AND DIP FOOTING FOR WALLS QVER41'-0" SEE UFT HIGH, USE #4 x AT THE CENTER AS REQUIRED DETAIL BE STRAIGHT "J" OR 'L' OK-- KEEACH EACHDIP FOOTING AT DIP FOOTING. DESIGN. REBAR SPACING IN TRENCH. FOOTING FOR WADS 6'-8" TO 8'-0' SHALL'MATCH SPACING OF DIP FOOTINGS. ABOVE B'-0" AND WHERE -DIP FOOTING SPACING NOT AVAILABLE, SPACE VERYS' AT 24" O:C. MAX. I.D. A CONTRACTOR OPTION IS TO STAB THE. X14 VERTICAL RIMR DOWN. INTO THE DIP, PIER OR CONTLNUDUS TRENCH FOOTING AND. EXTEND FT t8" INTO THE FIRST COURSE OF BLACK. . IThe 2ueiN n A: BcL:. ��^s x� COY oaso!ancej It}e ee tee m: Mw*, a 3 wervterDevabpx i ICI any reSikly'/,n/sof//':f/UJ�s,'/�r atmuaCx f IY: DRAM Br: Ely" cHEx - N.A. C.V.A AEF-ICAS I C 2EPARED UNDER THE SUPERVISION OF: ENGI'NEERIf-,IG 937 SOUTH VIA LATA 00 S 0 COLTON. CA 92324 )RR RCE 66068 DTE D PH. (909) 7B3-0101 FAX (909) 783-0108 101T8 FAX 0.0' P lLQTE: FOR DATA ON D, TI k B SEE PLAN & PROFILE CESS ROAD e 1, TOP OF FS - 2" HIGHER THAN TOP OF CHANNEL (TYP) — ' — — — — —TOP HANNELLINED- 65' PROP. SBCFCD R/W (CONSTRTU FUTURE CITY OF ADD 2 /5 BAR Sc2X / s=2X YARLES 3' CUTOFF WALL EEB 95XCCOMPACT 8'2 NATIVE 0 18" OC X EACH CUT-OFF .DOWELS AS SHOWN) S=2X EXIST. SBCFCD I R/W NATURAL - y '1 -TON' GRWTED RIPRAP WITH EXISTING " 0.25' AC (TYPE "B") OVER GROUND — ^— — — UPPER 6" TO 9" OF TOP LAYER EXPOSED. 6" 95% COMPACT NATIVE (METHOD 'AUSPLACEMENII) SECTION 72 �12" 2" FILTER BLANKET CALTRANS CLASS III BASE) 4'25' FILTER FABRIC TYPICAL GROUTED RIPRAP TRAPEZOIDAL CHANNEL SECTION NTS .cr , L REVISIONS 2- BARS E h= 'A' BARS NO SHOWN 1, CONCRETE SHALL BE CLASS "B". N •. �� 12' SECTION "G"—"G" LIFT DETAIL 1 CONCRETE BULKHEAD N N BERNARDINO COUN FL CONTROL CT 6' PERIMETER SCREEN WALL (SEE DETAIL HEREON) 'PROPOSED PAD 0 FORZEISMALL 7C EBULKHEAD HORIZONTAL "A" BARS 0'ROSOUTSIDEFACE BULKHEAD.' 3. WHERE CONCRETE BULKHEAD IS USED WITH RCB, f & "A" BARS SHALL BE DETERMINEDRY THE HEIGHT OF THE R.C.B. ®UFTS SHALL BE WOVEN STEEL CABLE WITH SAME MIN. DIAMETER (D) AS 'A" BARS. WEAVE CABLE THROUGH ( HORIZONTAL "A" BARS, COAT EXPOSED PORTION OF CABLE LIFTS WITH AN APPROVED BITUMINOUS PAINT PRIOR TO BACKFlLUNG TRENCH. g S OF 7 D0401f MAN " rsarur NO. P. 1=0205b DRAINAGE IMPROVEMENT PLANS FILING NO. 1.4AWKER-CRAWfORD CHANNEL DETAIL SHEEET DRAWING NO. TRAPEZOIDAL CHANNEL SECTION COYOTE CANYON SHEET 13 OF 17 t r -V01 STRUCTURAL NOTES 1. STRUCTURAL CONCRETE SHALL BE CIASS "A` Tic -5000 PSI"_ WITH THE FOLLOWING CONCRETE FOR CHANNEL DIVERT, STARTER A WALLS AND CUTOFF WALLS SHALL BE CLASS D CONCRETE (1 1/2 INCH AGGREGATE, 5000 PSI) AND CONGRETE.FOR CHANNEL WALLS. RCB DECK AND OTHER STRUCTURAL CONCRETE SHALL BE CLASS A CONCRETE ( 1 INCH AGGREGATE, 4000 PSI). 2. ALL LONGITUDINAL BARS SHALL BE f4 O 14 INCHES UNLESS OTHERWISE .NQTEO. PLACE BARS (N' BOTTOW SLAB SYMMETRICALLY ABOUT CENTERLINE. PLACE BARS IN WALLS_ STAR71N0 AT TOP S WITH 2 INCHES. OF CLEAR COVM- 3. CLEAR COVER FOR STEEL SHALL BE 2 INCHES FOR WALLS AND 3 INCHES EACH'FACE FOR BOTTOM, SLAB, ' 4. STEEL IS QIMISNSIONED TO.BACK OF BAR IBM. - S. FOR CONSTRUCTION ON CURVES,..4TRAItTHT.TRANSVERSE BARS SHALL BE ALIGNED' RADIALLY WITH SPACING MEASUREb AT FACE OF WALL FOR L -BARS IN WALLS, SPACING SHALL BE MEASURED BETWEEN THE VERTICAL LEGS OF ,BARS 6. ALL TRANSVERSE CONSTRUCTION JOINTS SHALL, BE IN A VERTICAL BAR CHANNEL W DTH t1` DATA. DETAIL SCHEDULE EIGHT 1 1 W LLS _ 3 22 HIT I .BAR 2.00. 12.00 EL Z 1N 57 5- A BARS O 9: 010 '. NOTH 1-A 12'-7', BAR lw_a7 IR 1-7 . WORM. LENGTH- VERT. LE SXR 12'-7' 16'-3" 10-7 12- 21/2 DI.. 5-Q O- VERT- LENGTH - I lz WEEP HOLE 0 9 440 HQRIZ. LENGTH VERT.G 1- - -7 o F BAR a 4 O 1 CO ZJO 1=2 - .1- - E BAR ':.3.= 3-0 E O 1 �-Wls F MM 1 - - OR . I.DNGITUDINAL BARS4.0' - 1 PLANE NORMAL.TO THE CENTERLINE AND THE SPACING THEREOF SHALL NOT EXCEED SO FEET .OR BE LESS THAN t2•S FEET. CON- TINUOUS KEYWAYS SHALL Be CONSTRUCTED AS SHOWN IN DETAIL A. A COMPLETE CURTAIN OF TRANSVERSE STEEL SHALL BE PLACED 3 INCHES FROM EACH FACE OF THE JOINTS -AND LONGITUDINAL STEEL WILL NOT BE CONMOUS THROUGH THE JOINTS. 7. WEEPHOLCS SHALL BE FORMED AS SHOWN (N BOL){ WALLS AT A SPACING OF 12.5 FEET WITH t CUBIC FOOT OF FILTER MATERIAL WRAPPED IN FILTER FABRIC :PLACED AT EACH HOLE. B. ALL QUANTITIES SHOWN ARE APPROXIMATE. 9. OTHER TNM! INSf{OWN ONTFIE gRAV11N& 'NI�THOUT AP:ROVALEOFE7NE0 ENGINEER. No MORE THAN -TWO SPLJGES V% BE PERMITTED IN ANY LONGITUDINAL 80 BETWEEN 1'RANSY£RSE JOINTS: 10. THE BAR LENGTHSHALL VARY UNIMRMLY THROUGHOUT THE TRANSITIONS. 11. JOINT FINISH FOR CHANNEL 'FADE SHALL g� CHAMiERED 3/4 INCH ON WALLS AND ROUNDED WITH EDGER 1`001 ON INVERT- 12. ALL REINFORCING STEEL SHALL CONFORM TO A,S.T.M. A615 GRADE 60. 13. LONGITUDINAL STEEL SHALL BE' UPPED 24 BAR DIAMETER AT SPLICES, TRANSVERSE STEEL .SHALL BE UPPED 45 BAR b1AMETERS AT SPLICES. SPLICES SHALL BE STAGGERED, 14. TRANSVERSE CONSTRUCTION JOINTS SHALL HOT BE PLACED WITHIN 30 INCHES OF SIDE INLETS. . 15. ON OF REC'TTAANNGULAR OPEN CHANNELT 3 SHALL CLOSED ON UR sco ONs (R,C.B.S.) 16. RAOOy N�BE SLABS EDA�SE SAME PLNENSTAGGERING FJ JOINTS PERMITTED. TRANSVERSE CONSTRUCTION JOINTS SRALL Lig NORMAL OR RADIAL TO THE CENTERUNE'OF. CONSTRUCTION. 17. TTBKTOZ57"EEtINRINVERT AND WALLS A1-FPETD.C. BWEN VE WSTVC OR JOINTS. 18. CHANNEL INVERT SURFACE SHALL BE GIVEN.A STEEL TROWEL FINISH. 19. EPDXY ADHESIVE FOR WEEPHOLE SCREEN SHALL CONFORM TO THE 2002 ELATION OF THE STANDARD SPECIFICATIONS, SECTION 95=204, RAPID SET EPDXY ADHESIVE FOR PAVEMENT MARKERS. 20. ALL RECTANGULAR OPEN CHANNEL WALLS SHALL BE FENCED IN ACCORDANCE WITH S.B.F.C.D. SPECIAL DRAWING It. RECTANGULAR CHANNEL W DTH t1` DATA. DETAIL SCHEDULE EIGHT 1 1 W LLS _ 3 22 HIT BOTTOM SLAB T2 IN 2.00. 12.00 EL Z 1N 57 5- A BARS O 9: 010 '. NOTH 1-A 12'-7', VEOT. lw_a7 IR 1-7 . WORM. LENGTH- VERT. LE 4a 41*9"1 12'-7' 16'-3" 10-7 12- HORIZ, LENGTH 5-Q O- VERT- LENGTH - 4 - C BARS 0 9 440 HQRIZ. LENGTH VERT.G 1- - -7 D BARS 9. 4 O 1 HORZ. LENGTH' 1=2 - .1- - TH ':.3.= 3-0 E O 1 �-Wls F MM 1 - - OR . I.DNGITUDINAL BARS4.0' - 1 - 19 CONC. CY LF .-4 -3 12 -4 15-10 2. 6 1.67 0 DEsJ NG DAm, LIVE LOAD = 16 K SOIL DENSITY = 110 PCF ALLOWABLE STRESSES - f., = 5000 Pst fe = 1800 PSI fY = 60000 PSI le = 24000 PSI • MINIMUM LAP = 1'-9" RML = TYPICAL SECTION CENTER B" SQUARE FLATTENED EXPANDED ALUMINUM SCREEN (300$-1414 1//2 NCL A•061 12 GAGE OR DISTRICT APPROVED EdUIVALENT) AND ATTACH WITH XP ADHESIVE AROUND EDGE OF SNARE SCREEN/ 1 MIN. WIDTH. 4" EE NOTE 7 1STRUCTION NT i T2 1 CUBIC FOOT OF GRAVEL DRAIN MATERIAL WRAPPED IN FILTER FABRIC SACK MIRAFI OR EQUIVALENT) PLACED AGAINST A CHANNEL WALL TO COVER WEEPHOLE 4" I.D, P.V.C. CUT FLUSH WITH CHANNEL WALL ON BOTH SIDES WET FACE iv CHANNEL INVERT NOTE: WEEPHOLES TO BE SPACED AT 12'-6" O.C. TO BOTH SIDES OF CHANNEL AND ENERGY DISSIPATOR VERTICAL FACES WEEPHOLE DETAINTSL CONSTRUCTION NOTES 2O CONSTRUCT 6 -FT. CHAIN LINK FENCE PER SBCFCD SPEC. DWG, 1. Oj CONSTRUCT 6- DO -ACCESS ROAD. V CONSTRUCT 20 -FT DOUBLE DRIVE GATE PER SBCFCD SPEC. DRAWING 1. O9 CONSTRUCT 20 -FT NIDE 0.4' AC OVER 0.45' AB ACCESS ROAD BETWEEN EDGE OF DRIVEWAY APPROACH TO GATE. 10 CONSTRUCT CHAIN ENI( RAILING ALONG TOP OF RCB HEADWALL AND CHANNEL TRANSITION STRULTURE PER CALTRANS STD. PLAN B1 1-52. TYPE 7. 14 CONSTRUCT 36' GCP TYPE INLET PER CALTRANS STANDARD PLAN D75. © RedOVE INTERFERING PORTION OF EIGSRNG FENCE. ©9 CONSTRUCT COMMERCNAL DRIVEWAY PER CITY OF FONTANA SID. DWG. 102-B. CONSTRUCT CONCRETE V -DITCH PER DETAIL SHOWN ON SHEET 13, CHANNEL TRANSITION STRUCTURE DATA. DETAIL SCHEDULE -M'STA 1 ' 36+ 6.80 TO 33+76.60 35+21.60 TO #51.60 . WI.W .. _ 3 22 HIT IO81` H 10, 1- .10 10 1 WALLS -Ti. ARIL M. TO RCE 66068 / +f h OJSUITE DATE 80 O $ _TT EEL 6 A' 5.io'10 0 9 WORM. LENGTH- VERT. LE 17- 2 -7 0- 10-7 12'-7' 16'-3" 10-7 12- B BARS V 10 h e s . L. H.- 4- 3 4-0. 5-9 C 8 4 10' 04.09 - WORM,..LENGT+1- -2 V-2' 1 �2' 1'-2 'VERT. X NGTH .:.-,'10-7. . 1D- 10- 12- 27D.: D ...- HO T - 1=2 - .1- 4 TH ':.3.= 3-0 E O 1 �-Wls . 5- - F RS' 4 HO .-4 -3 12 -4 15-10 2. 6 1.67 0 _ /z• (-2" MA%. TRANSVERSE CONSTRUCTION JOINT DETAIL A HTS NATURAL GROUND BACKFILL ( TYPE BOTH SIDES) / I R.C. CHANNEL EXCAVATION I STRUCTURAL I BACKFILL II I EXCAVATION F3 O r,�`-TsTa�i j I DETAIL "A" HAWKER-CRAWFORD'CHANNEL AND, RQADWAHELA D iV-�--F--Fr- \--(-P. SBCF,CD R/Wy�.-.I DESIGN: DATA: .. - ••.: r ..,( �^,e rac5ip10(rcgv>+fin^,. MINIMUM IAP = 1' 9'• LIVE .DENSIT is K LONGITUDINAL BARS g4 a Is- 6" Ir'eN�L�'°Ci17r�A`Mt„ SOIL ABLE['Y R 710 PCF R,C, CHAUNEL .EXCAVATION ;ofan;Ish;Is;DT,IY;q•:a;;-,� ALLOWABLE A13:OWABLE-STRESSES: is =',ISDGO PSI PAY LINES t Ie a 18dO T+SI NTS LE _.-a � 1. ftI d 60000 PSI - fA = 24000 PSI . DE51L1IID BY: DRAMN BY: 0:5. CHECKED BY.. CV.a�1 AE14�CASC UNDeR i{1E SUPERNSION OF. a B Qin v � � tMU ARIL M. TO RCE 66068 / +f h OJSUITE DATE 937 sourrt VA LATA 500 COLTON, CA 92324 PH. (909) 783-0701 FAX (909) 783-0108 REv. BY REIOSONS NAIL HAWKER-CRAWFORD.CHMNEL =k4 AND COYOTE. CANYON ROAD SCALE 1`=20' N TTL NG No. BERNARDI-NO COU FL CONTROL R CT DRAINAGE IMPROVEMENT PLANS su9MBTlm HAWKER-CRAWFORD CHANNEL By..- -D�€- DETAIL SHEET DRAW NG N0. RECDHMLNDID BY., CONCRETE RECTANGULAR CHANNEL APPRO COYOTE CANYON SHEET 14 OF 17 OATE 'Y CANSTRUOMON NQ I'ES Q2 CONSTRUCT 6-F7. , CHAIN UNK . F]ENCE PER SBCFCO SPEC. DWG. 1. O7 CONSTRUCT 20 -FT WIDE ACCESS ROAD WRH a25' AC_ (TYPE 197 OVER 6' 95X COMPACT NATIV£ CONSTRUCT 20 -TT DOUBLE DRIVE GATE PER SSCPCD SPEC. DRAWIAG 1: U9 CONSTRUCT 20 -FT WIDE 01.4' AC AVER P.45' AB ACCESS ROAD $ETWEEN EDGE OF DRIVEWAY APPROACH 70 -'GATE. f0 CONSTRUCT CHAIN UW "UNG ALONG TOP OF ROB HEADWA4 AND CHANSEL TRANSITION STRUCTURE PER 0YI.7R4NS STD. PLAN 871-52, TYPE. 7, 11 CONSTRUCT TYPE 'A' AC DIKE PER CALTRANS STDPLAN A97. ©3 CONSTRUCT 6' CLASS -B''UNING WITH 1014 018' OC BOTH WAYS. ©9 CONSTRUCT COMMERCIAL DRIVEWAY PER CITY OF FONTANA ,STD. DWG. 102-8, 31 CONSTRUCT 12' CLASS 'B' CUTO(' WALL WITH J4 012" DC BOTH WAYS ® CONSTRUCT TYPE 1 RETAINING, WALL PER CALTRANS STD. PLAN 83-1. ® CONSTRUCT 6 -FT CMN UNK WALL FENCE PER SBCFCD SP DWG. It. ® CONSTRUCT CONCRETE REOTANGULAR CHANNEL TRANSTTNON STRUCTURE PER DETAIL SHOWN ON SHEET TC " TOP OF WALL TOP OF FOOTING ®W#4O1 o 8 / 8- o6 BOTHWAYS 1!:L- T SECTJON A—A. SCALE 1"=4' STA, 33+26,60 TO STA. 33+76.60 SECTION 9-8 SCALE 1'=4' STA. 53+76.60 TO STA. 35+21.60 TOP OF 5'0ASS9 .SE�GZZ c c, �[iQY c -C suB "SCALE 1"=4' STA." 35+21.60' �a0A300 .. Y CHANNEL INVERT CHECKED 13N' ORr A.M.T. O.S. C.V.A. SIN N �yWppN 1l �mN Id ^Nb N i0 R1N Gl ^Ob IIl CJ,�{N o�opp b�N I7 �lOb M 1D N ") 10 i A b1 -1 np�n d }lMnMn 1d tun <T�nnn tc��t nrtn lilFg HAWKER—CRAWFORD ACCESS SCALE : NORIZ:: CHANNEL RAMP 1'-20' VERT., 1 =5' ®W#4O1 o 8 / 8- o6 BOTHWAYS 1!:L- T SECTJON A—A. SCALE 1"=4' STA, 33+26,60 TO STA. 33+76.60 SECTION 9-8 SCALE 1'=4' STA. 53+76.60 TO STA. 35+21.60 I . . ; SCALE 1"=20' REVISIONS �12• T =9-11402vas MOT N BERNARDINO COUN DRAINAGE IMPROVEMENT PLANS FILING NO. FL CONTROL D CT SU84R1ED BY: HAWKER—CRAWFORD CHANNEL DETAIL SHEET DRAWING NO. REC°NIRNDED SY' CONCRETE RECTANGULAR CHANNEL :RO COYOTE CANYON SHEET15 OF T .SE�GZZ c c, �[iQY c -C "SCALE 1"=4' STA." 35+21.60' .. DESIGNED BY: .. DRAW Br. CHECKED 13N' ORr A.M.T. O.S. C.V.A. AE 14CASC ENGINEERING PLANS PREPARED UNDER THE SUPERVISION OF: .N� 937 SOUTH VIA LATA SUITE 500 92324 ARIC M. TORR ON RCE 0058 DATE COLTON, CA PH. (909) 783-0101 FAX (909) 783-0108 I . . ; SCALE 1"=20' REVISIONS �12• T =9-11402vas MOT N BERNARDINO COUN DRAINAGE IMPROVEMENT PLANS FILING NO. FL CONTROL D CT SU84R1ED BY: HAWKER—CRAWFORD CHANNEL DETAIL SHEET DRAWING NO. REC°NIRNDED SY' CONCRETE RECTANGULAR CHANNEL :RO COYOTE CANYON SHEET15 OF 11 Ga. Yha Ties ((TTotal 8 ea E�adly Spoaed) NOMI Where Panel Spacingg on Slope Exceeds 10-0 Install 2 ,/i x 7'-4' Sia. Goly. Pipe Una Posts With Gdv. Caps for Toy Rall and 12' Long 11hl•-WaTt Motel Inserts at Equal Intervds of 10'-G' or Less Intermediate Poe - 3' Nan. Dia. x T0' Sid Gov. P1pe yell Gd% 4 1 1/3 Nom. Std Gov, P4*Bae (W.) Y Mesh, 72' Chain Link Fobdc SCALE 1' = 2' Neta ' •.-• : :.: .' :. Note 8�: ': �,•� a�' :. • � •. TYPICAL FENCE. EL�Vp Q& SLOPE - $GALE 1" m 2' 0' 1D-0' M um Soaeba . c- yp a, f�POnef End Post; 3 Nom. Db, x'X-10' Std.'Gah', PO Mdh golv. Cap -� 7 ga. Spring Sttd Tendm Win m 11 ggo a Ties a 24'woi0.C. ,m dm -.lJgllt-kk'Abt Mem :,�; , •41Rsmt5 (See Note 8� „ - :: Cym fimmd :Y Ir • z�.•' f TYPICAL FOCE ELE(INCLUDES RCB AMMLL PARAPETS SCALE I" - 2' Heodro0 m Parapat Fence Post 12 Ga xi' Min. of IV May. 0.0 N im, Rap 1, Clem 0 eaa Vona 12'-0' to 26'-0' T Rat B T P N6S an nue ma Gate Post 4 iom.fi X Gall. Pipe WIN G&.Ca{ g�s�u1 Bor tisk FoOrz G x 3/4 Nm. 1 1A Nom. Std Gdv. Pipe Rail (typ.) -, -,out for 3/9 Tendon Rod With lightener and Fittings }1, Tension Bm b 1 1/4 Nom. (See Note 7) 3/1d z 3%4Nm. in Std Gdx P(tlP )D 111- .• .�' � - ..,,. _ .•..: '. I -,,:f,. "•I�..:. "0.--•.tl 11', i .". Top of :� •: �:.- :'. � :�'�phmger Rad i;arA .at.:; : L':,:`• �. ' .�I II•:. ,. ~' �. ti, ` 'all I 64.; .. _�.,�;� I .Chmnd-s .• °Nam DIa.Std. Cdv. •'4 1• •nom'': .h'T•` ':•k.'P ForCwle ,;Frame. - `a' - --TieeFabric to T aIM •.�'�•'i•'' Bht�YQeht Ned •r'.' - Boilam of Fraena WDh '•q:::�•~` - .. .. M rte (Sc Note 8),. : <= '7t Ga WYe Tae• at t2' o.G TYPICAL DOUBLE DRIVE GATE SCALE 1" = 2' Plie/Raa ( td Wdh v. 11go. Wire is at 12' O.C. sell or Pet Ught Weight U .�I ir. ',1i II. •• : fid::: r• Inserts (see Note 9J >'I tl. .. 1111 •', _ 114.. of Headsall or Por'::.1 e..• .'s _'y;.:: •.,1s SIF TYPICAL HEAD WALL FENCE ELEVATION (INCLUDES RCB PARAPETS) SCALE 1" = 2' NOM Whore Spa=in9�E ceeds 10'-0' Install 2 9/re 7�-4" Ste. Goly. Pipe Line Posts With Goly. Eye Type Caps for Top Roll and 12" Leng U hl Weight Metal Inserts :------ . a Equa� Intervals of 10'-0" or_ illi T" Less rThs r°(SPiOf dS`a:n'-: gnd CEyQ a1s9p160001eofdDL-%,L:ny luzvmc�as t N 7o o b; aloins gtametfr (hdwell < w DFSGNm 8T: ORO.N 6T: A.M.T. O.S. OC.V.AECKED ell C.V.A. /J%��\\ (\/� 1 1 E � �AS V ,ENCGINEERII-ICG PLANS PREPARED UNDER THE SUPERVISION OF: 8 g 1 1/2 ewe a a 1.610 937 SOUTH VIA LATA SUITE 500 2 2375 .1067 3.650 COLTON, CA 92324 ' 2469 6.791 ARIC M. TORREYSON-RCE 66058 DATE PH. (909) 763-OT01 FAX (909) 763-0108 %P•:..: idi Pipe ;+; Gab Frwne.Ti, Fabric to - 8' Long, �t- :: Top and 8otteme of Frame lrrWRh s',' `Metd Iasi CS y :•ti Ga e Tke qt 12'•0..- TICAL WALK GATE SCALE P = 2' REVISIONS PIPE MATERIAL LIST Nmmlnal OnrAe�s) aloins gtametfr (hdwell InsM" lhdws) Weida pe. set Lb. 11/4 1.660 1.380 2270 1 1/2 1.900 1.610 2.720 2 2375 .1067 3.650 21/2 2.875 2469 6.791 3 3.500 3066 mile, 31/2 4.000 3.548 9.110 4 4.500 4,026 10.790 6 &625 6.065 18.970 e 8.625 7.981 28.55 NOTES 1. ALL CHAIN LINK FENCE MATERIALS, FITTINGS AND INSTALLATION SHALL CONFORM TO THE LATEST EDITION OF THE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, SECTION 80, "FENCES" AND THIS SPECIAL DRAWING. 2. THE FENCE FABRIC SHALL BE PLACED ON THE OUTWARD FACING SIDE OF THE POSTS, STRETCHED TAUT. AND SECURELY FASTENED. UNLESS OTHERWISE SHOWN ON THE PLANS. 3. CLEARANCE BETWEEN RIGHT-OF-WAY AND FENCE FABRIC SHALL BE 6" UNLESS OTHERWISE SHOWN ON THE PLANS. 4. ALL GATES SHALL OPEN INWARD, EXCEPT IF OTHERWISE NOTED IN SPECIAL PROVISIONS. S. ALL CHAIN LINK FENCE MATERIALS, FITTINGS AND INSTALLATION SHALL CONFORM TO THE LATEST EDITION OF THE DEPARTMENT OF TRANSPORTATIONS STANDARD SPECIFICATIONS, SECTION 80, "FENCES" AND THIS SPECIAL DRAWING. 6. SECURE GALVANIZED CAP TO POST WITH 1/4' GALVANIZED ROUND HEAD RIVET, OR RACK WELD. 7. ADJUSTABLE TIGHTENER SHALL BE TURNBUCKLE OR EQUIVALENT, HAVING A 6" MINIMUM TAKEUP. e. DIAMETER SIZE OF UNE, INTERMEDIATE, CORNER, END AND CATE POSTS TO BE AS SHOWN ON THIS SPECIAL DRAWING. 9. ALL BOLTED HARDWARE ITEMS SHALL ALSO BE TACK WELDED IN SUCH A MANNER AS TO PREVENT REMOVAL. BY UNAUTHORIZED INDIVIDUALS. 10. FOR WAIL THICKNESS 12" OR GREATER, USE POST SIZE AS SHOWN. FOR WALL THICKNESS LESS THAN 12". USE POST SIZE AS FOLLOWS: END, CORNER, INTERMEDIATE, HEADWALL. PARAPET & WALK GATE POST - 21/2' NOM. DIA. LINE POSTS - 2' NOM. DIA. DOUBLE DRIVE GATE POSTS - 3' NOM. DIA. — Lz OF EXNI9rr e1A1T "*SNF NO. ?-t�QO A96 BERNARDINO COU FlUNG N0. CONTROL D CT DRAINAGE IMPROVEMENT PLANS - S.9,C.F.C.D. SPEC. DWG, II DRAWING N0. 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In VSE, $00 Moo lxnft- F*0 fti valion des t i '�s s iic�i.l 4 . . e'SStC '$v�tal9 ,FliZ9}i �(4b' ' � ^luirri.$#FtSs .�.•,$£t(4l7, Ito N12 Plvor miles ; ? ati�orti Y ar+>€t�s as as d s1tt Nord, i "P007130", re-02alwl Amman ism of 1927 PAD-:= NOTES a .;�c�>atYrt� � For ,.+a;� in �arfir�scein?� aha atity�.aS �Yd t€a�aret'[od �f¢�r;3i:Y; -f 1=1 di$imo ow"i i7f ;516w l Sao or ail oanlm*ft %twr% w o. ;xpm*ii Flc*d Haaarti was. 4r�a,:rsiiraSs �I afssratior a iy r. isrs rrt 0.0 Nevo,antf monde §?'k°E {h fsr`iS pi vm" t*'ir�-i'SESr;: Ec`t ` >tif N:ea3Yu £3'+satf t�OT-�`:i iii#. Z3S -"ai {TiCaIG'�aY7@t',vr Iford thm* asvwNt by bias mAlma 01imthar toifto for hepta e 0=0E09) 0.83ml,% •yeas *f spatial 4>i iia hry $iiif ar flood) ink ?ana;x A A- ag<aK Ate. Yk*d e0num stags iazr . tBlaurt4Tries dyt�h�L 6060%eys wm� orn7;� %d at crus awtom, and imsypoiated NeiFr"A 43a1dm,, zb`6'{'9Cl�. %silo lfoa tss,m�aax .{,`f.'w*art 10514 C » hydt aurlef f J1temLtt m v4th reaud to fe'y'•otft��'±' tm of 4 t� 1 zwzra`- . fiat}{taiitly NiftIn "140 aro" may bib t" Fs.Y3tmw ,o 41 i*w 94) -101, ffwmSeay laafft-,k ,sre taT€+dd to t" mood fasufallce StYtdy Fiesptari. ft Imp my lISL°(ir1}e me-Sommim ,m bomndur4s of s„ Gtc mi fS avier 0�raau p, -§Pim 1,ftYtut a.^'ttlfar b1xi#zwwiso ig*+amvj Am.., ecaa, cw%ed ttitd'p?' iia Coastal Sarliar Wiwovamani Ad of SM (t'3., 4€BP ,+rid Coromts omits Ai "ase curaw, u, of tho ring of dlis map Tm um qskRdulrtrstact a�lra�psixse cttta taSanS} aidirsi Y!s 2a dsteraavn4if cotpLytufi For :ramtnttrsYiy ms>s r visio-n hRsaG�s rfat >fi rbuaYtyv�id rsaapAtcYg. sas Seofta &0 of 1* POW Imm" Stu* Aepon, For sdjdgnio'A mop Patwllt and Cassa nzp Sou S" its tiftej) prtaYztxa Map 100% MAP REPOVTORY 8.6 no's 8800,MwKy Listing cn Map Index EFFECIAVE DATE OF COUNTMDF FLOOD IN UM Ct- RATE MAP; i�iars�i � 1565 VF M-CTW.E DAMS) OF )REVISMS)TO THIS PANEL,, M0.4 10 laisuasir M MY d¢ 46 €Yiia ttatz[d zJssustitia f, if} 8£ ki 9 fcad 0144forCat'1� Wd "eml vwstiWiMmim 21=14 VMS, 08 4ir? �1t�S, iYai to t17YtaR €! TOt ftL`+rni * 44,10ad iiL6tlm ttgis <i"ti7E[6tiitJsctlTiDiG'ielrt t 'f�{t'13nc4 YScjw m, �;f�ta st'aiiat�al�taod 9n�cYs�Y7aa fi€�.t�i�a 4� tSft4)€>% 4w ...0 1 ..Gtr 3" Nail 1.1 M. -he NUTIMBER RAP flit JULIAN 17 DIP. €awl . FIRM F eti �n iD, INSUMNrE �� t g PAN!& XfI OF 9408 (wa- MAP 3NDO-, r -OR P ;PiL-S 1107C PritH-r9eq t ,g! ,9jii 3§t g S •�w'r.wrxm, � a S t i�Sie St88'�7dJ >�1a a �c�4aet imf3iy4�*art4, fS2 tt ��S.#,�1yFA].'n�:*1ybk rtr il:it:'SaLa1t'4.fAQ9�'i� .si�iGrtr } y�, F7�•i 95�� i'•' M. -he NUTIMBER RAP flit JULIAN 17 DIP. €awl . 0 I J;SiI �C G 4 W LR.. co x W 0 i Q fY I U W .d' rN rn I zn' 4QDT221 4 3 ---.ww - 6 D EXHIBIT '"A-1"elm== ,na. , .. •• •"..-.�++p.N•,�,N.v+tMOT"'K`zY,mmh dW�K�:.r~W'""�•.t• r•••�^�,,,+w�+W+.NIYe++v?M�.+.,,w.sx'».l+�Nt'„wu�wAR.WcvS!ts.4v.�-..•-+H.�i.ma.P.Cvvt.,�,,,A,!IwY�-cn'!.%tm ?�`�3v�R61�rr LEGEND -SaPMA DATED FLO 00 AREA$ 94M ZOM A WO, bw.t csd iit iirss ss rsia sf MONS As AM ftod P?Vsawns dmemNt � 'ts flud ekt,9 i to 3 feq +;€aserally ash (ti ?xin it3 3; fwd dmft >s TOM Ac Mod depv. ear" Y to a Leet iwmily sheet his .hrgv fur AMA faq ;9wit'r, -ONZM V To ll� P,*WW w 43t Yt ' X$hS 41 d Fedew ficod lam d!'m srAm XONV c= rami 2 w m s c £ity huai-t (kme at�:R�£+i> �,� �:� 4iesut ��Yvac'svns d�,:tsstEca�, 70WE WA - is,-,s',af PWd tQWty l="d (im* ,q,wvJt',: w -x !atr3 i.4a#seas� iet raigsd. Fm N13MwY ARMS IN ZONE- AE o r-LOOD ARWI Ill god a,lJjth J-Pa .,.iii t) 1m OTHER A W MWE A e -,,s su €eraz?1:x3 f suts?da M -y: SONE. kmards un, fa�RdsC�stai:t tiZ&NiORW L'3if cti�vn : 91190A - rrs i.e I^+ `$S?`a.F aS4 3 •idlka 3iif*fYiiti`f3f Ci.5 YaY$t�iE'. 01 11.0111mt MOW aminda"y w evw <mwk w n m its &2ivrffaf • .� .z.,..,„..,:....w«,r= .,.,,,.>,.w,,.o„�., M �s�RB �� ilii$?>�Ztti $4;iidaty iaawt ifQ S a` w, FIM, � ��r'y�M ir;tridinrt Asps pY ":dart-:,Yc C.%gg$t4k CV -s F$9-7 t Elvievom `P'a5•� - f IC4 Vf34Z W11 Um. 2,nrt:^.nt,^acv;�.si ry art+rer�te '.lNYE4tiC?2 :fi vast, &,$ map It dit, WrElav8ii n DoWiPl. -N SWIN11 Line ans v7aw ELw�� ,.x ata Fev!. 01, �3a33esrsi�x lura. € ' <e� l'ak�p f�Rc?a� �dx.�ieRratioit �sf�:+�. RMS veverlo f ;1mmm-'a marl; Ropfi Juaf t liiat Basi d v � ass Of I'M 0 5' 273 NOTES 3 ' SIiS a1t',i_i° is 44t tf$4x ilk 5il£f:+rtf$: g iv6ow now l'hmQ£3m4 ftogmr�-.` nvj f3.¢ -„43a' 9ii # is'tof?io } al: arp-; 5 S33:ij$t•'k to �tr3{3'L(k.Rj}t 17cr1Rinitiflf ?FGSF31 tts s�F tjmJu-R- s£+itt” *� ='lf z , ri; 8fl {ySll7i€?ift%&1.- $�kai4a85 Cw21if b4d a: flasd Haaard Areas. �sfs;�sa �iez�Li �fz�S �•p�_y`fy �tlt'r,� £tcnda�ar� �r4�},� �€. �tf# fflottis�a� 't�'s13 z�3ii�*;�'. G? k4�'Y+� £�4i£k:ff �.FR4F$,� °+�3's8i#.lQ1A: lYt�y' �ifl9 �4ft9II Sis�33r i:G�it�' fflYr T ?�It1$k &'BY �i3{SC�i by 1ho e`�4�`t}Y;di ruyE➢2P.har &Mioe for W4i1 w �v�^e34iAts {alafY;;3i��. c, AR��„�g3 #}f Spklal FINifd YWSd 0W1tr SHf i`lk'SSiO 1?f;:i+3G& Zuwis.A, Aa, AK„, QIrRf ip ;y mr not fti a-Dmisl Slksfr? Hazard Ares Alay bo pfolftted by ilood #moi 40 sty 4wre-& 3r�ztaelarl of #ort#mw sY +. is Ssallo€t6 a.,Rd ;n4er;se�i^4at1 C>ezY„'uu�,rt-�:o.'� wkllyns. 'ih� il�rntv��s� *M1�r� �sabe�3 cry flyQt6,o 44iSal3ridl'omk with dmw,$ to fK'+ 'fOt3iw% of Me teal' mi �€rsa£SaiEu`1r ty;��a9�a�kl3ssF A��cy �ri3tk�iL'�a bvFAih� W wile erw msy m 40A 3'Ki4'mw Ytz esii7as to oww ld£a'aU1t3� e ti€frFRS ;Rm pmvwed in Um aphwd imam Ldp Se"ItA yh%L . MRP mm 1400,00m owri mato botmdafees of %: t t aaci ar geSoupgA S"tL? t x'e l lrfk% $0 A£ ftoyv&§ P7oWed Aman asltabffshod fa xarats fi.iff=& s afe mrww as oy ft date of Vies M% 7hro war Sbo,11 oomsai aj3p+r%o TH om9 unlw 011” fiS" to 1171ormifte if rYtipfY to l mu�5 St3 s& #?1PA$ d 5ti 1`f ¢fusiii 10 UQ issual ca Df ih15 Yt v. Fog ',ot'? mi"' ity map r%i Ioa € slor'{ pe"OT to meppiftq, $,04 S' N60n $4 of aha Flood 191$vm%V, 6tudy ROOM Por adt ltt4tg mag Rina`ls 80, basq tree Solumo sti�, SlNlarototy punted hgrw< €iidwL k4V,P REPOSM09Y ilti�hiiMU�� R A& �W�Mtxry (Aff.r �0. J4I~ i 7110-rj °1:pA'mg kin tftp :fttj 3: 0=74 7M VA fiRRECTNIE ?SATE OF V0c1f`J'l°t WjE)E- FLOOD NS$1RAMCIr faATC- MAP - ?p 3u« � MARCH M IM It EFFECTIVE ITE DATEM OF REVISIONS) TO TIH15 DANIEL: MM" f�lyi�tna`"'a£1 Ja'lwary V,. `�'ycxv yo Ci ry7w 1, 4yjd r,av'ii. #wns, it) ada &aip 4`I to +a W3 1 `IC xi�4 S. rQh�.CPo aild tQ 'OtIM100 gLjL�,�,yBiyrkiilfQ3i'M. 2(4S.cgb` y�i+\�'M:�l 9fCfV'Y7 )lY�r� �Can.1�J. j f To • dSi83tmitin 9 -flood infl€ mea 14 $ iPR1fa4r�. �QtYt3C4 2£t ! Glti Y£:i 3 3 i4i 4r �t t;5lF$�a� v'43'iaijtsGl.9lS li}nd ?rl$�lielt2t`Cr 4'rC�S${tFYs �@�$fj(3}{.S"'�"��''.,'r�,. APy;43"3E zrOt L: 04 ?'xf #i°iC3��',riNsx TIM -w", P i _ ilti�hiiMU�� R A& �W�Mtxry of; 0=74 7M VA t3h11t:tifSPk�fi't�i9 A�;'rdS ?p 3u« � MAP N��E 1 7866711 MAP REVISED: JANUARY `g 190 1 41 1 1$ "wpd-eZd Bmugmv 1&-a"a'agammax Agemy R„,PROJ CT "EXISTING tG kiff 15N�T" FopMA ® CAU CASCMENT 51 4W Fn 1p all 4 W ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . IT1115 v A T i. A ar 51 4W Fn 1p k14 4 R Al 51 4W Fn 1p k14 Al Y 1113 t r" ,, i i 1� 1", I INN[ 23� In, Y ^ni AJ 44' f pw . AM,! --Z-L A + "� F `_• �. 8 `.•�• w ..t' o'r's:- .x�'� � �" s "6',=. +'.,...,.� . �`'9Vt'A. ,„, f;•�;;+m,sx ' �t✓w�-. "%w^"+ . +.Kwc,,,,�,a„duo• .�.: `' 4C� 3 i r+'„Y t i'A do lot 14�z A -A "'A .10 't� N•rxk bole wo 0, 1"All 4 N XF + roly. JV EXH ENGINEER: AL=14C`ASC CONSULTING 5053 LAMART DRIVE, SUITE 205 RIVERSIDE, CA 92507 TEL. (951) 342-7990 FAX (951) 275-0159 SHEET 1 OF 1 E 0- COYOTE CANYON 10®0 i1 x-00 10+00 1242,32 NEC RAS CROSS SECTION ELEVATION 100 -YEAR FLOOD PLAIN FLOODPLAIN FLOW DIRECTION 100 -YEAR FLOOD DISCHARGE GRAMYC SCALE 30 0 15 30 60 1 30' VELOCITY I lt (FT/S) 310.00 31 .00 7.35 0 310.0 l0 t GRAMYC SCALE 30 0 15 30 60 1 30' ILINNAMED STREAM YB " PRE PROJECT FLOOD PLAIN MAP EXHIBIT p" D �y RIVER VELOCITY; QTOTALij STATIOW (CFS) ii OR ff: 857M LEGEND PROJECT BOUNDARY LINE G-11,00 7 0 100 -YEAR FLOOD PLAIN FLOW DIRECTION HEC -RAS CROSS SECTION BASE FLOOD ELEVATION 100 -YEAR FLOOD DISCHARGE GRAPHIC SCALE 50, 25' ol 50' loo, GRAPHIC SCALE• 1 "=50' SCALE IN FEET ENGINEER: 'UNNAMED STREAM "C" RIVER WaS.Ea VELOCITY QTDTAL STATION (FT) F T / S) (CFS) 1530 -1 1746.23 5.85 25333 1440 1739.66 6.84 253.33 1370 1735,42 5086 253,33 1260 11729043 4.70 253.33 UNNAMED STREAM 99 c 199 STATION (FT) (FT/S) (CFS) 3405 1754,35 620 187833 3305 1747x41 6.80 187.33 3180 1740.66 4.96 187.33 3080 1734,23 7835 187,33 3030 1731081 6.95 187833 2970 17201 4�.6�6 18733 11+00 10+00 1000 1242,32 GRAPHIC SCALE 40' 30' 20' 10' 0' 40, 80' GRAPHIC SCALE., I"=40' Al C0 N SULTB N G 5053 LAMART DRIVE, SUITE 205 RIVERSIDE, CA 92507 EXHIBIT guEu-0 TEL. (951) 342-7990 FAX (951) 275-0159 LEGEND NEC RAS CROSS SECTION ELEVATION 100 -YEAR FLOOD PLAIN - Z-0=- FLOW DIRECTION 1 1) -2-'100 100 -YEAR FLOOD DISCHARGE & UNx DETAILED PREmPROJECT FLOOD PLA�N MAP 17 A WFO D HAW R - KE CR PRE PROJECT FLOOD CHANNEL PLAIN MAP COYOTE CANYON GRAPHIC SCALE 100' 50' ol 100' 200' GRAPHIC SCALE. I"=100' SCALE IN FEET 11 UNCOMMON 0 HEC -RAS CROSS SECTION 0100 100 -YEAR FLOOD DISCHARGE 1000 HEC RAS CROSS SECTION 10+00 11; 00 124232 ELEVATION 10 G c 0 t REAM 99 . q � '�A BULLOCK ill f . . . . . . . . . . . . . . . . . . ..... ..... J CR `\,A >\ _fib TMIN, J � "I / —A / - "l- , , -1. , t-11 % N I'M If / f ...... . ... r:�--,", V I ..... .. . .. wiz ysz k, % z. w! j. ro V" NO, w, 4.1, kAi" ME AN, 'i -�-Zaoa-62 d wo- No ,A V, I VA r tt-x- tesumi, 7" N Jl 57 VA CANYON COYOTE CAN I 0 0 u STREAM '�4 " STREAM B WWNIII-/A GRAPHIC SCALE 100, 50, 0, 100' GRAPHIC SCALE. 1"=100' SCALE IN FEET PROJECT BOUNDARY LINE 100 YEAR FLOOD PLAIN FLOW DIRECTION HEC -RAS CROSS SECTION 76 BASE FLOOD ELEVATION 0100 100 -YEAR FLOOD DISCHARGE COYOTE CAN YON UNNAMED STREAM 9999 99 RTVF R STREAM VELOCITY QTOTAL !STATION VELOCITY (FT/S) (CFS) (FT) (FT/S) (CFS) 3405 1754.35 6220 187.33 3305 1747,41 &80 187o33 3180 174M6 4.96 187°33 253.33 1734.23 735 18733 3030 1731,35 5,24 18733 2970 U M 'E.D STREAM "(Cl 99 RIVER W.S.E, VELOCITY QTOTAL STATION (FT) (FT/S) (CFS) 3405 1754.35 6220 187.33 3305 1747,41 &80 187o33 3180 174M6 4.96 187°33 3080 1734.23 735 18733 3030 1731,35 5,24 18733 2970 11724.30 7.25 187.33 LEGEND 1000 11+00 10+0�0- 1242,32 MIMI 0100 HEC RAS CROSS SECTION ELEVATION 100 -YEAR FLOOD PLAIN FLOW DIRECTION BASE FLOOD ELEVATION 100 -YEAR FLOOD DISCHARGE GRAPHIC SCALE 40' JO' 20' 10' 0' 40, 80' GRAPHIC SCALE: I"=40' i x LU IX 4) 4) 0 � U N cp `s. 0-0 qa E LO L .a: N �T O � 1 T No 0 M cj 00 C'1 � ai E-6 o w Z N 01 CL C O 3� o � d 0 HA F C WKEt- \ t .. l l� \ it 1. � .__ r ANNEL Pn uST PROJECT FLOOD PLAIN MAP COYOTE CANYON HEC ®RAS SECTION 5255 4 720 9 7 III 4100 3 3830 GRAPHIC SCALE 100' 50' 0' 100' GRAPHIC SCALE: 1"=100' SCALE IN FEET 80o BASE FLOOD ELEVATION 200' 100—YEAR FLOOD DISCHARGE X04® HEC RAS CROSS SECTION 11+00 ELEVATION 111 1 6 CD 0 0- 0 <c �2 0 .U7N51 P61153 7S-WRFrl 34`109'22' s' -28`r0 JOINS 1w4filk-EL 7*114 CURRENT FIRM MAP) I-EGEND , 4m, f g BY lrm-�E' ROOD 0. mals ZONE A No ba;% vlr--J Aev;Wr-�s drmtr0�w, -WINP AE N--- 'Z.*0NP' AH- V to to pfe�diri bwl� food closilop's ZONE A0 ftw -dmpft of I !,),) a feat tamaAy "kw�.4 dooqg. 'Wwar- edt-"h� For of ;AxAlt Ur' flaa-dRA& ze'-JQ� Aqqe 70 from "W--x'at ffo-'� N, pwdfwp� jwrxlNwwzjsbFm. w " wils-mvion, Fr hm ewwiorm; ZONE v colw foWd wga vlioft"e"AM lmm m mlk�'; m" bm' flnod eltmlzkw' dev'r-mined, zolkit. VE clt'jRm" qQ'A t';--Wh w!064D'- hward (wave rlgesminod� Follso.. Hl FLOOD'4",?V-e AWEAS IN AE- CYTHM PLOOD AREAS 30M, X Amr, d WJ-par fmd, areas og 1050-y�, kdod yv-WN Avera'r "kpkm C�f di;m foo, nt dt;dfrv� tr:�V' kers 131'sn-1 ,6 *qwm lad uu, pmvwe4 try lems fmal lw-ye'e glo*d' 0- "RHWR AREAS ZONF X kew, demnlrW V) kto okits'llfie SWpus' z vmidh floc ; baziO� are- '.-Nmeyv0r. �-' UNDEVELOPED COASTAL BARRMS N, WIN) AYAV ��wlal bafrim omis am oorTnn'!N- §000ted Within c-, adlww'a to spoci"'! Rood 5mmak;w ;-y 'o-ndwwl sourucomy zwin> 0 sovq*aly 0.0 Q" "o"'w1oary vvzdin�a Rood . I � 011,011,1451 I 1 01 Hazard Z�qw;4' fine, Sowidw MDMA. Ama of Warom INE W- r�lla Conwal D?i'5e Road Flovaelf"-* V%Nhi'h Zonw. Due Ffood tllo�avor U10; awsvon ;r' reet. Sft 'm8p indrr, Yid -'>>$„t}3 cx7as- -segti�-'n Una alm; Hood s'am"Woft An F'ev' S'Ylftow Umlbm vift1fir- ZiDne, Sm Map �nww-x for Eivetumt Donpm, R-M7 x c-Pww6en, "q&f0mma Mmrk- Fiver We Wo!r(h 97"107'30-7, 321�'22'310- ArowwfAm Daumi of 1�27 tNAD V?.k NMIES 7bi,spmap b for me in the Nam -ail 7?'xid 1muralme pm -.3m: 'ge - i; doos not :i�cvn*r%' 14%.lify 80 edfain %vbiaot %(, "11004mit kom !ocal fWn'-q!>��-vmlms of smoo giza, 'jl- *01 plMlrvewo linturp's ml'mkl� sredmq Plow, Ht�u-gf 'kek?0s, 01o.wL,lbra'so flood elervatiofls ap*y coNly iwevvwd 01,0.0- GiNDand molude s=ibeffoata of wve w�m a' thep' �ttv"A:Qf'r� may;a1w d1ler klms'3 yy avwmaw'; +••.Jy the wational WWhw $smc-i� io; hov�"qnk� 'J003i Flooe ft"Ad (0-0,W5 ftoodl i4flude ?oAft A, A8, AH, A0, VE, Cevorf aros. not -fr' Slpc".gaFfo;Ji� Hazerd. PAI'ms may Ln prowtvi v'y fi,,"-rd sziruof"'ms' solimm-6n ol -ho lftboowwr vv -&'o ':ompvted at cmas 's-sakJos and imfmo0mo Nwew' lw*F- 7:lh.p, cwim Ls�Avod- *£1 hy'!Lmglic vNwider."Go"Is wilh �-gnprd if) ra-It4mme"ll's cr- the F4'ler'�" Mr A?jonvy. Nuo&vav wid'ft "A MMe $MM MW bey too Iwfow 1w, shwi *' vmia' io " M"ora 'n:wmn "lludy W.-pon, Ro'.Tmap alay hworpom"' approAmm-le Lvoundades ol C"2stal oard—, ill ^'urca Sqstewn VWks arw "o'- plotcc.Ud &'w% onldbli0w' urder Mi Opast-51 Raiii�,r Art off *W (PL iowaj). comons"o lklft-- thcem's am wirrora ar. of the dote of lb"q onip. Ine USK MN)"Llf" cow appropim cotumung"I ".4"' ads is:. dft-mLA& Jlf cvpfgto A�'hwowl wuhgokj�eers 1�0 Oze i, s"ianc' of Vils" map, f}i'0'm - mullity reian jr-s-vhloil lhistvry pfior w 'aout"'YvAide al'%pping, fie of s 'A604 msqwice- Study Ropom ,*Y mxp• pmz&.- grol W' -'p livap evurte -soe -'epamtoff p'iflred ilklp- Wd"u, hl'AAP R-EIN11SITCY ' Lj$'.' n -Q r 'lJ a nl C""NAff'"NIDE H -00C) INSURNN',CE 'R0A3'c- MAP - w -taw' , Map rwisvi Jarlumj 9, 1%7' tv chang* Nme f?o>.J;i 1, io add srf"61'rf ltow- 7?'4ard "'n'd W4 dign"m To dotOmw"o ik'Hood ktsmmco i$ av'Otltdo' an hm;simn'c* J;ppw( xaf '4 3" 31� V`4 'Soo q�qwr Al Rm 19 t NT" Clik- JWORN]11.41-�' AND RAIM 760, 10F 194408 4$8,E MW* 'FOR PANIeLS N01 P-mINTECs, MINA? NUMBER, 1 R 0-61170912 Ge Wiv . 9 7 FedevCl Mlanageammt Ageyxzy MAUMMY PkNll'L SURN ne 7r- SAN MllWA0fNl0 Q0h.)fv-,V, mmoxopp"wLau) t -'PWA -'s ay"IM, MINA? NUMBER, 1 R 0-61170912 Ge Wiv . 9 7 FedevCl Mlanageammt Ageyxzy