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Home My WebLink AboutParcel Map No. 18963 Hydrology StudyI90 1- (Yici-P 179 ct) HYDROLOGY & HYDRAULICS STUDY Request for a Conditional Letter of Map Revision (CLOMR) For Juniper Avenue Master Plan System In the City of Fontana, California Prepared By: C&V Consulting, Inc. 18 Technology Ste 154 Irvine, California 92618 (949) 769-6600 Attn: Daryl Kessler December 16, 2009 TABLE OF CONTENTS Executive Summary i Acknowledgement and Signature Page ..ii I. Introduction 1 II. Methodology 2 III. Design Assumptions 3 IV. Conclusion ..4 V. References ...5 VI. Application Forms ..6 APPENDICIES A. FEMA Panel 06071C8654H Firmette B. Sub -Area Flood Zone Overlay C. BFE Exhibit List of Exhibits: 1. Approved Hydrology Report Hydrology Study and Hydraulic Analysis For Juniper Avenue Master Plan System ACKNOWLEDGEMENT AND SIGNATURE PAGE This Hydrology Study prepared by C&V Consulting, Inc. under the supervision of Vincent Scarpati, P.E. incent Scarpati, R.C.E 33520 C&V Consulting, Inc. Date Introduction Introduction: The Juniper Avenue Master Plan Hydrology Study was initiated during the development of Parcel Map #18963. The 4.90 acre attached residential project contains 13 combined structures, open space, and a clubhouse. The Parcel Map is located at the northwest corner of the intersection of Juniper and Valley Boulevard in the City of Fontana. The study evaluated the site runoff for a 100-year storm and proposed a drainage system designed for 10-year sub surface storm water conveyance. The subject site currently resides in Flood Zone A. As part of this analysis off site flows were evaluated to justify the relinquishment of this Zone to an X. II. Methodology • • Methodology / Rational: The proposed drainage area was analyzed by utilizing the County of San Bernardino Publics Works Department Flood Control District Hydrology Manual. Each drainage area was divided as demonstrated on the hydrology map (Exhibit 1 in the approved report ). Each area was analyzed for acreage, impervious cover, and time of concentration according to the Rational Method. The flows, expressed in cubic feet per second (cfs), were totaled at connections to main storm drain lines. This information was then compared to the Master Plan of Drainage study prepared on July 1989 for the City of Fontana located in Appendices E. The existing 48" RCP storm drain system in Juniper will be extended to the project site to transfer the project flows and upstream Street flows to the south into the Mulberry Channel. Main line capacity was compared to the original design flow. The current watershed has demonstrated that the proposed and current flows are less than the original design for the storm drain system. Therefore the existing and proposed 48" line in Juniper has been evaluated for current conditions as shown herein. The Juniper Street catch basins were sized to handle the ultimate street section flows. These flows include all flows that cross over the crown during a substantial storm event. For the purpose of this report, flows from drainage area "F" (Existing Area F) were counted in two areas. The first, accommodated for this tributary area as an interim allowance for the area F flows to pass through the project site, consistent with current conditions. This is accomplished by installing area drains along the north property line. Finally Area F flows were also anticipated in a future condition to ultimately drain to Juniper Avenue. Therefore street capacity calculations and catch basin sizing were adjusted in anticipation of this flow. On site storm water flows into swales and proposed private streets. Storm water then flows into proposed water quality basins sized to handle the BMP values within the WQMP. Once the storm water exceeds those values, the water then flows into the area drains elevation from the bottom of the basin and into the public system. The Subject site and proposed storm drain system has also been sized and designed for the future PM 19231. The new project is intending on draining to a new proposed water quality basin adjacent to PM 18936. This new basin will replace the existing basin at the south west corner of this subject project combining flows. Storm drain infrastructure will be removed and re installed to facilitate this new basin. PM 19231 will also install a public storm strain system and inlet designed to collect flows within the right of way only. Calculations shown herein include these values, therefore all flow calculations are consistent with ultimate build out. Flow depths were calculated along Juniper Avenue from the North portion of the project boundary to Valley Blvd. As show on Exhibit C, BFE elevations were establish and correlated with the existing and proposed finish floor elevations. III. Design Assumptions • Design Assumptions: 1. Parcel Map drainage area was analyzed for a 100-year storm event using Rational Method Analysis per the County of San Bernardino Hydrology Manual. 2. The drainage area is located in Soil Groups A having moderate to high infiltration rates, according to the Hydrology Manual and geotechnical soils analysis. 3. The infiltration rate for the pervious area, Fp, varied by land use. 4. The impervious area varies by land use. 5. Storm drains and catch basins were designed for a 10-year storm event, which corresponds to the design requirements for the project. 6. All flows are based on the complete future development of land and roads. 7. The Hydrology Map(s) attached to the back of this study is made part of the study. 8. The storm drain system outlets into an existing 48" pipe in Valley and Juniper. 9. Any pre-existing or post -development off -tract flow directed toward Parcel Map 18963 has been included in the total flow assumed for Parcel Map 18963. 10. Parcel Map #18963 is designed to contain the 100-year flow within the on -site street section. 11. 100 Year Flood routing for Valley and Juniper Avenue demonstrate all flood waters are contained in off site streets. **Note: Additional Calculation Assumptions Have Been Noted Throughout Report** • IV. Conclusion • • • • Conclusions: The results from this hydrology and hydraulic analysis demonstrate the following: • The drainage design for Parcel Map #18963 has been designed to meet the County of San Bernardino Flood Control Standards. • The Parcel Map is designed to manage runoff from a 100-year storm. • All 100-year flood BFE are contained within the Right of Way with exception to the easterly portion as noted on Exhibit C. • It is requested the all areas as denoted as zone A be removed from the current panel with exception to the area as noted on exhibit C, and be reallocated as Zone X. V. References REFERENCES 1. County of San Bernardino, "Hydrology Manual" 2. Water Surface and Pressure Gradient (WSPG) Hydraulic Analysis System Software, Los Angeles County Department of Public Works Program No. F0515P, April 1979. 3. Advanced Engineering Software, HELE1 Hydraulic Elements I for Street Flooding and Catch Basin Design, 1996 version. 4 • VI. Application Forms • 4Io U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM 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, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). 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. O.M.B No. 1660-0016 Expires: 12/31/2010 A. REQUESTED RESPONSE FROM DHS-FEMA This request is for a (check one): CLOMR: A letter from DHS-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 DHS-FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See 44 CFR Ch. 1, Parts 60, 65 & 72) 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 480287 City of Katy Harris County TX TX 480301 48201C 0005D 0220G 02/08/83 09/28/90 0.:=0 40 .14 City of Fontana CA C8654H 08/28/08 2. a. Flooding Source: b. Types of Flooding: 3. Project Name/Identifier: 4. FEMA zone designations 5. Basis for Request a. The basis for Local ponding AO and V1-V30, VE, Floodway Analysis Analysis but is very AH) B, C, D, X) Revision ►1 Riverine ■ Coastal ■ Shallow Flooding (e.g., Zones ■ Alluvial fan ■ Lakes ■ Other (Attach Description) Local ponding affected: A (choices: A, AH, AO, A1-A30, A99, AE, AR, V, and Type of Revision: . this revision request is (check all that apply) ►'ii Physical Change • Improved Methodology/Data • Regulatory ■ Base Map Changes • Coastal Analysis 0 Hydraulic Analysis 0 Hydrologic • Corrections helpful during (Attach Description) • Weir -Dam Changes • Levee Certification ■ Alluvial Fan • Natural Changes review. • New Topographic Data ■ Other (Attach Description) Note: A photograph b. The area of revision Structures: and narrative description of the area of concern is not required, encompasses the following structures (check all that apply) IN Channelization ■ Levee/Floodwall ■ Bridge/Culvert ■ Dam 0 Fill • Other DHS- FEMA Form 81-89,DEC 07 Overview & Concurrence Form MT-2 Form 1 Page 1 of 2 C. REVIEW FEE 41Has the review fee for the appropriate request category been included? ®Yes Fee amount: $4.400 0 Please see the DHS-FEMA Web site at http://www.fema.gov/plan/prevent/fhm/frm fees.shtm for Fee Amounts and Exemptions. ❑ No, Attach Explanation 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: Vincent Scarpati Company: C&V Consulting, Inc. Mailing Address: 18 Technology, Suite 154 I me, CA 92618 Daytime Telephone No.: (949) 769-6600 Fax No.: (949) 769-6605 E-Mail Address: vscarpati@cvGinc.net Signature of Requester (required): Date: 1-6 n —o0 As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR 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. Community Official's Name and Title: Andrew Shipper, Director of Building and Safety Community Name: City of Fontana Mailing Address: 8353 Sierra Avenue NA ta�aCA 92335 Ilk, taro, Daytime Telephone No.: (909) 350-7645 Fax No.: E-Mail Address: ashipper@fontana.org Community Official's Signature (required): Date: l2 (.�,,,_094 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 data, hydrologic and hydraulic analysis, and any other supporting information as per NFIP regulations paragraph 65.2(b) and as described in the MT-2 Forms Instructions. 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: Vincent Scarpati, P.E. License No.: 33520 Expiration Date: 6/30/10 Company Name: C&V Consulting, Inc. Telephone No.: (949) 769-6600 Fax No.: (949) 769-6605 Signature: J.A.;....),.4.„..,... ;40.3.41 .; Date: 12/16/09 Ensure the forms that are appropriate to your revision request are included In your submittal. Q(kOF ES Form Name and (Numbed Required if ... 1 �(, SC9`9l Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations w • Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, a: addition/revision of levee/floodwall, addition/revision of da • Coastal Analysis Form (Form 4) New or revised coastal elevations III Coastal Structures Form 5) Addition/revision structure 44,- % ' �� NO. 33520 EXPIRES * Se�l_(�ptional* 9j ��\Q` on 2 m (Form of coastal iii FOF CALIFO� IF Flood fans _j Alluvial Fan Flooding Form (Form 6) control measures on alluvial DHS- FEMA Form 81-89,DEC 07 Overview & Concurrence Form MT-2 Form 1 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM O.M.B No. 1660-0016 Expires: 12/31/2010 1 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3.25 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, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). 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: Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) ❑ Not revised (skip to section B) 0 No existing analysis ❑ Alternative methodology ❑ Improved data ® Proposed Conditions (CLOMR) ❑ Changed physical condition of watershed 2. Comparison of Representative 1%-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) Effective/FIS (cfs) Revised (cfs) Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records ❑ Precipitation/Runoff Model ❑ 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. 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. 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? 0 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. Reach to be Revised Downstream Limit Upstream Limit Hydraulic Method/Model Used WSPG B. HYDRAULICS Description Cross Section Water -Surface Elevations (ft.) Effective Proposed/Revised DHS - FEMA Form 81-89A, DEC 07 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 1 of 2 411 3Pre-Submittal Review of Hydraulic Models DHS-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 may help 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/prevent/fhm/frm soft.shtm. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS. Review of your submittal and resolution of valid modeling discrepancies may result in reduced review time. B. HYDRAULICS (CONTINUED) Models Submitted Natural Run Duplicate Effective Model* Corrected Effective Model* Existing or Pre -Project Conditions Model Revised or Post -Project Conditions Model Other - (attach description) File Name: File Name: File Name: File Name: File Name: * For details, refer to the corresponding section of the instructions. ///fr Plan Name: Plan Name: Plan Name: Plan Name: Plan Name: 0 Digital Models Submitted? (Required) File Name: File Name: File Name: File Name: File Name: Floodwav Run Datum Plan Name: Plan Name: Plan Name: Plan Name: Plan Name: 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.). 0 Digital Mapping (GIS/CADD) Data Submitted 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. ❑ Annotated FIRM and/or FBFM (Required) D. COMMON REGULATORY REQUIREMENTS* 1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) increase? 0 Yes ® No a 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 or without BFEs established and would result in increases above 1.00 foot. b. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? 0 Yes 0 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. 2. Does the request involve the placement or proposed placement of fill? ❑ 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 0 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/CLOMR requests, does this request have the potential to impact an endangered species? ❑ Yes ® No If Yes, please submit documentation to the community to show that you have complied with Sections 9 and 10 of the Endangered Species Act (ESA). Section 9 of the ESA prohibits anyone from "taking" or harming an endangered species. If an action might harm an endangered species, a permit is required from U.S. Fish and Wildlife Service or National Marine Fisheries Service under Section 10 of the ESA. For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. * Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65. DHS - FEMA Form 81-89A, DEC 07 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 2 of 2 A. Panel 06071C8654H .. .� " , r icy _ r Ft' yMk C. , f V t ',t>,� y#e. 4 I r t A• ,fit • -t- h 1 r !4 t'• r ;f • `"^t, Ida = -r . „vi1! Ssh VALLEY BOUITEVARD AYLOR AVENUE ROSEMARY DRIVE SANBERNARDINO REEWAY N(PA CIFrtC,RA1LRQAD .�_ ...44,41Satri.1.1Nat a MAP SCALE 1" = 500' 0 0 500 I l—I hi h i F FEET METER PANEL 8654H FLOOD INSURANCE RATE MAP SAN BERNARDINO COUNTY, CALIFORNIA. AND INCORPORATED AREAS PANEL 8654 OF 9400 (SEE MAP INDEX FOR FIRM PANEL IAYOUF) CONTAINS COMMUNITY NUMBER PANEL SUFFIX FONTAN&CITY OF 062774 8654. H SAN BEMARDINO CO1I'RY DODO 8654 H Hoke b Use__ The Yap Mmdter shame Worm sttmii be used when placing map enge , Poe Ceeeree dy Member shone abate should be used enieseratw applcatees tartbe comma, MAP NUMBER 06071C8654H MAP REVISED AUGUST 28, 2008 Federal Emergency Management Agency This is an offer copy of a portion attire abate o f Rerrrxatflood map. It was extracted wing F-MtT On -tine. "Phis map does root rettect charges or amendments which may have been mad: subsequent to the date an the title bloke For the latest product In en about Nafforral Flood Insurance Program flood maps check the FEMA Road Map Some at wwwunsciemages B. Sub -Area Runoff Summary 74ma¢ :111NImfnnmimm !lir 1nLiti : ^mimarzleithdw�* 11101141•e6��rr�1Y/lY drMromrwumun+ _- inis___ piikaW —1 ej3 Oa THE AREAS WERE ESTIMATED BASED UPON VERY LIMITED SURVEY DATA, AND VISUAL ASSESSMENT OF THE TERRAIN ON JAN 03, 2008. D /0 m CO SCALE' 1' = 100' 0 50 100 Q' 200 f0 kV 08 OJ it PREPARED BY: C&V CONSULTING, INC. CIVIL ENGINEERING LAND PLANNING AND SURVEYING IRVINE SPECCRUM 18 TE.CRNOI LEY STE 154 IRVINE, CALIFORNIA 92618 PRONE (949) 769 6600 FAX (949) 769-6605 EX FLOOD ZONE LIMITS NORTH OF VALLEY E a N N 0 N N CD U R L N N D 0 0 a C E N s s X W N N S N b 0 U -J 61 7 0 R VALLEY BLVD. AND JUNIPER AVE. FONTANA, CA. INTERSECTION EXHIBIT SCALE: 1'=100' DATE. 9/20/2009 DRWAN BY: OSK SHEET 1 OF 1 SHEETS 0 LJ 0 d 011111111111011■IIIIII1111111111I411UIIlNI I11111 n Sul -i iaiMMinIIIIuiiiiiuituuuiiIMuIuvauISII1nI1M1111i 11lI1 mommar C. BFE Exhibit li 11i111 Ill,. 11 ! N� !. II C, /7111111Y�§IIIII Y 1116 •ft1fi1 'I mu i mer4.4 41111P. IIq•(♦IIII Nit.. 1.1111 10053 Juniper Ave IFF_ 119,73. 10069 Juniper Ave c %J h CY) Ls - ;LOCAL ROW OVER TOPPING 4„, NOTE: FLOOD IS WITHIN ROW FOR ALL SUB AREAS WITH EXCEPTION TO AREA AS NOTED ln► SCALD 1' = 40' 0 20 40 80 PREPARED BY: C&V CONSULTING, INC. CIVIL ENGINEERING LAND PLANNING AND SURVEYING IRVINE SPECTRUM 18 TECHNOLOGY STE 154 IRVINE, CALIFORNIA 92618 PHONE (949) 769-6600 FAX (949) 769-6605 BFE ESTABLISHMENT VALLEY BLVD. AND JUNIPER AVE. FONTANA, CA. INTERSECTION EXHIBIT YDROLOGY.dwg BY dkessler Dec 13, 2009 - 74224pm RELC-010\dw g\Sheets\E xhlblts\ ce 3 0 0 SCALE: 1'=100" DATE: 4/20/2008 DR AN BY. DSK SHEET 1 OF 1 SHEETS o a Appendix A HYDROLOGY & HYDRAULICS STUDY FOR PARCEL MAP #18963 In the City of Fontana, California Prepared For: The Related Companies 18201 Von Karman Ave. Ste 900 Contact: Liane Takano Project Manager (949) 660-7272 Prepared By: C&V Consulting,. Inc. 18 Technology Ste 154 Irvine, California 92618 (949) 769-6600 Attn: Daryl Kessler lED iz, „o9 April 2009 Revised October 2009 TABLE OF CONTENTS Executive Summary i Acknowledgement and Signature Page I. Introduction •.1 II. Methodology •••1 III. Design Assumptions ••.2 IV. Conclusion .3 V. References .4 APPENDICIES A. County of San Bernardino Standard Hydrology Study (100-Year Storm Event) Tables and.Nomo Graphs B. Sub -Area Runoff Summary C. Street Flooding Analysis D. Catch Basin Design E. Existing Hydraulics Analysis F. WSPG Hydraulic Analysis Printouts List of Exhibits: 1. Existing Conditions Hydrology Map 2. Proposed Conditions Hydrology Map 3. Storm Drain Plans • 4. Caltrans District 8 - As -Built Plans Hydrology Study and Hydraulic Analysis For The City of Fontana Parcel Map # 18963 ACKNOWLEDGEMENT AND SIGNATURE PAGE This Hydrology Study prepared by C&V Consulting, Inc. under the supervision of Vincent Scarpati, P.E. incent Scarpati, R.C. 33520 C&V Consulting, Inc. Date ii III I ntroduction: Parcel Map #18963 is a 4.90 acre attached residential project containing 13 combinedstructures, open space, and clubhouse. The tract is at the northwest corner of the intersection of Juniper and Valley Boulevard in the City of Fontana: The site is primarily flat and is bordered by open space to the north, one structure to the west and ROW to the south and east..:This study will evaluate the:site runoff for a 100-year storm and propose a,drainage system designed for 10-year storm water conveyance. The subject site currently.resides in Flood Zone A. As part of this project off site flows will be evaluated to justify the relinquishment of this Zone to an X. • Methodology / Rational: The proposed drainage area was analyzed by utilizing the. County of San Bernardino Publics Works . Department Flood Control District Hydrology Manual. Each drainage area was divided as demonstrated on the hydrology map (Exhibit 1). Each area was analyzed for acreage, impervious' cover, and time of concentration according to the Rational Method. The flows, expressed in cubic feet per second (cfs); were totaledat connections to main storm.drain.lines. This information was then compared to the Master Plan' of Drainage study prepared on July 19.89 for the City of Fontana located in Appendices E., The existing 48".RCP storm drain system in Juniper will be extended to the project site to transfer the ' project flows and upstream Street flows to the south into the.Mulberry Channel. Main line capacity was • compared to the original design flow. ` The current watershed has demonstrated that the proposed and current flows are less than the original design for the storm drain system. Therefore the existing and proposed 48" line in Juniper has been evaluated for current conditions as shown herein. The Juniper Street catch basins were sized to handle the ultimate street section flows. These flows include all.flows that cross over the crown during a substantial storm event. For the purpose of this report, flows from drainage area "F" (Existing Area. F) were counted intwo areas. The first, accommodated for this tributary area a's an interim allowance for the area F flows to pass through the project site, consistent with current conditions. This is accomplished by installing area drains along the north property line. Finally Area F flows were also anticipated in a future condition to ultimately drain to Juniper Avenue. Therefore street capacity calculations and catch basin sizing were adjusted in anticipation of this flow. • On site storm water flows in 'on site swales and into the proposed private streets. 'Storm water then flows into proposed water quality basins sized to handle the BMP values withinthe WQMP. Once the storm water exceeds those values, the water then flows into the area drains elevation from the bottom of the basin'and into the public system. The Subject site and proposed storm drain system has also been sized and designed for the future PM 19231. The new project is intending on draining to a new proposed water quality basin adjacent to PM 18936. This new basin will replace the existing basin at the south west corner of this subject project combining flows. Storm drain infrastructure will be removed and re installed to facilitate this' new basin. PM 19231 will also install a public storm strain system and inlet designed to collect flows 'within the right of way ori1y. Design Assumptions: • 1. • The onsite drainage area was analyzed for a 100-year storm event using Rational Method Analysis • per the County,of San Bernardino Hydrology Manual. 2. The drainage area is located in Soil Groups A having moderateto high infiltration rates, according • to the Hydrology Manual and geotechnical soils analysis. 3. The infiltration rate for the pervious area, Fp, varied by land use. . 4. The impervious area varies by land use. 5. Storm drains and catch basins onsite/offsite were designed .for a 10-year storm event, which • corresponds to the design requirements for the project. 6. All flows are based on the complete future development of land and roads. • . 7. The Hydrology Map(s) attached to the back of this study is made part of the study: • 8. . The storm drain system outlets into An existing 48" pipe in Valley and Juniper. 9. Any pre-existing or post -development off -tract flow. directed toward Parcel Map 18963 has been • included in the total flow assumed for Parcel Map 18963. 10. Parcel Map #18963 is designed to contain the 100-year flow within the on -site street section: • 11. 100 Year Flood routing for Valley and Juniper: Avenue demonstrate all flood `waters are contained in off site streets. **Note: Additional Calculation Assumptions Have. Been Noted Throughout Report** Conclusions: The results from this hydrology and hydraulic analysis demonstrate the following: • The drainage design for Parcel Map #18963 has been designed to meet the County of San Bernardino Flood Control Standards. • The site is designed to manage runoff from a 100-year storm. REFERENCES 1. County of San Bernardino, "Hydrology Manual" 2. Water Surface and Pressure Gradient (WSPG) Hydraulic Analysis System Software, Los Angeles County Department of Public Works. Program No. F0515P, April 1979. • 3. Advanced. Engineering Software, HELE1 Hydraulic Elements I for Street Flooding and Catch Basin,Design, 1996 version.' .• 4 A.Colin1 of San Bernardino Standard. Hydrology Study (100-Year Storm Event) Tables . and Nomo Graphs • COVER TYPE TABLE C.2. Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOILGROUP A(I) A B C NATURAL: :. Barren . 1.0 0:41. .0.27 0.18 0.14. Row Crops (good) 1.0 0.59 0.41 ' 0.29 .0.22 •Grass (fair) 1.0 0.82 0.56 . 0.40 0.31 Orchards (fair) . 1.0 0.88 0.62 • 0:43 0.34 Woodland (fair) 1.0 0.95 0.69 • 0.50 0.40 URBAN: . Residential (1 DU/AC). 0.80 0.78 0.60 0.45 0.37 Residential (2 DU/AC) 0.70 0.68 0.53 0.39 0.32 Residential (4 DU/AC) 0.60 .0.58 0.45 0.34 0.28 Residential (10 DU/AC) 0.40 0.39 • 0.30 0.22 0.18 Condominium 0.35 0.34 0.26 . 0.20 0.16 Mobile Home Park 0.25 .0.24 0.19 0.14 0.12 Apartments ' 0.20 0.19 0.15 0.11 0.09'. Commercial/Industrial 0.10 0.10 0.08 0.06 0.05 NOTES: . . (1) Recommended ap values from Figure C-4 (2) AMC II assumed for all Fm values (3) CN values obtained from Figure C-3 (4) . DU/AC=dwelling unit per acre 110 3.5 3 2.5 U' w . z 0.5 0 2 joe-ir<0.sup tot4tz. 5 10 25 RETURN PERIOD IN YEARS 3.5 3 2.5 2 . 1.5 OS4 • ‘cpc• 0.5 0 50 •100• NOTE' I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN pEeloo: FOR EXAMPLE GIVEN ID -YEAR ONE HOUR. 0.95" AND 100-YEAR CNE HOUR . Leo" , 25-YEAR ONE. HOUR' REFERENCE INOA A ATLAS 2, VOLUME IC -CAL.,1973 SAN BERNARDINO COUNTY HYDROLOGY MANUAL RAINFALL DEPTH VERSUS • RETURN PERIOD FOR PARTIAL DURATION SERIES. D-7 FIGURE D-2 • 9.0 :- 8.0 7.0 6.0 5.0 • LmO 3.0 v I.0 till- Z 0.9 . W 0.8 z 0.7 0:6 L-• 0.5 Z Q 0: 0.4 0.3 . �F _' -i_ -- =-=ice-- -� ! �z 1----: 1_ MINIS * __ • 11=a11. Fiji. mum imp El •• • 3 n�a• mow•, s■ ww n. ••■ a Yi,■,. y� •• •�■ �. • • .-■■ ■■� Min A► / ■ i M 11 11 ii'i .. ■i ' 1 i inillininiatt t'IIM■■�'r. L 4 ■. 1 Rr <ti11 ///■ Iw•inn' r1OROI I INII■/i Nl■nlq■■onmI- } 111 ' I: I ; P m 1 : nniii 11,14 • ■ ultr uuu { ` I ••■ ; f I[� •■ ■ ■ 101!•nn111 1 C�INI ■ 1 L tI II !1 ■n 1111. 4 I � ■ rl ,. I..c ■t 1 Ilc .. Ihll lf1IE!ie!llJOlillll NMEE . . • :II• • • MEww•• OMMMMI IN EN - — —�i�= MSS �■ Y�:aia-3�i:_F■i'� ■ Sri •m■ il. - �Ic 1111111111 imitiriniaigulnlal armsueraw 0.2 - - iIL;;;� i a -i -.ram • • t ■1■ I ustsxiitiwiiiiii i us r� a irna ::: l .! . —I!lll li dlWBi�il 2 3 4 5 6 7 8 .9.10 STORM •DURATION DESIGN STORM FREQUENCY= lo° YEARS ONE. HOUR POINT RAINFALL =_L►4 .INCHES LOG -LOG SLOPE _ p.4.0. PROJECT LOCATION = .i•t•Nt IVAu•:et-1 BAN BERNARDI.NO COUNTY HYDROLOGY MANUAL • M. VIM Cr: ;I..I ■m i1 II,L, -II+ ■■n1111ffA:�-'nt■■t/ t It7umntrinl • ` ••n t■■■nml■nnon • its 20 • 30 (MINUTES)it - I b yo- O.`i b I t-+.cs- 6. 50 60 70 80 90 INTENSITY — DURATION CURVES CALCULATION SHEET D-8 • FIGURE D- 3 Tc L -- ioo- 1000 —•9O • -80 -70 • • m E 1- 100 11 11 rut.] Iv_ #t-6A. L 60 50 • 35•.. - 30 LIMITATIONS'• I. Maximum length = 1000. Feet • 2; Maximum area = 10 Acres • cam a .s .m : K.. Undeveloped Good Cover 0. b . H • u : .500 • N• g 0 ~ � 200 g .100 eo O .0 o 60 m a:w 40 '. ' ' �e . PL. 20 3 25 Undeveloped 0 c L e Fair Cover •.6 ,. _, . - 20 Poor Coveerr 0 c .3 l2 15 - P_ r 19' m 16.- c 18 Single Family - E -17 : (5-T DU/AC) 0 17 - 18-•G••. -15 Commerci • - 6g0 c .19 - 4 -14 (Pa ed _KEY 20 -13 1 'L-H-Tc-K-Tc - o w ^`o 12 2� .. . _i1/ ES"- 25--3 Ylo. . PI Development '. - u - 9 80- Apartment ' - .«- 75 - Mobile Home : 30 - o 8 65- Condominium • • _ E 60— Single. Family-5,2 000 ftLot F - 7 40- Single Family-l/4 Acre Lot 35 - - 20- Single Family-1 Acre Lot - 6 10 - Single Family- 21/2 Acre Lot- (1) -5 •- 4 EXAMPLE' • (1) L=' 5501, H= 5.0', K= Single Family (5-7 DU/AC) Development, Tc=I2.6 ,min. (2) L= 550', H= 5.0; K= Commercial Development, Tc=9.7 min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL L 40 - TIME . OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA Figure D-I D-4 • ::::••:',*••••••••-• "•?. 1).1. • • 111.'21 • ••;0 ••••••:e.. .1•••••:' • .ti •••• • I'll,- '. .• . ..s.."•:,;: .;.f'... ; ., • ts • • ' ''i• .• % .•'::' :.• . '.....'1 • • ' ii. .!... • ' - .. • c 3 0.: • ...1‘ c;.;11••••',.... .. ,• , ' l'''..).1.> :I • 1. : . '.' ...: • • • .1 : '. :1„ ' r„ t..... ;'1 .:;•'7:, r(14."-t• F /....• • :.• , . A ..' ;1i ,eb• ....s.; . -.013:‘74--;',-)—.... 1:-1',..- •" •••••••. ••, •,-1...„.: ., . . . . i''.-• ''t rl:J.,:t..e.,. . , • •:!....;;1' '••• ••''• ...:' :•:....,', 1:: .. I ..yi...•:,. :....... •,, .1.• .s.„, ..: . • ..,.... • _ • ,.... • . i , . ',K.:i .• ,,, • .... . I...; • .• • • • '' . '...0.--;1 ‘• .."...::.•...b...:. '..,•2: ' ••• • .• N - '' - • I.......,:,:.: ....\......1...........7 ; , • 411 • • ": • •':': • ; •• • ' • • • •• • „ • ' •'. •• .'e • ..".; • , • • • 11 • :1' ' • • • • , • , I • ••• • . • • • • ' •• • • — . , r 5 • • r • C./ • • -;••• / • c1 111., I Ji t-kE•is,t ••••••t, • • 111 • 0' 4.0 0 •-i....,,I, f ip nery i • • 1-1, I .. .: ,ir ''.• ;;7•• I.,- •:•••?:,1 111/4/1/4')114). .441 : !Ills ill II i :I I i . III 1111: Al - &4:41. #114 4'1 Y. Ek*'. h 4A i 1 1.:11 la. illiiltil IS Ili I % • .1 't PI Im r1 44‘frii ni I " 112,,. ..,.!i••••••?..14c 0;r.7 , cs,.1 n ,,,•,?;, •--- 11 f...1... . . k ifi.: • • •11,..... ...:),., .:-.0. 11, -*-A fft 1.1 2 SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION HYDROLOGIC SOILS GROUP MAP u.. SOUTHWEST- A SCALE REDUCED BY N 1 ...,. .0-. ". ...., ./. a „I \ ... I / / • z / 0 ' / U / 0 U 4 U CC / W CO Z .41 1 6 Inr•-•-.-" -4. -.--___....4 . Y. g....t.... .... • 11 ;, , .1. I. • mri) •Y •j• • SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP 1 T N rt T. 2 .2 LT Lf� R8 As 1.8 --4- 2* LS I N — LT_ A- 1- 1.5 A R7W IPIELAN J ti 2;1 CMG _,_ L&jIs 4,1� �u•. -2.3` ILIIMIMMIII111155;atismumm8 2. 4 ;_ FSI I, ' • ' 1 ..,. ", Alampralmisiiiii • rt -, ---1- -t ---- TIS •? R6W .rc.an II7..30 • I -- T- .I I. I R5W 4W I . F: i 4 J NES I KO. OM ,iiranummdireproMMINIIIIIIIVAIIIIMPIMIN __.liTililligeli -MillilEIROV 1 _...44.116191111IMMIUNE I . ONTA-tQb • ' musurRiardir riumspi I.II� ��4• rkimaim " INEEMIPMEilli •1.4F PRP . T2S — ONTAN 1t£0113H. •• • • • a- • • • '1 • • • -IDIOM —I 1 T3S— ,n�<5• i• L5 L 4RADO F •.D CONTROL,'' I'.4 •C• RIALTO meotta L. MEW" widunann II- 30 --i-- R5 111 II�IIIL+Illlllllll �re« a.- INELVIIMMENEN NEM Aliumist prw" • ERSIDE R4W ,5 SAN BERNARDINO COUNTY NYIIRfI flf;Y MANUAL •Yl R2W • • AFt O4` •k.,21 y 4Y•/ a jagem.: •1.e /44 - `.•`T- - R I'W 1• • Y.E.E. eh A• RI E .. 4 13* 4N --1- 1 I . I,44 I-.1:-1 r _,. — _} —I — -1.-— r ,a -. � + -T T34 -.1% AleitajetT.: % 4 i ....e.i ......,,......._.4" :Oft ____. , . 6-1;,,,,r� t vs �Po -�74 �\RAL�IN L. - -I-- 1.8 SAN s , REDUCED DRAWING -- SCALE = 4-MILES- LEGEND; -LAKE L _I _ -- _h• .• • 10111 L•.C* nnreIOITATINJ I I•JY•NFR1 ' ' 1.8 ErtwNI . L - i•• 7115.- 3•.,5T2N —1 — i .3N yl/ 4 - I UEEt , T1.' ' - —t- — I 5 R2 • 1 • • 11 43a•00 SAN BERNARDINO DISTRICT' - FLU) �DL VALLEY AREA ISOHYETALS YIDG=100 YEAR -•HOUR - BASED ON uc. D.. NG14.1 A$ Loves Ammo 8Y' F Na WOOL Na W B. Sub -Area Runoff Summary San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Prop 10-YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK . DATE: Mar, 2009 CHECKED BY: VS DATE: PAGE 1 OF 3 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt .. MIN. Tc MIN. I in/hr Fm in/hr Q - _ TOTAL . FLOW PATH, FT SLOPE FT/FT . V. FT/SEC HYDRAULICS AND NOTES SUBAREA TOTAL Ex A 1.78 A 0.6 18.42 .2.00 . 0.580 2.27 - - - ToJuniper Ex.B 0.19 . A 0.1 18.42 2.00 . 0.100. 0.32 -. - - Street Section Only Ex.0 1.73 A 0.6 20.15 1.85 0.580 1.98 680 1.45% 6.55 To Juniper Ex.D 0.45. A 0.6 20.15 1.85 0.580 . 0.51 680 r.45% 6.55 To Juniper Ex.E • 0.48 A 0.1 21.83 1.80 0.100 0.73 .660 1.45% • 6.55 . Street Section Only Ex.F 4.98 A 1 • 21.83 1.80 0.410 6.23 660 1.45% .. 6.55 To Valley Prop A 0.82 A 0.1 _ 23.28 1.75 0.100 1.22 118 1.45% 6.55 Street Section. Only PartialSite . Prop B : 0.69 A 0.1 23.28 1.75 0.100 1.02 118 1.45% 6.55 • 14.30 Q= 90(I-Fm)A Fm per Table C.2 EX:Represents Flows From the Ex Conditions Sheet, Prop: Represents Flows from the proposed Sheet RATIONAL IVIM lIUl) 01 UJJ X r vIcuvi . San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Prop 10-YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK CHECKED BY: VS . DATE: Jan, 2008 DATE: PAGE . 2 OF 3 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I in/hr Fm - in/hr Q TOTAL FLOW PATH, FT . SLOPE . FT/FT V FT/SEC HYDRAULICS AND NOTES SUBAREA TOTAL Ex.L 10.3E A 0.2 18.42 2.00 0.190 16.91 - - - To. Juniper Ex.M 9.49 A 0.2 20:15 1.85 0.190 14.1.8 680 . ' 1.45% - 6.55 To Juniper Ex.N 6.04 A 0.2 21.83 1.80 - 0.190 8.75 660 1.45% 6.55 To Juniper Ex.O 2.73 A 0.2 22.6 1.75 0.190 . 3.83 - 332 1.45% 6.55 To Juniper Ex.P 0.65 A 0.6 22.98 1.75 0.580 0.68 148 1.45% 6.55 To Juniper Ex.Q 0.69 A 0.2 23.28 1.75 0.190 0.97 118 1.45% 6.55 To Juniper Ex.R 3.27 A 0.1 21.56 1.80 0.100 - 5.00 170 0.4 3.5 ' To Marygold Ex.S 19.93 A 0.5 21.56 1.80 0.500 23.32 170 0.4 3.5 To Valley ELT - 1.19 A 0.1 22.37 1.75 0.100 1.77 191 - 0.4 3.5 To Valley Ex.0 1.46 A 0.1 21.56 1.80 0.100 2.23 170 0.4 .3.5 N Valley ROW East of Juniper. 77.65 Q=.90(I-Fm)A Fm per Table C.2 EX:Represents Flows From the Ex Conditions Sheet, Prop: Represents Flows from the proposed Sheet l'tSi1V1\J' -tJ 1Y11Ja1 '.'M v a vai F a vay.a San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Prop 10-YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK � • . CHECKED BY: VS� . DATE: Jan, 2008 DATE: PAGE ' 3 OF 3 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) • Tt MIN. Tc . MIN. I . in/hr Fm . in/hr. . Q TOTAL . FLOW PATH,, FT SLOPE FT/FT . V . FT/SEC. HYDRAULICS AND NOTES SUBAREA TOTAL Ex.V - 1.62 A 0.1 23.28 1.75 0.100 2.41 118 1.45% 6.55 To Ex CB Ex.W 9.31 A 0.2 24.42 ..1.65 0.190 12.23 683 0.90% 10 - Future to ex 48" Ex.X 4.89 . . . A 0.1 : 25.06 1.60 : 0.100 6.60 381 0.80% 10 . Drain to Ex CB Ex.Y 2.45 • A 0.1 25106 1.60 0.100 3.31 381 •. • 0.80% 10 • Drain to Ex CB • 24.55 • Q=.90(I-Fm)A Fm per Table C.2 EX:Represents Flows From the Ex Conditions Sheet, Prop: Represents Flows from the proposed Sheet San. Bernardino HYDROLOGY MANUAL • STUDY NAME: TPM 18963 Ex.100-YEAR STORM RATIONAL. METHOD STUDY CALCULATED BY: DK - • DATE: Mar, 2009 CHECKED BY:. VS . DATE: . PAGE 1 OF 3 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc - MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE FT/FT . V . FT/SEC HYDRAULICS AND NOTES SUBAREA TOTAL A 1.78 - - A 0.6 18.42 2.90 0.580 - 3.72 . - •- - - • To Juniper B 0.19 - A 0.1 . - 18.42 .2.90 0.100 0.48 - - - - Street Section Only C • • 1.73 A 0.6 - 20.15 2.80 0.580 3.46 - 680 1.45% 6.55 ... To Juniper D - - 0.45 A - 0.6 20.15 2.80 0.580 0.90 680 1.45% 6.55 To Juniper E . • 0.48. A 0.1 21.83 2.70 0.100 1.12 . 660 • 1.45% 6.55 ., : Street Section Only F 4.98. - A 1 21.83 2.70. 0.410 10.26 660 • 1.45% - 6.55 • To Valley G 0.96 A 0.1 23.28. 2.59 0.100 2.15 118 1.45%. 6.55 Street Section Only Partial Site H 4.80 A 1 23.28 = 2.59 0.410 9.42 . 118 1.45% :6.55 - To Valley • . 31.51 • Q=.90(I-Fm)A Fm per Table C.2 tn. EA11VNAL 1VIM11 LJ a1 La" x rvluvx . Bernardino MANUAL STUDY NAME: TPM 18963 Ex.100-YEAR STORM RATIONAL METHOD STUDY . . . CALCULATED BY: DK CHECKED BY: VS - DATE: Jan, 2008 DATE: PAGE 2 OF 3 San HYDROLOGY CONC. PT. (MAP AREA) AREA (ACRES) _ SOIL TYPE DEV. (Ap) Tt MIN. Te • MIN. I in/hr _ Fm . in/hr Q TOTAL FLOW PATH, FT SLOPE , FT/FT V FT/SEC HYDRAULICS AND NOTES . SUBAREA TOTAL L • 10.38 A. 0.2 18.42 . 2.90. 0.190 25.32 - - - To. Juniper M 9.49 A 0.2 20.15 2.80 . 0.190 - 22.29 680 • 1.45% • 6.55 • To Juniper N 6.04 A 0.2 21.83 2.70 0.190 13.64 660 1.45% 6.55 To Juniper 0 2.73 • A 0.2 22.6 2.66 0.190 6.07 332 1.45% 6.55 To Juniper P 0.65 A 0.6 • 22.98 2.60 0.580 1.18 . .148 1.45% • 6.55 To Juniper Q . 0.69 A 0.2 23.28 .2.59 0.190 1.49 118 1.45% 6.55 To Juniper R 3.27 A 0.1 21.56 2.75 0.100 7.80 170 0,4 3.5 • To Marygold S . 19.93 . A 0.5 21.56 2.75 0.500 40.36 - 170 0.4 3.5 To Valley T 1.19 A 0.1 22.37. 2.60 0.100 2.68 " 191 0.4 - 3.5 . . .. To Valley U 1.46 A . 0.1 21.56 2.75 0.100 3.48 170 0.4 - 3.5 • N Valley ROW East of • Juniper 124.31 . KA71UIV AL 1V1r:111UJ» l UL x r vruvi Bernardino MANUAL STUDY NAME: TPM 18963 Ex.100-YEAR STORM RATIONAL METHOD STUDY • CALCULATED BY: DK CHECKED BY: VS. . DATE: Jan, 2008 DATE: PAGE 3 OF 3 San HYDROLOGY CONC. PT. AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. `Lc MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE . FT/FT . V FT/SEC HYDRAULICS AND NOTES (MAP AREA) SUBAREA TOTAL V 1.62 A 0.1 23.28 2.59 0.100 3.63 . 118 1.45% 6.55 To Ex CB W 9.31 A 0.2. 24.42 2.40 0.190 18.52 683 .0.90% 10 Future to ex 48" X 4.89 A 0.1 25.06 2.35 0.100 9.90 381 0.80% 10 Drain to Ex CB Y 2.45 A 0.1 25.06 2.35 0.100 4.96 . 381 0.80% 10 Drain to Ex CB • 37.01 1�Ci 11V1\C1.L/ 1Y11%i 11VL V 1 vY a a vau•a San Bernardino HYDROLOGY MANUAL - STUDYNAME: Juniper &.Valley Prop 100-YEAR ON SITE STORM RATIONAL METHOD STUDY CALCULATED BY: DK • CHECKED BY: . DATE: Jan, 2009 DATE: PAGE " 1 OF . i • CONC. PT. (MAP AREA) • . AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc . MIN. I - . in/hr . Fm in/hr Q TOTAL . FLOW PATH, FT SLOPE FT/FT V FT/SEC HYDRAULICS AND NOTES SUBAREA - TOTAL A . 0.82 A 0.1 • 23.28 2.59 0.100 1.84 Street ROW: Juniper - B 0.69 . -A 0.1 - - 23.28 • -2.59 0.100 1.55 •Street ROW:Valley C - . 1.64 . A 0.2 : • 23.28 2.59 . 0.190 3.54 • To basin -SD D 2.69 A 0.2 23.28 2.59 0.190 5.81 •To • basin -SD E 0.49 A • - 0.2 23:28 2.59 0.190: 1.06 - . To basin -SD PM19231 5.22 A 0.2 • • 23.28 2.59 0.190 11.28 • -• Future Flow • Total 10.41 • On Site to In Tract SD Off PM Area • .10,26 From north property • • • Q=.90(I-Fm)A Fm per • Table C.2 See Proposed Hydraulic Boundary Sheet • • RATIONAL IVIE H1OJ) J 1 uL I r vruvi San Bernardino HYDROLOGY MANUAL STUDY NAME• Juniper& Valley Prop. 10-YEAR ON SITE STORM RATIONAL METHOD STUDY CALCULATED BY: DK CHECKED BY: DATE: Jan, 2009 DATE: PAGE " 1 OF 1 CONC. PT. AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I . in/hr Fm in/hr Q. TOTAL FLOW PATH, FT SLOPE FT/FT V FT/SEC HYDRAULICS AND NOTES (MAP AREA) SUBAREA TOTAL A 0.82 A 0.1 23.28 1.75 0.100 122 Street ROW: Juniper B 0.69 A 0.1 23.28 1.75 0.100 1.02 Street ROW:Valley C 1.64 A 0.2 23.28 . 1.75 0.190 2.30 To basin -SD D 2.69 A 0.2 23.28 1.75 0.190 3.78 To basin -SD E 0.49. A 0.2 23.28 1.75 0..19.0 0.69 To basin -SD PM19231 5.22 A 0.2 23.28 1.75 0.190 7.33 - Future Flow Total 6.77 On Site to In Tract SD Off TR Area 7.13 - From north property Q=.90(I-Fm)A Fm per Table C.2 See Proposed Hydraulic Boundary Sheet C. Street Flooding Analysis J0Ntpr4.- trAir Co J A CE/A5-1 mb)/VLT ri,d rE L.rso p-ity Nc=r14- 100 '/Z c•Ap 4 i (Z4.9 cS 0.47 z1-,c'h. C;21.,G9.O5- C S (0 1.0S Z4.9.. q 4,15 D C Fes. FLOC s ove. C¢a.� -k WEST S, oe CAfxe-)41c 4 C4,th : (4.») Cz) = 49,t CP + CQ,owtiN Li.-�E TC- - o,`,$) x wI r,E = 33.go c F5 C F— . S 3. t CF -74,9-t.- Q = 139,o o =E5 ArA, Ac4 1 o F rz/AJ } (lo) C - oz' = o izsD = o , i x 4no' _ •4 (o, 7 CP +3 Pit", e i4- r = ci 4- 34-. v + 4L�1 130,5 cj 5 130z > 19 .o (e14--) • +0Ni C E-ftS-htjb) (w) (E� Q 10,2 = y 2. I> C` F-S ou 75.12- -1=S -Ev-{ 9 7 % - ,c_) �. 4,-,.-7 C E,0s-h.,x.,) Cv\/Th ir1. -I10 91. , 9. Co L. 130 .S" 13o .S ]-1vviAs ASsurl Kio s SEE SH'E ET�v� CotiF-�F�x� . Etc LT11- I A TC.: peo pose o . v^ (2: t 341 ,67 - .O • • o E'1- 1 ICU' • C ApP44-11 Paiz g� Z ,1 cp-s C ApAcrk C F +' _ "M. ro CrS . (SAC SIkEEi- I ) pAci �1 C t= — c-F = 7 3• 4 + Z4 i _ 11 c.PS W SIDE Zit Q- S .. • - = to -.3c �' �.� �� - 77, 8 C ApA rr' f . . G FS oua.f+. F St oe ZA-,1 c . 13/414.I{-r • ► N . C e-13 0. a 0.05' . G 0 , 48 .' ALL 190 `F rG ri,ow S A rzcs---) 3�ti, pE2 7CGTlua �+ pz1O2 f"p C 13 G?,eo C Ai' -1-i _ &s. g. cr.s , 41,4 -�- Jy. i 15.0 •- St-1. . 3(913 7o-1 retST 30cFS AorZC•opv. ri Cl.$k iva 2`i 1615 a ge„ . + z4T9 C.FS . Fin C J Ipoc War „=, — C.15 — 3CD,3 Cr-5 41.6ctr-S + 36.3 11. 7., C- JW1PS At-L. 3 . C Z. c 3 E CC G3` s , z to e1s ps_ rL h. I 41 • 36 c FS �/E c�rL�►r :... 4(0. 50 V pe,A,Fy w 3o c,Ps = l (.,4 cps: e.P�- 'S. A- 7cp - 1, I 0 o P O , 3T S - r� 't7 UM-.Ey prz-wrz- -� Jam,-, Q,-'t = 0,37 C r Su N i poo_ o, Dt 4Z TFI-t y pt l-I- ►F 443 Z L , I ' N 1_, l'L SEGT1 op.-) : Q i o,_, . Exc�� raw /�' C?12-NE¢- 11 (L Cs El,0%ear) c zfs.55 C'_'PS ...I- 75+Z4,1. 1 q-(0.1{- T7h7 Or-5 sE ZS. O �.., o,-� ' -.L E 52.1 2 D r Qwa= 3 (v3 �Fs. # 0143 e.1NI& L,JFrsl: _0.(A.E1 0.67 C APAC, I 41 2"4-1 L CT.S 7- x. ,-) Lit-iC- SSur,c'. r►e4' e L,Da:),E•. D10•IFS _ e71i�. le41% "I f =7. -4913 C►VAG1`A-1 SI nE xer-) 1Erg►4►-' •C . Zq 1 -s -� z* z.. 5, 5 C FS 1.4 i 4,f41- b w ATE2 C 46. t • cRt. 0.43 -1- o,z o = 0.673 Ak--r- 1►-n-rQSEc-T 'germ z..e C31 RD2.,S, slP L WW SEGt(* L>�-no ti F tJ0 M r�1 Av ) • j Eu•T • pF(L. CAP k S l oe _ '71 170 evs Ovua- - -=---a /-)90f4- Nor • WI p ¢ate O ; h) Fk.T ` EST' 943:' a y5.4CF5 prop 4, w657-, +17-I S7vrf-n 1 a4t ) = 341 4.3a tog .1 c�►._► J v ►..► i FPrt. CO . • . c• J V u, GI5 T)vSI w ase-c1 C 6 )S GE�tJ-h,.b) � cQ, = 30 •O cvs= 0.1 cps 30;z4,q 5_I 4.0 J\•• ►-•, PE CZ) Fzo� 5 I r5 C,h-1 ro 2. Qto vAu..c9 GCS c. ow- V At.AP-1 CIA-7) = 7-.13 .cps - 5:10 _ Z.Z.Z. c • lora- 514cuLO De_ (> -S%cat .;;;it ZZ.Z op, ,(92i Gt%5 vprt.tsai FRAr-rnoi..E _ So C&) JktA4 c-j. _ 0 � ZZ:21,62- � �r►or I CI..VOtf-4.0 prZ.1,T.e.P ) = 91.9 cam , w F -rr-cz ►-► . o pipe. s 1,-,4-6-t. s ,4a,p,e, vv 1Z. 23 c.Fs . Asps ur-tr-0 Fu-tvrl.0 Co-ss TY�.v o►J . C' STrr I4 4-1-1 Pt Pr E t_tJ Ois- -oi.4Z . 1.4I. * (.60 t -S:31 �'2, 31..CF5 prc A - -fr — 1251 + 12,L3+41.1.9 LSl)nP CO) C6S oN 341.41.7Plt lAVrte 1— 5td1.-. "PO - 1/L L 11014 cr sEcr�n,► ,00 r• w . c c , C 'S / Z = 49 94 -S 4c1 , 4 COS 7 3 R i 4 c. ca. G►L,,ur o.,,1" C ? c f bp.) a/k r ), r10.3. l�te : "p¢oJr-c-T /4.5.s4A-470,,Ror-_ c Fri 19Z51 T3+-+c c3 -6 CCCtp-K c9.So cF, up sr¢.iarn • -}Q aitP»itA. t tG.4 t (O,D _ I IL9 cis tmp#10.txt Channel calculator Given Input Data: Shape Trapezoidal' Solving for .Flowrate Slope • '0.0142•ft/ft Manning's n• 0:0130 Depth - 0.4800 ft Height' . 0.6700 ft Bottom width 0.0200 ft Left slope 99.0000 ft/ft (V/H) Right slope 0.0240 ft/ft (V/H) Computed Results: . Flowrate.' 24.9264 cfs • Velocity. • 5.1814 fps Full Flowrate 60.6111 cfs. • Flow area ' • 4'. 8108 ft2 . Flow perimeter 20:5058.ft_ .Hydraulic radius' 0.2346 ft Top width • 20.0248 ft Area • 9.3678 .ft2 ' .Perimeter 28:6147 ft Percent full • 71.6418 % . Critical Information critical depth .0.6159 ft critical slope 0.0038 ft/ft, Critical velocity • 3.1488 fps critical area • 7.9161 ft2 critical perimeter 26.3043 ft Critical hydraulic radius. •0.3009 ft Critical top width. • . 25.6872 ft specific energy • 0.8972 ft' • Minimum.energy ' 0.9238 ft 1.8637 Flow condition Supercritical Froude number Page 1 34'half-project.txt Channel calculator Given Input Data: • shape Trapezoidal' solving for Flowrate slope 0.0145 ft/ft Manning's n .. 0.0130 Depth 0.6700 ft • Height 1.0000 ft Bottom. width 0.0200 ft Left slope. . 99,0000 ft/ft (v/H) Right slope 0.0200 ft/ft (v/H) Computed Results: Flowrate. velocity . Full Flowrate Flow area Flow perimeter Hydraulic radius. Top width Area Perimeter Percent full 73.6652 cfs 6.5549 fps 214.2070 cfs 11.2382 ft2 34.1967 ft 0.3286 ft 33.5268 ft 25.0251 ft2 51.0301 ft 67.0000 Critical information critical depth 0:8835 ft critical slope 0.0033 ft/ft Critical velocity • 3.7708 fps critical area 19..5355 ft2 critical perimeter. 45:0869 ft' critical.hydraulic radius 0.4333 ft • Critical .top width • 44:2035 ft specific energy 1.3377 ft Minimum energy •1.3252.ft'. Froud'e number• 1.9960 • Flow condition .supercritical Page 1. Co.-o a i ot., CA pA c-hy C(Zo Et..EL? + -ft 40'widthfree.txt Channel calculator Given Input Data: Shape Rectangular Solving for Flowrate slope 0.0142 ft/ft. Manning's n 0.0130 Depth 0.1900 ft • Height 0.5000 ft • Bottom width . 40.0000 ft Computed. Results: Flowrate . 33.9989 cfs velocity 4.4735 fps Full Flowrate 168.8160 cfs Flow.area 7.6000 ft2 Flow perimeter 40.3800'ft Hydraulic radius . 0.1882 ft Top width 40.0000 ft. Area 20.0000 ft2. Perimeter . 41.0000 ft Percent full 38:0000 % critical Information critical depth 0.2821 ft* Critical slope 0.0038 ft/ft critical velocity 3.0128 fps critical area 11.2848 ft2 Critical perimeter 40.5642 ft Critical hydraulic radius 0.2782 ft critical top width 40.0000 ft specific energy 0.5010 ft Minimum energy 0.4232 ft Froude number 1.8093 Flow condition : supercritical Page 1 Channel Calculator Given Input Data: shape solving for Slope Manning's n Depth Height Bottom width • Computed Results: Flowrate Velocity Full Flowrate Flow area Flow perimeter• Hydraulic radius •Top width Area Perimeter Percent full 60'row-free.txt Rectangular Flowrate 0.0142 ft/ft 0.0130 0.1800 ft. 0.5000 ft 60.0000 ft 46.7118 cfs 4.3252 fps 254.6059 cfs 10.8000 ft2 60.3600 ft 0.1789 ft 60.0000 ft 30.0000 ft2 61.0000 ft 36.0000 % Critical Information Critical depth 0.2661 ft critical slope 0.0039 ft/ft critical velocity 2.92.59 fps . critical area 15.9649 ft2 Critical perimeter 60.5322 ft critical hydraulic radius ' 0.2637 ft critical top width 60.0000 ft specific energy 0.4707 ft Minimum energy . 0.3991 ft Fronde number 1.7973 Flow condition supercritical Page 1 Valley-Ult.txt channel Calculator Given Input Data: shape Trapezoidal Solving for Flowrate Slope 0.0041•ft/ft Manning's n 0.0130 Depth 0.6700 ft . Height • 1.0000 ft Bottom width 0.0200 ft Left slope 99.0000 ft/ft (V/H) Right slope 0.0120 ft/ft (v/H) Computed Results: • Flowrate 65.5840 cfs velocity 3.5035 fps Full Flowrate. 190.74.86 cfs Flow area 18.7198 ft2. . Flow perimeter s. 56.5274 ft. • Hydraulic radius 0.3312 ft Top width 55.8601 ft . Area -41.6917 ft2 Perimeter 84.3594 ft Percent full .67.0000 % critical Information Critical depth 0:6876 ft Critical slope. 0.0036 ft/ft. Critical velocity • • • 3.3265.fps. Critical area• • 19.7159` ft2 Critical perimeter 58.0118 ft Critical hydraulic radius .. 0.3399 ft Critical top width 57.3270 ft •. specific energy 0.8607 ft minimum energy • 1.0314 ft Fronde number . 1.0669 Flow condition Supercritical Page 1 Valley-E Half.txt Channel Calculator . Given Input Data: • Shape ' 'Trapezoidal' Solving for Flowrate Slope • 0.0041 ft/ft Manning's n 0.0130 Depth 0.4300 ft Height 1.0000 ft Bottom width 0.0200 ft Left slope: , 99.0000 ft/ft (v/H) Right slope 0:.0100 ft/ft (V/H). Computed Results: Flowrate 24.1574 cfs . velocity 2;6103'fps Full Flowrate 229.1715 cfs Flow area 9 2545 ft2 " Flow perimeter 43.4522 ft Hydraulic radius. 0.2130 ft Top width 43.0243 ft., Area 50',0251 ft2 Perimeter 101,0251 ft. Percent full• • . • 43.0000 % • • Critical Information •' Critical depth 0,4287. ft Critical slope 0.0042 ft/ft critical velocity. • 2.6266 fps critical area 9.1972 ft2 ' Critical perimeter 43..3172 ft' critical hydraulic radius 0.2123 ft • critical .top width 42 : 8907 ft Specific energy 0.5359 ft Minimum energy • 0.'6430.ft' .' Fronde number • 0.9923' Flow condition , subcritical Page 1 VALLEY-E-FREE.txt Channel Calculator Given Input Data: Shape Rectangular solving for Flowrate slope 0.0042 ft/ft Manning's n 0.0130 Depth 0.4200 ft ' Height 0.5000 ft • Bottom width . 43.0000 ft Computed Results: • Flowrate .74.0712 cfs Velocity 4.1014 fps Full Flowrate 98.8088 cfs, . Flow area 18.0600 ft2 Flow perimeter 43.8400'ft Hydraulic.radius 0 4120 ft . Top width • 43.0000 ft Area. 21.5000 ft2' Perimeter 44.0000 ft Percent'full 84.0000 % Critical Information Critical depth 0.4518 ft Critical slope 0.0033 ft/ft Critical velocity • 3.8127 fps critical area 19.4277 ft2 • critical perimeter • 43`.9036 ft critical hydraulic radius 0.4425 ft Critical top width 4.3.0000 ft specific energy 0.6814•ft. Minimum energy 0.6777 ft Fronde number 1.1157 Flow condition : supercritical Page 1 D. Catch Basin Design nu et rc PI WA PoAtA • w L = Byrn f_ 30z.5 LS-c-4-2". 4Ssur'C Sb% Ct o tJ4-c..11 I Z.S ct USr' 4 4� t to -- z o4•-• °/n CA-0 . N • z.4��-� U Sf Z- . 44)'`q -' = 3 Z kizaA nizAtNs " .t,1 Qto = 7115 a F 5 . rems v r-E D ) 44 - Zys .•4 use. Z _ 4' >4 4 • = 3z c4-7-- 5.4bcam. 6. 5 z 0.4 0.3 02 0.I 4 3 6 W 'A s 4.EM 'OPENING AREA • • r 8.2W + L (WITH Caul •' 2(W+L') • (WITHOUT GJRs) • 10 20. 30 40 00 60 OIiC8AA6E n Cii 3/SI GRATE INLET CAPACITY IN SOAP CONORIONS (Table assumes no.clogging.) 5-51 Figure 5-18 Z.c,-1 CpS �o e 3 r 0 0.6 1- a. r 03 0 0.4 0.3 02 0.1 h 0'• CURB w 1 A • CLEAR OPINING AREA P • 2W + L. (WITH CUM) P •T(W+L) (WITHOUT cults) 1 1 1 1 1 , t i 3 4 3 N1 II 10 20 30 • 40 30 G0 DISO l<iE a (FT3/tl GRATE INLET CAPACITY IN SUMP CONDITIONS (Table assumes no clogging.) 5-51 Figure 5-18 (3 cP>, I0 c a 3 2 0.4 0.3 02 0.1 J 3 4 5 6 7 CURB T w 1 A a CLEAR OPENING AREA PaZW+L (WITH CURE ' ' a T(•+L) (WITHOUT CURS) s 10 • 012121.1412 a (FT 3F I 1 1 I 20 I 30 40 SOSO GRATE INLET CAPACITY IN SWAP CONDITIONS (Table assumes no clogging.) .I 5-51 Figure 5-18 C & V Consulting, Inc Q=0.7*L(a+y)^3/2 a=2",.y=8" L=width CATCH BASIN CALCULATION By: DK Date: MAY 2009. Page: 1 cif . . CATCH• ..BASIN NO: • DEVICE • CONDTION STREET SLOPE (%) STREET DEPTH .(FT) C.B. Q10 (CFS) Calc Width (Min) NOTES 1.0• CB 1.07 0.67 • 41.00 18.2 2.0 CB 1.07 0.67 9:00 6.6 3.0 CB 0.20 " 0.67 1.02 1.5 4:0 CB • 0.20 0.67 . 22.20 12.0 BY PASS E. Existing Hydraulics Analysis • - PLANNERS NOEL S. ATKISSON ASSISTANT PRINCIPAL ENGINEER (714) 658-7116 1545 W. Florida Avenue • P.O. Box 851 • Hemet, California 9234; • FAX (714) 652-8804 • HYDROLOGY. AND HYDRAULIC COMPUTATIONS FOR PROPOSED JUNIPER AND SIERRA AVE STORM DRAINS • FONTANA. CALIFORNIA ' JOO No...E89-012,002 July, 1989 • Prepared For: Birt.cher Trachman Properties . Prepared By: NBS/Lowry. . • fr Section TABLE OF'CONTENTS Descriniion I HYDROLOGY COMPUTATIONS Existing Sierra and Juniper Orainaga Areas 10-Year Rainfall/Runoff Event' Existing Sierra and.Junzper Drainage Areas 100-Year Rainfall/Runoff Event Proposed Sierra end Juniper Drainage.Areas 10-Year Rainfall/Runoff Event Proposed Sierra and Juniper Drainage Areas 100-Year Rainfall/Runoff Event Exhibits Hydologic Soils Group Map 2 10-Year/1-Hour Isohyetai Map 3 • 100-Year/1-Hour Isohyetai Map 4 Hydrology Map for Existing Conditions 5 Hydrology Map for Proposed Conditions II HYDRAULIC COMPUTATIONS A Caltrans North I10 Ditch Existing 10-Year Peak Flow Rates Existing 100-Year Peak Flow Rates HEC-< water Surf ce Profile r Q E Caltrans North 110 Ditch Proposed 10-Year Peal' Flow Rates Proposed 100-Year Peak Flow Rates HEC-c Water Surface Profile Prnprsed Juniper ¶+,nrm Drain iv -rear" rr•op0Seo reek 1 Lvw he Let Existing Sierra Storrs Drain Only 10-Year Existing Peak Flow Rates Existing Sierra Storm. Drain Only •i n tllIGglB1!911 aaet s,Ss7lbQafa' SAtao0000 . taa awae)S a-C,Dt3&I&+Danaa 6a nko• rano.asap pfrfrao notaea04:06,.o So ens • 'i.Gi: •S't�t-�' ,h-'�:.J�: i •��.'.:.a.`,4 1 u7 Z::::i`.^:�.;de,',. IFS t`1ASTQ St P'LIa.Yl1 si izt-A t v 44t-3 owatm6,45. acts. Dl°vrtSt ° tiZA41.44t. A.1Zfl... 44.C°R„E5 aassinnaatosaanotstaciessitaall 40 ve 1• P kY DZOLO &Y ;HAP 7014 /�''�' ✓i7 / f�. E N. G. E N E . P s a P 1. A N N£ .R R,O330XO H: MET, CA,4C343 t7140858.7116 II INMNNrNrsNNseommorq mCNON000iNiN Mr r�O{A{6N�rrNNNNrrrMNrrryltrrrlMrrrNrrNrNNNrNNNrrrNrrNNN{..... NN�II�r�lhrl� ---1 crPRss`.. »V6 y4 4 :4• MNMr. - ExtST. STORM DEAN. • r1ASTEf2: PLAN S[Ctth nealtJ DR.A... E A h. DIVIDE= • DRAtI4 E A1ZE4 . AcQES NODE lU 1MMEe PJVLM'd77Q, z entuEMJAPUEHfl rAifetuot,iiikt EXI.11131T5 •• • INLAND friP'RF CEN'�FR NYDZOLOGY 'MAP FOR .: . P •;2r1PCat3.t Cp;JD1T tO J . • '£R6,-NE'ERS- M PL*NNERS PQ 903951 HEMET. CA.92343 (744)659.7MS 1 4ear Propoaed'Peak Flaw Rates. Proposed Sa.err'a five .Storrs Drain Ratl,ng Curve for Split Flow at Sta. 104.13133 • Proposed Sierra 48" RCP ,Storm Drain Only, 10-Year Proposed Peak Flow .Rates Eased on Hating Curve The purpose of this aiudy'is to develop required hydrology and hydraulic computations for the design of proposed storm drains on juniper ens Sierra rivenues, Fontana California. • ASSUMPTIONS The following assumptions were used a8 a tests for this study: I. Hydrologic computations per San Bernaraino 'County Hyoroicggy rianual. 2. Sierra Avenue proposed drainage areas and hydoiogic parameters per "Hydrologic & Hydraulic Analysis of (raiser PerManente Center and ' SurroUndino Areas, Fontana, California', prepared by Wagner -Stanford Consul(;rants, March. 4', IS'SG,. S. Juniper Avenue proposed drainage area teased. upon the maximum area that can be.drained to the existing CALTPANS ditch 'while maintaining the 100-year water surface elevation within the channel banks. 4. Ultimate land -use for study area.from "Land Use Policy Map" Fontana General Plan Program, April 19115. HIDROLOOY 'COMPU TIOt A Existing Sierra and .Juniper Drainage Areas 1O—dear Rainfall/Runuf.P .Ev,ent tow n====== ,„.==...._=====., �•-�. __ _.-===z>a==aaa RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC 1983 HYDROLOGY MANUAL •:(,«sc<<<<<<<<<, K<:<“<<1.<<?,(<<<<<<< >.>> >>>>>>. >>>>>>>>>:i>!>.i" ”)>>>>>> . (C) Copyright 1933,196S.Advanced'Engineering Software HIES) Especially prepared. 'Tor: NESTE, 1 RUDIN & STONE, INC. '.**********DESCRIPTION OF RESULTS************.-***************,t,r******** +•**x*x * INLAND EMPIRE. CENTER • . * * EXISTING SIERRA AND -JUNIPER DRAINAGE AREAS * *010-YEAR RAINFALL/RUNOFF EVENT USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIP1AL) TO USE FOR FRICTION SLOPE _ .S0 10-YEAR.STORM 60-MINUTE INTENSITY(INCH/HOUR)•= .950 • 100-YEAR STORM SO -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTE) RAINFALL INTENSITY DATA: STORM EVENT = 10..00 1'-HOUR.INTENSIT'.(INCH/HOUR) = .9595 SLOPE OF INTENSITY.DURATION CURVE .= .5000 SBC HYDROLOGY MANUAL "i,"-•VALUES USED • s\;t<<{<<.<t<:ttCtti<\ttWfff::<•.<{{«:.}>?..•}}:*}':'>.>r •S> :»->.i:r»?} Advanced Engineering Software [AESI SERIAL No. I0609I • VER. 7.3C PELEASE DATE 2'20tBG t{tC««<<'««<.t«t<<< < ; f<<.t<<“<<“<<>`+>>>>>>»>»>»»>}i>>>>>>.>>>>>>>>» *****!*************.***4*************a•?r •*****• ****grit**•********** ************ FLOW PROCESS FROM NODE 14.80 TO NODE. 14.90 IS CODE = 2 •9>i>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS`<<•< ea====a=.===`1•m/C1C= tY L"OY= ==========-=========gC..'-=====w2Ct0.�'J=m=== CCCCbCO=====te== ASSUMED INITIAIUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL INITIAL SUBAREA FLOW -LENGTH = 800.00 UPSTREAM ELEVATION = 1313.50 !L _ ...W6*t4 b00.00**6)/( 14.00)11'-t.L 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.330 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8230 SUBAREA RUNOFF(CFS) = 16.87 TOTA1. AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 16.87 .il•itiF****4•X.**iF•,fifiF$iFiFii*lFdEir+.********.it9•sY*****•It; ****4*S *******+***********4***** .FLOW PROCESS. FROM NODE 14.90.TO NODE 15.00 IS CODE .= 6 >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<..•: F': •3��.��.-=C=..._--4:.T.-.-==SS..=-===-==CL-=Li-..-'J.===--.. L'='=---=c.-- .-=--C=----.-CRC."..' UPSTREAM ELEVATION = 1301.50 DOWNSTREAM ELEVATION = 1192.90 STREET LENGTH(FEET) = 7240.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECIMAL) - .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 55.98 STREET FLOWDEPTH(FEET) _ .64 HALFSTREET FLOODWIDTH(FEET) = 24.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY = 2.98 STREETFLOW TRAVELTIME(MIN) _ 25.91 TC(MIN) = 36.09 10..00 YEAR :RAINFALL INTENSITY(INCH/HOUR) = 1.237 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7992 SUBAREA AREA(ACRES) = 75.30 SUBAREA RUNOFF(CFS) = 74.45 SUMMED AREA(ACRES) =• 84.10 TOTAL RUNOFF(CFS) = 91.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 29.37 FLOW VELOGITY(FEET/SEC.)= 5.18 DEPTH*VELOCITY = 3.8E FLOW PROCESS FROM NODE 15.00.TO NODE 15.10 IS CODE = 6 >>i»COt4PUTE STREETFLOW TRAVELTIME THRU SUBAREA<(<«' ===iti CR•IMMt== =====C.i`.==ad=='W===.===C=MCl WMIXOW=====C4C'.=======C====CC'ft = UPSTREAM ELEVATION = 1192.80 DOWNSTREAM ELEVATION = 1177.80 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET).= 50.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 94.64 NOTE: STREETFLOW EXCEEDS TOP OF. CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ,i=SUMPT.: i THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, 'ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _- .75 HALFSTREET FLO0DWIDTH(FEET) = 29.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.37 PRODUCT OF DEPTH&VELOCITY = 4.00 t".TREETFLOW TRAVELTIME(MIN) = 3.11 TC(MIN) = 39.19 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.187 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7970 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = G.62 SUMMED AREA(ACRES) = 91.10 TOTAL RUNOFF(CFS) = 97.95 END OF SUBAREA STREETFJW HYDRAULICS: DEPTH(FEET) = .75 HALFSTREET FL00DWIDTH(FEET) = 30.13 • • i >>.>>COMPUTE STREE T FLOW TRAVELTIME THRU SUBAREA . ., -_-=_---------------======== ==== ==== =Xt.=Cx======= UPSTREAM ELEVATION - 1177.80 DOWNSTREAM ELEVATION = 1152.30 STREET LENGTH(FEET) = 1750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 50.00. STREET CROSSFALL(DECIMAL) =..0200. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF '= 2 **TRAVELTIME COMPUTED .USING MEAN FLOW(CFS) = 104.27 NOTE: ST1iEETFLOWEXCEEDS TOP OF CURB. THE FOLLOWING S T REETFLOU. RESULTS ARE BASED ON THE .ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE. STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET. FLOWOEPTH(FEET) = .78 HALFSTREET FLOODWID T H(FEET ). = 30.88' AVERAGE FLOW VELOCITY(FEETISEC.) = 5.35 PRODUCT OF DEPTH&VELOCITY = 4.16 STREETFLOW. TRAVELTIME(MIN) = 5.44 TC(MIN) = 44.63 10.00 YEAR RAINFALL INTENSITY.(INCH/HOUR) = 1.113 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF 'COEFFICIENT. _. .7935 SUBAREA AREA(ACRES) x 14.30 SUBAREA RUNOFF(CFS) 12.62 SUMMED AREA(ACRES) =. 105.40 TOTAL RUNOFF(CFS) _ 110.57 ENO OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) rz ..79 •HALFSTREET FLOODWIDTH(FEET) _ 31.63 FLOW VELOCITY(FEET/SEC.)'= 5.43. DEPTH*VELOCITY = 4.29 FLOW 'PROCESS FROM NODE' 15.20 70 NODE •15.20 IS CODE = 8 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW4<r«,4 . asr=osasa===xana.,xx======mt�ca=eatzss==ss=aaservn=-sda==a ss a == ===== • 10.00 YEAR'RAINFALL INTENSITY(TNCH/HOUR) =1.113 . SOIL CLASSIFICATION.IS "A" . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .7935 SUBAREA AREA(ACRES) x 17.60 SUBAREA RUNOFF(CFS) 15.54 TOTAL AREA(ACR'ES) = 123.00 TOTAL RUNOFF(CFS) = 126.11. TC(MIN) = 44•.63 • *******•***** **********•*4******, **•**•****•,***,r•*********•****.***********•>E.**•**** FLOW PROCESS FROM.NODE 15.20•TO NODE . 16.00 IS CODE'= 3 >.>>COMP1JTE PIPEFLOW TRAVELTIME THRU SUBAREA•(<.'« :'< �I T E E6 rt C P PCB ZE + -f 1 ... � r!G ��ut'!PUT �:-� TI:,ATkD I1,..�I tom. ; NOi•1 FEE �aURE :-��;�, .. . =.-xs=e=save=o=C=m==C+�a'7sassa arcs=sannee=.:3Sva¢vo=ans CC=va=aasm=ftrx�==xa rs==:==Cxs=== DEPTH OF FLOW IN 45.0 INCH PIPE IS' 33.3•INCHES PIPEFLOW VELQCITY(FEET!SEC.) = 14:4 •• UPSTREAM NODE ELEVATION = 1152.30• DOWNSTREAM NODE ELEVATION = 1143.30 FLOWLENGTH(FEET) =. 600.00 MANNINCS N = .013 ESTIMATED PIPE DIAMETER(INCH) = '45.00 . NUMBER OF PIPES = 1 • r ircrt_Lw 'Ma/ iUonntrt &,r :.•', - TRAVEL TI11E(MIN. )-= .69 TC(MIN.) = 45.33 'FLOW PROCESS FROM NODE. 16.00 TO. NODE 16-.00 IS CODE = 8 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW‹<<« . 10.00 YEAR RAINFALL INTENSITY(INCHiHOUR) = 1.104 SOIL.CLASSIFICATION IS "A I+UIML h1-;EH(HURES.+• = 14i(.f JUiHL r(UNUtt-“.. ) TC(MIN) = 45.33 +F?Fs4,+h+.r*****7F*****dF*********i+aF*** hat****.t* *tic* **4*****•tFiF +.-+F*****.******sf*** FLOW PROCESS FROM. NODE. 16.00 TO.NODE 16:00 IS CODE. = 9. "> )`•ADDITION OF SUBAREA TO MAINLINE PEAK FLOW:., , C =r-F == = -• 3 . 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.104 ' SOIL CLASSIFICATION I5 "A" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. _ .7930 SUBAREA AREA(ACRES) = 4.100 SUBAREA RUNOFF(CFS) = 3.59 TOTAL .AREA (ACRES) : =' 131.80 TOTAL RUNOFF (CF 6) _ ' 133.81 • . TC(MIN) = 45.33 • *ire **4*iF**4******4*****4* ***4**it*****i ***** ** tip*�t*if******4**************** • .FLOW PROCESS. FROM NODE 16.00 TO NODE . 18.00 IS CODE = . 8 >>>»ADDITION. OF .SUBAREA TO MAINLINE PEAK . FLOW(<(.« ================ 10.00 YEAR RAINFALL INTENSITY(INGH/HOUR) = 1.104; SOIL CLASSIFICATION IS "A" . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ..7930 SUBAREA AREA(ACRES) = 2.90 ' SUBAREA RUNOFF(CFS).= 2.54 TOTAL AREA(ACRES) = 134.70 ' TOTAL RUNOFF(CFS) = 135.35. TC(MIN) - 45.33 . *********•*aria*******'*4.*4+ *******lI****I*******•**********.*it*:****it************** FLOW PROCESS FROM NODE: . 16:00 TO NODE 17.00' IS. CODE = 3 . ' >?>» COt1PUTE PIPEFLOW TRAVELTIME .THRU SUBAREA< « « • >>>?USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<“ C=====___========a=a:===a=xe =ax==OiCI=CiC=iSQ�==T.z=.Cv=wT fi CSR•tiq=C.7 F.^..=aa eCa=L �=ts DEPTH OF FLOW:IN 45.0 INCH PIPE I5 35:7 INCHES • PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 • UPSTREAM NODE ELEVATION = 1143.30 DOWNSTREAM NODE ELEVATION = 1123.80. FLOWLEN6TH(FEET) = 1300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = •. PIPEFLOW THRU SUBAREA(CFS) = 136.3S TRAVEL TIME(MIN.) = 1.49 . ' . TC(MIN.) = 46.82 *********4******it•9F` **************4**************is*****4***tih*4************** FLOW PROCESS FROM NODE .17.00 TO NODE 17.00 IS CODE - 8 » ?ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «(« s n.=====eo=====_=========s=_=t.t:=_=a== a=aas.==== ==a===c===oaass.===___ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = .1.086 SOIL CLASSIFICATION' IS ``A" uuriI IChlydrtL utVtLui-ritN ! r.uNur r LAJe.rrit,Imw SUBAREA AREA(ACRES) = .3.30 SUBAREA RUNOFF(CFS) = • 2..84 TOTAL AREA(ACRES) _. 138.00 TOTAL RUNOFF(CFS) = 139.19. TC(MIN) = 46.82 • ***********************-W******w************* ***********x*******iris**** *** FLOW PROCESS FROM NODE 17.00 TO NODE' 17.00 IS CODE = 8 >>>»ADDITION OF SUBAREA TO MAINLINE PEAK. FLOW<K<<< COMMERCIAL DEVELOPMENT RUNOFF (:11EFFICIENC = .7U21 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 6,09 TOTAL AREA(ACRES) = 147.40 TOTAL RUNOFF(CF1) = 147.28 TC(MIN) = 46.62 rio-sxf#Ktt#•Y•*#�dt*+t*i4#* r*#•e:tar.+r,tdF*4�*#xt*}i+,r**a•*iFtr,p'.;#rF#•!.•,l�Fik**.****•K*4#t*de*��# FLOW PROCESS FROM NODE 17.00 TO NODE 12.00 IS CODE = 3 . » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< << • ie> >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW ).<<.. =======q.-..= = -= == ===S========== =============== ' • DEPTH.OF FLOW IN 46.0 INCH PIPE IS 35.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.0 UPSTREAM.NODE ELEVATION = 1123.86 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLEN6TH(FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(INCH) = 48.00 NUMBER OF PIPES _ PIPEFLOW THRU SUBAREA(CFS) = 147.28 • TRAVEL TIME(MIN.) = .. B3 . Tt(MIN..) = 47.65 FLOW PROCESS FROM NODE . 12.00 TO NODE • .12.00 IS.CODE = 8 >: »>ADDITION;OF SUBAREA TO MAINLINE PEAK FLOW<<(«<. _c 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.077 SOIL CLASSIFICATION I5 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7916 SUBAREA AREA(ACRES) = .7.00 SUBAREA RUNOFF(CFS) = 5.97 TOTAL AREA(ACRES) = 154.40 TOTAL RUNOFF(CFS) = 153.24 TC(MIN) =. 47.65 *•******************•***•*•****•*•***********i ***•***•**•******************• • * ***** FLOW PROCESS FROM NODE 12.00 TO:NODE 12.00 I5 CODE = 8 r :: »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW.\<<< • ==ft========4-==.=___-=.==============C =__ ================== == Lx=== 10.00 YEAR RAINFALL INTENSITY(INCH/HQUR).= 1.077 SOIL CLASSIFICATION I5 "A" . COMMERCIAL DEVELOPMENT. RUNOFF COEFFICIENT = .7916 SUBAREA AREA(ACRES) _ • 14.30 SUBAREA RUNOFF(CFS) = 12.19 :TOTAL AREA(ACRES) = 168.70 TOTAL RUNOFF(CFS) = 165.43 TCNIN)= 47.65 ..Y,* YV.*aFK+E?F*iF**4***iF+F *444..*A-,..**dF*** *Y•******4**41.4#*+FY*if4dFiFE1FY.*****if+laFiFjF*** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<“ VIILut:. Lj:JCsJ f '.?iL tl`tVCf CI`FUCi'� i :.. Nr_ro, TIME OF CONCENTRATION(MINUTES)•= 47.65 RAINFALL INTENSITY (INCH./HOUR) = 1408 TOTAL.STREAM AREA (ACRES) = 168.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 165.43 ******•******.********•****************-•**4******•*****•***************•*******•**** >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< UEVELOPr1EN T IS COfiMERL` IAL TC. = N*[(LENGTH**3.)/(ELEVATION CHANCE)]**.2 INITIAL SUBAREA FLOW -LENGTH = ;000.00 UPSTREAM ELEVATION = 1253.70 DOWNSTREAM ELEVATION = 1238.70 ELEVATION DIFFERENCE ._ 15.00 TC = .303*(( 1000.00**3)/( 15:00)]**.2 = 11.127 10.00 YEAR RAINFALL.INTENSITY(INCH/HOUR) = 2.<2H BOIL CLASSIFICATION IS "A 'COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8218 SUBAREA RUNOFF(CFS) = 14.28 TOTAL AREA(ACRES).= 7.80 TOTAL RUNOFF(CFS)'_ 14.28 ****ititdt?tjtit****.*jF+khit*it4'1F9iit************+F!!•.Fd********•Y.*****dGib********44****•tt**** FLOW PROCESS FROM NODE 1.10 TO NODE - 4.00 IS CODE = 6 ?>.>»?COMPUTE STREETFLOW TRAVELTIME THRU SUBAREt< <(< ====:==_=====C===== _-..===t»========= ====..===== _== ====5_===at LS-C==C`J awe UPSTREAM ELEVATION = 1238.70 DOWNSTREAM ELEVATION = 1155.50 STREET LENGTH(FEET.),= 7800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING- MEAN FLOW(CFS) = 103.16 .**STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF, CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE: STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .77 HALFSTREET FLOODWIOTH(FEET) = 16.O0 'AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.58 PRODUCT OF DEPTH&VELOCITY = 5.06 STREETFLOW TRAVELTIME(MIN) = 19.74 TC(MIN) = 30.87 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _. 1.338 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(114 ACRE LOT) RUNOFF COEFFICIENT = .6149 SUBAREA AREA(ACRES) = 194.20 SUBAREA RUNOFF(CFS) = 159.73 SUMMED AREA(ACRES) = 202.00 TOTAL RUNOFF(CFS) = 174.01 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .94 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET/SEC.) = 8.17 DEPTH*VELOCITY = 7.72 ,.•*+.fx4+•!•!Fa****'•-0E'd•itit•iFt,`y.µrta;ti r.s i**P*##**�f••MiF***-"- **tli-**-.•***» 4ttarrt.�ee•+;�•?*•*4* FLAW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 '''•'•'COMPUTE PIPEFLO'V TRAVELTIME THRU SUEAREA “( »>»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«‹«. =================== ===_======= ==============_.====================5======= DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.5 INCHES PIPEFLOW VELOCITY'FEET/SEC.) = 16.0 .,r z i;w 1rt kuuE tLturi; , wir w .:,5. r.w DOWNSTREAM ,NODE ELEVATION = 1138.00 FLOWLENBTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 174.01 TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 32.02 FLOW PROCESS FROM NODE 5.00 TO NODE 3.00 IS CODE = 3 = 0 = ===== DEPTH OF FLOW IN 69.0INCH FIPE IS 53.8 INCHES PIPEFLOW UELOCI.TY(FEET/SEC.)'= 8.0 UPSTREAM NODE ELEVATION = 1138.00• • DOWNSTREAM. NODE ELEVATION = 1136'.70 FLOWLENGTH(FEET) c500.00 MANNINGS N = .013. ESTIMATED PIPE DIAMETER(INCH) = 59.00 NUMBER OF PIPES = t PIPEFLOW THRU SUBAREA(CFS) _ 174.01 TRAVEL T I;'1E(MIN.) = 1,04 TC(MIN.) . = 33.06 *******•sir******.. .-i ****tr;r*****4********** Fat *• **** *4**4.***,..4*4********4± *** .FLOW PROCESS. FROM.NODE 3.00 TO NODE 3.00 IS CODE = 8 >»r:ADDITION. OF SUBAREA TO'MAINLINE PEAX.. FLOW<<<<. . =========. =============.========= = ========4========== ===== 10.00.YEAR RAINFALL INTENSITY(INCH/HOUR) _ .1.233 SOIL CLASSIFICATION IS "A"'. SINGLE-FAMILY(•1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6067 SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 16.71 TOTAL AREA(ACRES) = 223.30. TOTAL RUNOFF(CFS) ^ 190.72 TC(MIN) = 33.06 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8• »>ADDITION OF SUBAREA TO MAINLINE PEAK .FLOW<<“,; == 10.00'YEAR RAINFALL INTENSITY(INCHlHOUR) = 1.293 SOIL CLASSIFICATION IS "A" • SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6067 SUBAREA • AREA(ACRES) = 19.50 ' SUBAREA RUNOFF(CFS) = 15.29. TOTAL. AREA(ACRES) = 242.80 TOTAL RUNOFF(CFS) = 2.06.01 TC(MIN) = 33.06 FLOW. PROCESS FROM 'NODE 3.00 70 NODE 3..00 IS CODE '= 8 > »»•ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<AX ==============-=C.'======='==== ===• ============C:============= =.========== ____= 10.00'YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.293 SOIL CLASSIFICATION IS "A" • SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6067 SUBAREA, AFEACt CRE„) _ 4.80 EUSFREA R'JNOFF::FE) - 71.76 TOTAL AREA(ACRES) = 247.60 TOTAL RUNOFF(CFS) = 209.78' TC(MIN) = 33.06 . • FLOW. PROCESS FROM NODE 3.00 :TO NODE 6.00 IS CODE =' 3 . , vvrtr U t C r trmrLuw i r.r1ve.L t ;.,1c 1 r:rto >» »USING'COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE.FLOW )<<<;< �Y=1'CG �J--.G=TF"r.".SCOYiaCARSL'SA'ii'=!J'C�JC CLSC Ct=CS ========.C=.cc==== DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.4 INCHES PIPEFLOW VELOCITY(FEETISEC.) = 18.3 UPSTREAM NODE ELEVATION = 1136.70 DOWNSTREAM NODE ELEVAJAON = 1124.00 FLOWLENGTH(FEET) = 670.00 MANNINGS N = .013 ur PIPEFLOW THRU SUBAREA(CFS) = 209.78 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 33_62 a****44+4.*****Fit4*******44.*****4*4r4.***.***444*4.*****4***,**t*********4**** FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 13 CODE _ 8 > .'; 1 ADDI T ION OF SUBAREA TO MAINLINE PEAK FLOW•.. cG C :15... 'Y.�O==-Q.'.`•..•.' r�G•CCLS��i::.7 ".}L•L` == • 10.00 YEAR RAINFALL INTEUSIT Y (INCH/HOUR) _ 1.262 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF' COEF FICIENT = . 8r3tD8 SUBAREA AREA(ACRES) = 14.3O .SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES') = 261.90 TOTAL' RUNOFF(CFS ). = 224.46 .TC(MIN) =. 33,62 ' FLOW PROCESS FROM NODE • 6:00 TO NODE 7 00 IS CODE =' 3 • ?:`)'»COMPUTE FIPEFLOW TRAVELTIME THRU' SUBAREA <<4 « . .>» >USING COMPUTER-ESSTIMATED PIPESIZE (NO -PRESSURE FLOW)(< < .===C' == a�=�aC=CCJCC aC1G======.�=.r-=�=�Qr..- :.. TSC�.GR.._,,.-4L'a =,Oq=c=== C•aL'a DEPTH OF FLOW IN 60.0 INCH '.PIPE IS 46.4 INCHES PIPEFLOW'VELOCITY('FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION =. 1124.00': ' DOWNSTREAM NODE ELEVATION = :116.90 FLOWLENGTN(FEET) = 5E0. 00 MANNING , N = 013 ESTIMATED', PIPE DIAMETERt INCH) = 60.00 , NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) _ 224.46 TRAVEL TIME(MIN.) = .87 ' TC(MIN.') = 34.28 FLOW PROCESS FROM NODE . 640 TO NODE. 7.00 IS CODE = 8 >>>>>ADDITION.OF SUBAREA TO MAINLINE PEAK,FLOW<<<<< �OC.3aCCC4�=i7t.'F¢Z7GGei[CCY.. Ca:=T.=GCLOQS'C=C2¢CiC=C'LsSCCCCC= =2e.=:===Po=ait==== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.269 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT '= .8004 ' SUBAREA"AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) _ 2.24 TOTAL AR1=A(AGREB) = 264.10 .TOTAL RUNOFF(CFS) = 226.69 TC(MIN)'= '34.28 **.********44* ****4* *****4***44*******4**x•,< ****+** •****************,tit***** FLOW PROCESS FROM NODE 7:00 TO•NODE•,. 8:00 IS CODE.= 3 COMPUTE PIPEFLOW TFAVELT..IME THRU SUBARE:'l >>3»USIN6 COMPUTER -..ESTIMATED PIPESIZE (NON -PRESSURE • FLOW)««« a>;•caea=Ye===aYCG=acc==eeaa: c====esf[vmranmsseazaoaxa�x>c�:sxcecrosy ae=e=c.caz+ 'DEPTH OF FLOW IN 50.0 INCH PIPE IS 47.S INCHES. • PIPEFLOW VELOCITY('EET/SEC:) =. 13.6 UPSTREAM NODE ELEVATION = 1118.90 DOWNSTREAM NODE ELEVATION '= 1118.00 FL OWLENGTH(FFET : _ 100.00 "1ANNINGS N = .013 �57 iY(rl(C1: r1Y�, L'lmitltri%1Hur71 - Gti.41;t1 ..ui•.uCu ur r 1r=0. PIPEFLOW THRU SUBAREA(CFS) = 226.69 'TRAVEL TIME(MIN.) =. .12 TC(MIN.) = 34.41 *•**********gat** •*************4*+tit*******4************************************ FLOW PROCESS FROM NOOE,. 7.00 TO NODE 8.00 .IS CODE = S r7LJv1 t LUl! ur .wom tt(i i u MniNLINt rcrih, _=ame=arazesxaarta�ainm====m�xs=yt�ts��.tsb�agxs �.mm¢sassrsxocaaac aeee�sxrta==ame.osx=s=sarc CG+o csmwm.�ma.. ' 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.267 �UUMil t Mh b.rti tiGt-thr,, 1 . r'U 4;Ut'St'1RCM htivurr : Lt-S / = TOTAL AREA(ACRES) = 285.80 TOTAL RUNOFF(CFS) _ 228.42 TC(MIN) = 34.41 FLOW PROCESS FROM NODE 8.00 TO (BODE 9.00 IS CODE .='. 3 ?; '}};COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<:::z. • >'>:•.•USING 'C0MPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW ).<.:y ===================eta============================x=======ox DEPTH OF FLOW IN 72.0 INCH PIPE IS 5a".0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9..4 UPSTREAM NODE ELEVATION = i 1 18.00 DOWNSTREAM NODE ELEVATION = 1115.S0. FLOWLENGTH(FEET) _ .. 450.00 NANNI NGS N = . ' .013 ESTIMATED PIPE DIAMETER(INCH) = . 72.00 NUMBER OF PIPES = PIPEFLOW THRU SUBfiREA(CFS) = 229.42 TRAVEL TIME(MIN.) =. .80 TC(MIN.) = 35.21. .A.4Y*.**k'*********x*********f**4******************:4******4k**x*i *4**tit****** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = ;%,; )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW:•.<! . .ter.=========t===== ____. ====__ x- _= _ ====== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.253 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7998 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 11.52 TOTAL'AREA(ACRES) = 277.30 TOTAL RUNOFF(CFS) = 239.94 TC(MIN) = 35.21 *.*********4****; ** .**•***** •4*.*********.*•******+*********•**•*************.**** FLOW. PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 »»»COMPUTE PIPEFLOW TRAVELTIME= THRU SUBAREA ;{; : ; • ».'»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)“:“ • .===.tic===========__ =x== ===.:======== ===is=========____============____ ______ DEPTH OF FLOW IN 89.0.INCH PIPE IS S2.0.INCHES. PIPEFLOW VELOCITY(FEETISEC.) = 11:4 UPSTREAM NODE ELEVATION = 1118.50 DOWNSTREAM NODE ELEVATION = 1115.30 FLOWLENGTH(FEET.) = 225.00 MANNINSS'N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER 61 PIPEFLOW THRU SUBAREA(CFS) = 239.94 TRAVEL TIME(MIN.) = .33 TC(MIN.) = •35.54 PTPES ******4**********it*********************** !**+**********tf**:4****************, FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 ttiru t i cv�Y ur :.•JL'ilrx_ri Iv 7.:1114i. 1egL :arm i 1rv* . , . 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.247 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7955 SUBAREA•AREA(ACRES) =' • 3.30 SUBAREA RUNOFF(CFS) = 3.29 TOTAL AREA(ACRES) = 140.80 TOTAL RUNOFF(CFS) = 243.23 TC(MIN).= 35.54 ********4****•******4********+x.****************************fir**************** _= i:Ut1PU1E PIPEFLOW THAVELTIME 1HRU ">' USIlv'G COMPUTER --ESTIMATED FIFESIZE (NON -PRESSURE FLOW) ====24Gi- a. "J' = C=6S6==L5============== ===== _=== = = = = DEPTH OF FLOW IN 70.0 INCH PIPE IS 62.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 1115.30 • DOWNSTREAM NODE ELEVATION.=• 1114.50 =LOWLENGTH(FEET) = .325.00 :TANNINGS N - .013 ESTIMATED PIPE DIAMETER(INCH Y = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRUSUBAREPI(CFS) = 243.23 TRAVEL TIME(MIN.) _ .64 TC(MIN.) = 36.18 'FLOW.PROCESS FROM NODE 1.1.00 TO NOOE 11.00 IS CODE = 8 >:-ADDITIQN OF SUBAREA TO MAINLINE PEAK FLOW« «< ===s:-a.==aL'SJYt Qf=ts'i7C=eCbe�C=C====CY�.k==Lf�FCiiriC==oG bt�.0 "-""'_^""'•""Q ===ems=====aC= 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.236 SOIL CLASSIFICATION I3 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .7651 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.26 TOTAL AREA(ACRES) = 283.60 TOTAL RUNOFF(CFS) = 246.48 TC(MIN ). = 36.18 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA.•;<<'« >>;, >>USXN6 COPIPUTER-ESTIMATED PIPESIZE. (NON -PRESSURE FLOW )< <« < DEPTH.OF FLOW IN 66.0 INCH PIPE.IS 54.0 INCHES• PIPEFLOW.VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 1114.30 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) r 246.48 TRAVEL TIME(MIN.) _ .42 TCtMIN.) = 36.60 ****•*****i4**********4************4***********************4**4***4********4** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = I '"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE•.. »>?::AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< “.< == =_____= T_cv_.-gyp =a ========Q.^.====.========..= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM . ARE: TIME OF CONCENTRATION(MINUTES) = 36.60 RAINFALL INTENSITY (INCH./HOUR) = 1.23 TOTAL STREAM AREA (ACRES) = 283.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 246.48 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2 165.43 246.48 47.65 1.077 311m60 1.225 hnlIvrr1LL Lr41kNS1 t r rINU tint Ur uwvukly 1 rsn i lu.v nri i su FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCE° RUNOFF VALUES ARE AS FOLLOWS: muNurrIUr .) = adi.vw rirrt;riINUIttil = •r.r:o�� • TOTAL AREACACRES) = 452.80 •****444*********#********i4.k'1i"****** fE•Y?<iF*41.1F$t9F#!!4**ijF4iliEiEiFFiFdE9lr******** **** FLOW PROCESS FROM NODE 12.00 TO NODE `14.00 IS CODE.= 3 :.» `COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA' “, :. >?USING COMPUTER -ESTIMATED PIPESI2E (NON -PRESSURE FLOW): DEPTH OF FLOW IN' 81.0 INCH PIPE IS ES.O INCHES PIPEFLOW.VELOCITY(FEET/SEC.).= 1'2.4 UPSTREAM NODE. ELEVATION. 1112.50' • DOWNSTREAM NODE ELEVATION =-1109:50 FLOWLENGTH(FEET) = 800.00 MANNINGS N. .013 'ESTIMATED PIPE DIAMET.ERUNCH) = 81.00 NUMBER OF .PIPES PIPEFLOW.THRU SUBAREA(CFS) _. 381.44 TRAVEL TIME(MIN.) = .81 • TC(MIN.) .= 48.46 FLOW PROCESS FROM NODE • 14.00 TO NODE 1.4.00 I5 CODE =. S >>>»}AODIT!ON OF SUBAREA TO -MAINLINE FEAR FLOWS<<<< cc-==c==- 1==w"-.--= .:x=c_=== = _===asmmc=_= a 10.00. YEAR .RAINFALL' INTENSITY(INCHIHOUR) = 1 ..068 SOIL CLASSIFICATION IS "A" ' COMMERCIAL DEVELOPMENT RUNOFF COEFF.ICIENT.= .7911 ' SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS). = 5.84 .TOTAL AREA(ACRES) = 450.70 TOTAL RUNOFF(CFS) = 388.28 TC(MIN) = 48.46 • . FLOW PROCESS FROM NODE 1.4.00 TO NODE 14'.00 IS CODE = 8 ' i>}»ADDITION OF SUBAREA TO MAINLINE 'PEW FLOW « < « ===M===== =======Cap============c===== ===,=========== 10.00 YEAR: RAINFALL INTENSITY(INCHIHOUR).= .1.068 SOIL CLASSIFICATION IS ''A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7911 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 8. 1 1 TOTAL AREA(ACRES) = 470.30 TOTAL RUNOFF(CFS) = 396.39 TC(MIN) = 48.46 **** '*****"************'r♦************.*******:R*****4*******"Y:**********4*****.** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3 .»>.>>COMPUTE PIPEFLOW' TRAVELTIME, THRU 'SU'BAREA««r »>»USING COMPUTER-ESTIMATED•PIPESIZE (NON -PRESSURE FLOW)«« < e=cc===� evva s=r � n mce�a m sx to==cs a c= ztss oe a C Cscrs C ca==ca====esr==a rr=u.a q m � a-xx.a s m ==c tt= DEPTH OF FLOW IN' 102.0. INCH PIPE'IS 73.7 INCHES rirt:-r_,w - .,.� UPSTREAM NODE ELEVATION = 1109.S0 DOWNSTREAM NODE ELEVATION'= 1105.00 FLOWLENGTH(FEET.) = 250.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 396.39 TRAVEL TIME(MIN.) = tir..46 TC(MIN.) = 48.92 ***************•**********"***********•4****************************+**4******* FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 10.00 YEAR RAINFALL INTENSITY(.INCH/HOUR) = 1 .063 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT. RUNOFF COEFFICIENT = .7908. SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 490.10 TOTAL. RUNOFF(CFS)'= 413.03 TC(MIN) = 4,N.92 • ****4***Y********F*********,,k**** 4**F**Far **,****F********F*F*********+***** FLOW PROCESS FROM NODE 20.00 TO NODE 21 .00 IS CODE = 5 • . i>`› COMPUTE TRAPEZOIDAL -CHANNEL FLOW t::(. . TRAVELTIt1E THRU SUBAREA, • UPSTREAM NODE ELEVATION = 11.06.95 DOWNSTREAM NODE ELEVATION = . 1097.39 • CHANNEL LENGTH THRU SUBAREA(FEET) _ . 1275.00. , CHANNEL BASE(FEET). f0.00 . "Z" FACTOR = ' 1.500 MANNINGS - FACTOR = .015 MAXIMUM DEP T H(FEE T : = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = ' 4.13.03 FLOW VELOCITY(FEET/'SEC) = 12.48 FLOW DEPTH(FEET) = 2,43 TRAVEL TIM1;(MIN .) . = 1' , 70 T (.(MIN.) •x, 50.62 ' .FLOW PROCESS .FROM NODE 21.00 TO. NODE 21 .00 IS CODE _• 1 >>>>OESI6NATE•INDEPENDENT STREAM FOR CONFLUENCE(;:\; ====.===_=========4======r===:===== ====== ===== ======= =======c.============= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 50.62 RAINFALL INTENSITY (INCH./HOUR) R1.04 TOTAL STREAM AREA (ACRES) = 490.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 7 413.03 **** ********* ****•>F**** ** ** •*•******* - • • • * •*• *** + jai*a *** •****x•*4 ******** FLOW PROCESS FROM NODE 29.00 TO NODE 28.00 IS CODE = 2 »>»RATIONAL METHOD INITIAL. SUBAREA' ANALYSIS« .«• ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL . TC = K*t(L1=NGTH**3)/(ELEVATIONV CHANGE)Iw .2 6UBAREA FLOW -LENGTH = 1400. 0*0 • UPSTREAM ELEVATION .= 1245.00 DOWNSTREAM ELEVATION 1230.00 ELEVATION DIFFERENCE C 15.00 • TC = 1400.00**3)/( i5.00)]**.2.= 13..616 10.00•YEAR RAINFALL INTENSITY(INCH/HOUR)- 2.014 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6188 jtnF'r.r1 hUl urI`%Vra TOTAL AREA(ACRES)-=: 11.60 . TOTAL RUNOFF(CFS) = 19.13 *********** **: +s**a*********•******•***t* ter* ****4***4****• *************•*** *** FLOW PROCESS FROM NODE. 28.00 TO NODE 27.00 IS CORE = 6 )>)' COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< �= UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1212.00 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 6. 4* IKtiVtL i Ir1t uurtru .0 ub1+VV r+tnro rLuwk Ura ! = L�.t55 ***STREET FLOWING''FULL*4* STREET FLCWOEPTH(FEET) . _ • .50 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE:FLOW VELOCI T.Y(FEET.,'SEC ,) _ 4.32 •PRODUCT OF DEPTH&VELOCITY = 2.14 T REETFLOW TRAVEL T IME(i'!IN) = 5.21 TC(MIN) = 10.00 YEAR RAINFALL INTENSITt(INCH/HOUR) = 1.713 .SOIL CLASSIFICATION IS"f" . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8133 SUBAREA AREA(ACRES) = 15.50 SUBAREA RUNOFF(CFS) = 21.59 SUMMED AREA(ACRES) = '27.10 TOTAL RUNOFF(CFS) = 40.72 END OF SUBAREA STREETFLOW HYDRAULICS: . DEPTH(FEET) _ .53 HALFSTREET FLOODWIDTH(FEET) = 15.00 FLOW VELOCITY(FEE.T i EEC.) = 4.99 ' DEPTH*VELOCI.T';' = 2.66 k*4****iF****?F•lF*******i4iF***..l6#y•N•9FiFikiFiFiEaEit*•IF*iF#ii•!****ikiFiFdP9:•iFiF1F1F,FaFk#•akiF+li!*.}3FiFit-0 *** FLOW PROCESS FROM NODE . 26.00 TO NODE :7.00 IS CODE _ • 6 J'•: ,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW‹. = -' --_-----:i=======r==S, ========= q�....�.CCl4gL+Q== ••••� �••=^CQttU===t4 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.713 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY('1/4 ACRE LOT) RUNOFF COEFFICIENT = .6664 SUBAREA AREA(ACRES) = 10.50' . SUBAREA RUNOFF(CFS)'= 11.99 TOTAL AREA(ACRES) = 37.60' TQTAL'RUNOFF(CFS) = 52.71 TC(IIIN) 18.82 • FLOW PROCESS FROM NODE - 27.00 TO NODE 26.00 IS CODE = 6 >>»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA «<“ ================-=s=====-=q===xa-=m=�= -_ =========_____ UPSTREAM ELEVATION _ 1212.00• DOWNSTREAM ELEVATION = 1190.00 STREET LENGTH(FEET) = 1950.00 CURE HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET)'= 16.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS.CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN'FLOW(CFS). = 61.73 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIRLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT Z, r LL FLOW ALor4g THE F=,FKWA , ETC, i. S NEGLECTED. STREETFLOWOEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEE T /SEC. ` = S.4 PRODUCT OF DEPTH&VELOCITY = 3.45 STREETFLOW TRAVELTI1E(MIN) = 5.95 TC(MIN) = 24.77 1C.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.493 :.v11.. c.Lnaalr,L.ni i,J,4 n COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8079 SUBAREA AREA(ACRES) = 14.90 SUBAREA.RUNOFF(CFS) = 17.98 SUMMED AREA(ACRES) = 52.50 TOTAL RUNOFF(CFS) = 70.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET/SECS.) = 5.64 DEPTH*VELOCITY = 3.78 FLOW PROCESS FROM NODE 27.00 TO NODE 26.00 IS CODE = 8 nc•-.�_. ..c =C c=c •dam=.:=r 93Z�=G^==C 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.493 SOIL CLASSIFICATION IS "A4. SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT C .9394 SUBAREA AREA(ACRES) = 11.90' SUBAREA RUNOFF(CFS) 11.36 TOTAL AREA(ACRES) = 64.40 TOTAL RUNOFF(CFS) = 82.05. . TC(M.IN)•= 24.77 FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 8 ': >»ADDITION OF SUBAREA TO MAINLINE PEAK FLQW< (<. =====r..=.==c== :====== =d==c=R=cc=c===r::.==xma:e== c:: r_va ==co c•-r 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.493 SOIL CLASSIFICATION IS "A" . SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6394 SUBAREA AREA(ACRES) = 18.60 .SUBAREA RUNOFF(CFS) = 17.76 TOTAL AREA(ACRES) = 83.00 TOTAL RUNOFF(CFS) - 99.81 TC(MIN) = 24.77 . **i**i4**•!**************************•J***************v********7�'t•***** *!y******* FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 9 > >»COMPUTE STREETFLOW TRAUELTIME THRU SUBAREA'.-.« _-==____=x==.modt UPSTREAM ELEVATION = • 1190.00 DOWNSTREAM ELEVATION = 1166.00 STREET LENGTH(FEET) = 1650.00 CURB HEI6TH(INCHES) = 66. STREET HALFWIDTH(FEET) = 15.0O STREET CROSSFALL(DECIMAL) = ,0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 107,85 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE 'BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .733 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.48 PRODUCT OF DEPTHWELOCITY = 5.46 STREETFLOW TRAVELTIME(MIN).= 3.68 TC(MIN) = 28.45 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.394 SOIL' CLASSIFICATION IS "A SINGLE-FAMIL:'(. r 4 ? CRF , RUNOFF COEFFICIENT 7 6243 SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(CFS) = 16.09 SUMMED AREA(ACRES) = 101.50 TOTAL RUNOFF(CFS) = 115.90 END OF SUBAREA .STREETFLOW HYDRAULICS: DEPTH(FEET) _ .75 HALFSTREET FLOODWIDTH(FEET) = 16,00 FLOW VELOCITY(FEET/SEC.) = 7.70 DEPTH*VELOCITY = 5.77 Mcw*'4l*****ww**r****1...*)r****.,1*VR+.axs*..•Rr.-ru•r-rte •r q,es-..•t. FLOW PROCESS FROM -NODE 25.00 TO NODE 25.00 IS CODE = 8 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW4«:C =c-= 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.394 SOIL CLASSIFICATION 1501;'A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5243 Duorlt(tA mEtit nt;ht a i aubr7-Cf'1 nuivurr l t,r a / _ .. a . Wo TOTAL AREA(ACRES) = 134.90 TOTAL RUNOFF(CFS) = 144.96 TC(MIN) = 28.45 e:e+rr.*,,*********************r.******,**..******* rytarfrx+t.*.*x:^r f. leltvE***.t***9F*i!3 ** FLOW PROCESS FROM NODE 26.00 TO NODE 24.00 IS CODE = 6 >:>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « ''•. . UPSTREAM ELEVATION = 1166.00 DOWNSTREAM ELEVATION = 11.52.00 STREET LENGTH(FEET) = 100i0. dim CURB HEIG T H(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALF.STREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN row(us) = 149.61 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC. IS NEGLECTED. STREET FLOWDEFTH(FEET) _ .66 HALFSTREET'FLOODWIDTH(FEET) = 16.00, AVERAGE FLOW VELOCITY(FEET/SEC. ): = 8.23 PRODUCT OF DEPTH&VELOCITY = 6.97 STREETFLOW TRAVELTIME(MIN) = 2.02 TC(MIN) = 30.47 10.00 YEAR RAINFALL. INTENSITY(INCH/HOUR) = 1.346 SOIL.CLASSIFICATION•IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) . RUNOFF COEFFICIENT =4 .6164 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS)'= 9.30 SUMMED'AREA(ACRES)• = 146.10 •TOTAL RUNOFF(CFS) = 154.25 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .8S HALFSTREET FLOODWIDTH.(FEET) = 16.00 FLOW VELOCITY(FEET/SEC.) = 8.49 DEPTH*VELOCITY = 7.19 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE _ .8 . >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<:« < _r.===t2===om===ee.sa==a=o===== ====== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR.) = 1.346 SOIL CLASSIFICATION IS "A" • CONDOMINIUM DEVELOPMENT. RUNOFF'CDEFFICTENT = .68BS SUBAREA AREA(ACRES) = 20.00 SUBAREA' RUNOFF(CFS) = * 1 8.49 .TOTAL AREA(ACRES) = 166.10 TOTAL RUNOFF(CFS).= 172.74 TC(MIN) = ' 30.47 •. i=LCW. FPOCESS FROM.NODE 24.00 T NODE 23,00 I c CODE, .5 »,»>COMPUTE STREETFLOW TRAVELTIME 'THRU SUBAREA:{ << 1.======. UPSTREAM ELEVATION.= ' 1152.00 DOWNSTREAM ELEVATION = •.1135.00 STREET LENGTH(FEET) = 1350.00* CURB'HEIGTH(INCHES) = 5. STREET HALFWIDTH(FEET) = 16.00 'STREET CROSSFALL(DECIMAL).= .0200 SPECIFIED NUMBER' OF HALFSTREETS CARRYING RUNOFF = '2 "• i('.r;VtL71tIC-:...�'lf JSt_U u n0 H nn I ,u.aJ ***STREET FLOWING PULL*** NOTE:•STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE'BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPT»(FEET) = .92 HALFSTREET FLOODWIDTH(FEET) = 16.00 nVkitritiL 1" LQW VtLUt,% i i t rtc t / =u . 1 = PRODUCT OF DEPTH&VELOCITY = 7.89 STREETFLOW TRA.VELTIME(MIN )' = 2.64 TC(t1IN) _. 33,11 SUIL CLASSIF1CA11UN 15 "A" SINGLE-FiiMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = ,sops SUBAREA AREA(ACRES) = .9.30 . SUBAREA RUNOFF(CFS) = ' 7.29 SUMMED AREA(ACRES) = . 1.75.40 TOTAL RUNOFF(CFS) = 180,03 END OF SUBAREA STREETFLOW HYDRAULICS: . DEPTH(FEET).= :92 HALFSTREET FLOODWIGTH(FEET)'= 16.00. FLOW'VELOCITY(FEET/EEC.) = 9.71- DEPTH*VELOCITY =. 6.65 • •***•*********;-* •**•***•*4*4•4********4*•******•**4;4*4*********4*44***44.********44. .,FLOW PROCESS FROM NODE 23.00 TO NODE 23.00.16 CODE = 8 • •' ' r % ADDITION OF SUBAREA TO MAINLINE PEAK FLC'W«‹<'; ,". S='1'=G-r-'=CO- - ===== ======='-`•_••r is .".=0 .. == -== SL:-..=== =ASS==te=.====c==7mO • 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.292 . 'S.OIL CLASSIFICATION IS "A' . •• CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT=,.6796 SUBAREA'AREA(RCRES) = .24.80 SUBAREA RUNOFF(CFS) _ 21.5L .TOTAL•AREA(ACRES) 199..90 TOTAL RUNOFF(CFS) = 201.54 . TG(•MIN) = 33. 1 1 . FLOW PROCESS FROM NODE 23.00 TO NODE . . 23.00 IS CODE = ,r: »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW:<“.< .- -= =S="- =r«==L"�-'Cr.r =----. === = • 10.00 YEAR RAINFALL'INTENSITY(INCH/HOUR} = [.292 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT 'RUNOFF COEFFICIENT = .,8013 SUBAREA 'AREM ACRES)_= 8.00 SUBAREA. RUNOFF(CFS) _ . 8.28 TOTRL'AREA(ACRES) = 207.90' TOTAL RUNOFF(CFS) _. 209.82 TC(MIN) = .33.11 •'• FLOW.PROCESS•FROM NODE 23.00 TO NODE 23.00 IS CODE = 6 >>>>>COMPUTE.STREETFLOW TRAVELTIME•THRU. SUBAREA:<'. « • .mac ===etc=a=acmmccGcas�m=s7x¢asccsa UPSTREAM ELEVATION = 1135.00 DOWNSTREAM ELEVATION = 1117.00 STREET.LENGTH(FEET) = • 1350.00. CURB HEIGTH(INCHES) = 6. • .STREET HALFWIDTH(FEET)) 16.00 STREET CROSSFiLL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) ,. 213.29. -....*STREET FLOWING FULL**. NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE.$ASED ON THEASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE:OF THE STREET CHANNEL. .THAT;IS, ALL FLOW ALONG.THE PARKWAY, ETC., IS NEGLECTED: STREET FLOWDEPTH(FEET.) = .98 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW•VELOCITY(FEET/SEC.)•= 9.46 r tcuuu. , ur uEr I navi Lucas , ; �.. �. . STREETFLOW TRAVELfIME(MIN) = 2.38 TC(MIN) = 35.49 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1..248 • SOIL. CLASSIFICATION IS "A" • SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5979 ' SUBAREA AREA(ACRES) = ,0. 9.30 SUBAREA RUNOFF(CFS) = 6.94 SUMMED AREA(ACRES) = 2.17.20 TOTAL RUNOFF(CFS) = 216.75 ENO OF SUBAREA o:hEE:iE'LUW Aiuhr►uLiUo OEPTH(FEET) _ .98 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW,VELOCITY(FEET/SEC.) = 9.61 DEPTH*VELOCITY = 9.45 TET!'!`.FK'R'!"R'Y.49rYC:1't'I�'!9Y'�Yt'�'X I.TTt. •fi ]tYRXAT'�.xR'X'e '+. aRle +I '. T•'x+r •xx n v. x'r r. •q. 1I A'1. n na A.e .r A+rAT. alr •ifRww FLOW PROCESS FROM'NODE 22.00 TO NODE 22.0O 16 CODE.= 8 . _> %ADDITION OF SUBAREA TO MAINLINE PEAT; FLOW<::<< ,m=-==========m=.a= ========= 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1:248. SOIL CLASSIFICATION IS "A" .. APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .7492 SUBAREA AREA(ACRES) = . 19 1C SUBAREA RUNOFF(CFS) = 15.75 TOTAL AREA(ACRES) = 253.30 TOTAL RUNOFF(CFS) = 231.80 TC(MIN) = 35.49 . ********.•0.+F*** tit***t** tip***;E************4?ti.'*44*+.F*****iF *v4**** *****.****.****** FLOW PROCESS FROM NODE .22.00.TO NODE 22.00 IS CODE _. 8 »>'>ADDITION OF SUBAREA TO. MAINLINE PEAK FLOW<<.,<:' s==fa===e7rel==.-..===='=== 0 ====.========-=i 10.00 YEAR RAINFALL INTENSITY(INCH%HOUR),= 1.246 SOIL CLASSIFICATION IS "A" COMMERCIALDEVELOPMENT RUNOFF COEFFICIENT = .7996 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS)`= 16.56 TOTAL AREA(ACRES) = 249.90 TOTAL RUNOFF(CFS) = 248.36 TC(MIN) = 35.49 • ' FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 >:.>>)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< W‹ »»,>USING COMPUTER -ESTIMATED PIPESIZE '(NON -PRESSURE FLOW)E«C< DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.0 INCHES PXPEFLOW VELOCITY(FEET/SEC.> = 16.6 UP9TREfM' NODE ELEVATION-= 1117.00 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1050.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = PIPEFLO.W THRU SUBAREA(CFS) = 248.36 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 36.54 ' t•**4**********;car***** '*44, *******,** ******x•********4********** .'> ***44*** •* FLAW PROCESS FROM NODE ' 21.00 TO NODE 21.00 IS CODE =• .8 ADDITION OF SUE PEA TO ?1t:ItNLINE PEAK FLOW,. _ --"..= =...*tl 13.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.229 AIL CLASSIFICATION IS "A„ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7988 SUBAREA AREA(ACRES).= 26.00 SUBAREA'RUNOFF(CFS) = 25.54 TOTAL AREA(ACRES) = 275.90 TOTAL RUNOFF(CFS) = 273..90 ' TC(MIN) = 35.54 • *****..**********'***************4***********at•4***************************4**** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« '< 10.00 YEAR RAINFALL INTENSITY(INCH?HOUR) = 1.229 zOIL GLASSIFICAiION s3 '0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7888 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 8.45 *****4*#*##'*******d ****4*4**i **..dF4*****#****#i49****49EiF'.2it*******#*******9F**** FLOW PROCESS FROM NODE 21,00 TO NODE 21.00 IS CODE = 1 •,:DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<..;',( >; AND COMPUTE VARIOUS CONFLUENCED STREAM ': ALUES : ; ... = cx_.._c = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 36.54 RAINFALL INTENSITY (INCH./HOUR)= 1,23 TOTAL STREAM AREA (ACRES) _ 264.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 292.35 CONFLUENCE INFORMATION: STREAM RUNOFF iIME INTENSITY NUMBER (CFS ) (MIN.) . (INCH/HOUR) 1 ' 413.03 50.62 1..045 2 282.35 36.54 . 1.229 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 .STREAMS.. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 652.91 580.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) =. 652.91 TIME(MINUTES).= 50.625 TOTAL AREA(ACRES) = 774.60 ENO OF RATIONAL METHOD ANALYSIS !.,Jr,r1uLli1W� ur JU6fRCn iU liii.t &I'I.: 1 ut»'i 4,\ •\ • ===t ' _-.� == =_=-= =..�.-�----'- 100.00 YEAR RAINFALL'INTENSITY(INCH%HOUR) =. 1.852 • .SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = £ 157 SUBAREA AREA(ACRES) • = 8.60 SUBAREA RUNOFF(CFS) = 13.29 :TOTAL AREA(ACRES) = 264.50. TOTAL RUNOFF(CFS). = 458.42 TC(MIN) = 32.87 *****************************************************.************************ FLOW PROCESS PROM NODE 21.00 TO NODE 21.00 IS CODE = .1 .-);(•)DESIGNATE INDEPENDENT STREAM 'FOR CONFLUENCE ; ti «< )>.»:•AND ,COMPUTE VARIOUS CONFLUENCEO. STREAM VALUE_S“<<< ..=====5================:.v=================x==========================_========= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 32.87:: RAINFALL INTENSITY (INCH./HOUR) _ . 1.89 TOTAL STREAM AREA: (,ACRES) := Z84. 50 TOTAL. STREAM RUNOFF(CFS) AT CONFLUENCE = 458:42 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 675.81 45.57 1.606 458.42 32.87 1.892 ,RAINFALL -INTENSITY A.ND'TIME OF CONCENTRATION RATIO' FORMULA(SBC) USED FOR 2 STREAMS. • VARIOUS CONFLUENCED RUNOFF. VALUES AREAS FOLLOWS:.. 1065.12 • 946 82 COMPUTED CONFLUENCE ESTIMATES. ARE AS FOLLOWS: RUNOFF(CFS) = 1055.12 TIME(MINUTES) = 45.570 TOTAL AREA(ACRES) END OF RATIONAL METHOD ANALYSIS 1 E ast.inj Sierra and Juniper•Drainage areas 10 --Year Rainfall/Runoff 'Event 00" RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL .<<t <t:,<<<,.iti<<<<< <<<<<<< <<<<< >>>i> >>> >>'>>>;, >»>: %i),. '>='l: >>>>> . C) Copyr,ignt 1983,19861=tdvancedEngineering Software E AES l Especiaily prepered.for: NESTE, BRUDIN & STONE, INC '******4***DESCRIPTION OF RESULTS*** ***•****:.******,rvt********kti,************.• * INLAND EMPIRE. CENTER • * EXISTING .SIERRA AND JUNIPER DRAINAGE AREAS 4 100-YEAR RAINFALL/RUNOFF EVENT USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL 'INFORMATION: USER SPECIFIED" STO M:1=VENT(YERR I = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) ~ 18.00' ' SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 10--YEAR. STORM1 60-MINUTE INTENSITY(INCH/HOUR) = .950 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1'-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE _ .5000 SBC HYDROLOGY MANUAL "Cu-VALUES USED <':<..:<.<tit•t<''•««<<<:<<<<'.'.<C'<<<<<<t<••.•<>:>>: >>>•f> >>> >`>>.!.>:Si>i>»r>> ->>»>>) Advanced Engineering Software EAESI SERIAL No. 106091 VER. 3.3C RELEASE DATE: 2/20 96 <«<<«««<<<«<«<««««««««<<»>>>`r»»»>>>> r»>>»»»»>»> »•. FLOW PROCESS FROM NODE 14.80•TO NODE. 14.90 IS CODE 4 >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS. « < C�-�.-.-+MCA.--A^JLi. LiSASC[C6L'CC11C.7 A'C!R'�.�5. 37��A O.�..2L`R.GCAfG�.T.�R42PCRCl'i`t3'vtm Lf L'r Cf CiC afY P.-CSC-C C�.-.0 atSRaS ASSUMED INITIA6ASUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL iLr = K*L%LtAL7111z*3ii%tLtVM:IUN 44111Ni7G1).:. INITIAL SUBAREA FLOW -LENGTH = 800.00 UPSTREAM ELEVATION = 1313.50 rc - .503*1( 800.00**3)/\ 10.1Y7 10 .00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.399 SOIL CLASSIFICATION.IS "A° COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8315 SUBAREA R.UNOFF(:CFS) = 24.67 • TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) 24.87 ****war;L*************h*****+*,********•7***,.*****44***4******t**.t************* FLOW PROCESS FROM NODE 14.50. TO NODE 15.00 IS CODE = 6 >.= >'?;COMPUTE ' STREETFLOW TRAVELTIME THRU SUBAREA-; / , < UPSTREAM ELEVATION = 1301.50 DOWNSTREAM. ELEVATION! = 11S2.90 STREET LENGTH(FEET) = 7240.00 CURS HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECINAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 85.1E NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) +_ .72 HALFSTREET FLOODWIDTH(FEET) = 27.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.35 PRODUCT OF DEPTH&VELOCITY = .3.83 STREETFLOW TRAVELTIME(MIN) = 22.56 TC(MIN) = 32.74 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.895 SOIL CLASSIFICATION IS.A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8168 SUBAREA AREA(ACRES) = 75.30 SUBAREA RUNOFF(CFS) = 116.57 SUMMED AREA(ACRES) = 84.10 TOTAL RUNOFF(CFS) = 141.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .85 HALFSTREET FL000WIDTH(FEET) = 34.63 FLOW VELOCITY(FEET/SEC.) = 5.8.1 DEPTH*VELOCITY = 4.94 9*******4******4****94*.***************************-***-*******4*****.4*****4** FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 6 »?»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<1« < =.=a=*===S7C.'J' C1====b=======YaCL'====rd===00C=S=========SCSO UPSTREAM ELEVATION = 1192.80 DOWNSTREAM ELEVATION = 1177.80 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALF. ID i H(FEE T ti = SO.00 STREET .CROSSFALL (OECINL . - . 0:ZO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 146.64 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FFET) = .85 ,7111Lra1iiEE; :'!..t,+Vi..wlJiotvL'G7 1 •• rat �ti AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.02 PRODUCT OF DEPTH&VELOCITY = 5.12 STREETFLOW TRAVELTIME(MIN) = • 2.77 TC(MIN) = 35.50 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.820 SOIL CLASSIFICATION 11A" COMMERCIAL' DEVELOPMENT RUNOFF COEFFICIENT = .9154 3U13ARth titittit hLrta J = r . uu sUrihntri rtur urr ..,r o J SUMMED AREA(ACRES) = S1.10 TOTAL RUNOFF(CFG) = 161.84 END OF SUBAREA STREETFLOW HYDRAULICS: FLOW PROCESS .FROM NODE 15.10 TO NODE 15.20 •IS CODE = >.,'.:.)COMPUTE STREETFLOW TRAVELTIME THRU SUBAREAi <( UPSTREAM ELEVATION = 1177.80 DOWNSTREAM EL.EVATION.= 1152.30 ' • STREET LENGTH(FEET) -- .1.750.00 CURB HEIGTH(INCHES) = 3, STREET HALF14IDTH(FEET) .50:00 . STREET C ROSSFALL(.DECIMAL) .0200 SPECIFIED NUMBER`OF HALFSTREETS CARRYING RUNOFF = 2 •**TRAVELTIME COMPUTED USINS :MEAN FLOW(CFS) . = 161.76 NOTE:.STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLO( RESULTS ARE'BASED ON THE. ASSUMPTION .• THAT,NEGLIBLE FLOW OCCURS OUTSIDE. OF THE STREET CHANNEL. THAT I S , ALL FLOWALONG THE FARNWAY , ETC., IS NEGLECTED . STREET FLOWDEP T H(FEET) = .88 HALFSTREET FLOODWIDTH(FEET) = 35 13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6:11 • PRODUCT OF DEPTHWELOCIT, 5.38 STREETFLOW.TRAVELTIME(MIN) = 4.77 TC(MIN) 40.28 100.00 YEAR RAINFALL INT'ENSITY(INCH/HOUR ). = i .71r19 SOIL CLASSIFICATION IS "A" ' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT: .8132 . SUBAREfi• AREA(ACRES) _ ' 14,30 ' ' SUBAP.EA RUNOFF(CFS) = 19.87 ' SUMMED AREA(ACRES) = 105.,40 TOTAL RUN.OFF(CFS) •= 171.71 END OF SUBAREA STREETFLOW HYDRAULICS: . DEPTH(FEET) .90 HALFSTREET FLOODWIDTH(FEET) 35.88 .FLOW VELOCITY(FEET/SEC:) _. 6.23 DEPTH.*VELOCITY = 8.58 *********:i•$*****•*************••>*************••*****4*****************•***4***•**•* FLOW PROCESS FROM NODE 15.20 TO NODE 15.20 IS CODE = B >>>';ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<•,(< ===Rasa=Yt�=i===========================.-..C=p.======== =F,======== == ===== 100.00.YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.709 SOIL CLASSIFICATION IS . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. = .8132 • SUBAREA AREA(ACRES).= 17.60 SUBAREA RUNOFF(CFS) =' 24.48' • TOTAL AREAI ACRES) _= ' 123. 00 -TOTAL RUNOFF(CFS) = 196.16 TC(MIN)=' 40.28 xZ.xx�.#r•►-ex�•.F+F-,•4kd*f�F iF•ii,�f4s�1•tr yr iF<wt+rye•r+txv•e+•«ta.•+ty.,r-.•�••;,n•-•k�►.rr.+!-#ir*t•,. *••.x<y-aK d•t••'i*+E FLOW PROCESS FROM NODE 15.20 TO NODE 16:00 IS CODE =' 3 ::;;.' COMPUTE• PIPEFLOW T FA'v'ELT:ME THRJ. SUBAREA(<" :•.' >?»»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « <. DEPTH OF FLOW IN 51.0'INCH PIPE'IS .41.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 ,irs:.mcnn tVUUG tLavni lv{4 - DOWNSTREAM NODE ELEVATION = 1143.30 FLOWLENGTH(FEET) = 600,00. MAN1dINGS N = 013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 196.16. TRAVEL TIME(MIN.) = .63 TC(MIN.) = 40.91 t A+r:k•+**ir4 w*T***wwlkiFir***g******uric**Irt***iiv***w**Irr•t;xrtr****.x'rr*.**wv w*t rq M.A***,ax FLOW.PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 1 WW.li 0 YLHti tIM1Nt't1LL LIV I CN L I T t 11Vt,11! r1UUit 1 SOIL CLASSSIFICATION IS 'A".. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 127.70 TOTAL RUNOFF(CFS) 202.64 TC(MIN) = 40.91 ***4*** **star** rat*********+„****aE*******+tit***** ****ass*** ***4*.******+w•k4• ***** FLOW PROCESS FROM NODE ..16.00:TO,NODE 16.00 IS CODE = 8 »'-'•>ADDITION OF SUBAREA TO MAINLINE PEAK. FLOW<««: ====.1.===== z == ==__==-==.:=========`J'=-.- = *= = 100.00 YEAR RAINFALL TNTENSITY(INCH/HOUR).= 1.69S. SOIL CLASSIFICMTION'IS "A" • • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT r= .8129 SUBAREA AREA(ACRES).= .'4.10. SUBAREA RUNOFFCCFS). 5,65 TOTAL AREA(ACRES) = 131.80' TOTAL RUNOFF(CFS) = 208.29 • TC(MIN) = 40.91 • i* 414'r'?F*4***4-***Mit#iFti4**************?E•1; ***MA ****** **tiF** 4*YF`lE** FLOW PROCESS FROM NODE 16.00 TO NODE ' 18.00 IS CODE = .p * * * * * * * * %ADDITION•OF SUBAREA TO MAINLINE PEAK FLOW< « == ============ =========== === ======= == =a = -=== = ==. = ======= 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR 7. 1.695 SOIL'CLASSIFICATION IS 'A" . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8129 SUBAREA AREA(ACRES). 9 A(ACRES) = 20 . SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) =. 134.70 TOTAL RUNOFF(CFS) = 212.29 TC(MIN) = 40.91 FLOW PROCESS FROM NODE 16.v00 TO•NODE: 17.00 IS CODE _ 3 »>»COMPUTE PIPEFLOW TRAVELTIME'THRU SUBAREA «< { =>»USINS COMPUTER -ESTIMATED PIPESI%E (NON -PRESSURE FLOW)«(C; DEPTH OF FLOW IN 54.0•INCH PIPE IS •41.2 INCHES PIPEFLOW VELOCITY(FEET/.SEC.) = •1.6.3 UPSTREAM NODE ELEVATION = 1143.30 DOWNSTREAM NODE ELEVATION = .'1123.80 FLOWLENGTH( FEET) = 1300.00 MANNINGS N = .013 ESTMATEO PIPE DIAMETER' INCH. 54.00 NUMBER OF •F'?PEE s PIPEFLOW THRU SUBAREA(CFS) = 212.29 TRAVEL TIME(MIN..-) _ j.33 TC(MIN.),= 42.24 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE•= 8 r 3liCllfr ti .L ri�tli.�a.�G rL"nn'r�.,1J., ._=====================p1===.... ===============.1======C ==================3.= 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.669 SOIL CLASSIFICATION 15 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8123 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.47 TOTAL AREA(ACRES) = 1018.00 TOTAL RUNOFF(CFS) = 216.76 TC(MIN).= 42.24 ***34*x**********,*************************,***************•****************** >?/MUU1I1UN 'UI- SUtiAhitti iU MH1NL1Nt r'hAK 100.00 YEAR RAINFALL INTENSIT`; ( INCH/HOUR) = 1.669 SOIL CLASSIFICATION IS"A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8123. SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 122.74 TOTAL AREA(ACRES) = 147.40 TOTAL RUNOFF(CFS) 228.50 TC(MIN) = 42.24 FLOW. PROCESS FROM NODE. 17.00 TO NODE 12.00'IS CODE = 3 • ;; >>; COMPUTE PIPEFLOW TRAVELTIt•1E THRU SUBAREA COMPUTER -ESTIMATED' PI?ESIZE' (NON -PRESSURE FLOW•)«( < L}'.i=ua==Q==i"St .al4cYC=Cc.32Caa...==-.=QC ==..== i q=--2i--Oita WCIC SsO=� DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.). 16.8 UPSTREAM NODE ELEVATION = 1123.80 DOWNSTREAM'NOOE ELEVATION = .1112.50 .FLOWLENGTFI(FEET) = .750.00' MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = -57.00 NUMBER OF PIPES.= 'PIPEFLOW THRU SUBAREA(CFS) = 229.50 TRAVEL TIME(MIN.) _ .74' TC(MIN.) 42.96 ******+i******************************************.*****************+***'****** FLOW.PROCESS FROM NODE 12.001O NODE 12.00 IS CODE = ' 8 ?>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOWS<4«{ =========T..===4================ ======`J==== =======r======== ====..t' = == == 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.854 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8120 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = S.40 TOTAL AREA(ACRES) = 154.40 TOTAL RUNOFF(CFS) = 238.50 TC(MIN) = 42.98 ***************************************************.************************* FLOW PROCESS FROM NODE 12.00 TO NODE 12.00.IS CODE '= 8 ».>?>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW.“..‹.“' =m=============== =========================-mob a= == ===aim===3i . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.654 CST '•.,i1L �•l.,n3nIF�Ir i�.ri11 wON I.i "A" • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8120 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 19.,21 TOTAL AREA(ACRES) = 168.70 TOTAL RUNOFF(CFS TC(MIN) = 42,98. . ***T*****.***********dFa4*'k****lFi****IF**************4********'lE$iF****t.?FibiF9F?F-1 **** ri.lw - tamtip r1 uIi r4yuc. .L.tJt! IL rivum ».>>DESIGNATE INDEPENDENT STREAM FOR' CONFLUENCES<t« a=a=atria=aattrazQ===aQ======a=c==avmee�xa=sye===aaaQ=zs�aveao=az=axaa=a=qa=eestao CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1.ARE: TIME or CONCENTRATION(MINUTES) = 42.98 RAINFALL INTENSITY (I106H./HOUR) = 1:68 TOTAL STREAM AREA (ACRES) = 168.70 �utnL otmtrii1 rulYul-rt:,r5: nt LUIV►'LUCIit ..co. >:•>,>RATIONAL METHOD INITIAL SUBAREA ANALYSIS\.<• . c a =mama=�J Y=========a •=A=-'==1e- ===__== ======== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CO?MMERCIAL TC = K*((LENGTH**3)/(ELEVATION CHANGE)12 INITIAL SUBAREA FLOW-LEWGTH = 1000.00 UPSTREAM ELEVATION a !253.?0 DOWNSTREAM ELEVATION = 1238.70 ELEVATION DIFFERENCE = 15.00 TC = .303*I( 1000.00**3)/( 15.00)1**.2 = 11.127 100.00YEAR RAINFALL INTENSITY(INCH/HOUR ). = 3.251 SOIL CLASSIFICATION IS "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = :6307 SUBAREA RUNOFF(CFS) = 21.06 TOTAL AREA(ACRES) _ 7.30 TOTAL RUNOFF(CFS).= 21.06' **•******* *****************+ **** •*****•********•*•****•************4******4**** FLOW PROCESS FROM NODE i.iO TO NODE 4.00 I5 CODE = 6 >'r>?'COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA‹<<“ • =----•-------ti'----`-----=-====n======Lt'=Ca^-7��m�.-��t��=��aC��..=5: �..R =C��a�a UPSTREAM ELEVATION = 1238:70 DOWNSTREAM ELEVATION 1155.50 STREET LENGTH(FEET ). = 78:00.00 'CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.v,0 STREET. CROSSFALL(DECIMP.L) _ .0200 •SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 171.94 ***STREET.FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW' RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. . THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .94 HALFSTREET'FLOODWIDTH(FEET) = 16.00 .AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.07 PRODUCT OF DEPTH&VELOCITY = 7.62 STREETFLOW•TRAVELTIME(MIN) = 16.10 TC(MIN) = 27.23 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078 SOIL CLASSIFICATION IS "'A" :. SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6987 SUBAREA AREA(ACRES) = 194.20 SUBAREA RUNOFF(CFS) = 281.99 SUMMED AREA(ACRES) = 202.00 TOTAL RUNOFF(CFS) = 303.0S END OF SUBAREA STREETFLOW HYDRAULICS: . tle.FTHL FEE T) 1 ..._ LFSTFEET FLOODWI TH(FEET) = i t5 00 FLOW VELOCITY(FEET/SEC.) = 10:09 DEPTH*VELOCITY = 12.28 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ) Y COMPU T E PIPEFLOW TRAVELTIME THRU SUBAREA : < 4 : < • 114i ,.t ia� Il tit tr'u 1cr.-�= i slll) iLtJ 4 ♦ 1 GPI L:.� ===wft=============x=..ASS.".==...^.=C=.3.=•..=.=13ii...iC....==a===a============== DEPTH OF FLOW IN 60.0 INCH PIPE I5 47.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =. 18.1 UPSTREAM NODE ELEVATION = 1155.50 DOWNSTREAM NODE ELEVATION = 1138.00 FLOWLENOTH(FEET) = 11$0.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 80.00 NUMBER OF PIPES = rirttr•a_uw t ri1iU JOnntnt Ld / od.>. Lb TRAVEL TIME('MIN.) = 1.01 TC(MIN.) = 28_24 .FLOW PROCESS FROM NODE.' 9.00 TO NODE 3..00 IS CODE =• 3 > COt1PUTE PIPEFLOW TRAVELTIME THRU SUBAREA;::,: COMPUTER -ESTIMATED PIPESIZE .(NON -PRESSURE FLOW )<: •. • . . _ == ===== ==_ _ _ ---===_=a=======_=_=====_• DEPTH. OF FLOW IN 84.0.INCH PIPE IS' 67.4.INCHES PIPEFLOW VELOCIT'1(FEETISEC.) = 9.2 .UPSTREAM NODE ELEVATION = F138.00 DOWNSTREAM NODE. ELEVATION = 1136.70 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013' • ESTIMATED PIPE DIAMETER(INCH) = 84.00 ' NUMBER OF PIPES PIPEFLOW. THRU SUBAREA(CFS) _ 303.05 TRAVEL TIME(MIN.) • =' .91 TC(MIN..) 29.16 FLOW PROCESS FROM NODE 3.00 T3 NODE .3.00 IS CODE = S >%>ADDI.TIQN OF SUBAREA TO:MAINLINE PEAK FLOW<.•' < = =======-=.======================ctt======a===================_== 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.009 SOIL CLASSIFICATION I5 "A SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT , = .6934. . SUBAREA. AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 29.67 TOTAL AREA(ACRES) =' 223..30 •TOTAL RUNOFF(CFS) = 332.72 TC(MIN) •= 29.15 • FLOW PROCESS FROM NODE.. • 3.00 TO'NODE 3.00 IS CODE = 8 »»>ADDI T ION OF -SUBAREA TO MAINLINE :PEAK 'FLOW(«<•< M================ ===== = == ====== = ======== ====== = __ = C == == • 100.00 YEAR RAINFALL'INTENSITY<INCH/HOUR) = 2.009. SOIL CLASSIFICATION IS "A SINGLE--FAMILY(1./4 ACRE LOT) RUNOFF.COEFFICIENT = .6934 SUBAREA AREA(ACRES) _ '19.50 SUBAREA RUNOFF(CFS) = 27.16 TOTAL AREA(ACRES) = 242.80 TOTAL RUNOFF(CFS) = 359.88 TC(MIN) 29.16 • ************************* ***** *-**.*.****. •>s*******.** *****:***. **.**4****• ***** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 >>i}>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW'<(« • _ • = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) _ ' 2.009 SOIL CLASSIFICATION .IS "A" SINGLE-FAMILY(.1 /4 ACRE LOT) RUNOFF COEFFICIENT _ .6934 SUBAREA AREA(ACRES) = 4.8.0 SUBAREA RUNOFF(CFS) = 6.69 TOTAL AREA(ACRES) = 247.60 TOTAL RUNOFF(CFS) = 366.56 TC(MIN) = 29.15 *•**•*********x**•***ram*+E,•********a•*?t,r**** •*****************fir*****•******* ***** FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA“'“: »>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)(<tt< DEPTH OF FLOW IN 63.0 INCH PIPE I5 47.2 INCHES FiPEFLuw UPSTREAM NODE ELEVATION = 1136.70 DOWNSTREAM NODE ELEVATION = 1124.00 r trmr Lu.w 11iit.' bkltSMKL-,f'!t Vt' b 1 } :,170 . fir; TRAVEL TIME(M1N.) = .49 TC(MIN..) _ 23.84 FLOW PROCESS FROM NODE • 3,00 TO NODE. SA0 IS CODE = 6. ;ADDITION'OF SUBAREA TO MAINLINE PEAK FL.Oi3< ..< 100.'0.0 YEAR RAINFALL INTENSITY(INCHi HOUR ) = 1.992 SOIL CLASSIFICATION IS "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = _8194 .SUBAREA AREA(ACRES) = 1430 SUBAREA RUNOFF(CFS) = 23.31' TOTAL . REA ( ACRES) = 261 9+ ' TOTAL RUNOFF(CFS) .= ' '389.88• TC(MIN) = 29.64 FLOW .PROCESS FROM •NODE . 6.00 TO NODE. 7.00 IS CODE = • 3 ' • • i»»>COMPUTE PIPEFLOW TRAUELTIME THRU SUBAREA‹..;:“ • :.;•> »USINS COMPUTER -ESTIMATED P IPESI ZE ' (NON -PRESSURE FLOW) <t r < q ==a=C======•==='J- === 'C== == == == DEPTH'OF FLOW IN '75.0 INCH'PIPE IS. SE..B'INCHES PIPEFLOW•.VELOCITY(FEETISEC,) = 15.9 UPSTREAM NODE ELEVATION = 1124.00• DOWNSTREAM NODE• ELEVATION =' 1 1 1.S .'90 . FLOWLENGTH(FEET ). = 550.. 00 . MANNIN6S N = .043 . ESTIMATED PIPE OIAMETER(INCH) = 75.00 NUMBER OF' PIPES PIPEFLOW .THRU SUBAREA(CFS) _ ' ' .389.68 TRAVEL TIME(MIN.) _ .58 TC(MIN.). 30.22.• • •ccvvco .****.*•****•********'*.;t•*•**4*******4****••4*******4 *•***************************** FLOW PROCESS FROM NODE ' 6.00 TO NODE 7.00'IS CODE = 9 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.973 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8191 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.5S TOTAL AREA(ACRES) = 264.10 TOTAL RUNOFF(CFS) = 393.43 TC(MIN) = 30.22 FLOW'PROCESS FROM NODE' 7.00 TO NODE .8.00 IS.CODE ._ 3. >,»?;>COMPU.TE PIPEFLOW TRAVELT.IME THRU SUBAREA«<« >»?)USING.COMPUTER-ESTIMATED.PIPESIZE (NON -PRESSURE FLOW)<<“‹.. R S.s.-.=====QL".9=='===Ci"=,=====C==m=======-__======Z. =======x======= ======= OEPTH OF FLOW IN 75.0 INCH PIPE IS 57.0 INCHES r.r.rLt,w ,.a., UPSTREAM' NODE ELEVATION.= 1118.90 DOWNSTREAM NODE ELEVATION = 1118.00 FLOWLEN6TH(FEET) = 100.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) •= 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SU.SAREA(CFS) = 393.43 TRAVEL TIME(MIN.) _. tirs. i i TC(MIN.) = 30.32 . ****,*****************••********••************•****.*******•*********** ************ FLOW PROCESS FROM NODE ' 7.00.TO NODE 8.00 IS CODE = 8 100.00 YEAR RAINFALL IN T ENSITY(INCH/HOUR) = 1.969 SOIL CLASSIFI.CiTION IS "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8181. SUBAREA AREA(ACRES) = 1.10 SUBAREA' RUNOFF(CF), 2.74 TOTAL„AREA(ACRES) _ 265:80. TOTAL RUNOFF(CFS) = 396.17 TC(MIN) 30.32 FLOW 'PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 >.?>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA «<<< ,›:>.USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<:. =cc =_ _ = ___ =____ _ __________ ====ae = _ ass===cc ==a = ==========____ _ DEPTH OF FLOW IN 90.00 INCH PIPE .1S 69.5 INCHES FIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1118.00 • DOWNSTREAM NODE ELEVATION 1.116.80 FLGWLENGTH(FEET) _ 450.00 .M NNIN63 N .013 ESTIMATED PIPE'OIAMETER(INCH) = 90.00, NUMBER OF PIPES = PIPEFLOW THRU SURAREA(CFS) = 39.6.17 TRAVEL TIME(MIN..) _ .69 ' TC(MIN.) = 31.01 7FhF?F1F'l±FIF****'R****k,r#',wihaF****iF+h>;tiF;''r. 'a.,.aE***,,+FAR,=**.******4r.*iF**4****L� $a.lF*** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 6 » >»ADDITION OF SUBAREA TO MAINLINE PEAK FLOWi<.<« __-__=====a=====`===='= =======a=assssacrc==c=eo=asr==m====_=====an=======m+n== 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.947 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT -RUNOFF COEFFICIENT = .8177 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 18.31 TOTAL AREA(ACRES) = 2.77.30 TOTAL RUNDFF(CFS) = 414.48 . TC(MIN) = 31.01 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE =.• 3 » >>>COMPUTE PIPEFLOW TRAVELTTME THRU SUBAREA{<<< » ?»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« «< -=i'======r:CC=============i====YR7z===============bars====== DEPTH OF FLOW IN 84.0 INCH PIPE IS 84.5 INCHES FIPEFLOW VELOCITY;FEET/SEC.) - ;3.? UPSTREAM NODE ELEVATION = 1116.50 DOWNSTREAM NODE ELEVATION = 1115.30 FLOWLEHG T H(FEET) _ 225.00 MANNINOS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 414.48 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 31.30 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 .)>>:>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(« « ================================ a==========ee==================== eC====CL` b=b=b 100.00 YEAR RAINFALLLNTENSITY(INCH/HOUR) = 1 .938 SOIL CLASSIFICATION IS "A" t'ulil'1C1.l.lnl. a..Cv .Lurumni r.uiVurf' SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.233 TOTAL AREA(ACRES) = 280.80 TOTAL RUNOFF(CFS) = 419.71 ***********x*****.gar**** r•,c4******:+ ******1*******************+ *#*�rarat***ar�r x* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 > >» iCOMPUTE F IPEFLCW TRAVELT I ME THRU E UBAREA� . ' '.• .r >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..'" ' '< DEPTH OF FLOW IN 96.0 INCH PIPE IS 76.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 1115.30 DOWNSTREAM NODE ELEVATION = 1114.50 FLOWLENGTH(FEET) = 325.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER QF. PIPES = PIPEFLOW THRU SUBAREA(CFS) _- 416.71 TRAVEL TIME(MIN,) _ .56 TC(MIN.) = 31.86 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE _. B >>>')ADDITION OF SUBAREA TO'MAINLINE PEAK FLOW<<,.:< 100.00 YEAR RAINFALL INTENSITY(.INCH,HOUR) = 1.921 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8173 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.18 TOTAL AREA(ACRES) - 283.90 TOTAL RUNOFF(CFS) = 424.89 TC(MIN) = 31.86 ********************************************.********************* .********** FLOW. PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 ».»)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<“ >> »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<«< == ==========ex .===== =e========a=======..=======ca=======================s . DEPTH OF FLOW IN 81.0 INCH PIPE. IS S6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) _ 13.6 UPSTREAM NODE ELEVATION 1114.30 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLENGTH(FEET) = 300..00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) _ 81.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 424.89 TRAVEL TIME(MIN..) _ .37 TC(MIN.) = 32.23 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 » »?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< `»>)AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« “ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SaliL' u RAINFALL INTENSITX (INCH./HOUR) = 1.91 TOTAL STREAM AREA. (ACRES) = 283.60 TOTAL STREAM RUNOFF(CFS) FT CONFLUENCE = 424.89 CONFLUENCE INFORMATION: STREAM RUNOFF I1E INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 258.11 424.88 42.98 1.654 32..23 1.010 rUt{r1ULh(S8(;) USIU 1-UH 4 bitttt1i1b. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 626.00 618.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. RUNOFF(CFS) = 626.00 TIME(MINUTES) = 42.985 TOTAL'.AREA:ACRES) = 452.60 **********4*******9F.lfir9ryFrtiFiF:{t•1F*•********tt•JFir****iFzE&iF•Ii•iFdfdf•*•k****iFiF#•i***=.*** F4**.• FLOW PROCESS FROM NODE 12.00 TO NODE 14.00.'IS CODE _ .3 >»>'COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<“; ,>?%USING COMPUTER-ESTIMATED,PIPESIzE (NON -PRESSURE FLOW){z<<-.: C_ _---• DEPTH OF. FLOW IN 102.0 INCH PIPE IS. 73.6 .INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 1112.50 DOWNSTREAM NODE ELEVATION = 1109.50 FLOWLENOTH(FEET) _ 600.00• MANNINGS N = .013 ESTIMATED PIPE D1AMETER(INCH) = 102.00. •NUMBER PIPEFLOW THRU SUBAREA(CFS) = 626.00. TRAVEL TIME(MIN.) _ . .70 TC(MIN.) = 45.69 OF PIPES FLOW PROCESS FROM NODE 14.000.TO NODE 14.00. IS CODE•= 3 >» DDITION'OF SUBAREA TO MAINLINE PEAR.FLOW<M‹ 7CSS=%i Cl Y'CC----='S="L'i�'SC=`3010C.Z'�3C==RQ==--P=-xCxC...-�CxC-�Qx�333 QLt Ci2.-..b Ci."Ct "S.bx 100.00 YEAR RAINFALL. INTENSITY(INCH/HOUR) = 1.641 SOIL CLASSIFICATION IS "A" • • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6117. SUBAREA'AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 10.79 TOTAL.AREA(ACRES) = 460.70 TOTAL RUNOFF(CFS) = 636.79 TC(MIN) = 43.69 *4*44****i**** •* •+*.,6***• **** •****. * •*** **►*, * • •***************•**. ** •* ** . FLOW PROCESS.FROM NODE 1400 TO MODE 14.00 IS CODE = 8 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW.<< -== =c=C===============-va- == =============================== = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.641, SOIL CLASSIFICATION IS "A" COMt1ERCIAL DEVELOPMENT RUNOFF COEFFICIENT.= .8117 ..IUEArRE^ .AREAS ACRE•) 9'.66 SUBAREA RUNOFF' GFS i = .12, 7 TOTAL AREA(ACRES) = 470.50•, TOTAL RUNOFF(CFS) = 649.67., TC(MIN) = 43.69 • FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3 .ALoo ru r F I.FhrLuw 1 rih )tL 1 xrit 1 it u ;.uo,~1r tri . . >?»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< >"r>C>sxQ==x x==s==azn===o=�� SLi�SYLCLa'C�J�^.."J'axCCQQCSScxx=x===tx==Q=x=x==xx= DEPTH OF FLOW IN 120.0 INCH PIPE IS 91.2.INCHE5 PIPEFLOW VELOCITY(FEET/SEC.) = 10.1, UPSTREAM NODE ELEVATION = 1109.50 DOWNSTREAM NODE ELEVAT,iON = 1109.00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 m:.711'U'tt.r rtrt ulni'raimr“11YL.l7. li.fi.'vY. ..v1.6a11 PIPEFLOW THRU SUBAREA(CFS) = 649.57 TRAVEL TIME(MIN.) = .41 TC(MIN.) = 44.10 r:z•r,**x**********4itfF1"i******aFM•Yr•Rz* rxxTzwy��Kzzar�r' 'rocs»+.xrx+�eS»x* *ftx•**, *E+* FLOW PROCESS FROM NODE 20.00 TO NODE . 20.00 IS CODE =. 8 . ,':ADDITION OF SUBAREA TO, MAINLINE PEAK FLOW :.- '<- ••--..=======0===0=0=0=00=======-..•.-a-6-=-=============== =====0=0= 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = T'.633 ;.OIL CLASSIFICATION IS. "A" . . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .= .S115 SUBAREA AREA(ACRES) = 19:80 SUBAREA RUNOFF(CFS) = 213.24. TOTAL AREA(ACRES) =. 490.10 TOTAL RUNOFF(CFS). = 675.81. TC(MIN) _ .44.10 • FLOW PROCESS FROM NODE 20.00 TO NODE. • 21.00 IS CODE•=. 5 >COMPUTE TRAPEZOIDAL -CHANNEL FLOW<{«< »>>.'JRAVELTIME THRU SUBAREA<<<O: R3= = ' _________- ___ =_=_ - ==== UPSTREAM NODE'ELEVATION = 1106.95 . DOWNSTREAM NODE ELEVATION = 1097.59 CHANNEL LENGTH THRU SUBAREA(FEET) =-.1275.00 CHANNEL BASE(FEET) = 1'0.00 "Z''.FACTOR = 1.500 MANNINCS FACTOR = 015 MAXIMUM-DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 875.81 FLOW VELOCITY(FEET/ SEC) = 14.41 FLOW DEPTH(FEET)•_ 3.18 TRAVEL TIME(MIN.) = 1.47 :TC(MIN:) ._ '45..57 . FLOW PROCESS FROM NODE 21.00 TO NODE. 21.00 IS CODE = » »>DESIGNATE.INDEPENDENT STREAM FOR CONFLUENCE<< < sm tCzdm===sta====ra=GG==!lcCYe1C0 ommmat.-.ash==acc=v=Asa=a�=_-__--�-.., a=_airs==��.aaaa ccas: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES).=. 45.57 .' .RAINFALL INTENSITY (INCH./HOUR) = 1.61. TOTAL STREAM AREA (ACRES) = 490.10 . TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = S75.81 *.***•*:***•*****-****'******•*•**••**•**:****.**•**•**•*********** • • ******'**•********** •* .FLOW PROCESS FROM NODE' • 29.00 TO NODE 29.00 IS CODE = 2. »RATIONAL METHOD 'INITIAL SUBAREA ANALYSI.Se<<<e. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL . TC = K h C (LENGTH* * 3) / (ELEVATION CHANGE) ]* * . Z INITIAL SUBAREA FLOW -LENGTH = .1400.00 UPSTREAM ELEVATION = 1245.00. DOWNSTREAM ELEVATION = 1230.00 ' ELEVPTION DIFFERENCE = 15.00 14 .J4J*G•t 1 4VJ11.WW,*J l/ . - .d..'iio 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.938 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8286 SUBAREA RUNOFF(CFS) = 28.25 TOTAL AREA(ACRES)= 11.E0 TOTAL RUNOFF(CFS) = 28.25 FLOW PROCESS FROM NODE 28.00 TO NODE 27.00 IS CODE = 5 Ur'b i rtttir; tLGVr1 i lliN = .::iW.WtiJ uuW ) I rir~:N tLtVfit: LUN =i ,: ►" c+� STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHE5) = S.. STREET HALFWIDTH(FEET) = 16.00 STREET GROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 44.55 ***STREET FLOWINGFULL**** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAlr., ETC., IS NEGLECTED. STREET FLOWEJE:PTH(FEET ) = .55 HALFSTREET FL00DWIDTH(FEET).= 16.00 AVERAGE FLOW VELOCITY(FEET/SEC.) _ 5.07 PRODUCT OF DEPTH&VELOCITY = 2.60 S'TREETFLOW TRAVELTIME(MIN) = 4.44 TC(MIN) = 18.08 100.00 YEAR. RAINFALL INTENSITY(INCH/HOUR)'=. 2.552 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8254. SUBAREA AREA(ACRES) _ ' 15.50. SUBAREA RUNOFF(CFS) = 32.65' SUMMED AREA(ACRES) = 27.10 TOTAL RUNOFF(CFS) = 60.09 END OF SUBAREA STREETFLOW HYDRAULICS: OEPTH(FEET) = .61 HALFSTREET FLOODWI.DTH(.FEET ), = i6.00 FLOW VELOCITY(FEET/SEC.):= 5.71 DEPTH*VELOCITY = 3.49 FLOW PROCESS FROM NODE 28.00 TO NODE ' 27.00 IS.CODE = 8 >>>>.>ADDITIDN OF SUBAREA TO MAINLINE PEAK FLOWC ( ====_= ____====================car====st====7 ========= =====_ =============•===== 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =0 2.552 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4.ACRE LOT) RUNOFF COEFFICIENT = .7268 SUBAREA AREA(ACRES) =. 10.50 SUBAREA RUNOFF(CFS) = 19.47 TOTAL AREA(ACRES) = 37.60 TOTAL RUNOFF(CFS) = 80,.37 TC(MIN).= 18.06 ***** ►****4*********************$********4****x************.**************** FLOW PROCESS FROM NODE 27.00 TO. NODE 26.40 ,IS` CODE = 6 >>>>»COMPUTE STREETFLOWTRAVELTIME THRU SUBAREA“< ================.=====_ ============9'. ========'.-==-=-= UPSTREAM ELEVATION = 1212.00 DOWNSTREAM ELEVATION = 1190.00 iREEi LENGTH(FEET) = 19S0.O0 CURB HEIGTHiHCHES) - 6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) = .0200. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRA'JELTIME COMPUTED USING MEAN FLOW(CFS) = 54.1B. ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOR OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL,. inn: La, t1LL R•L41N M.:NM ImE rnrsfi\Wrr, t:rL,. , ncsaLcui;.� . STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE. FLOW VELOCITY(FEET/SEC.) = 6.53 PRODUCT OF DEPTH&VELOCITY = 4.76 STREETFLOW TRAVELTIME(MIN) = 4.98 TC(MIN) = 23.03 100.00 YEAR RAINFALLtINTENSIT:(INCH/HOUR) - 2.260 :,OIL t,Lna:+lrxLn+lLh 1.4 n COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8222 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 27.68 ur_r i nt rcc t i " , r F nnl.r J t 11LC. 1 LUVuw 111111, 1.-.1.1 I. - 111 .4JV FLOW VELOCITY(FEET/SEC.) = 6.90 DEPTH*VELOCITY.= 5.30 +*+*e1****************************1 **lt 'x aE-**vw***-F** ***4.4***********4*+****** FLOW PROCESS FROM NODE 27.00 TO NODE .26.00 IS CODE = 8 > >}:ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<:<<.< =_____ n=C 5rr C _====== i ( 0.047 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.260 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7108 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS).= 19.11 TOTAL AREA(.ACRES) = 64.40 TOTAL RUNOFF(CFS) = 127.16 TC(MIN) = 23.03 • FLOW'PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE _. 8 >>::?>ADDITION OF SUBAREA TO'MAINLINE PEAK FLOW<A < < tf= t=---= ================ ====SL'3'=======Ya==="=====-==t====C==="1=.-_======== • 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.260 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7108 SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) _ 29.87 TOTAL AREA(ACRES) = 83.00 TOTAL RUNOFF(CFS) = 157.04 TC(MIN) = 23.03 *******************************4***.**************•*************,************** FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 6 >> »COMPUTE STREETFLOW•TRRVELTIME THRU SUBAREAS{<“ c�aei7=LT/6pDia=CC==a.==='==3saaasaano�maeoe==ac=qxa=Co>i=iYGQSR7stmCaoaasaasetsoc==aea==a UPSTREAM ELEVATION = 1190.00 DOWNSTREAM ELEVATION = .1.166.00 STREET LENGTH(FEET) = 1650.00 CURB HEIGTH(INCHES) =.6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED•USING MEAN FLOW(CFS) = 170.82 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE -BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC. IS NEGLECTED. STREET FLOWDEPTHiFEET) - .S9 HALFSTREET FLOOOWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET/SEC.) _ . 8.90 PRODUCT OF DEPTH&VELOCITY = 7,79 STREETFLOW TRAVELTIME(MIN) = 3.13 TC(MIN) = 26.16 100.00 YEAR RAINFALL INTENSITY(INGH/HOUR) = 2.120 SOIL CLASSIFICATION IS "A" .:.LNOLc-r111.1.LL1i1!4 Fhi.FlC :_J11 ilL/Purr ..dit SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(CFS) = 27.52 SUMMED AREA(ACRES) = 101.50 TOTAL RUNOPF(CFS) = 184.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .91 HALFSTREET FL00DWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET/SEC.) = 9.21 DEPTH*VELOCITY = 8.34 rx*******.****11.***.,:wk**r**www*******AltVxmrxx4xxr.xx xvrwrwyt♦rxxn.xwvw•rr.rwx:xw FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = B IVU.WW Ttritt KI-1414rtILL 0ICPJ .t I T 11vt,rl/riuun•t SOIL CLASSIFICFTION IS "A SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7017 SUBAREA AREA(ACRES) = 33,40 'SUBAREA RUNOFF(CFS) _.' 43.83 TOTAL AREA(ACRES) = 134,90 TOTAL RUNOFF(CFS) = 234.2S • TC(MIN) 26.16 ****x*4*** r**************+t + ****.* ***Ott******x-******4**#f4**.**r• ******x**4**. • • FLOW PROCESS FROM NODE 25.00 TO NODE 24.00 IS CODE = 6 »>?COMPUTE STREETFLOW TRAVELT X14E 7HRU.SUBAREA<<<<< UPSTREAM ELEVATION = 1165.00 DOWNSTREAM ELEVATION =. 1152.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) =.16.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF. HALFSTREETS CARRYING RUNOFF =.. 2 **TR.AVELTIME COMPUTED USING MEAN :.FLOW(CFS) = 242.27 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURE. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.02 HALFSTREET FLQODWIDTH(FEET).= 16.00. AVERAGE FLOW VELQCITY(FEE.T/SEC.) = 10.18 PRODUCT OF DEPTH&VELOCITY = )0.41 STREETFLOW TRAVELTIME(MIN) = 1.64 TC(MIN) - 27.60 100.00 •YEAR RAINFALL INTENSIT.Y(INCH/HOUR) =' 2.057 SAIL CLASSIFICATION 'IS,"A" . SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6971 SUBAREA AREA(ACRES) = 11.20 • SUBAREA RUNOFF(CFS) = 16.06 SUMMED AREA(ACRES) = 145.10 • TOTAL RUNOFF(CFS) = 250.31 END OF SUBAREA STREETFLOW HYDRAULICS:: DEPTH(FEET) = 1.04 ' HALFSTREET FLOQDWIDTH(FEET) = 16.00 FLOW•VELOCITY(FEET/SEC.) = 10.25 DEPTH*VELOCITY = 10.68 .*I***4*************4***4*****************4********, ************************* FLOW PROCESS. FROM NODE 24.00 TO NODE 24.00 IS CODE = 8 r»>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOWNW‹ =====================C=a = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2..057 1;OIL' CLASSIFICATION IS 't:" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7430 SUBAREA AREA(ACRES) 20..00 SUBAREA RUNOFF(CFS) = 30.56 TOTAL AREA(ACRES) = 156.10 Ti).TAL RUNOFF(CFS) _ . 230.•97 TC(MIN) = 27.80 • rLUW ri ti{,EB. hIUN ItivUL . u ivuiL^ u✓14 >> » COMPUTE•STREETFLOW TRAVELTIME THRU'SUBAREA «(« UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION =• 1135.00 'STREET LENGTH(FEET) = .1350.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) 16.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 4xtrcnVf,Lileit L.Vi'IrUicu uJ3047 ilz:t1i rL6w‘t,r.), _ -oi.44 ***STREET FLOWING FULL*** NOTE; STREETFLOW EXCEEDS TOP OF CURB. 1 '1j'11 16, IILL rL*JW f1Lu14i7 STREET FLOWDEPTH(FEET) = HALFSTREET FLOODWIDTH(FEET) _ :•16,00 AVERAGE FLOW VELOCITY(FEET/SEC.) = .10.43. PRODUCT OF DEPTHVELOCITY =. 11.88 • ' STREETFLOW TRAVELTIME(M•IN) - 2.16 . TC(MIN) _ 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.961• SOIL .CLASSIFICATION IS'"A" . SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT.= .6913' SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS). = • 12.74 SUMMED AREA(ACRES) = 175. 40' .. TOTAL 'RUNOFF(CFS) = 293.61 END.OF SUBAREA.STREETFLOW HYDRAULICS:" DEPTH(FEET) = 1.16 • HALFSTREET FLOODWIDTH(FEET) ='16.00 • . FLOW VELOCTTY(FEET/SEC.) = 10.42 DEPTH*VELOCITY 12.08' • • FLOW PROCESS FROM NODE '23,00 TO NODE 23•.00.TS CODE = 8 >>i>>ADDITION.OF SUBAREA TO MAINLINE PEAT: FLOW•:<, '100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.961 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF. COEFFICIENT = .7399 SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) _ ',:35.87 TOTAL •AREA(ACRES) = 1 G9.90 TOTAL RUNOFF(CFS) = 329. 48 . . TC(MIN) = 29,95 . = == ***** *******•*****, *********,*44 •*x•***. •**•*4*******iF*if•;tiF*******,r******iFrt***** FLOW PROCESS FROM NODE- . 23.00 TO NODE 25..00 IS'CODE = 8 • >>>>>ADDITION OF SUBAREA TO MAINLINE.PEAK.FLOW<<:C(. • ==Dean ===are=-=m--========e====mean=====fir*===a===a==pen==========1.==== 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.981 . SOIL CLASSIFICATION IS "A" ' • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8163 SUBAREA' AREA(ACRES) = 8.00 SUBAREA. RUNOFF(CFS') = . 12.97 TOTAL AREA(ACRES ) = 207.90 • TOTAL RUNOFF(CFS.) = 342.45 TC(MIN) = 2.9.95• • • ***•***•****•*************•*******•.*************1*****•******•******•*****•***•****•** FLOW PROCESS FROM NODE 23.00 TO NODE • 23.00 IS CODE _ 6 >>> »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA< “ <<. == QeC-QQ=nQ QQL^�i'I.WQSCtSiC'�Cn.^_'SR �.i7A33�3L i7.T..7.--Q7A UPSTREAM ELEVATION = 1135.00 'DOWNSTREAM ELEVATION = 1117.00 STREET",LENGTH(FEET) = 1350.00 CURB HEI6TH(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) _. .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN.FLOW(CFS) = .548.57 ..**bincti fLuwi1' NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS' ARE BASED ON THE ASSUMPTION THAT NEBLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 1.24 HALFSTREET FLO9DWIDTH(FEET) = 16.00 .AVERAGE.FLOW VELOCITY(FEETISEC.) = 11.37 rI WUU4 , ur' IJtr I mwmt-u4. I r i 4.00 STREETFLOW TRAVELTIME(MIN) = 1.98 TC(MIN) = 51.93 ==ma - Di QL-rn'I,LLtV I/4. nl+f\L: LWt r OUI' I 1 vvLI . ..t.A.....r.. SUBAREA AREA(ACRES) _. 9..30 SUBAREA RUNOFF(CFS) = 12.25 SUMMED AREA(ACRES).= 217.20 TOTAL RUNOFF(CFS) = 354.89 END'OF'SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 1.24 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET/SEC.') = 11.57 DEPTH*VELOCITY = ,14.31 k.#4*****iki**************,t*.*****************44***44**** **Bit****r.************ FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 8. .N;,/,›ADDITION OF, SUBAREA .TO MAINLINE PEAK FLOW..0 <<<< • Jctt+C==fS='==CaC=aCR.C3.-.C===0�=.^^+Sa=+: rip c=ac==C=='•'7�J'===-==.Z.=-.-..-.J.=-.====- -. - -. 100.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.919 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .7844 SUBAREA AREA(ACRES) =...18.10 SUBAREA RUNOFF(CFS) =''24.24 TOTAL AREA(ACRES) = 253.30 TOTAL RUNOFF(CFS) = 378.93 . TC(MIN) = 31.93 . ******4******.**4****************************ytitt **4**********iF****tK•****4 **4* . FLOW PROCESS FROM NODE 22.00 TO;NODE 22.00 IS CODE = 6' *,,,›'ADDITION OF SUBAREA TO MAINLINE PEAK FLOW.:<<<< ¢ = = -= == = = == 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.919 SOIL CLASSIFICATION IS "A" COMMERCIAL. DEVELOPMENT RUNOFF COEFFICIENT .= .8172 SUBAREA AREA(ACRES) = 18.60 + SUBAREA RUNOFF(CFS) = 26.03 TOTAL AREA(ACRES) _. 249.90 TOTAL RUNOFF(CFS) = 404.98 TC(MIN) = 31.93 .*************************************************-*air*1******************** FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 >:>>9)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREAM<i « )».>USING COMPUTER -ESTIMATED PIPESIZE (NON --PRESSURE FLOW)<s:‘.< =ea==aam---¢gem¢c-a¢o=--•�='-m�vas-¢-=e-a=¢ a---c DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.4 INCHES PIPEFLOW VELOCI.TY(FEET/SEC.) = 18.8 UPSTREAM NODE. ELEVATION = 1117.O0 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1050.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) =. 89.00 AMBER OF PIPES .- PIPEFLOW THRU SUBAREA(CFS) = 404.96 TRAVEL TIME(MIN.)'= .93 TC(MIN.) = 32.87 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 • ftLlida Y J UitJ Ur 7Ubf11':tn I u einJ.CJL. J4:. rtflft L JW =..========.==ease=============== ======e==e===========a=aae================ 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.892 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8167 SUBAREA AREA(ACRES) _ . 28.00 SUBAREA RUNOFF(CFS) = 40.17 TOTAL AREA(ACRES) = 2;m5.90 TOTAL RUNOFF(CFS) = 445.13 TC(MIN) = 32.87 *****t***41**********44*** tat**********4****r�r***w******4*******************a►* , Proposed Sierra and Juniper Drainage !ireas AO —Year Rainfall/Runoff Event • ="""'CC1 = =1=2 RATIONAL METHOD HYDROLOGY COMPUTER. PROGRAM BASED ON SAW CERNARDINO COUNTY (SBC ) . •1983 HYDROLOGY MANUAL :««.<t:<t«<<c‹ <<;<'<eK<t«<<<<W<W>: >>>> >>>>>>>> >>”)) ^`•>v›)>»: > .(C) Copyright 1983,1986 Advanced Engineering Software CAESI E'speci.ally prepared for: NESTE, BRUDIN & STONE, INC: <c<<.<<<<.(«<«<<.<e<<«<«<<<<<Cc<<>>)>M>>>.>>•>>>>>>>>>>>>>>>>>>>..;,>>>»> *******-***DESCRIPTION OF RESULTS****'*********'***'*****•*******•**************** *'INLAND.'EMPIRE CENTER * * .PROPOSED.SIERRA AND -JUNIPER DRAINAGE•AREAS * *.10-YEAR RAINFALL/RUNOFF EVENT. USER SPECIFIED'HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(.INCH) = 1800 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 60--MINUTE INTENSITY(INCH/HOUR) = .950: 100-YEAR STORM GO -MINUTE INT.ENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .9595 . SLOPE OF INTENSITY DURATION CURVE = .5000 SBC HYDROLOGY MANUAL "C"-VALUES USED «<««««<«««<«<<<<<<«<<<<<“<<>>>'>>;>»>»»>>»»»>:>>>>>»»»»» Advanced Engineering Software (AES1 • SERIAL Na.. Io809I' . VER. 3.3C RELEASE DATE: 2./20/86 .«<<<<<<C<<<<««««<<<<<««<C«<.«<>•>>>>>>•>>»»».>>.>>>>»>>> »»»>>»> OCnrccz t'onM .rout $ elm Tn mnnc TC rnnc _ »>»RATIONAL METI4OD INITIAL SUBAREA ANALYSIS<<«<• __=====m========__=____==========____====== =__=:==================_= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TO = K*E(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL' SUBAREA. FLOW -LENGTH = 1100.00 UPSTREAM ELEVATION = 1156.10 DOWNSTREAM ELEVATION = 1139.00 ELEVATION DIFFERENCE = .16.10 TO = .393*f( 110M.A1**?1/1 1R.10i)1**_7 = 1q:01dR SINGLE—FAMILY(1/4'ACRE LOT) • RUNOFF COEFFICIENT = .S8E9 SUBAREA RUNOFF(CFS),= 6.31 ' TOTAL AREA(ACRES) _ 4.30 TOTAL RUNOFF(CFS).= 6..31 ******************4*-4***********i4?Fir*4******44***44******** **************** FLOW PROCESS FROM NODE 2.00,TO NODE 3'.00.IS.CODE = 3. tiCOMPUTE PIPEFLOW TRAVELTIME: THRU SUBAREA~*, t >>,>USING COMPUTER —ESTIMATED PIPESIZE (NON —PRESSURE FLOW)< «<;t- ==== == ___====---______--==---SCR---===========1G "•�===='3 DEPTH OF FLOW IN 12.0 INCH PIPE IS 13,4.:INCHES PIPEFLOWVELOCITY(FEET/SEC.). 4.5 ' UPSTREAM 'NODE ELEVATION = 1 1.39.00 DOWNSTREAM NODE ELEVATION 1136.70 FLOWLENGTH(FEET) = 470.00 MANNINGS N'= .013 ESTIMATED PIPE DIAMETER(INCH).= 18.00 .NUMBER OF PIPES = P IPEFLOW THRU SUBAREA(CFS) .= 6.31' ' . TRAVEL'TIME(M4IN.) _• 1.7S TC(MIN.) = 16.8.0 FLOW. PROCESS FROM NODE 3.00' TO NODE 3.00 IS CODE = 8 >::•ADDITION OF SUBAREA TO MAINLINE PEAK FLOW• c.<.<:.« =is========__========='.,======= ..======== 10.00 YEAR RAINFALL XNTENSTTY(INCH/HOUR) = 1.813 SOIL CLASSIFICATION IS "A" SINGLE—FAMILY0/4 ACRE LOT) RUNOFF COEFFICIENT = .6766 SUBAREA AREA(ACRES) _ . 19.50. SUBAREA RUNOFF(CFS) = 23.92 TOTAL AREA(ACRES) = 24.30 TOTAL RUNOFF(.CFS) =. 30.23 TC(MIN) = 16.80 FLOW PROCESS FROM NODE 3.00 TO NODE .3.00 IS CODE = 1 Y")"DESIGNATE, INDEPENDENT STREAM FOR CONFLUENCE'.:<r< . :>>>»AND COMPUTE VARIOUS. CONFLUENCED STREAM 'VALUES :« ( ====s=__.__='===ex—==================== == == Se_—= =_—___ == CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.80' . RAINFALL INTENSITY (INCH./HOUR) = 1.81 TOTAL STREAM AREA (ACRES) = 24.30 TOTAL STREAM. RUNOFF(CFS) AT CONFLUENCE = . 30.23 CONFLUENCE INFORMATION: STREAM RUNOFF TIME . INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 30.23 16.80 1.813 caT-,c4t t 1'nt7ChmT, 4Atl1 TTM nr= nntAncmTRATTn"t P,-TTf FORMULA(SBC) USED FOR 1 STREAMS. VARIOUS CONFLUENCE° RUNOFF VALUES ARE AS FOLLOWS: 30.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 30.23 TIME(MINUTES) = 16.799 TOTAL AREA(ACRES) = 24.30 v ********************************w*************************.****************** FLOW PROCESS FROM NODE 4.00. TO NODE 5.00 IS CODE = 2 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC =•10((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA.FLOW-LENGTH'=.0 1100..00 UPSTREAM ELEVATION = 1155.50. DOWNSTREAM ELEVATION = 11.38.00 ELEVATION DIFFERENCE = 17.50 TC = .,3934E( 1100.00* 3)/( 17.50)]**.2 = 14.797 10.00 YEAR RAINFALL'INTENSI.TY(INCH/HOUR)'= 1.932 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(114 ACRE LOT) RUNOFF COEFFICIENT=..6872 . SUBAREA.RUNOFF(CF5).= 28.28 TOTAL AREA(ACRES) = 21:30 TOTAL RUNOFF(CFS) _ 28.28 .******4*4*******+****.**************************.****************************. FLOW PROCESS FROM NODE S.00 TO NODE 3.00'.Is CODE = 3 `'')`''COMPUTE •PIPEFLOW TRAVEL TIME THRU SUBAREA<<'« > `)>':'>USING COMPUTER -ESTIMATED P'IPESIZE. (NON -:PRESSURE FLOW)«<« =asaateasasrameesnGaetaammammeenassa exaaaeaaassaaa«awes a:aaoee«a«ocamvQaasssm==r_=ac=== DEPTH OF FLOW IN 36.0 INCH.PIPE IS: 26.1 INCHES •PIPEFLOW VELOCITY(FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION = • 1138.00 . DOWNSTREAM NODE ELEVATION = 11.36.70 FLOWLENGTH(FEET) = 500•.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(.INCH) _ '36.00 NUMBER OF PIPES 7 .1 PIPEFLOW THRU SUBAREA(CFS) = 28.28 TRAVEL TIME(MIN. ) = 1 .62 • TC(MIN.) _ • 16.42 FLOW PROCESS FROM NODE • 3.00 TO NODE 3.00 •IS CODE = 1 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < >>>>?AND COMPUTE VARIOUS. CONFLUENCED STREAM VALUES «< < zsttm�rrce:=na:s=asaaavazcmxa=aarias==atss.e;===e=essiamassaesr==a= ======= =aa=a=-=a=sa�rso CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.42 RAINFALL INTENSITY (INCH../HOUR) = 1.83 TOTAL STREAM AREA (ACRES) = 21.30 • TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 28.28 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.23 16.80 1.813 2 28.28 18.42 1.834 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. • :$4.1ornlic cumncr It4J Ittir npr. a^ rn* 1 nli=. 58.1.9 S7.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 58.19 TIME(MINUTES) = 16.799 TOTAL AREA(ACRES) = 45.60 • FLOW PROCESS t=POM NODE 3.00 TO NODE 5.00 IS CODE _ »}>}COMPUT.E.PIPEFLQW TRAVELTIME THRU SUBAREA‹< <“ )�S�)11 Ttt1 rnMptrrIa-t=RTTMAr n ormcct7= fhlnm-Par=aam = =1 ftl.l l///!/ PIPEFLOW VELOCITY(FEET/SEC.) = 13.5. UPSTREAM NODE ELEVATION = .1135.70 DOWNSTREAM NODE ELEVATION = 1124.00. FLOWLENGTH(FEET) = 620.00 MANNINGS N = .013 ESTIMATED PIPE.DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 59.N TRAVEL TIME(MIN.) = .77 ' TC(MIN.) = 17.57 *******4**4*************•**•******•e***ai-********•****************;a*************•* FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 IS CODE = 8 `> » ADDI.TION OF SUBAREA TO MAINLINE PEAK FLOW4;d.<C a=====es===========a=..x=------_ =-=_ ==-sx _._-__= == 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.773 SOIL, CLASSIFICATION IS "A" COMMERCIAL ,DEVELOPMENT RUNOFF COEFFICIENT = .8145 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 20.65 TOTAL AREA(ACRES) = 59.90. TOTAL RUNOFF(CFS) = 78.84 TC(MIN) _ 17.57 *•****.***•IF**'****.*4****************************.******************•************* FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«« >>»)USING COMPUTER -ESTIMATED. PIPESIZE (NON -PRESSURE FLOW)« «< ======== ====C-=====.==--=45======mGC=p ===__==-=======3==== =========4=73= DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 1124.00 DOWNSTREAM NODE ELEVATION = 1118.90 FLOWLENGTH(FEET) _ 550.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CF5) = 78.84 TRAVEL TIME(MIN.) _ .85 TC(MIN.) = 18.42 .rat*******4**********************************•******************************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 6 »>>?ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<;«< ___=-=-=x__-__--__ ================secs== ============m====== ===mm 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =. 1.732 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8137 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 62.10' TOTAL RUNOFF(CFS) = 81.94 TC(MIN) = 18.42 *4**•***********.********at***,tar******. ********,ter************at***************• r nr,t Dcnrrcc CtI,W mr-alc • rArr Tr. torr1L rt- ^rtrr- >»»>COMPUTE PIPE(`LOW TRAVELTIME THRU SUBAREA«C<< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.3 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATIO$ = 1118.90 DOWNSTREAM NODE ELEVATION = 1118.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013' ESTIMATED:PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES e: PTCCCI mi:.,iucnt C1112/1 >C4/rCC 1 m .,. C11•,•RA . FLAW PROCESS FROM.NODE 7:00 TO NODE 9.00 IS CODE P 8 >>>>ADDITION OF, SUBAREA TO MAINLINE PEAK FLOW « < « _=====e=e, ===========¢=_ =====.= 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SOIL CLASSIFICATION IS "•fi COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8135 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) • = 2.38 TOTAL AREA(ACRES) = 63.80 TOTAL RUNOFF(CFS) = 84.33 TC(MIN) _18.58 FLOW PROCESS FROM NODE 8.00 TO NODE . 9.00 IS CODE = 3 >.»»COMPUTE PIPEFLOW TRAVELTIME THRU .SUBAREA«C«< >>f»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)(<< ____ _ �S DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.2,'INCHES .PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 1118.00' DOWNSTREAM NODE ELEVATION = '1116.50 FLOWLENGTH(FEET) •_. 450.00 MANNINGS N = 013 ESTIMATED PIPE DIAMETER(INCH) _ •51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 84.33 TRAVEL TIME(MIN..) = 1:02 TC(MIN,) _ 18.59 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < . __=====ter=aaaas1=u a =======S=C==========a--= ====a.-tesz=fe==== .. q---?= 10,60 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.675 SOIL CLASSIFICATION IS COMMERCIAL DEVELOPMENT'RUNQFF COEFFICIENT = ,.8125 SUBAREA AREA(ACRES) = 11.50 • SUBAREA RUNOFF(CFS) = 15.69 TOTAL AREA( ACRES) = 75.30 TOTAL RUNOFF(CFS) = 100.02 TC(MIN) = 18..59 • FLOW. PROCESS FROM NODE 9.00 TO•NODE 10.00 IS CODE'= 3 >'> »>COMPUTE PIPEFLQW TRAVELTIME THRU SUBAREA<<<<< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«« < ===========-••- .------__=====-=======r==== ====x===-•----= DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES . PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM'NODE ELEVATION = 1116.50 • mriumcYD.74tA •wInr- ' > >e -ink FLOWLENGTH(FEET) = 225.00. MANNINGS N = .013 ESTIMATED.PIPE DIKMETER(INCH) = 51.00. NUMBER OF PIPES = 1 PIPEFLOWTHRU SUBAREA(CFS) 100.02 TRAVEL TIME(MIN.•) _ .40 TC(MIN.) = 20.00 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 TS CODE = -...>>.»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< yY=WmmWMOe.C.===a WWW===r=W==fin===m=s==;;=M.4 6==+=a===xisxmi==ems=====c===='s======a¢_=m.e... COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8122 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 78.80 TOTAL RUNOFF(CFS) 104.47 TC(MIN) = 20.00 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00.IS CODE _ »'tOOMPUTE•PIPEFLOW TRAVELTIME THRU SUBAREA ;` << »>>USING•COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW« « < =.'L ==.'SQSG====4= DEPTH OF FLOW IN .57.0INCH PIPE IS 45.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) 6.9 UPSTREAM NODE ELEVATION = .11'15.30 .DOWNSTREAM NODE ELEVATION. = 1114.50. • FLOWLENGTH(FEET ) . 325.00 . MANNINGS N .= .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER'OF PIPES = 1. PIPEFLOW THRU SUBAREA(CFS) _ • 104.47 . TRAVEL TIME(MIN.) = .79 TC(MIN.) m. 20.78 • **************************•+******era.***********************•*.*******way**• **.*'** FLOW PROCESS FROM NODE 11.00 TO NODE • '11.00 IS CODE = 8 »»>RDDITION OF SUBAREA .TO MAINLINE PEAK FLOW<<<« === ==12 tee •�T=m====r--===== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.830 SOIL CLASSIFICATION IS "A" COMMERCIAL • DEVELOPMENT RUNOFF COEFFICIENT - .8114 SUBAREA AREA(ACRES) _ . 3.30 SUBAREA RUNOFF(CFS.) ._ . 4.37 TOTAL AREA(ACRES) = 81.90 TOTAL RUNOFF(CFS) a 108.84 TC(MIN) = 20.78 . . • FLOW PROCESS FROM NODE 11.00 TO NODE • 12.00•IS CODE = 3 »}>>COMPUTE PIPEFLOW TRAVELTIME.THRU SUBAREA<<<!'<' » »>USING'COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< a====Y========s2mm=w.muftLt===================ate.oim===r.='Jii'R ====C'C==t== DEPTH OF FLOW IN. 51.0INCH PIPE IS 37.0 INCHES 'PIPEFLOW VELOCITY(FEET/SEC.). = 9.9 UPSTREAM. NODE ELEVATION = 1114.30' DOWNSTREAM NODE ELEVATION = 1112.50 . . • FLOWLENGTH(FEET) _ 300.00 MANNINGS N = .013 .'ESTIMATED PIPE DIAMETER(INCH) = 51.00 • NUMBER OF PIPES = PIPEFLOW THRU 5UBAREA(CFS).= 108.84.. ,TRAVEL TIME(MIN.) _ .51 TC(MINh) = 21.29 .**.**************•*****************•**************+ **************************•**. t-j nn, ,^ .Irr.r • •" 01.1. Tn '"r, » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <C< =_==============_== = =.^==== ================= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 21..29 RAINFALL INTENSITY (INCH./HOUR) = 1.61 TOTAL STREAM AREA (ACRet) = 81.90 TOTAL STREAM RUNOFF(CF^) AT CnNFLL'ENCE = 108.84 p •?»RATIONAL METHOD INITIAL SUBAREA ANALYSIS .W. . o...=======.=========-....--=========== • ASSUMED INITIAL SUBAREA 'UNIFORM DEVELOPMENT•IS COMMERCIAL TC = 1<*t(LENGTH**3)/(ELEVATiON CHANGE)1**.2 INITIAL SUBAREA FLOW -LENGTH = 1000.00 UPSTREAM ELEVATION = 1192.80 . DOWNSTREAM ELEVATION = 1177.80 ELEVATION DIFFERENCE= 15.00 TC = ,303*C(• 1000.00**3)-/t 15.00)]**.2 = 1.1.127 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.228 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF'COEFFICIENT .8218 SUBAREA RUNOFF(CFS) _ • 12.82 TOTAL AREAL ACRES) = 7.00 TOTAL RUNOFF(CF.S) = 12.82 ********4************+*******4******************************************* FLOW PROCESS FROM NODE 15.10 TO NODE .15'.20 IS CODE = 6 »>>.?COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA< <« ==========____ _ _- -_= = sc=sa ========= UPSTREAM ELEVATION = 1.177.80 DOWNSTREAM ELEVATION.= 1152.30 STREET LENGTH(FEET) = 17E0.00 CURB HEIGTH(INCHES) = 8; STREET HALFWIDTH(FEET) = 50.00; STREET CROSSFALL(DECIMAL.) = •020G SPECIFIED NUMBER OF HALFSTREETS.CARRYING RUNOFF = 1. • **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 23:17 STREET FLOWDEPTH(FEET) = .61 HALFSTREET FL00DWIOTH(FEET) = 22.62 AVERAGE FLOW VELOCITY(FEET/SEC.)• = 4.3C. ' PRODUCT'L OF. flEPTH&VELOCITY . F" 4 STREETFLOW TRAVELTIME(MIN) = 6.68 TC(MIN) = 17.81. 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.781 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8143 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 20.51 SUMMED AREA(ACRES) = 21.30 TOTAL RUNOFF(CFS) = 33.32 ENO OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FL000WIOTH(FEET) = 25.62 FLOW VELOCITY(FEET/SEC.) = 4.93 DEPTH*VELOCITY = 3.31 *****4**********4******4***4*.**44****'*4********44*4*, *********44*,**********4 FLOW PROCESS FROM NODE 15.20 TO NODE 15.20 IS CODE = 8 »>>?ADDITION OF SUBAREA TO MAINLINE' PEAK FLOW« « < atsc=c^ e=ssneav-----------------c=a==c------======------------o=c--^----^^ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.761 SOIL CLASSIFICATION•IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8143 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 25.24 e rr Rr •n�� . �..n C� .."! nr !ArICC / rr.. , - rr, TC(MIN) = 17.81 *****#************************.*****************.**4************************** FLOW PROCESS FROM NODE 15.20 TO NODE 16.00 IS CODE = 3 » »?COMPUTE PIPEFLOW RAVELTIME THRU SUBAREA« «< .., SING COMPUTER -ESTIMATED PIPESI E 'NON -PRESSURE FLOW)e,,er eom�zpea=cce==--ya-..aec.=�tstxxs�oe+aa�ssmamma==r va===a=ne=asoxeasestsY==cm ====== DEPTH OF FLOW4N.' 33..0. INCH PIPE IS.. 28.8 INCHES PIPEFLOW V1=COCITY(FEET/'SEC.) 11.8 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(.INCH) _. 33.00. NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 58.56 TRAVEL TIME(MIN.) _ .85 TC(MIN.) = 18.66 ******x***•**•**•*******•***•***********•!**•****!•****.**4+********i************4***. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE _ 8 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <“ ======mesmartc=========== ==s=s=qss=====C.=. === ==Gom==C..=============-==== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.721 SOIL CLASSIFICATION IS."A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8154 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 6.58 TOTAL.AREA(ACRES). = 43.60 TOTAL RUNOFF(CFS) = 65.14 TC(MIN) = 18.66 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE _. 8 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< W < 10.00•YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.721 SOIL CLASSIFICATION IS "A COMMERCIAL DEVELOPMENT RUNOFF. COEFFICIENT = .8134 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 5.74 TOTAL AREA(ACRES) = 47.70 TOTAL RUNOFF(CFS) = 70.88 TC(MIN) = 18.66 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 >>> »ADOXTION OF SUBAREA TO MAINLINE PEAK FLOW« « < 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.721 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8134 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.06 TOTAL AREA(ACRES) a 50.60 TOTAL RUNOFF(CFS) = 74.64 TC(MIN) = 18.86 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 » »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA:«< » » ?USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « < ==S==^==c==sx = -===C=C=====o= ===================== DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES ^TnC:C! hi: 1!17..1 'irrY•.r.;GCT ` - .^ r UPSTREAM NODE ELEVATION = 1143.30 DOWNSTREAM NODE ELEVATION = 1123.80 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 74.94 TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 20.36 ******••*******•*******•**•******•***********•************•*************•* ***•******** .. FL.OW. PROCESS FROM NODE... .:..I7.00 .TO NODE... 17.00 IS7CODE: = 10.00 YEAR. RAINFALL. INTENSITY(INCH/HOUR) = 1,646 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT=..8118 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) _, 4.41 TOTAL AREA(ACRES) = 53.90 TOTAL RUNOFF(CFS) = 79.35 TC(MIN) = 20..39 . ****,.**************************.*.4******s�********_*******************,******, ''FLOW PROCESS FROM NODE '.17.00 TO NODE 17.00'IS''CODE = 8 . >>»>ADDITION OF' SUBAREA TO MAINLINE PEAK FLOW:«< == =---===============-==r===L'SC'3CD== =Cft= == 10.00 YEAR. RAINFALL INTENSITY(INCH/HOUR) = 1.646 SOIL CLASSIFICATION IS "A" .. .'COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. = .8118 SUBAREA AREA(ACRES) = '9.40. SUBAREA RUNOFF(CFS") 12.56 TOTAL AREA(ACRES) = 63.30 '.TOTAL RUNOFF(CFS) = 91.91. TC(MIN) = 20.39.. ******.**.***+*****a.*****************************************************.***** FLOW PROCESS FROM. NODE 17.00 TO NODE 12.00 I:SCODE ; 3' )>)»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)W..<<. DEPTH OF. FLOW N. 39.0 INCH PIPE IS.'30.5 INCHES PIPEFLOW VELOCITY(FEET/.SEC.) = 13.2 UPSTREAM 'NOOE ELEVATION = 1123.80 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLENGTH( FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) aW 39.00 NUMBER OF PIPES PIPEFLOW THRU.SUBAREA(CFS) = 91.91.. TRAVEL TIME(MIN.) _ .95 TC(MIN.) = 21.34' FLOW PROCESS FROM'NODE- 12..00 TO NODE 12.00 IS CODE' 8 )>.>>>ADDITI'ON OF SUBAREA. TO. MAINLINE PEAK FLOW« <« =====L[aQ7:d==========gaC3=== =========a==T==.=m=T..... 10.00 YEAR:RAINF'ALL INTENSITY(INCH/HOUR) = 1.609 SOIL CLASSIFICATION'IS "A" COMMERCIAL. DEVELOPMENT RUNOFF COEFFICIENT ._ .8109 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 9.13 TOTAL AREA(ACRES) =' 70.3@ 'TOTAL RUNOFF(CFS) = 101.04 TC(MIN) = 21.34 **********-**********#:******************************,************************ FLOW PROCESS FROM. NODE 12,00 TO NODE 12.00 IS. CODE = 8 >>> ADDITION OF SUBAREA TO.MAINLINE PEAK FLDW;< « < sae====e=v==gavaama7a=aa eaCC=es==s•=sxs��tm�a:=�eaavaaq=c=Cs�=t.-s97ci=esaaa sam ��====�ara a= 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.609 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8109', SUBAREA AREA(ACRES) _ '14.30 SUBAREA RUNOFF(CFS) = 18.66 TOTAL AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS)'= 119.69 TC?MIN) = 21 .34 44.44444*144.4*47-106**4*.4*4444******,*4**ari11444 xs'.six+.*****4444 i .444:**44-xaxswx .," »>?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE'(;« >»>)>AND COMPUTE VARIOUS CONFLUENCED STREAMVALUES<<<y< =-m a ==ass a a.e======:==a = =-==F=== x==Vtaesshs ======sum=====_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 21.34 RAINFALL INTENSITY (INCH./HOUR) =. 1.61 TOTAL STREAM AREA (ACRES) = . 84.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE _ . 119.69 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER • (CFS.) (MIN.) (INCH/HOUR) • 108.84 119.69 21.29 • 21.4 1.611 • 1.609 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. . VARIOUS CONFLUENCE° RUNOFF VALUES ARE AS FOLLOWS: 228.25 228.41 COMPUTED CONFLUENCE ESTIMATES ARE AS. FOLLOWS: RUNOFF(CFS) = 228.41. TIME(MINUTES) _ 21.341 .TOTAL AREA(ACRES) = 166.50 FLOW PROCESS FROM NODE,: 12.00.70 NODE 1.4.00 IS CODE '='• 3 • •>>»>COMPU.TE PIPEFLOW TRAVELTIME.THRU SUBAREA‹<< “ • » »»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<«. =arsea xs.sateen=am=a===fe;==o r=m a m asa a nwDa a amm7er�lLscaJ==Le sa=CxoCa m a=a=ev======v ===xas s DEPTH OF FLOW. IN 69.0'INCH PIPE IS. 51.2 INCHES • PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1112.50 • DOWNSTREAM NODE ELEVATION = 1109.50 FLOWLENGTH(FEET) =. 600.00 ' MANNINGS N.= • .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 228.41 TRAVEL TIME(MIN.) .= .90 •TC(MIN.) _ .22.25 •FLOW PROCESS FROM NODE • 14.00 TO NODE 14.00 IS CODE = 8. r ?» »ADDITION OF SUBAREA TO MAINLINE• PEAK FLOWC«t< M=XeC-Leo=== __===CC=======C=C=C't •=i7a=..73 10.00 YEAR RAINFALL.INTENSITY(INCH/HOUR) = 1.576 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.= .8101 SUBAREA AREA(ACRES) =. .8.10 SUBAREA RUNOFF(CFS) = 10.34 TOTAL AREA(ACRES) = 174.60 TOTAL RUNOFF(CFS) = 238.74 TC(MIN) = 22.25 . *******•*********•****.,****•**•****•*•*•*•*****•******************************•**.***** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW.«<< = =C='====== =====..====================SC =soma=ftCt 10.00 YEAR RAINFALLTENSITY(INCH/HOUR) = 1.578 "-OTL r,`I_ASSTFTrATTON TS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8101 SUBAREA AREA(ACRES) .9.80 SUBAREA••RUNOFF(CFS) = 12.2S TOTAL AR1`ACAC:RP 1 = •.:..1 Rd.70f TA A, GltAtnrpt rC t • = 7Ct an► ====ACC==rt= • FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE _ '>: >COMPUTE PIPEFLOW TRAVELT`ME THRU SUBAREA•.'.; :\. -.,\.;.USING COMPUTER-ESSTIMATED PIPESIZE (NON -PRESSURE FLOW) m=a ===t =. z=cmnFc = = _ •_----=_a a= DEPTH OF FLOW iN 84.0 INCH PIPE IS 63•.9 INCHES -- PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 1109.50 DOWNSTREAM NODE ELEVATION = 1109.00 FLOWLENGTH(FEET) = 250.00 MANNINGS °N _ :013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = PIPEFLOW.THRU SUBAREA(GFS) = 2E1.00 TRAVEL TTME(MIN.) _ .5: TC(MIN. ) - h.t 77 FLOW PROCESS FROM NODE.' 20. 00* TO NODE 20.00. IS CODE = S :>:>ADDITION OF SUBAREATO MAINLINE PEAK FLOW<:6.<< 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.558 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF ' COEFFICIENT = .2096 SUBAREA AREA(ACRES) _ i9.8Q,• SUBAREA RUNOFF(CFS) = 24.97 TOTAL AREA(ACRES) = 204.00 TOTAL RUNOFF(CFS) = 275.97 TC(MI.N) = 22.77 ** •, *********• **********• ***.***4** •****************•********•***********4***** FLOW PROCESS FROM NODE. . 20.00 TO NODE 21.00 IS CODE = 5 " » ?COMPUTE TRAPEZOIDAL -CHANNEL FLOW «(« . »>»TRAVELTIME THRU SUBAREA<«« -==..= :7SSCC�5-.CC=aCa L•'a= C'A R>;CaCC=CCiC==C==CbC=CC IIL'J6G==vet. Ld .-1C UPSTREAM NODE ELEVATION = 1106.95 ' DOWNSTREAM NODE.ELEVATION = 1097.39 CHANNEL LENGTH THRU SUBAREA(FEET) = 1275.00 CHANNEL BASE(FEET) = 10.00 "7." FACTOR = 1.500' MANNINGS FACTOR _ .015 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 275.97 FLOW VELOCITY(FEET/SEC).= 11.15 FLOW DEPTH(FEET) = 1.92 TRAVEL TIME(MIN.) = 1.91 TC(MIN.) = 24.67 *****•****•*** ***************** .*****•*x•**•** * •****•***•>F** .*-*•>F******.*********** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00. IS CODE = 1 • %'»>DESIBNATE INDEPENDENT STREAM FOR CONFLUENCE;« « ====_ ==ern==o=ac.= ===a=aaanao==antra=ca====a-race=-aeaaze CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE; RAINFALL INTENSITY (INCH. /HOUR) = 1.50 TOTAL STREAM AREA -(ACRES) = 204.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 275.97 w**********************+**********•k•s*****.*.*******•**34*******+sir*****4******* FLOW PROCESS FROM NODE++" 24.00 TO NODE 23.00 IS CODE = 2 >» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< aa= assn=a=easiacssaa�faaeasa c�-ecsta=ssse ==azcxsa>wes=aass=a=o==avmes isc=� ssxr==eza cc=====maa INITIAL SUBAREA FLOW -LENGTH.= 1350.00 UPSTREAM ELEVATION-_ 1152.00. DOWNSTREAM ELEVATION = 1135.00 ELEVATION DIFFERENCE = 17.00 TO .323*(( 1350.00**3'/( 17.00)]**.2 = 13.833 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.998 SOIL CLASSIFICATION IS '+A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .7870 SUBAREA RUNOFF(CFS) _38.53 TOTAL AREA(ACRES) = 24.50 TOTAL RUNOFF(CFS) = 38.53 FLOW PROCESS FROM NODE 23.00 TO. NODE 23.00 IS CODE = 8 • ?r?%:ADDITION OF SUBAREA TO MAINLINE PEAK FLOWr<C < __ �-------==+ i4_====== = _,_= 10..00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.998 • SOIL CLASSIFICATION IS "A" , COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8185 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 13.09 TOTAL AREA(ACRES) = 32.50 TOTAL RUNOFF(CFS) = S1.62 TC(MIN) = 13.83 ****************************pit**********71 9F******•***i**************.**'+F***)t **** FLOW PROCESS FROM 'NODE 23.00. TO NODE 23.00. IS CODE = 2 • >>>}ADDITION OF SUBAREA TO. MAINLINE PEAK FLOW<Me. ==x===.-.=:..___ =+C=====- =oL^= -= .?=====S =_____=====Cx =_____=====mc 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR.) = 1.998 SOIL CLASSIFICATION IS "A" SINGLE=FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6926 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) 12.87 TOTAL AREA(ACRES) _ 41.80 TOTAL RUNOFF(CFS.) = 64.49 TC(MIN) = 13.83 FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = 6 >»>?COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«'(;1 ==►==u=__=====c======tse:c=====sararx^^= UPSTREAM ELEVATION = 1135.00 DOWNSTREAM ELEVATION = 1117.00 STREET LENGTN(FEET) = 1350.00 CURB HEIGTH(INCHES ) = S . STREET HALFWIDTHi FEET ; 16.00. STREET CROSSFALL(DECI1'1AL) _ . 0200i SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 70.04 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. ^It +1 retr r+:� r';^J Ilk' STREET FLOWDEPTH(FEET) _ .63 HALFSTREET-FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.20 PRODUCT OF DEPTH&VELOCITY = 3.92 STREETFLOW TRAVELTIME(MIN) = 3.53 TC(MIN) = 17.46 10.00 YEAR RAINFALL MITENSITY(INCH/HOUR) = 1.779 PNITl ri ACCTCTr+ATT^AI TC "A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6732 SUBAREA AREA(ACRES) = S.30 SUBAREA RUNOFF(CFS) = 11.14 FLOW VELOCITY(FEET/EEC.) = 6.35 DEPTH*VELOCITY = -•4.13 414.4+r**44 ray**•******4***************1.************'+ ***************A4**i***wit FLOW PROCESS PROM NODE 22.00 TO NODE 22.00 IS CODE = 9 >;>%>ADDITION OF• SUBAREA TO MAINLINE PEAK FLOW<<; ===---= --. == == __•------=--=--.. _____.___ 10.00 YEAR RAINFALL INTENSITY(INCH/HOLIR) = 1.779 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .77S3 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 22.32 TOTAL AREA(ACRES = 67.20 TOTAL RUNOFF(CFS = 97.94 TC(MIN) = 17.46 ************************* ****************F4********;ELF*********************.• FLOW PROCESS FROM NODE •.22.00 TO NODE 22.,00 IS.CODE = 8 • %>?ADDIT'ION OF SUBAREA. TO MAINLINE PEAK FLOW.4<.,. . 10.00 YEARRAINFALL 'INTENSITY( INCH/HOUR = 1 .'?79 SOIL CLASSIFICATION I5 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8146. SUBAREA AREA( ACRES) =. 16.S© SUBAREA RUNOFF(CFS) = 23.91 TOTAL AREA (.ACRES) r •33.70 TOTAL RUNOFF(CFS) =.' 121.85 . TC(MIN) =. 17.46. 0 FLOW PROCESS FROM .NODE • 22.00 TO NODE' .21.00 IS,C00E = 3 »33>COMPUTE PIPEFLOW•TRAUELTIME THRU SUBAREA<<4« '• >7>}»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<.< DEPTH OF FLOW IN45.0 INCH PIPE IS' 33.0 INCHES PIPEFLOW VELOCITY.(FEET/SEC.) = •14.0 • UPSTREAM NODE ELEVATION = 1 I.17. u0 DOWNSTREAM NODE .ELEVATION = '1102.00 FLOWLENGTH(FEET) =' 1050.00 ' MANNINGS N. = .013 ESTIMATED PIPE DIAMETER(INCH)'= 45.00 NUMBER''OF PIPES = PIPEFLOWTHRU SUBAREA(CFS) = 121.85 TRAVEL TIME(MIN..)'= 1.25 TC(MIN.) = 18.71 • FLOW PROCESS FROM NODE 21.00 TO NODE 8.00.IS CODE = 8 Xi.>})ADDITION OF SUBAREA TO ,MAINLINE PEAK FLOW\“‹< C======== ====== ====--====5' = _ ====== ===Q=== _======= 10.00 YEAR RAINFALL•INTENSITY(INCH/HOUR) = 1.718 SOIL CLASSIFICATION IS•"A" • n mmc-•"Y,1 nEVEL:. ".ir�1.. .�ry. pr;rr r.. r�+f-T n�r•,f•r tis SUBAREA AREA(ACRES) = 8.60 - SUBAREA RUNOFF(CFS) = 12.02 TOTAL AREA(ACRES)"= 92.30 TOTAL RUNOFF(CFS) = 133.87 TC(MIN) = 18.71 **4***********•********•**4*4*****4******4*44****•****•**4•*****4* r*******Z*ors*** FLOW PROCESS FROM NODEe 21.00 TO NODE 21.00 IS CODE _ 8 )>»}ADDITION OF SUBAREA TO MAINLINE PEAK FLOW•«<“ ======tee=========m==:ems==m=of =_ _ _____ ___= a o m=========Ga.====__========a==tc=====_ in am VrAp CArAfrAJ . r►ITr�a,r. rt�.. �..r,... .... . . SUBAREA AREA(ACRES) •= 26.00 SUBAREA RUNOFFi CFS) = 36.34 • TOTAL • AREA(ACRES) = 118.30 TOTAL Rt1NOFF(CFS) = 170.21 TO(MIN) = • 18.71 ***********#****i.**&***4iF********iF 3F.**iF*****F******it&**k****a#***iF *******g* FLOW PROCESS FROM NODE 21.00 TO NODE 21.00'IS CODE = 1 • •::- ); OESI(3NATE INDEPENDENT STREAM FOR CONFLUENCE V'' . < • ,)>>>AND COMPUTE VARIOUS'CONFLUENCED STREAM VALUES«( C=====s ==....=ICa.......'�!================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM' 2 ARE: . TIME OF CONCENTRATION( MINUTES ) _ , 18.71 RAINFALL. INTENSITY (INCH./HOUR) = 1.72 TOTAL STREAM AREA :ACRES) = 1!9.30 TOTAL STREAM .RUNOFF(CFS) AT CONFLUENCE = 1'70.2 1 . CONFLUENCE INFORMATION: STREAM RUNOFF • TIME' INTENSITY NUMBER .(CFS) (MIN.) ;INCH/HOUR) 1 27S.97. "4:67. 2 170.21 18.71 1 ,713' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 424.18 379.4C. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 424. 18 TIME(MINUTES) = 24.673 TOTAL AREA(ACRES) = 322:30: ,=======00=======...Z====- ====== ======== 6====================ww===== .END OF RATIONAL METHOD ANALYSIS APPENDIX "A" HYDROLOGY COMPUTATIONS • FOR PROPOSED CONDITIOINS 100-YEAR RAINFALL/RUNOFF EVENT L�` ra Proposed :terra end Juniper- Drainage r:reas 100—Year Ralnfall/Rur»fI Event === _=_- == C.-.• RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO 'COUNTY (SBC). 1983 HYDROLOGY MANUAL: = = = == = •.(+C) Copyright 1S83,1998 Advanced Engineering Software MAES] Especially prepared for: NES T E , SPUDIN I STONE ,lfAC. *********DESCRIPTION OF RESULTS****.*+ * •;-*it;. •a• **:**** .it* ..•xitx•*****..**+t ,. . **: * INLAND IMPIRE CENTER PROPOSED• SIERRA AND JUNIPER DRAINAGE AREAS. • *• 100—YEAR RAINFALL/RUNOFF EVENT " a***Ip****4*******•*****.*.*n'iF******i$•iiiF1't••• •x•*x'*iu*** {**•*,y'•r,•i('•YiF'iEiE'i **'iF•n•***•is*****as**** USER SPECIFIED HYDROLOGY AND. HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM 'EVENT(YEAR) = 100.00. SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 • SPECIFIED PERCENT OF'GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .50 10—YEAR STORM BO—MINUTE INTENSITY(INCH/HOUR) =. .950 100—YEAR STORM.50—MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED'RAINFRLL INTENSITY DATA: STORM EVENT = 100.0.0 1—HOUR INTEN.S.ITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE _ :.S000. • • SBG HYDROLOGY'MANUAL "C"—VALUES USED. «;{:<{ <« <<<««< {<<< « >>}}>>> »>>>>>»>>)>» _»>?}»W » Advanced Engineering Software %AES] SERIAL No, 1000ST ' VER. 3.3C. RELEASE DATE: L> .20/ 8B *•***********•********iF******•iFiE**•1f**i(•******.iF**********1F*'***•*****************•** .11 t nnrt..E-.... 7R.^yA I4nr1C i ernm -- ^n T. ;'r'r }>» >RATIONAL METFIOD INITIAL SUBAREA ANALYSIS « <{< ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Tr = isii ( LENGTHii *3 lit EL EVATInN CHANGE i**• ..1 INITIAL SUBAREA.'FLOW-LeNGTH = 1100.00 i me T oram =f cf NIT,nr4 i i CC i fi DOWNSTREAM ELEVATION = 1139.00 ELEVATION DIFFERENCE = 18.10 Tit ••fhb.. ► . ..... _ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT P .737S SUBAREA RUNOFF(CFS) = 9..90 TOTAL'AREA(ACRES) = a.80 .TOTAL RUNOFF(CFS) 3.90 +•*****:*44*?!*4.*• ************** t* ******* ter*+****** *41, m4f+h**3t•***+r**********' FLOW PROCESS, FROM NODE ' 2.00 TO NODE 3.06 .I S CODE =. ' 3 >> • ' >.COMPUTE P IPEFLOW T.RAVELT I ME THRU SUBAREA:, •. ; %-* >U5ING .COMPUTER -ESTIMATED PIPESIZE ( NON —PRESSURE FLAW);.::•:.::. =a===a :a =ao' _ =c— a== ==== == === -- = t== ==---==== ' DEPTH OF FLOW. IN '21.0 INCH PIPEIS 16.2 .INCHES PIPEFLOW VELDCITY(FEET/SEC.) _. . S.0 UPSTREAM NODE ELEVATION = 1.139.00 DOWNSTREAM NODE ELEVATION = 1 13E , 70 FLOWLENGTH(FEET) _ - 470:. 00 . JIANNINGS.N = .013 ' . .ESTIMATED PIPE OIAMETER(INCH) = 21.00 • NUMBER OF PIPES 7 PIPEFLOW THRU SUBAREA(CFS) = 9.90 TRAVELTIME(MIN'.) := 1 .S8 '. TC(MTN.) = '16:62 ***********4****.****.F{...**44**4****4**i****i•*****+*iF******44***+******x***4 FLOW PROCESS FROM NODE 3.00 TO NODE. . .3.00 IS CODE = 8 •':>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW: _,__________=_===s======_______ — _ === === =— === ___-_____ 100..00 YEAR RAINFALL I'NTENSTTY(INCW/HOUR) .=. 2.560 SOIL CLASSIFICATION .IS "'A". SINGLE—FAMILY(1/4 ACRE LOT) RUNOFF'COEFFICIENT = .7318 SUBAREA .AREA(ACRES) = 19.50. SUBAREA RUNOFF(CFS) = 37.'95 TQTAL.AREA(ACRES') _ 24.30 . TOTAL RUNOFF(CFS) =' 47.85 TC(MIN) = 16.62 *******+ • **** ***********• + **** *********** •*** -**** ***** •***** •********** FLOW. PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 .;i.>%DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE4< .•; »>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<C ti ========= == ==== ========= =2..== -rya xC='..-=== ================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.62 RAINFALL INTENSITY. (INCH./HOUR) _ . 2.66 TOTAL STREAM AREA (ACRES) = 24.30 TOTAL STREAM RUNOFF; CFS 1 AT CONFLUENCE _ CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER . (CFS) . (MIN.) (INCH/HOUR) 47.8S 16.62 2.650 !� *T•at; . ,w,ENTRPTTnni n, FORMULA(SBC)'USED FOR 'r STREAMS. VARIOUS CONFLUENCEb RUNOFF VALUES ARE AS'FOLLOWS: 47.85 • COMPUTED CONFLUENCE ESTIMATES ARE AS; FOLLOWS: RUNOFF(CFS) = 47.85 TIME(MI,NUTEs) = 16.622 TOTAL ApEA( ACRES t = 24.30 • . FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (I /4 ACRE) TG=.K4[(LENG.TH**3)/(ELEVATION CHANGE)3**. INITIAL SUBAREA FLOW -LENGTH .= 1100.00 UPSTREAM ELEVATION = 1155.50 DOWNSTREAM ELEVATION = 1138.00 ELEVATION DIFFERENCE,= 17.50 TC = .393*[t 1100.00**3)!( 17.50)3**,2 = 14.797 100.00 YEAR RAINFALL INTENSITY( INCH/ HOUR 1 = 2 : 819 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4 fCRE LOT) RUNOFF COEFFICIENT .= .7384. SUBAREA RUNOFF(CFS) = 44.34 TOTAL AREA(ACRES) = 21.30' TOTAL RUNOFF(CFS % = 44.34' FLOW PROCESS' FROM NODE. 5,00 TO NODE 3.00 IS. CODE '_ 7 ,.':,COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA rUSIN6 COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)c:, DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.5 INCHES PIPEFLOW VELOCITY(FEET/SEC:) = 5.7 0 UPSTREAM NODE ELEVATION = 1138.00 DOWNSTREAM NODE ELEVATION = 1136.70 FLOWLENGTH(FEET) = 500.00 •MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SURAREA(CFS) _ 44.34 • TRAVEL TIME(MIN.1 = 1.45 TC(MIN.) = 16,25 ******** ► •**-*•************•********•***.*******•**•**********.**********l *********• FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = I »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «:« >i)>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES'.<“ ----•�`-�-�:C�.-s��=t�OLCL3�=3T:1=CC--.��eoq�t:GCC.�S7=i'=�.-. CCCv=�Y---G'SCCC C^..7m=-�-:SC=CC3134LG CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =. 16.25 RAINFALL INTENSITY (INCH.;HOUR) = 2.59 TOTAL STREAM AREA (ACRES) .= 21.30 TOTAL. STREAM RUNOFF(CFS) . AT CONFLUENCE = 44.34 CONFLUENCE INFORMATION: STREAM .UNOFF TIME INTENSITY ;LUMBER 'CFS) (NIN.) CINCH/HOUR; 2 47.85 44.34 16.62- 2.660 16.25 2.690 RAINFALL INTENSITY AND TIME OF CONCENTRATION.RATIO FORMULA(SBC) USED FOR 2 STREAMS. r•noc.-r f:^'hlnrn C'1!'r r.c. I'41 I1_ c ^.C: A- f nt f . • 91.69 91.12 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 91,69 TIME(MINUTES) = 16.622 TOTAL AREA(ACRES) = 45.60 rl ,1m ccnrccc cpriM mnnr -? AM rn Iirnc c ,Anl IC r`nnc n »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ‹<<“ .. .... ........ .....,.. , r .. , a. a J u. V . V PIPEFLOW VELOCTT`r(FEET/SEC.) = i5. . UPSTREAM NODE ELEVATION = 1136,70 DOWNSTREAM NODE ELEVATION = 1124.00 FLOWLENGTH(FEET) _ 620.00 MANNINGS M = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS= 91.69 TRAVEL TIME(MIN.) _ .69 TC(MII4.) = 17.31 FLOW PROCESS. FROM NODE 3.00 TO NODE 6.00 IS CODE = 8 `..,')',ADDITION OF SUBAREA TO- MAINLINE PEAK FLOW.: . -=-.=CC .CSC .100. 00 YEAR RAINFALL TNTENS I TV' I ^!C:H 'u0UR. \ = 2 .607 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8259 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 50.78 TOTAL AREA (ACRES) = 59.90 TOTAL RUNOFFi CF S ' 122.48 TC(MIN) = 17.31 FLOW PROCESS. FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 :. COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<e‹ < :•*.:::USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW).:' DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.7 INCHES ' PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1124.00 DOWNSTREAM NODE ELEVATION = 1118.90 FLOWLENGTH(FEET) = 550 00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 122.48 TRAVEL TIME(MIN.) = ' .77 TC(MIN.) - 18.08 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 I5 CODE = 8 _ >�> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< =================.Z, E_=====tY=__ ...=c s2 ==== =_ _ =-aco • 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.550 OIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6'253 SUBAREA AREA(ACRES) = 220 SUBAREA RUNOFF (CFS) = 4.63 TOTAL AREA(ACRES) = 62.10 TOTAL RUNOFF(CFS) = 127. 1 1 TC(MIN) = 18.08 • ********************************1�*•**************; *************************** ^ An v . .,,n.. n ''!`n Tn .' "r 7r.1",,C TC rG'rlP Rlr.nr >» ;>CQMPUTE PIPE`LOW TRAVELTIME THRU SUBAREA« < `>)>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)‹('“ DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.6 INCHES 2TPEFLOI VELOCITY(FEET'9EC. 5 = f 1 UPSTREAM NODE ELEVATION.- 1118.90 nnl.lrICTAAM Mnnc G(cl ArinM lfic rnrn FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 drnccl rv.l PLOW PROCESS FROM NODE 7.00 TO NODE 2.00 IS CODE - 8 •:•ADDITION OF SUBAREA TO MAINLINE PEAK 'FLOW< 100.00 YEAR RAINFALL INTENSI.TY(INCH%HOUR) = .540. ;SOIL CLASSIFICATION IS "A 'COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT. = .6252. SUBAREA AREA(ACRES) = 1 .70 ' 'SUBAREA RUNOFF(CFS) = 3.SS TOTAL AREA(ACRES) d 63.80 TOTAL RUNOFF(CFS) = 130.67 TC(MIN).. 16..22 PLOW. PROCESS. FROM. NODE . 8.00 TO NODE,:. 9.00.. IS CODE = 3 N;,”>CO.MPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<((((. '• •USING' COMPUTER -ESTIMATED PIPESIZE NOW -PRESSURE FLOW ) ' 'DEPTH OF FLOW IN G0,0 INCH PIPE IS. 45:2 INCHES.. F'IPEFLOW.VELOCITY(FEET/SEc,: = 5.2 • UPSTREAM NODE ELEVATION! = 1116.00 DOWNSTREAM NODE ELEVATION 1116.50 FLOt4LENGTH< FEET) = .450". 00 'TANNINGS I'; _ .013 ESTIMATTED PIPE DIAMETER(INCH) = 60.00. NUMBER OF PIPES PIPEFLOW .THRU S'UBAREA(CFS) = 130, 57 TRAVEL T IME(MIN;) = .91 T(;(MIN.)= 19.13 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = .8 ))>1ADDITION'OF SUBAREA TO MAINLINE PEAK FLOW.<<c's<,. =7= m=-e====a== m =arm -sate===mm==== s ai ie=-s sa 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR.) = 2.479 SOIL CLASSIFICATION IS "A" COMMERCIAL. DEVELOPMENT FUNOFF'COEFFICIENT ='.324S. SUBAREA AREA(ACRES) = 11:50 SUBAREA RUNOFF(CFS) _ 23.51 TOTAL AREA(ACRES) = 75.30 TOTAL RUNOFF(CFS)•= 1E4 18 TC(MIN) _ 19,13 rLOW. P?QCESS FROM NODE 9.00 TO NODE • 10.00 IS CODE.,.=' 3, >:>»?COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA;(«( »» ••USING COMPUTER -ESTIMATED► PIPESIZE ( NON -PRESSURE FLOW )< ;, { r DEPTH.OF FLOWIN 57.0 INCH PIPE IS. 45:7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM'NODE. ELEVATION = 1116.50 •Inmtr. tr•o rl liS,•ra^., ti a 1>•'; '+.q FLOWLENGTH(FEET) _ 225.00 MANNINGS N = .013 ESTIMATED' PIPE DIAMETER(INCH) = 57,00 NUMBER OF .PIPES = 1 PIPEFLOW THRU $UBAREA(CFS) = 154.18 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 19.50 rl n!'.. owlnrct.4 cmnm Mnnt in AA rn mnnr • n rnn r c ^nnc .= a >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<(«( DEPTH_ OF FLOW IN 69.0 INCH. PIPE IS PIPEFLOW VELOCITY(FEET/SEC:) = 7.8 . UPSTREAM NODE ELEVATION = 111E:30 DOWNSTREAM NODE ELEVATION =. 1114;60. FLQWLENGTH(FEET) ='' 325.00 MANNINGS N ESTIMATED PIPE DIAMETER(INCH) = 69.00 PIPEFLOW THRU SUBAREA(CFS) ._ • 160,;37 TRAVEL TIME(MIN.) _ .70 TC(MIN.) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8244 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 8.68 TOTAL. AREA(ACRES) _ 78.60 TOTAL RJNOFF(CFS) = 160.87 TC(MIN) = 19.50 _.FLOW PROCESS FROM NODE 10.00 TO NODE' 11.00 IS CODE'= ************** >' »)COMPUTE PIPEFLOWJ TRAVELTIME THRU SUBAREA:,<•\< > >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<:< ; ===- ===Q== :3 =====;.=0==============CSC===.+====7CC====ry== a-==c 51'.4 INCHES .013. NUMBER OF PIPES = 20.20 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 I5 CODE= 8 . '>>%?ADDITION OF SUBAREA TO MAINLINE.PEAR FLOW:.« , =aa __;=-==rec==a===:..:.�.==ec-••�-•..- 100.00 YEAR RAINFALL I.NTENSITY(INCH/HOUR) = 2.413 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8239. SUBAREA AREA(. ACRES) = 3.30 SUBAREA RUNOFF(CFS)°= 6.56 TOTAL AREA(ACRES) = 81.90 TOTAL RUNOFF(CFS) = 167.43 TC(MIN) = 20.20 FLOW PROCESS FROM NODE 11.00 TO NODE • 12..00 IS CODE = 3. »» »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< <K‹ .,}»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«:<< a=.:pa=ooa====qmt=====CC•O'1'=L'4.-..,=C==.;. ]i===�=C=c: O=c==s=;oc'SC=-•n=�- �•-- ov==o=zo==-.az DEPTH OF FLOW IN 60.0•INCH PIPE IS 43.5 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1114.30 DOWNSTREAM. NODE ELEVATION = 1112.50 FLOWLENGTH(FEET) = 300.00 HANNINGS N = . 01,S ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES '= PIPEFLOW THRU SUBAREA(CFS)'a 167.43 TRAVEL .TIME(MIN.) _ .45 TC(MIN.) = 20.66 CI 'N I c,onr``•'^ ^p;^•m n' ' C r+n r'r+{•.. t .r :I. r• . ^p.f1C r• � »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<?<C< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 20,6E •RAINFALL INTENSITv ( INCH. /Noup) _ TOTAL STREAM AREA (ACRES) = 81.90 • T 1TA1 STRFAM PI INnPpe rFfi + AT rfNF1 I (FNrF = 1 c7 .7 Y.Y '`.RATIONAL. METHOD INITIAL .SUBAREA ANALYSIS•.:' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC' K*[(LENGTH**3)/(ELEVATION CHANGE)]*4.2 INITIAL SUBAREA FLOW -LENGTH = 1000,00 UPSTREAM ELEVATION! a 1192.80 DOWNSTREAM ELEVATION = :177.80 ELEVATION DIFFERENCE _ ' 15.00 TC = .303*(( 1000.00**3)/( 15.00)1**.2 = 11.127 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.251 SOIL CLASSIFICATION IS."Ar> COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = >8307 SUBAREA RUNOFF(CFS) = 18. 90' TOTAL AREA (AICRES 1 _ 7.00 TOTAL RL NOF (' = ) _ **** Ear********** tag* 4**********4r********4*******i ***n*►***4********,***4*** FLOW PROCESS FROM NODE' 15.10 TO NODE 15.20 IF CODE = '• >)'').COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA: “‹ ===================== =========.==== = Gam.= == :==== == UPSTREAM ELEVATION x 1177.80 DOWNSTREAM ELEVATION = 1152.30 STREET LENGTH(FEET)'= 17ti0.00 CURB HEIGTH(INCHES) = 8. -TREFT ;HALFWIDTH(FEET1 = E0.00 STREET CPOSSFALL(DECIh1AL)'- .027 SPECIFIED NUMBER OF HALFSTREET3 CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ '34.49 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NE6LIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL: THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 28.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = . 4.83 PRODUCT OF DEPTH&VELOCITY = 3.31 STREETFLOW TRAVELTIME(MIN) = 8.04 TC(MIN) = 17.17 100.00 YEAR RAINFALL IN.TENSITY(INCH/HOUR) = 2.817 SOIL CLASSIFICATION IS °A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8260 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 30.91 SUMMED AREA(ACRES) = 21.30 TOTAL RUNOFF(CFS) _ • 49.82 END OF SUBAREA STREETFLOW HYDRAULICS. DEPTH(FEET)'= .76 HALFSTREET FLOODWIDTH(FEET) = 30.13 FLOW VELOCITY(FEET/ EC.) = 5.38 DEPTH*VEL OCITY = 4,09 FLOW PROCESS FROM NODE 15.20 TO NODE 15,20 IS CODE = 8 >>>>)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«:C%{ i7M n>\ '!rar, cArbmiti I r i hliC , SOIL CLASSIFICATION IS "A" COMMERCIAL.DEVELOMENT RUNOFF COEFFICIENT = .8280 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 38.05 TOTAL AREA(ACRES) = 38.90 TOTAL RUNOFF(CFS) = 87.86 TC(MIN) = 17.17 .=.i`=*i}rF,>s.XY-*x•s.y.>F+i.fiF•K �cxx+FKsa*mxx}�a iF?a+f.ii*>(A{#xxi4Yr :c N. .Fi .c*g>R +F *+F y.*i.su .W lF i.r *X•f*4.4,4*.(* FLOW PROCESS FROM NODE 15.20 TO NODE 16.00 18 CODE = 3 DEPTH OF FLOW: IN 59.0 INCH PIPE IS. ;9. 4 INCHES PIPEFLOW .VELOCITY(FEET: SEC.) _- i 3. 1 UPSTREAM NODE.ELEVATION = 1152.30 DOWNSTREAM NOOE, ELEVATION = 1143.30 FLOWLENGTH(FEET) = .800.00 MANNING: N - .0I3 ESTIMATED FIFE DIAMETER (INCH) _ 39.0+ NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) _ 87.86 TRAVEL IIME(MIN.) = .76 TC(MIN.) = 17.93 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 3 )>.ADDITION OF SUBAREA TO MAINLINE PEAK FLOW " < esc-===cc=' =a:vc=xao=c=xexr=c =======_ __ _c===== ______: r_=== 100.00 YEAR RAINFALL INTENSIT?(INCH/HOUR)'= 2.561 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8254 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF (r.FS) - 9,9A TOTAL AREA(ACRES):= 43.60 TOTAL RUNOFF(CFS) = 97.80 TC(MIN) _- 17.83 it*************7t***+F***+F********+tit***********4**********************b.t******* =LOW FROCESS FROM NODE. 18.00 TO NODE. 15.00. IS CODE .> .ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<t:..;( car==-----c======== 100.00 YEAR RAI.NFALL INTENSITY(INCH/HOUR) = 2.561 SOIL CLASSIFICATION IS "'A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. = .8254 SUBAREA AREA(ACRES) = 4.10 SUBAREA.RUNOFF(CFS) = 8.67 TOTAL AREA(ACRES) = 47.70 TOTAL RUNOFF(CFS) = 108.48 TC(MIN) = 17.93 = +tat********+t+t*****+tit***** -***+***********************4************* ********t* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE _ 8 »'ADDITION OF SUBAREA.TO MAINLINE PEAK FLOW;<C( ===== _=======..,.x=====......== =mca==== 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8254 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) TOTAL AL AREA(ACRES) = 50.80 TOTAL RUNOFF(CFS) S) TC(MIN) = 17.93 = 5.1.1 12.59 *,eat****+ ************ *****************4**** ************+t*****4********+tit** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE ^k4TuTC ^To^.cc' -di .'zyt71 -*,te: "uCmi .“re,t:r:a USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOw)c.•..•.. DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION = 1143.30 OUN CTREAt1 NODE FLEVAT ION = 1 123., 9 i FLOWLENGTH(FEET) = 13Gm.00 MANNINGS N = .013 tc:TmATpf PTRP fTgNIF7r:p; Tt.trw _ i^ pin :+ItIMP=C nC crppc PIPEFLOW THRU SUBAREA(CFS)- = 112.59 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 19.50 FLOW PROCESS FROM NODE 1".00 :O NODE 17..OG IS CODE _ OF,SUBAREA TO MAINLINE PEAK FLOW C=Lam__=-.-t.==L: E1.1=..====O==GG.2 -.T GC=ft=Y P:•CtG a 100.000 YEAR RAINFALL INTENSITY(INCHJHOUR) = 2.456 SOIL CLASSIFICATION IS "•A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8244. SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) _ 6.6B TOTAL AREA(ACRES) = 53.90 TOTAL RUNOFF(CFS) =. 119.27 '. TC(MIN) = 19.50. FLOW•PROCESS FROM NODE 17.00 TO NODE '17.00 IS CODE.= 8 `• =.ADDITION, OF SUBAREA , TO MAINLINE' PEAK.. FLOW<K, =============C====___== ._'-.=_.-===,===..= =========== =- == 100.00 YEAR RAINFALL' INTENSITY( INCH/HOUR ) = 2..456 SOIL CLASSIFICATION IS "A" • COMMERCIAL OEVELOFMENT RUNOFF COEFFICIENT = .8244 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 19.03 TOTAL AREA(ACRES) _ 63.30 TOTAL RUNOFF(CFS).= TC(MIN) = 19.50. ' FLOW PROCESS FROM NODE 17.00 TO NODE 12.00 IS CODE' = ' 3 >>?>:>COMPUTE..PIPEFLOW TRAVELTIME THRU. SUBA.REA«'< <<c. >:>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<:«4 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.)'= 14;5 UPSTREAM NODE ELEVATION = 1123.80 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLENGTH(FEET) = 750.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) =. 45.00 ' NUMBER OF PIPES = PIPEFLOW THRU SUBAREA( CFS) =. 138..31 TRAVEL TIME( MIN. ) = .86 TC(MIN. ) = 20.36 ***•***.*****************••*•*#•***••**•*•****•.*****•**•*•*,****•**************•***•****•***•* FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = .8 '.``:;.ADDITION OF SUOAREA TO MAINLINE PEAK FLOW =.a... -.cm = �•C-•C .Ca 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)'= 2.403 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8238 SUBAREA AREA(ACRES) = 7.00' SUBAREA RUNOFF(CFS) = 13..88 TOTAL AREA(ACRES) = .70.30 TOTAL RUNOFF(CFS) = 152.17 TC(MIN) = 20.36 *********•*********i*.*.**•****.****.********:******•*********************** **** •* FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 }5> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« : « G. ...=� ===_===_=_=-. GCC c=========G== 100.00' YEAR RAINFALL I>d'TENSI.TY(INCH/HOUR) = 2.403 C+T� ^, =C^TCTrATT(IN Tr "AP' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8238 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 28.31 Tf1T. J nocar annr..c n. ********************,***4**********•**+****•4********************************'** FLOW PROCESS FROM NODE• 12.00 TO NODE 17.001S CODE - :.;. :.>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE: •• :»%•AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.:+.... • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM2. ARE: TIME OF CONCENTRATION(MINUTES) = 20.36 RAINFALL INTENSITY '(INCH./HOUR) = ' 2.40 TOTAL STREAM AREA (ACRES) = 84.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 180.48 CONFLUENCE INFORMATION: STREAM. RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)' • 1 167.43 20.66 2.386' C 180.42 20.36 2.403 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS.. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 346.60 345.4E COMPUTED CONFLUENCE ESTIMATEE APE AS FOLLOWS: RUNOFF(CPS) = 346.60 TIME(MINUTES) = 20.656 TOTAL AREA(ACRES').= 166.50 . • FLOW PROCESS' FROM NODE '12.00 TO. NODE • 14.00'.IS .CODE = 3 »>>>COMPUTE PIPEFLOW'TRAVELTIME THRU SUBAREA<•=<“ » >>>.USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«<“ DEPTH OF FLOW IN 78.0 INCH PIPE IS 62..9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM .NODE .ELEVATION = 1 1 12.50 . DOWNSTREAM NODE ELEVATION = 1109.50 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ,ESTIMATED PIPE DIAMETER(.INCH)'= 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 346..60 TRAVEL TIME(MIN.) _ .S3 . TC(MIN.)Y=. 21.48. RA'****.*E*'************************** .************7i* *k**********h4*** **** • FLOW PROCESS FROM NODE. 14.00 TO NODE 14.00 IS CODE .= '8 •. >>;ADDITION OF SUBAREA TO MAINLINE PEAK.FLOW:t'•.c, 100:00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.340 SOIL CLASSIFICATION IS "A !•^Marr.C.^T!fl nr1.rt�+.�•^ f}11p1ra7C •'r_,CTt,•TCr.IT SUBAREA AREA(ACRE3 = 8.10 SUBAREA RUNOFF(CFS) = 16.60 TOTAL AREA(ACRES) = 174.60 TOTAL RUNOFF(CFS) = 362.20 TCCMIN) = 21.48 FLOW PROCESS FROM NODE!! 14.00 TO NODE 14.00 IS CODE = 8 _ .»>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<« « 1AA .AA VCAP C3ATMCA1 I TMTGIOCTTV! fl1f'Lr/tJA110 \ - '7 .x.eA SUBAREA AREA(ACRES) = 9.60. SUBAREA PUNOFF(CFS )'. 18.49 . TOTAL AREA(ACRES ). = 194,20 • TOTAL RUNOFFi CFS ) 380..88 TC(MIN) = 21.48 ********** t******************* **************are:********** ******* ****** **** FLOW .PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3 .'COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA COMPUTER -ESTIMATED PIPESIZE. (NON -PRESSURE FLOW )« ==== ==== ==• == v- == = = DEPTH OF FLOW IN 96.0 INCH PIPE.IS 77.3. INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 UPSTREAM NODE ELEVATION = 1108.50 DOWNSTREAM NODE ELEVATION.= 1109,00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = ' 96.00 • NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 380.68 TRAVEL TIME(MIN.) _ ,47 TC(MIN.) = 21.96. 1 *********************4*******************y..4********4*4*4*44******44.********* FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE ='• 8 .,`:ADDITION OF SUBAREA TO MAINLINE PEA};.FLOW4:. ==========+tr=a =_`== ===== ==== ==__ =_ == - == r_rs 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.314 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =..8228 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 37.70 TOTAL AREA(ACRES) = 204.00 TOTAL RUNOFF(CFS) = 418.39 TC(MIN) = 21.96 . . FLOW PROCESS FROM NODE 20.00 TO NODE 21.00'IS CODE = 5 >.COMPUTE TRAPEZOIDAL-CHANNEL.FLOW ;s >)>>TRAVELTIME THRU SUBAR.EA<<<« =========="==='='==========...========== --=-..=-= __. ===....._.._._=.====== UPSTREAM NODE ELEVATION =. 1106.95. DOWNSTREAM NODE ELEVATION = 1097.39 CHANNEL LENGTH THRU SUBAREA(FEET) = 1275:00 CHANNEL BASE(FEET) = 10.00 "Z' FACTOR = 1.500 MANNINGS FACTOR .= .015 MAXIMUM DrPTH(FEET . = 4,00 CHANNEL FLOW THRU SUBAREA% CFS) _ 418.4.9 FLOW VELOCITY(FEET/SEC) = 12.47 FLOW DEPTH(FEET)•= 2.45 TRAVEL TIME(MIN.) = 1.70 TC(MIN.) _ . 23.66 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 :%,wDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE\.<\ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.66 RAINFALL INTENSITY (INCH./HOUR) = 2.23 TOTAL 9"REAM AREA (ACRES = 204.00 TOTAL STREAM RUNOFF(CFB7 AT CONFLUENCE = 418.39 ======== ********+ ************************, *******, ********4***4*,****** -************* MAt.l DDArs e. rnnet •Ann .+. .... .. .. ..___ __ _ _ _ . ___ = _ ASSUMED INITIAL.SUBAREA UNIFORM DEVELOPMENT IS APARTMENT IC - R*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 fniITIAL SUBAREA FLOW -LENGTH = 1350.0000 UPSTREAM.ELEVATION = 1152.00. DOWNSTREAM ELEVATION = 1115.00 ELEVATION DIFFERENCE = 17.00 TC = 323*f( 1350.004*3)/( 17.000)3**.{ 13.633 100.00 YEAR RAINFALL INTENSITY(.INCH/HOUR) = 2.916 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = ,8069 SUBAREA RUNOFF(CFS) - 57,64 TOTAL. AREA(ACRES) = 24.50. TOTAL RUNOFF(CFS) = 57.64 FLOW PROCESS FROM NODE '23.0070 NODE 23.00 IS CODE _ 8 ):?>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW{ ac ._.=m==cacc_====c=a== 100,00 YEAR RAINFALL INTENSIT"f, ?NCH/H(JUR) •= 2.316. SOIL CLASSIFICATION IS ''A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8284 SUBAREA AREA(ACRES) - • 2.00 SUBAREA RUNOFF(CFS: TOTAL AREA(ACRES) = 32.50 TOTAL RUNOFF(CFS)'= 76.96 TCtMIN) = 13.83 **************************** *** *************************tar************x **** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 • >»>?ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « ========================================== == a.,. m= _ 100.00 YEAR RAINFALL INTENSTTY(INCH/HOUR) = 2.916 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7421 UBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFFS CFS '+ = 20.12 TOTAL AREA(ACRES) = 41.80 TOTAL RUNOFF(CFS) = 97.09 TC(MIN ) 13.83 *************************.>F, **- . *, *****.******************. **.*******-****.******. FLOW.PROCESS FROM NODE 23.00 'TO NODE 22.00 IS CODE = 6 ,,COMPUTE STREETFLOW ITRAVELTIRE THRU SUBAREri,<,• ,. ====.========================:================ =-==- a •===== UPSTREAM ELEVATION = 1135.00 DOWNSTREAM ELEVATION = 1117.00 STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 106.03 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC.. IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 HAL FSTREET FLODDWIDTH{FEET) = 18.00 AVERAGE FLOW VEI!tiCITY(FEET/SEC.) = 7.05 R4lllti3"T nc ncaTL.mnpinnTTv = c hp STREETFLOW TRAVELTIME(MIN) = 3.19 TC(MIN) = 17.03 100.00 YEAR PATAMAI 1 TKITCMCTTV! Tx1n11 mrt,rr.. SUBAREA AREA: ACi ES) = S.30 s UeAREA RUNOFF'uCF _) - 17.65 SUMMED AREA(ACRES) = 51.10 TOTAL, RUNOFF:CPS) = . 114.94 END OF SUBAREA STREETFLOW HYDRAULICS: . . . . DEPTH(FEET) = .77 HALFSTREET FLOODWIDTH(FEET).- 16.00 FLOW VELOCXTY(FEET/SEC:).= 7.34 DEPTH'UELOCITY = 5.64 • FLOW PROCESS. FROM NODE '.22.00 TO NODE 22.00 I'4 CODE =. 8 yAODITION OF.SUBAREA. TO MAINLINE PEfih; ..FLOW« _-. --=========-...==-=======_-==..-__....__..-.-==== ..0 C===========C 100.00 YEAR RAINFALL INTENSITY(INCH!HCUR) _. 2.628 SOIL CLASSIFICATION IS "A" aaiaFTMENT DEVELOPMENT RUNOFF COEFFICIENT = .S02.1 ' SUBAREA AREA(ACRES) = 16.10r SUBAREA RUNOFF(CFS) = 33.94 TOTAL AREA{ ACRES) 7 ' 67.20 .. TOTAL . RUNOFF(CFS) = 148.88 TC(MIN) = 17.03 .FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = S Y' 4*'*9i'**** ' r'>J ',.%AODITION OF SUBAREA TO 'MAINLINE PEAK FLOW' ! -,=...= === =- ..., `J i .-.,,.=T=== -== YS • 100.00. YEAR RAINFALL .INTENSITY( INCH/HOUR) _ 2.628 SOIL -CLASSIFICATION I9'"A". COMMERCIAL DEVELOPMENT.RUNOFF COEFFICIENT'= .8261. SUBAREA AREA( ACRES) _ . 16.50 SUBAREA' RUNOFF(CFS). = 36.82 TOTAL AREA(ACRES) = . ` 83.70 ' TOTAL RUNOFF(CFS) = 184.70 TC(MIN) _ .17.03 • *****************.*.*********** ********************************.********,**.*** FLOW PROCESS' FROM NODE 22.00'TO NODE 21.00 IS CODE = 3 »)>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREAS“(< .USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..:. =======-..==3 - =q-•�'li.Y.2S C`3=-�=a C�'...=IL 76SSa CCC= `C :DEPTH OF FLOW IN E1.0 INCH PIPE IS 40.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 1117.00 ' DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1050.00 MANNING'S N = .013 ESTJ.MATED .PIPE DJAMETERr PJCH = 51 :00 .NUMBER Og PIPES .= FIFEFLCw THRU 5UBAREAiGF5, = i84.70 TRAVEL TIME(MIN.) =' 1.14 TC.(MIN.) = 18.16 ====== == ****************'***************4*************4****.************************** FLOW. PROCESS FROM NODE , 21.00 TO NODE 8.00 IS CODE= 8 • : nn'" , TA” '.."C:LCCS T~ ma, r,r T\'= _ = TIC J- �.-.-........ == 100..00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.54S SOIL CLASSIFICATION IS "A" • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8253 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 18.06 TflTA1 AREA(ACRES) = 922.30 'rnTAL PI IN0FF (OF F 1 = TC(MIN) = 18.16 t•� ********************+ *****,******.*************.*****x**********************+r* F► 01d. pprInrRR FRnM .Mnnr. 11 rna 711 einnr .71 ran. -c nnnr. - n 100.00 YEAR RAINFALL IHTENSITY(INCH/HOUR) = 1.545' SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT 'RUNOFF COEFFICIENT .= .8253. SUBAREA AREA(ACRES) _ • 26.00 SUBAREA RUNOFF(CFS } = 54. 60 TOTAL AREA(ACRES). 11e.30 TOTAL PUNOFF(CFS) _ 257.36 TC(MIN) _ .16.16 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1• DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE"'..:< >.')>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES‹<< CC= =C_CC-C-.C;i C. _= CC a c =C • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ' 2 ARE: TIME OF. CONCENTRATION(MINUTES) = 18.16 • RAINFALL INTENSITY (INCH./HOUR) = 2.54 TOTAL STREAM AREA (ACRES). = 118.30 TOTAL STREAM RUNOFF(CFS) AT'CONFLUENCE = 257.36 CONFLUENCE INFORMATION.:• . .STREAM. RUNOFF TIME INTENSITY: . NUMBER (CFS) ; MIN .) (INCH/HOUR) 418. 39 23.66 257.36 i8.J6 2 .2L9 • .2 545 RAINFALL'INTENSITY AND TIME•OF CONCENTRATION RATIO FORMULA(SBC) USED FOR. 2 STREAMS; VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 643:$6 . 578.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 643.86 TIME(MINUTES).= 23.663 TOTAL AREA(ACRES) = 322.30 • END OF RATIONAL METHOD ANALYSIS 5Ahzbzt i Hyriologir. Soil's Group Map A \i fii rim / • , 411 7 . la“ • , . . • • .1• , • . .. i„ „at / I •z• .. - -,',.:s- • - • , 1 . r t .. -... .., ... ."..N., ". • 0,-, 1._ . • ° 1- • •LU 4:Ase.7 1 4 •••• r • • V • • • a I.• .1 • • I I - • • • - .4 ',' 4 : IP:, • • lr 4,..'_ .........9.......14.4 2 ..... - • , ... 1 ,._.. ,./1 f• .. y., • I.. .....,,;1 IL 1-7,-,i-at 1-.11: .• . , _ 4. .. --1. .0 ...IL - .1 . I • i.4... . ! 1 . '1' :* - ' . !=-..• 1 1 . ..1.! .,..1. ,.,. 7 • • -T .. , i • .;•,/ Y ;t• • War -;.: . i;..., . ! ,..i, ,01-111. .y_ 1.!_, , F.; ese2 • ..-- r . . 4 tai ril ' • - 4; , . _PI I 1 -• :. ,. co a. 2 CC CD -J 0 CD 0 -J 0 Cr >- X Exhib.t: 2 I5dhyttal Map. t+4 '5 • • R6W ►t.w.. t•,p •••t RSWf F 4W• aimmtis 1111111PME1.1111199 11111111111111311111111111Miglid _ ai a�""��-- •_^-�'''' FONT fl� RIAIiO_.. �.�/ii�i�`w ::rya-ss�'� ___ ,....,..... notividr-L---- „km liNRAIIIEW-' f0!� R�aLaNDs >,. s fi AilIMILNILV„-A„,Pe; 111111119k11 • � .,� ." 3sf12 HIen- 2. SAN BERNARDINO COUNTY HYDROLOGY MANUAL Exhibit 3 100-Year/1-Hour isohyetal May R7W• a. R6W ' r� T -• rjt 1.4 ' �. '.s J.�+i= a .. •,ice .4.1,:st 1- • I ..___ -miller If'� • forMullinKVEVIIIIMP_MDZIMINLWINNIC31taw� HI - .-"-w- Nti riirltrai"' ...filitok Ad 4116, VIIII 1%." .....----4.1PNIIIELVIArrAintmeaml New 0...IIMMEIMINIBIllkillit... • . Nimovtammarr MO aiNNW"'Ilmili- Atiatisilsinati Wit lippribmimaw. WM 40.1710 iivriert ntifiry 1pow 1; iAi as eoukr BO 1 -‘;. 4 1 R4W 4. 4W . a Ramis ' R21 - `XH?BIT 3. SAN BERNARDINO COUNTY HYDROLOGY MANUAL eiftiott 4 Hydrzliugy is l'or ExIst/ng Cc,n0Itions OIP Aeo SuoTZTptiG_P p=aodo..id :aoa tivw Abojo,,:pt4.j S f TgT.4x II HYDRAULIC COMPUTATIONS fr Caltrans North i1G Ditch Existing i®-Year Peak Flow Rates ExistIng 100-Year Peak Flow Rates HEC-2 Water Surface Profile I, 0i/18r09 03:13:93 PM 1 x•xxisx x AH000xx *xx x**x*** x F.m00*x% REC2 PAUSE 00TE0 HOL' 6.0PORTED.IIRY 1934 ERROR CORR - 01,02,03,04,05,06 IIODIFICOIIOH •- 50,51,SZ,53,51,55,SG • 3E11-PC-i1T VERSION THIS RUH ERECUTEO 01/10/83 03:13:44 T1 INLAND 'ENTIRE. CENTER 12 OURS NORTH I10 DITCH 1.3 VESTING 10.-YERR PERK•FLOU RATES Fi TCTECK 1.110 • NINU. IOIR STRT METRIC 'HMS Q LISEL 10 O. 2. 0, D. , 002000 .00 0 • 0. 109.000 .500 • J2 HPROF PLOT PRFUS KSECU kSECH FN 01.10C IOU C11HIH IIRACC 1.000 .000 -1.000 .000 • .000 .000 , 000 . 6. 000 . 000 .000 J3 101RI86LC COOLS FOR SI'U1RY PRINTOUT . 38.000 13,000 26.000 42.000 9.000; 1,000 2,000 3.000 MOOD .000 JS LPRHT. HUIISEC *****n REQUESIE0 SECTION NU110ERS+m4*nx -10.000-40.000 • .000 .500 • .000 .000 .000 .000 .000 .000 J6. Ih1a ICOPY . 1.000 .000 .000 .000 .000 • .000 .000 .000 .000 .000 NC .100 .100 .030 • .100.300 .000 .000 .000 .000. .000 8: ..J09 653.000 1067.000 :ui1 30G .000 .�000 . ,iglu xi ' 585,000 3.000 100.000 135.000 ' .000 .000 .000 .000 .000 .000 CI 120.000 1095.040 .015 .1.500 1, 50O 12.000 , 000 . 000 .000 . 000 • wR 1101.000 loupe mom 120. 000 1 ! 01.000 130.090 , 000 .000 , DUO .10.0 81 S90.000 3.000 100.006 135.000 500.000 500,000 500.000 .000 • .000 .000 CI .000 .002 .000 .000 .000 .000 .000 .000 .000 .000 5R 1100.000 1 00.000 1099.000 120.000 1100.000 135, 0D9 .000 .000 .000 .900 81 591.000 3.000 100.000 135.000 100.000 100.000. .100.000 .000 .000 .000 CI ,000 1096.240 .000 .000 .000 .000 ,000 .000 .000 .000 SR 1101, 000 100,000 1101; 000 120.000 1101.000 135.000 .000 .000 .000 .000 QT 2.000 413.000 676.00 0 .000 .000 .000 .000 .000 .000 .000 CENTERLINE JUNIPER OUE. 01 592. 000 3. 000 1 G0. 000 . 135.000 100, 00D 180.000 101 OH .000 .000 .090 �i .uUU .UIL .uUU .4UU .UUU ,UUU ,uUU .uUu ,vuU .uuu SR 1101.500 180.000 1101.000 120.000 1101.500 135.000 .000 .000 .000 .000 07/18/89 00:13:43 POLE 2 R1 500300 3.000 100,000 13E. 000 650. 000 050. 000 650.000 .000 .000 .000 • CI .000 1104.820 .000. .000 .000 .000 .000 .000 .000 .000 OR 1161300 , 100.000 1108. 000 120,800 1109. 000 135, 000 .800 .000 .000 .000 hi 604,150 3.000 100,000 • 135,000 565.000 565, 080 5.65, 000 000 .000 • .000 CI .000 1186.000 .000 .000 .000 , 000 .000 .000 .000 .000 6R 1110.500 101000 1111.080 i i0. 0O0 11 i 1. 500 .135.000 .060' . 000 .000 , 0 0 CALT4l5 LATERAL OUC1! . 81 . 604.600. 3.000 100.000. 135.000 95.000 45.000 95.000 .000 .000 ..000 0I .000 ' .019 , 000 .000 .000 .000 .000 .000 . 000 .008 OR 1111.000 100.000 1111.000 120.000 1111.000 135.000 .000 .000 '. 000 ' , 000 QT 2. 000 396.00. 651000 .000 . 000 .000 .008 .0110 .000 . .000 f11 605,700 3.000 100,000 135,000 11000 10.000 . • 10. 000 .000 .000 • CI 120.000 1106. 750 .015 1, 500 1.500 4. 000 .000 .000 .000 .000 G" 1111. 000 100.000 1111. 000 120.000 1111.000 135,000 .000 .000 .000 .000 • 81 606.000 3.000 100.000 135,000 90.000 90.000 90.000 .000 .000 • .no CI 120.000 1106.850 .815 1300 1.500. • 1.000 .000 .000 .000 .000 OR 1112. 000 100. 000 1112. 000 120.000 1112.000 135.000 .000 . AO .000 .000 81 606.1110 .000 .800 .000' .000 .800 .000 .000 .008 X3 10.000 .000 . .000 .. 116.000 1115.000 122.000 1115.000 .080 . .000 .000 X1-609.600 3.000 Iwo 135.000 .000 .000 DQO ..000 .000 • .000 CI .000 1106.630 .000 .000 .000 .000 . .000 .000 • .000 .000 GR 1111. 000 100.000 1111. 000 120. 000 1111.000 135.000 .. 008..000 .000 .000 QT 2,000 25.000 . 30.00 .000 .000 . 000 .000 .000 .000 .000 K1 606.630 3.000 100.6100 135,001 13.000 13.1100 13, 008 .000 .000 .000 CI , 000 .014 • .000 .000 000 .000 .000 .000 .000 .000 GR 1111,000 100,000 ' 1111,000 120.000 1111.000 135.000 .000 .000 .000 .,000 E1fI5I1HG (2)-5112 808 COLULRT 31 601,030 5.000. 109, 500 130.500 20.000 20.000 20.000 .000 . .000 .000 113. 000 .000 .000 i 09 500 1120.800 130.500 11::0. 000 . 000 .000 .000 6R 1120. 000 100.000 1120.00 109,500 . 1106. 950 109.500 11116.950 130. 500 1120.000 130.500 SR 1120.000 135.000 .000 • .000 .000 .000 • . . 000 .000 .000' .000 • SO • 1, 258 3,100 3.000 , 000 21.000 1.080 20.000 .000 1108.000 1106, 950 81 606.690 ' 6.000 109.500 130.500 186.000 186.000 186.000 .000 .000 .000 {2 .000 .000 1.00 1110. 000 1121 000 .000 .000 .000 .000 .000 X3 10.000 .1100 .000 109. 500 1120. 000 130.500 11.20. 000 .000 000 .000 YA I;.11.Uil'J ..1. au ,t..Q.i1J(i .LS.Ju9: +Ii101hjU .4%.;di1 .i.d.111-4 .....OtU i.<Y. bl;il ...$J OR . 1120. 000 135.080 .008 ,000 .008 .000 .000 .000 .000 .000 EJ .000 .000 .000 .000 .000 • .000 ..000 .000 , 080 .000 Lew D7/18J89 08:13:'13 IHIER A 1. THEREFORE FRICTION LOSS (NL) IS CRICULATED AS A FUNCIIOU DF PROFILE PIPE, UNICA CAN URRV fROII REACH TO REACH. SEE OOCIRIENTAIION FOR DETAILS. PRGE 07/18/89 02:13:43 yilit9iltio HHFifolo utwiHf3Haxi9HHai iHHt##imiNxiFiEiomi Ki NEC2 RELEASE BATED HOi 76 HPORTEO NAY. 1994 ERROR CORR - 01,02,03,04,05,06 MODIFICATION 50,51,52,53,54,55,56 41-PC-XI UERSION 11 INLAND IfiPIRE CENTER 12 CRLTRRNS NORTH I10 DITCH T3 EXISTING 100-YEAR PC1i fLOU RATES PAGE THIS ROJI EXECUTE1107/10,09 O8:19:O1 Ti ICRECK INO NINU IOIR SrRT IEIRIC RUINS. 0 USEI. fJ O. 3. 0. O. .992000 .Oct ,a s!. 1099. 000 .000 J2 NPROF IPLOI PRFUS SSECU ;1SECH FH ALLOC I21J CHAIR ITRRCE 15.000 ..000 -1.000 .000 .000 .000 .000 6.1100 .000 .900 IHLEO =1. THEREFORE.FRICTION LOSS (HL) IS CALCULATED RS UNCTION Of PROFILE TYPE, UHICH CRH UAW FRom REACH TO REACH, SEE DOCUMENTATION FOR OETRILS. 1 07/18/89 • 02:13:13 Ohl( IiHHHH(+i410131.1kMiECHeliti-MO WIiiRCHIM11,1110/143111E LEC2 RELEASE DRIED N01176 OPOAIEO MAY 1989 ERROR CORR - 01,02,03,04,05,06 ft003FICATTON - 50,51,52,53,59,55,56 Il;�I-PC-ii1 OEP.SION sfEIHNHHHHHHE1E1iero43E****F1********HF#31**4u0,******* * PAGE THIS Rift! EXECUTED 07/18/09 08:11:23 HIE- ASTERISK (*) AT LEFT Of CR055-5ECTIOii ;RIMER IHOICRIES fiES58GE Ih 511111PAY OF EPIz0 S LIST EY'ISTIAS 10-YEAR PERK Ti SWORN 'PRINTOUT ECHO Q' UCH . Ell1IA DEPTH Ci1SEL ERTUS E6 AU 585.000 653.00 8.78 1095, 01 ` 1.10 1099,11 .00 1100.3i 12.00 585.000 1067,00 10.05 1095.04 • 5.32 111)0.36 .00 1101.92 12.00 550.000 653.00 7.26 1096.01 4.44 1100,19 .00 1101.30 12.00 690.000 1067.00 7.83 1096.01 5.76 ' 1101, 80 .00 1102.76 12.00 591. 000 653.00 8.15 1096.21 4.21 1100.15 .00 1101.56 12.00 591.000 1067.00 9.14, 1096.24 5.19 1101,73 .00 1103.02 12.00 592.000 413.00 6.24 1097.39 3,76 1101.15 .00 1101.75 ' 12.00 592.000 676.00 5.75. 1097.39 5.31 1102.70 .00 1103.22 12,00 • 592.500 113.00 8.63 1104.87 2. 92 1107.79 1107,79 1108.95 12.00 598.500 676.00 2.75 1101.27 9.00 1108.87 1100,87 1110.05 12.00 609.150 11100 7.21 1106.00 3,36 1109.36 . .00 1110.16 12.00 G1.160 b??',.00 .91 ii&5,00 ;.is 1t15.15 .50 11!:.39 00 • 604,600 413.00 8.65 1106,63 2.92 1109.55 7109.55 1110.71 12.00 { 601.600 576.00 9.23 1106,63 3.S6 1112.19 1110.19 .1111.99 :.2.',00 • .605.700 396.00 6.90 1106.75 1.63 1111,30 1111,38 1112.12 4.00 605.700 650.00 8.54 1106.75 5.16 1111.91 1111.91 1113.05 9.00. 164.4t ..J. 11•..3.. 01JV ,VV 606.000 650.00 8.58 -1106.85 5,59 1112.41 1112.44 .1113.58 1.00 606,100 396.00 0.00 1106. 05 4,56 1111,41 .00 1112.11 COO 606.100 650.00 10.23 1106.85 5.31. 1112.16 1112.16 1113.79 4,00 -b04, 600 396.00 7.18 1106.63 4r 4,63 1111.26 1111.26 1112. 06 1.00 -604.600 650,00 7.49 1106.63 5,53 1112,16 1112.16 1113,03 4.00 9/89 05:13:43. i>56E SEC80 0 UCH ELFIN OEPMH CUSEI • CHINS ES DU 606.630 25.00 .30 11116, 01 S,32 1112.11 .80 1112.19 1.00 606.630 38.00 .32 1106.01 6.31 1113.12 .00 1113.12 1.00 609.930 26.00 . °13 1106.96 5,19 1112,14 .08 1112.19. COO 601.830 38.00 .19 1105.96 6.17 1113.12 .00 .1113.12 tea 606.690 25.00 .20' 1108.00 4.21 1112.21 .00 1112.21 4.00 606.650 38.013 .31 1100.0D 6.29 1113.29 .00 1113.29 . 1.00 Caltrans Worth T T O Ditch Proposed IQ -Year Peak Flow Rates Proposed 100-Year Peat: Flaw Rates HEC-2 !dater Surface Profile .07r1V89 IS:21:35 P;0GE '• 0111 N,FC2• RELERSE 010 E0 NO'J 76 11POOTE3 l'IRY 1001 ERROR CORR - 01,02,03,04,05,06 110DIFICRTI00 - 50,51,52,53,S1,S5 E6 IEfi-PC-YT •UEP,SION C • 11 I11U1110 •INPIRE CENTER • 12 CRITRRNS NORTH I10 DITCH 13 c ROPDSE01 G-YEi?R PEA $ 11.110 RRTES THIS RIM EXECUTED 07/14.09 I5:29:335 11 ICRECI Th0 NIFW JOIR STRT METRIC WINS 0 USEI FO 0. 2, 0. 0, .002000 ,00 .0 0. 1099. 000 .000 JL UPR0:f IPIOT 05f0S 1.+EE11 03E01 ( 0LL0C eLp caul miler. i . 000 .000-1.000. . 000, . 000 .000 .000 6.000 .000 .00 J3 URRIROI.E CODES FOP, SIlt1NP.RY PRINTOUT 38.000 13.000 26.000 12,000 0.000 1.000 2.000 3.000 311100 ,000 15 1PRNT ?G1115EC 0**0*REQUE5TE0 SECTION 11016ER500«0***n -10.000-10.000 .000 .000 .000 .000 .000 .000 .000 .000 J6 T01.EO ICOPY • 1.000 .000 .000 .400 .000 .000 .000 .000 .00O .000 NC .100 .100 .030 .100 .300 .000 .000 .000 .000 .000 QT 2.000 121.000 643,000 .000 .000 .000 ,000 .000 .000 .000 NI 585.000 3.000 100. OM 135.000 , 000 .000 , 000 .000 .000 .000 CI 128.000 1095. 010 .01E 1. 500 1. 500 12. 000 .000 .000 . . 000 ,C 1101, 000 100. O00 1101. 000 i 20. 030 1: 111.000 135.000 . 080 , 000 . }00 0001 R1 500.0110 3.000 i 00.000 135, 0130 500. 000 500. 000 500. 000 .000 , 000 .000 CI .000 .002 .000 ,000 .000 .000 ,0011 .4I00 .000 .000 6R 1100. 000 100.000 1099, 000 120.000 1100.000 135.0011 .000 .000 .000 .000 • K1 591.00 1000 100. 000 135.000 100. 000 100.000 100. 000 .000 .000 .000 CI ,000 1096.210 .0011 .000 .000 .000 .000 .00D .000 .1300 IT 2.000 276.000 410, 000 .000 .000 .000 .000 .000 .0011 .000 CENTERLINE JUNIPER AUE. Xi 552. 0t10 3.000 100. 0011 135.000 100.000 100. 000 10.000 .000 .000 .000 CI .000 .012 .000 .0110 .000 .000 .000 .000 .000 .000 OR 1101.5011 =3.003 1101.000 120.003 1101.503 155.004 .800 ,000 .000 .1101 07/14089 15:21135 0 101GE 2 01 590.500 3.000 100.000 135.000 650.000 655.1100 650400 .000 .000 .000 0,1 .000 11E1.870 .000 .000 .00a .00o .000 ,000 .400.400 ER' 1100. 300 100.000 1100.000 1 i.0.000 1109. 000 155.000 .000 .000 .000 ,000 01 604.150 3.000 mum 1 .000 505.000 065.000 565. 000; .000 .000 ' AO Cl 300 1106. 000 .000 300 300 .000 000 .000 AO .000 GR 1110.500 100.090 .1111.000 120.000 1111.500 135.000 .000 .000 .000 .000 MRMTRRMS LRTERO!. DITCH ;i C..i,'1, 600 • ., oo0 ;IA. 000 ; 35.000 00.303 4.000 10.000 CI .000 .014 .000 .000• .000 .000 . ,000. OR 11 11.000 100300 1111300 120.000 1111300 135.000 .000 • 3 i 2300 000 ZE 1. 000 3111. 000 .000 .000 • '..000 000 '01 • 605.200. • 3.000' 100.000 135.000 10.000 10.000 10.000 CI 120.800 1106.750 .815 .1. 500 ',sou 4,000 .000 02 1111:000 1110.1100 111.1.000 1;.0,000 i111.0011 135.000 .000 • • • • .000 .800 .0t0 300 . .00C .000 .1100 300 .000 sQo ..woo . o0a .000 . . 000 :000 .000 • .000. .000 .1300 • .000 .0050 Y,1 606.000 3.000 100.000 135.000 90.000 90.000 90.000 .000 .000 .000 El i 21. 19 006,650 .015 l.5011 1,500 4.000 .000 305 .000 .11110 GR 1112.000 00.000 1112. 000 120.000 .1112. 000 135.000 .030 .000 .050 .000 111-601.600 3.000 100.000 135.000 . . 000 .000 .000 .000 .000 .000 CI .000 1106.630 .000 .1100 .000 .000 .000 .000 .000 .000 OR 1111.000 ' 100,000 1111.000 120.000 1111.000 135.000 .000 .00D ,000 .000 tiT 2.000 25.000 30.000 .000 ..000 .000 .000 .000 .000 .000 011 606.030 3.000 100.000 135. 000 13.000 13.000 13,000 .000 . .000 .000 CI .000 .014 . . 000 .000 .000 .000 .000 .000 .000 .000 GR 1111.000 100.000 1111.000 120400 1111.000 135.000 .000 .000 .000 .000 EXISTII<0 (2)-502 80X CUIUERT . 111 00330 6.000 • 109.500 130.500 20.000 20.000 20.000 ' .000 .000 .000. S3 10.000 .000 .000 109.500 •1120.000 130.500 11211.000 • .000 • ,000 .000 6R 1120.000 100.000 •1120.000 109.500 1106.950 109.500 1106.950 . 130.500 1120.000 130.500 6k 1120. 0G0 135.000 .000 . .000 .000 .000. .000 .000 .000 .000 SU • 1.250 3.100 .3.000 • .000 21.000 1.000 . 20.000 .000 1108.000 1106.950 81 606.690 6.000 103. 5011 130. 500 1E16.000 106.000 1E6.000 .000 • .000 . .000 .:000 0,0110 1111000 20.000 . it0il .000 ..00 .0100 .02 R3 ' 10.000 .090 .000 109.500 01120.000 130.500 '1120.000 .000 .000 .000 SR 1120.000 100.000 1120.001 • 109.500 1100.000 109.500 1100.000 130.500 1120.000 130.500. OR 1120, 000 '135.000 .000 .000 .0011 .000 .. 000 ' . 000 .0110 Ci .000 .000 . .000 .000 .000 .000 ,000 .000 .000 .000 87r 14AS 15:21:35 PAGE 3 BRIO = L THEREFORE FRICTIOtt 1053 (AD IS CALCULATED RS h fUtiC1I011 OF PROFILE TYPE, itHiCH Ceti WRY FROM PESC I TO RUCH, SCE' OOClI EH1flTTOH FOR DETAILS, .40 00711V 39 !S12 ?:35 i,tg l THIS RUA EXECUTED D711SI89. lS:24:S9 HECZ RELEASE DATED HOU 76 UPDATED i+,BBY 1354 ERROR CORR - 01,82,Q3;DirGS,06 i;ODIfI£ATIDN - SOrS1,S2,53,K,S5,S6 I6t1-PC-11i 'JERSION f1 `' INLAHD If?IRE CEATER TZ CAI.TMS AORTA ITO DITCH 13 ' PROPOSED I DD-YEAR PEAK FLOU RATES Jl..JCHEER IAD NINV' IDIA STRT t1ETRIC HVIHS . Q Usti. FO 3. u. Va . GD2OOG . C0 . u u. 1 GA 9, 02D. . a&O J2 HPROf PLOT PRFUS ;iSECU 4ECH RI ALLDC TAU CANTU 'TRACE. IS.000 .000 -1.090 .DOO .ADD .000 400 6.000 • .000 .000 IHCED = 1. THEREFORE FRICTION LOSS CAL) IS CALCULATED AS A F CTIDN Of PROFILE TYPE, UHICA CAN MY fRfA1 REACH TO REACL. SEE OOCL71ENTATIOH fOR DETAILS. �,v 07,14.89 15:24:35 FRSE +iHf kiiYiliFlfiF&R?!ifiNiil$f£iH!ikliikRiFlEifiElE�l*4#ilif AikilRxiif arY�t�Fifikq HEC2 RELC115E OAME8 NOD 76 tIPOIITEO DAY 1904 ERROR CORR _ 01,11243,01,05,05 u41axnnc rION - 50,51,52,63,54,55,56 1011-PC-8T UERSIAII *4*Mil iFRMi.-141t f.***'.F,ki7F*KikitMIif3Nf*VirA/Hil3F 01401414 ?HIS R!TN EXECUTED 07l14;89 15:25:12 NOTE- ASTERISK (ik} or LEFT OF CR05S-SECTION 2IWBER INDICEIES t1ESS1?6E IH MIRY OF ERRARS LIST :'71.1POSE010-YEAR PERK FL SLi8RY PRINTOUT SECH0 1 t'CA EON REPTN :'.:SEL EMS EG RJ 535.000 124.00 7.74 1095.04 3.25 1090.29 .00 1099.22 12.00 505.000 643.00 11.76 1095,01 4,06 1099.09 .00 1130.29 12.00 590.000 421.00 7.74 1096, 01 3.25 1099.29 .00 1100,22 12.00 590.000 643.00 7.21 1096.04 1. 41 1100.45 .00 1101.26 12.00 591.000 421.00 7.74 1096.24 3.2S 1099,49 .00 1100.12 12.00 591,000 643.00 8.38 1096.24 4.19 1100.43 .00 1101.52 12.00 592.000 276.08 7.07 1097.39 2.48 1099.8? .00 1100.64 12.00 592,000 418.00 6.54 1097.39 3.6E 1101.05 .00 1101.71 12.00 598.500 276.00 7. 82 1101.87 2.29 1107,16 11077.16 1103.11 12.00 590.500 410.00 0.66 1104.87 2.54 1107.81 1107.81 1108.98 12.00 604.158 276.00 6.36 1106.00 2.70 1108.70 .00 1109.33 12.00 . 604.150 118.88 • 7.24 1106.00 3.38 1109.10 .011 1110,19 12.00 604, 600 276.00 7.82 1106:63 2.29 1108.92 1108.92. 1109.87 12.00 ' J4. 600 419. 00 3.Z7 110•'s. 63 ...91 1109.57 i 109.57 1113. n.74 1,,,i 05.700 251.00 8.32 1106.15 3.35 1110,10 1110,10 1111,17 1.00 495.700 381.0D 5.84 1106.75 1.53 1111.33 1111.33 1112.06 4.00 606.000 251,00 6.61 11115.86 3.87 1110,72 .00 1111.40 4.00 606.000 381.00 7,74 1106.85 1,51 1111.39 .00 1112.32 4.00 -604, 600 3111.00 7.13 )106.63 1.58 1111.21 1111.21 1112,00 4.00 606.630 26.00 .51 1106.81 4.34 1111.16 .00 1111.16 1.00 606.530 38.110 .47 1186. 01 5.26 1112,07 .00 1112.08 1.00 57;11109 1 S:11:35 P65[ SECHO UCH' 111IN G'%t if1 iI;51 OZIEJ$ t0 EJJ ' 604.830 a 5.00 .28 111;, 95 1. 1 1111.16 , 70 1111.16 1.00 601.030 33.00 .35 1106.95 5. i 3 1112. 00 .00 1112.0E 4,0 F05. 690 • 25.00 .37 ' 11008.00 3.23 1111.23 .00 1111.23 '1.00 605.690 38.00 .13 1180.00 1.25 1112.25 .00 1112.25 1.00 to. O . Proposed J miper S.torri ()rain • 10-Year Proposed Peak Flow hates to s • 1/A17T Cji1,1%7A17. ENGINEERS & PLANNERS i I- PoN)IN 'ERA f2E c LL-ArM-P- rCt pj s-rh ruvt 72.14-/ DATE is igq JORNO '689-0 12..4 ST td.gA CHE'D SHEET OF R e E - 42- da.. Pf Mei ‘v•e«-rzzi /1.1ict 2".5•4 .04; -9/tP wcetrvnz se. ',Zen:v/1k/ ie.r4 r - • otiiwi AA' ! To*. fte,4 1 I I /Az Wu 041.1.W.10 Af7 (Z) 096E URTER. SURFACE PROFILE IISTI6O IHMOND EMPIRE CENTER PROPOSED JUNIPER STORM CRRIH 10YEAR OESIGH PEAK fLOU.RRTES 9TOTI0N UIU€RT DEPTH ' U.S. 0 i>; L UEL ENERGY S0PER CRITICAL H&T/ • BOSE/ Zl. N0. RUBPR ELEU Of Fir,l EIEU HEAD ORO.EI. EIEU DEPTH • ER IO HO. PIER 1ALEH . SO 5) 53,19 1097.66 3.26 1100.92 122.0 13,07 2.65 1103.50 .00 3.26 3. 50 .00 .00 0 .00 7.84 .00508 .01578 .12 3.50 .00 60, 98. 1097.70 3,50 1101,20 122,0 12.68 2.50 1103.70 .00 3.26 3,50 . OD .00 0 .CO 212.48 .00508 .01693 3.60 3.50 .00 273.16 1098.78 6, 04 1104, 82 122.0 12.68 2.50 1107.32 .00 3.26 3.50 .00 .00 0 .00 .00 .00508 .01705 .00 3.50 ,00 273.46 1090.70 .6. 01 1101.82 122,0 12.68 2,50 1107.32 .00 3,26 3.50 .00 .00 0. .00 TRANS STR ,00000 .01271 .05 .00 (ST.A 1 23) 277.16 1098.78 .7.23 1106.01 122.0 9.71 1, 46 1107.90 .00 3.32 4.00 .00 .00 0 .00 •.75.08 .END .688.37 3.;5 ..;6 .J: 653.96 1102.35 6.77 1109.16 122.0 9.71 1.46 1110.62 .00 3.32 4.00 .00 .00 0 .00 TRANS STR .00000 .00837 .03 .00 (ST-,A 14-t43) 657.13 1102.39 6.80 1109,19 122.0 9,71 1.16 1110.66 .00 3, 32 9.00 ,00 .00 0 .04 0....0 .uUi7L ...J.iJ! ..w +F RUE HF , N011 DEPTH ZR 01 .00******0trxKmm*** **** **0**0*****kx **i***x+l,t0000!t 00***F**********x*A0**** *x Alt*040* w********************0000 .00.1697.39 1,02 100121 170.6 11.70 2.13 1101,33 .00 0:11 3.50 R.30 .00. 0 1.00 t STA Zo-t-BS) . Z1.12 .00550 .00949 .20. 2.16 .00 2I.12.107.51 .1, 76 1093.26 am D 12. 09 2,27 1101.53 ' .00 _. ; i LSO 0.00 ..� .J5 a 1,00- 22.0Z .00550 .01068 .30 2.16 .00 19.14 1037,66 ' 1. 68 1099.31 100.0 12.60 2,50 1101.83 .00 0.91 3.50 8.00 .00 0 1.00 JUH1 T STR .00000 .01308 .05 .00 44 1033.46 1106.12 6.22 .1112.30 122.0 9.71 1.16 1113,80 .00 3,32 CM .00 ,00 0 .00 SSA 0O-t-S 1111.8110 EMPIRE CENIER PROPOSED JUNIPER men ORRIN 10-YERR OESICN PE11}; F104 ROTES 126.56 147,61 168.73 , 189.82 210.91 232.00 . 25109 , 271.12 "[ C11' U E ¢ 295.27 ,, I CH U E . TR 316.37 I C 1i U T R 337; 46 358.55 379.61 400.73 421,82 412.91 464.00 185.09 506.10 . 527.28 , 648.37 569.46 . 59155 611.64 632.73 . 653.82 , I C H U E . TN 674.91 7 C H U E R 696.00 717.09 738.i9 780,37 801,16 S22.55 813.61 864.73 885.02 906.91 . 549,10 , 970.19 . 991,28 1012.37 . 1033.16 I C N U E. R .00 .I U C. lIE R 21,09 . 12.10 :,I U C HE R 63.2? .1 U C• H E JR C4.36 . i hH E R 105.46 . r C'1 E . R IUSI.. 11119.di IRaI,b� i!U(,i1 IiU3.7`. 111I2.bb 1:Ui.6.1 ;iu."vtl IIfu,S. ,�..a II,•J.QU NOTES 1. 6L0ssAR? ! = INERT ELEUATIQN C = CRITICAL DEPTH • IJ =. UATER SOURCE 'ELEVATION H = HEI6tiT Of CHANNEL E = HERBY GRADE LINE S ; CURUES CROSSIHG OUER 8 =.BRIGSE EHTRNHCE OR EXIT • Y _ NOLL ENTRANCE 0R EXIT . Z. NUDE E FOR POINTS AT R JUIIP NW NOT OE FLOITED EX ACILY `r.:lstang Serra atom Orazn Only. 10-.Year Existing Peal: Flora Rates LATER SOkFRCE Pk0tTILE LISTI103 TRLR110 ..PIRL CENTER EXISTING SIERRA STCt41 ORRI1l 10-YEE EXISTING PER 01311 PEES 519TIPA INUEP.T OEPIN t .5. ELEU 0I FIN ELEU VEL :ICI. ENERGY SUPER CRI;IifL 116l! 005E; SO 111h8PR f60 010.EL. ELEV. DEPTH OI4 TIT 1HO.. PIER 1.81LE11 ' SO sr 110E NF HRH DEPTH GY :E ifnstoMiEifiif-1HEmk!!:lioiFitoi miHFfHHIoile*:HHE7ii*****kiiiiiliHEif7FiFYoi }ciEif?Hf.HHFiEiitiHii iahm.oitkio f1 aioittli Ei1lfakuEi(i4k1f*****4i00-**ICEI .00 1106.75 1.51 11013.26 432,0 15,5S 32,24 1140.50. .00 4.30 6.00 4.00 1.50 a .00 .00 1106. 75 1.51 1108.26 432.0 45.50 71.21 1110. 50 . GO 1. 38 6.00 4. 00 3.30 0 .83 13.14. .00100 .19396 2.61 5.39 3.50 13.44 1106.76 1.17 1100.23 132.0 47. 38 34.89 1143.13 .00 4. 30 . 6. 00 4.110 1, 510 0 . CO ; s. 77 , 8811171. . 21903 5, 45 5.a. ,JI 29. 22 11.06.70 1.42 1108.20 032.0 49. 69 30.38 1146,58 . CO 4. 38 6, 00 4. 03 3.50 0 .00 10,21 .00100 .25004 3.80 5.39 1.50 44, 43 1106, 79 11.37 1108.16 432, 0 52.12 42.22 1150.39 .80 4.30 6.00 1. 00 1. 50 0 .00 11.67 .00100 .28551 4.1.9 5.39 1, 50 59.10 1106.81 1.32 1108.13 432.0 54.66 46.44 1151.57 .00 4.38 6.00 1.00 1,55 ii .00 14,14 ' . 00100 .32609 1.61 5.39 1.58 73.24 1106.8Z 1.27 1100.14 432.0 57.33 51.09 1159.19 .00 1.38 6.08 4.80 1.50 0 .00 13,63 .00100 .37255 5, 08 5,39 1. 50 86.87 1106.84 1.23 1108.07 132, 0 60.13 56.20 1164.26 .00 1. 38 5.00 1, 03 1.50 0 .03 13.13 , 00100 .42575 5. S9 5.39 1.50 100.00 '1106.55 1,19 ' 1108.01 132.0 63. 07 61.82 1109.85 .00 4.39 6.00 4, 00 1. 50 0 .09 (ifiLL EXIT 1,50 C 5T-A 17+ 12.64) 108,00 1106.85 2.35 1109.20 432.0 62.83 61.35 1170.55 .00 3.50 3.50 .00 .00 0 .033 Kt GRIT .00 100.00 1306.055 2.35 1105,20 432,0 24.40 9.25 1118.45 .00 4.38 6.00 4.00 1,50 0 .00 17.24 .01500 , .03402 .59 2.86 1,S0 PAGE 2 IiI IER SOURCE PROFILE UIS1IH6 1111.8110 DEPT:RE CENTER • 12'51180 5IERRR ST0181 ORRIH 10-YEAR EXISTING PEPS Fli?.i HIES ;;i811O11 180E14 DEPTH 4.S. y .. JEl 0E1. ENERGY 33W EER &RI1IC81tint,' . 8t15Ei a ;30 OUR RIO Oi FIR J ELEV ' 11E80 08 .EL. ELEi1 DEPTH •IiIA ID 110. PIER I:ElE11 SO • Si RUE if . MOM 11EPT11 • ?1; 117.24 1107;11 2.32 1109.43 432.0 24.8? 9.61 1119.04 .00 4.30 6,00 4.00 1.50 0 .00 39,71 .01 E00 .03733 1. 48 . 2. 86 1, SO 156.95 1107.70 2,25 1109.95 132.0 26.09 10.58 1120.53 .00 4, 38 6, 08 4,00 1.50 • 0 .00 35.82 .01500 ; 04250 1.52 2.86 . • 1. 50 ' 152, 7? • 1168.21 ' Z.17 II I0.12 i32.0 27.36 11. 63 1122. CS . 00 4..36 • o, vu 1. 00 1. 5v O .6t 32,72 • .01500 • .04839 1,58 2.86 1.50 225.19.1108:73 2.10 1110. 84 132.0 28.69 12.00 1123.E3 • . 00 . 1.38 • b. sO 1.00 1. 50 0 .80. 30.19 .01500 .05511 1.66 2.86 1.50 255.68 11119.19 2.01 1111.22 132.0 30.09 14.08 1125.30 .00 4.38 6.03 4, 00 1.50 0 .01) 28.07 .01500 .06277 i.76 .. 2.86 1.50 283.75.1109.61 1.97 1111. 5? 132.0 31.56 15.18 1127. 05 .00 4.38 6.110 4.00 1.50 0 . Qff 26.25 01500 .07151 1.88 . • 2. S6 1.50 310.00 ' 1110. DO .1. 90 1111. 90 132.0 333.10 17.03 1128.94 .00 1. 38 6. 00 4, 00 1. 50 0 .00 .A1HCI STR . .00000 . ,08413 .34 1.50. 314.00 .1110, 00 3.99 1113.99 113,0 32, 07 16.71 7130.79 .00 3.99 4. 00 .00 .00 0 .00 .03 .00545 .09334 . DO 1. DO . 00 311. 03 1110.00 . 4. 00 1114, 00 413.0 32.07 16.79 1130,15 .Oa 3. 99 1. 00 • .00 .00 0 .80 417.97 .00545 .09523 42..66 • 1.00 .08 762.00 1112.49 41.51 1156.95 113.0 32.37 16.79 .1173.7i .00 3.99 .1.00 .DO .00 0 .00 (SIA la•t61-33) IULR 10 f°TIRE CESTER €XISTING SIECRR SIAM ORRIH. 10-4'EERR mums Fiat: i1.Cut .iArES • .i15. ,I 11 C N 3 J 15.55. ,IU Cfl { 2 31,10 .Iu Cu..E R 46.65 .I U C H E: R 62.20 .IU C•H E R. 77.76 ..iU C f1 E R 93.31 .1U C k 2 wE.86 .ii$ i . 124.41 .IUYVYYCWH r UX 135.95 :IYYUYII ,.0 fdfi 155.51 .IU'•CH E R. 171,06 U C C • E 186.61 ..I'U C•H E . . 2 202.16 ..IUCH C t, 233.27 . I U C H C R. 248.82 N4.37 • i U • i. li E 279.92 . 295.47 . I 1/ C 11 { . R 311.02 . I II Cif. C , JR 326,57 I • k C ;t . 312.12 .' I R C ' R 357.67 . 373.22 380,78 . 401.33. 419.88 . . 435,43 450.98 466.53 ' 402.02 497.63 513.18 . 528.73 . 541.29 . 559.84 . r ,o 590.94 606.49 622,04 637.59 653.11 • . 660.60 684.24 715.35• . 730.90 , 746.45 , 762.00 . I X U E. 1106.75 1113.45 1120:15 `y 126.05 1133:54 1140.24 1116.94 1153.64 1160.34 1157.04 1173,71 C� NOTES. 1. GLOSSARY INVERT ELEO:°TION C CRITICSL DEPTH = CATER SURFACE EL_JRTTON H = HEI6HI OF CAR`:LNEL C = ENERGY ORAOE LINE X = CORUES CROSSING' HOER d !sRIESE ENTRANCE OR EXIT Y URLI ENTRANCE OR EMT Z. SIATIOHS FOR POINTS RI R JLtiP MN NOT DE PLOTTED EXACTLY c. C E 15txrg Sierra Storm Qralr. Only 10-`rear Proposed Peak Flow Rates TRUE •1ATER SURFACE Pkoriit LJ5U116 I161110 WIRE CENTER • . EXISTING SIERRA'5T0x"",I 0RAI11 A11LV 10=YEflR PROPOSED PERT; FICO ROTES STR1101i ;iiOERT DEPTH • s1.5.. CLEs3 0i EL0IJ LLD f'E UEL EHER6V Si1.9.1 CRITICAL • HOT/ OSSSCi El 110 P,LBPP. • NEED 6R13.EL. ELEU DEPTH ` • BIB 10 H. PIER 1.uE1111 SO Sr Al1E • if 11001 DEPTH 22 lW4Iii•Y.#fiaHH OIHf?rtE?f*lif!fifienili itlit HHHt**X1HHOF; IMilifili4ii ti£ifilf ltiffliFMliifiklitIMEiHMHE:ifA• iFiiiitMEh! lfiHtl1NHHH HHU-110•l1**1!***A?13HICFK•INECiii-A1 .00 1106.75 . • 1.90 1108.15 251.0 29.15 13.90 1.121.63 ..80 3.35 . 6:00 4.00 1.50 0 .00 9,06 .00100 • . . . 011600 .79 ' . , • 4, 21 1.50 9.06 1186.76 .1. 37 1.100.13 .251.0 30. 32 . 14.25 .1122,12 .00 3..35 5. 00 . 1, 110 1.50 • 8 .00 14,13 .00100 .09674 1.10 • . . 4.21 1.50 25.13:1106.77 1.32 1158.09 :51.0 .11.50 15.72 1123.81 .00 3.35 6.50 1.611 1.50 O .50 13.93 . • . 00100 . .11099 .1. Si 4. 21 1.50 37,.42 1106.71 1.27 1108.06 251.0 33.56 17. 29 1125:35 . .00 3. 35 6,00 9. FR 1.50 0 .00 13. 45 .00100 .12623 ' 1. 70. 9.21 1, 50 • 50.86 1106.80 1.23 1108.03. • 251.0 34.98 19,112 1127.05 .00 3.35 • 6,00 4,00 1.50 0 .00 12.97 .. 00100. ,14426 1.87 4.21 . 1.50 ' • 63. 81.1106.111 1.18 1100.00 251.0 36.69 20.92 1128. 92 .00 ' 3.35 6.00 1.00 1.50 0 ,110 12.51 .00100 .16990 2.06 4.21. 1.50 76.39 1106.83 . 1.14 1107.57 251.0 10,48 23,02 1130.98 . . 00 •3. 35 6. DO 4.00 1.50 0 .. 00 • 12.05 .00100 ' .16856 2. 27 4, 21. 1.50 88.39 1106.04 o 1.10 1107.94 251.0 40.36 25.32 1133, 26 . GO 3.35 6: 00 4,00 1.50 0 .00 11.61 .00100 .21568 2.50 .4.21 • 1,50 100.90 1106.85 1. 06 1107.91 251.0 42.33 27.65 1135.76 , CO 3.35 6.110 . 1, 00 1. 50 0 .00 I18LL E11IT 1.50 <STA 171-12.04j • 100.00 1106.85 2, 09 1108.91 251.0 16.86 1.12 1113. 36 .00 3.35 6,OG 4,00 1,50 0 .00 29.11 .01500 .01826 .53. 2.18 1.50 121.11 1107. 29 2.07 I10936 251.0 17.08 4.53 1113.89 .30 3. 35 6.80 1, 00 1.50 . 0 .. 00 79.23 .01501/ 41987 1.57 2.10 1.50 :1,ii? 3 EiirJ. E %� 11%t ..'.31,12 SIZ i i STotr1 BIN11i sn.'v 3 r .'K` `• r.�ti ,�.i .�..LTi •'•'1'j • Rai �.' ii4�L i.4. EL. tug NUM t:E'r'TO• • it e }7 . ?•:y .+. .:;!. .1M1+.1*****0i.‘4*0*i.7 *O f#/R*;4 :4.4i1Hf4i **** e*t*.44fR.t..0r4.**404K4.4?O,1* ,fl4***:,14st siei4*R41**sie W*,***pf-i,x**..t...P4-t***.etalYi • %,.3E `.$$.iF ..cii 1:11L12 .5d.6 17.�1 1,1i I!ii.46 i0 ..E5 .15 .,i:° , 5• .L ... i .j,500 .Z.6.3 • 1.24 . ..1i ..J • ,f ,5 ;1m33 11, 2 1 5.o, ,.r., 1.;4 11,2c �1.L. 10.70 • :.48 1116.75 ' .ii1 3.5 6.00 '.00 1.a o .7J • 44,t1r .viala • .:.ZS7 7.;6 �.• ..:•I: •..... ..IY.Vv ' • ,..!,r+w ...:.,51 .. . ,..,.. . .5., ..;1 .... ' J16ET .y1' 600 ! _5T.:,' . ' .._ ..4.2 11ii.JO '.. I. 1113.9! _23.0- :02 ..''a .11 i, 7 .4 .'10• -- f.. .42 .J1:7.15a .J..%ii. ,o'I i.o.3 - 3i5.42 1110,01 4.00 1114JJ1 228,0 12.14. S.i2 1115,12 .00 3.91 4.00 • .ul i 0'' .Otl 116.5R '. ASS IS .62902 2.36 36 4.00. „0 • 162.01 1112.41 11.62 1127.06 Z28.0 16.11 5„1 11 ?,,.17 .60 3.'.i1 4.60 . . u1 . _O1 0 , 00 (S.T4 I0-I.33) f "251EF: 313RFI Si 5611.07-Si J:sr,.. PP0f0SED PER, ar;i! ri "7.7i, • .. •; 1z, „ 7.1. , .. L C 1ir 155.51 , 4 E. 202.16 . I I • r r. 271, F2 . i ..! C . f.'15.47 311.az I. i, E. 14 ' r a. A 325.51 • 7 1,, E: 342.12 . 1 . • a E R 357.6? 368.70 484.33 419.88 . 135.13 19.98 . 4i,LE3 iaz.oa 197.63. S13.12 528.73 M.24 .555.84 r.ft :s.. 606. 48 622.04 637.59 653.14 668.65 681, 24 715.3E 738.90 116. 45 762.00 1106.75. 1109,65 1112.55 .1115.45 1110.35 1121.25 1124.16 1127.96 118.16 1132.66 n 35.76 i.. STATIONS. roR POINTS R1 N. ;I,tii? NIP; NOT BE PLOITEU i NCTl.r ..15r'r•3 Rating Luror- f ! i :i? 3: ::E'. •''�'+�i� . OFO E% .GG:L 7.1.'3,679 .FF 1 H 45" EXIST ^•1•t'11r iE FRCP TOTAL AL :LOW =T) ' CFS . : 1=. ; • • UFS . ,4,,. 13.5 45.0% 16.7 . 55.6Z _0.3 2,0 49,5 1+4.9:- 60.8 55.1 1O.: 2.5 17.7 44.9% 95.8 SE.!SE.!% 1.5/.5 3.0 90.2 • 44.9% 110.8 . 5'7.1% 201.0 2.6 105.4 44.2% :29.5 55.; Z3 .9 .I.7 100.3 J.4.9% 1.3e.6 5. 1 % 235.6 :;.16.7 :4.2'. ...0.5 ......".... to 1 1-: LIT FLOW RA1i 1,1C-. I ERRA STORM DRAIN 1 . - 228 CFS • / •`. 1-4 0. 4 f• 1 . 5 ' RCP <:‘ CO MBI NED Ct_JR 2 -F- .-* ,. • • 1. or:sposec 7.1 s i'r 11.. • t:P Or"' nn 0-Year rr:aeesec, +-'ee's• Plow notes Ba.sea 4n i:3t1r,g ';urye 1 ^CE 1 .1RTER SOREACE PEIfIIE ' !WHO EFPIRE :E1iIE' il0P0$:0 4a` iP TIERR11 Si07i1 HP IN 10-'?ERR PR0P03E0 PERK fLOU RATE3:.EK611 SPLIT ?LW iRTIRE Ci;+'t1E Siii1I03i :0;1ERT DEPTH :.3. 11E1 :El r ER6'? RIPER CRIMP_ POI/ H SE: 118 .;UFO ELEV 0f 11.01,1 LLE1 HERO ' 6'r.O.EI. Ei.L11 6EPTH DIP Iv 1iO. PIER 1iCL111 • 3 5f ;;UE f ARM DEPTH LR .11.1!(A4**444*iH14***100!****! **,t x0,0)***AAt,AM**k********fi *4)* 4MiNt**,*****r►tits4*.,,,e04.**iit24**1E*A*)..whkil*,** E Rt+lliti**t444-Ai*i tie*** .u0 1106.75 ....39 i139.u3 .11.0 10.17 .1n 111,.32 .J;; ..3:1 ..c; 4,80 I.:a 0 ,35 . .00 1106.75 2.88 1109.63 •Z51.0' 10.47 1..70 1111.33. .00 3.35 66,80 4,00 1.50 0 ,00 ) 6. i 5 .15100 • ..55:1 , . 4.21 .. E.f 16.13 1106.77 2.89 11P.S? •251..0 •10.91 1.05 ' 1111.42 .00 3.35 ' • 6.00 • 4.00 1.50 0 .00 20.32 .00104 ' .00589 • .12 4.21 1.50 36,21 1H06i79' ...IL 009.1)0 :51.0 11.44. ...U3 1111,54 .06 3.3 , 0.00 1.00 1.50 0 ,.00 20.83 . i:0100 ' .00669 .14 ' 4. 21 . 1.58 - 57.03 ' 1106, 81 ' 2. 63. 1109,44 :::1.0. 12.00 2.24 1111.60 '.00 3.35 ' 6. 80 4.00 1. 50. 0 .00 • 21.34 .00100 • .06701 ';16 • ' 1.21 1.50 • 70.38 1106.83 2.55 1109.30 251.0 12.50' 2.46 1111.84 .00 3.35 6.00 1.00 1. 50 0 .00 21.62 .00100.. ' .00066 .19 4.21 1.50 100.00 1106.85 2.17 1109.552 • 1.51.0 13.20 2.71 1412.03 -.90 3,35 6.00 1.00 1.50 0 .. .00 UILI EHIRNNCE . ' L EO • '100.00 1105.05 2.4? 1109.32 • 251.0 13.19- 2.70 1412.02 .00 3.35 1.50 .4.00. 1.50 •0 '.110 I'A (S'17+12 0,4) ROHS STR ,00109 .017E+3 '.47 . 1.50 • 1,5G.;L .:; , :1,. .;;, ::. : .:. ?.9{LL EHI1 .00 127.50 1106.88 1.31. 11108.19 251.0 17,40 1.71 1112,90 .00 2.53 4.50 11.00 .00 0 .00 RHO! SIR 35002 .01727 .02 .00 (StkJt6-14645'1� 34.29 .00821 .00930 .32 4.00 .00 SURIACE PROFILE ti51103 ii1L880.EAPIRE CENT[R n..OPOSE0 48" RCP 51E2P8 510R11108111 10-YE8R PROPOSER PERK rica efus rRer. SPLIT FL1U.R01105 CAE. ;lima INERT DEPTH. 11.f:. 1UEL. ENERSY 28PER CRITICRL ELEU Of fLOU . 8E80 610.EL. ELE1.1 DEPTH Ci Ht/ 803E, :L HO RUM 15 NO. PIER L.'ELE11 56 SF RUE . Pf 45R0 DEPTH ' N. 4oL70 )187.55 L.;2 1111.Z7 137.1 • IhiS 1.i7 1113.24 • • .0 5 .00. .162.32 A0821 <00978 L00 1.00 .,00 . . ;:.)5:02 1108.39 4:50 111.39 !E7.1 16.:11 1A5 1111.21 i.i8 .01;0. 51.10 .05021 . .01019 316./0 1108:81 4.12 1112,93 137.1 la.el. . I.as 1111.78 • ,00 • 3.10 ;.03 ,aa 0 ,oe jUKCI SIR .00899 .00972 .05 . .00 C.5TA 14-0E, `1.6 3) • .. : 320.98 1108.85 4.72 1113.57 125.6. 9.99. 1.55 1115.12 .00 . 3.36 4:00 '30 .60 0 .03 • 429.80 .00335 . 00887 3.81 3.40 .00 750.70 1112.14 4.34. 1117.38 129.6 • 1.99 1.55 . 1118.93 .00 3.36. 4.00 .00 .00 0 :00 (STA 10-14L33) • ::%r1tla EflP[RE CENTER,. RDPD5E0 15^ RCP SIE,",fri SIR ORRIR • :1-YEER PROPOSED PERK mu. SATES f2L1 SPLIT RAI PALING CLIRuE 113 U C C 4 CAI : 5.32 . I U ' C C is A69 u C E b1.5 �z.6a is 107. 21 • I'dYYYYY?YYYYYYYYYWAIP/ YWCWYWYYYYYYYYYEW;^MY11 �c 122.56 .1 11 C H E •1K 137,22 • IY'VY1'WYY7(tYVYYY4ti"fC'7'+ VYVVYVYt1YYWN . E • u. i N. • L• 6a.•52 I H E a V13.89 CUR r 3 139.17 211.19 229.81 4i.13 . 268.15 . 275.77 I' C R C k 291.84 , 306.11 321.73 . I • • • C 1E1 C •JS< 337.0S I C :i N E R • 352.37 367.69 383.01 399,33 413.65 428,97 , 4.11.29 •159.61 • y71.93 . 130.25 , 505.57 . 520.84 , 6,21 566.66 582.18 . ;9+.50 • 612.07 62a.19 613.16 609.92 M.71 • 726.86 • 735.38 758.70 I C H U E. R 116.6 047.Gt 1)u9.15 iail :, 11. `ui .rlL.ild f11'i.Ua i1:J.a:6 ,11G. SL' !1 U, it 0,44S T = IK'J RI ELEU.RTIGH C. = CRRTIIERL GEPIR U uRTEE S,URIICE ELEVRTILHH i 9 REIGHI.OF maim E EI+ERGY GRRGE LINE . td UES CRO3SIHO GOER o = FRIDGE EHiRFNCE DR EXIT Y = LinLI EIITRRRCE OR EKIT 3fl TtGI;S r R POiHhS Ai ;i JUMP !ill? NRT 6E PLOTTED :EY ETLU t+A F. WSPG Hydraulic Analysis Printouts 11 FILE: relc-010-b.WSW relc-010-b.OUT W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Line a From outfall to Proposed Extension Q-10 Year ************************************************************************************************************************** Invert Depth Water Q vel Vel Energy Super Critical Flow Top Height/ Base wt station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia.-FT or I.D. L/Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X-Fall ********* ********* ******** ********* ********* *******1******* ********* ******* ******** ******** ******* ******* - 2073.000 -1097.180 - 29.180 .0113 -2043.820 -1097.510 - JUNCT STR .1508 - 2040.570 1098.000 15.530 .0055 -2025.0401 1098.085 31.2831 .0055 - 1993.757 1098.256 HYDRAULIC JUMP - 1993.7571 1098.256 - 14.389- 1 .0055 - 1979.3681 1098.335 21.7051 .0055 - 1957.6631 1098.454 22.8041 .0055 - 1934.859 1098.579 22.895- 1 0055-I 0 FILE: relc-010-b.WSW 1.783 1098.963 131.14 13.37 2.78 1101.74 .00 2.60 .0125 .36 1.78 1.76 1.767 1099.277 131.14 13.50 2.83 1102.10 .00 2.60 - - - - - - -I-- - .0092 .03 1.77 1.79 3.015 1101.015 118.83 9.85 1.51 1102.52 .00 3.02 - - - - - - -1- - - -1 -I- - - .0055 .08 3.021.00 9.62 1.44 1102.61 1 .00 1 3.02 -1- - - -1-I- - - .0055 .17 3.09.97 3.0871 1101.343 118.83 9.62 1.441 1102.78 1 .00 1 3.02 - I- - - - - -I- -I- -I- -I- -I- I 1 1 1 1 1101.243 118.83 9.95 1.541102.78 .00 3.02 2.9874.00 - I- - - - - -I- -I- -I- -I- -I- .0063 .09 2.99 1.01 3.09 1 1 1 1 1 1 1101.183 118.8310.43 1.691102.87 .00 3.02 2.8484.00 -I- - - -I- -I- -I- -1- -I- -I- .0072 .16 2.85 1.09 3.09 1 1 1 1 1 i 1101.169 118.8310.94 1.861103.03 .00 3.02 2.7154.00 - I- - - -I- -I- -I- -I- -I- -I- .0081 .18 2.72 1.17 3.09 1 1 1 1 1 1 1101.167 118.8311.47 2.041103.21 .00 3.02 2.5894.00 - 1- - - -1- -1- .00911- .21 1 2.591 -1 1.26 3.09 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:11-20-2009 Time: 3:46:56 3.087 -1101.172 - 118.83 - PAGE 1 Date:11-20-2009 Time: 3:46:56 No Wth - ZL - Prs/Pip ZR Type Ch ***** ******* 5.50 3.500 5.500 1.84 .013 .00 5.50 3.500 5.500 .013 .00 4.00 3.500 4.000 - 3.09 .013 .00 4.00 3.500 4.000 3.09 .013 .00 4.00 3.500 4.000 -I- -I- - - .00 0 .0 .00 BOX .00 0 .0 .00 BOX .00 0 .0 .00 BOX .00.00 0 .0 .00 IBOX .00 1 0 .0 1- 1 1 3.500 1 4.000 .00 0 .0 - 1-.013 -1 1 1 • .00.00 BOX 1 1 1 3.500 1 4.000.00 0 .0 - I-.013 -1 .001 1 .00 BOX 1 1 1 3.500 1 4.000.00 0 .0 -1-.013 -1-.001 .00 1BoX - 1 1 1 1 3.500 4.000.00 0 .0 -1-.013 -1-.001 .00 1BOX PAGE 2 Line B From outfall to Proposed Extension Q-10 Year ************************************************************************************************************************** ******** Invert Depth I Water Q vel Vel Energy Super critical Flow Top Height/ Base wt No wth Station- - Elev - - (FT) I Elev - - (CFS) - -(FPS) Head- - Grd.El_ - Elev I Depth l- -Width - Dia.-FT or I.D. - ZL - Prs/Pip L/Elem Ch slope I SF Ave HF SE Dpth Froude N Norm Dp "N" X-Fall ZR Type Ch ********* ********* ********I********* ********* *******1******* ********* ******* ******** ******** ******* ******* ***** ******* Page 1 • -1911.964 1098.704 22.5821 .0055-1 - -1889.3821 1098.828, - 22.0781 .0055- -1867.3031 1098.9481 21.477I .0055-I -1845.8261 1099.0661 20.8261 .0055-I -1825.0001 1099.1801 JUNCT STR .0500 -1 - -1821.0001 1099.3801 112.548' .0086 .0086' -1708.452 1100.344 160.312' .0086 .0086' -1548.140 1101.717 89.1951 .0086-1 0 FILE: relc-010-b.WSW • relc-010-b.OUT 2.468 1101.172 118.83 12.03 2.25 1103.42 -I- -1- -I- -I- 1 -I .0103.23 2.3541 1101.1811 118.831 12.62 2.471 1103.66 1 -I -I- -I- -I- .01i71- .26-I 2.2441 1101.1931 118.831 13.24 2.721 1103.91 I -I- -I- -I- -I- .01331- .29-1 2.1401 1101.2061 118.831 13.88 2.991 1104.20 1 -I- -1- -I -I--I- 1 .0151.31 2.0401 1101.2201 118.831 14.56 3.291 1104.51 1 .00 I 1 3.02 4.00 -I- -I- -I- -I- .01231 .05-1 2.04-1 1.80 -I- WARNING - Junction Analysis - Change in Channel Type 2.9501 1102.3301 118.831 11.96 2.221 1 1104.55 1 .00 1 3.28 3.52 -I- -I- -I- -I- -I- -I- -I- -I- .0086 .96 2.95 1.25 2.95 2.9501 1103.2941 118.831 11.96 2.221 1 1105.52 1 .00 I 3.28 3.52 -I- -I- -I- -I- -I- -I- -I- -I- .0085 1.36 2.95 1.25 2.95 2.9781 1104.6941 118.831 11.85 2.181 1106.87 I .00 I 3.28 I 3.49 -I- -I- -I- -I- .00801 .71 1 2.981 1.23-1 2.95 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING .00 3.02 4.00 2.471 1.35-I 3.09 .00 1 3.02 4.00 2.35 1.45-I 3.09 .00 3.02 4.00 2.241 1.56-1 3.09 .00 i 3.02 1 4.00 2.141 1.67-1 3.09 3.500 -1-1 .013 3.500 -I-.013 -I- I 1 3.500 I -I .013 3.500 -I-.013 -1 1 1 3.500 -1-.013 -1 4.000 1 .013 4.000 -I- -I- .013 i 1 4.000 -I-.013 -I- 4.000 .00 0 .0 .001- .00 IBOX 4.0001 .00 1 0 .0 .001 .00 IBOX 4.0001 .00 I 0 .0 .001 .00 1BOX 4.0001 .00 i 0 .0 .001 .00 IBOX 4.0001 .00 1 0 .0 .001 .00 1BOX .0001 .00 1 1 .0 -I- I- .00 .00 PIPE .0001 .00 1 1 .0 -I- I- .00 .00 PIPE .0001 .00 1 1 .0 -I- I- .00 .00 PIPE PAGE 3 Date:11-20-2009 Time: 3:46:56 Line B From outfall to Proposed Extension Q-10 Year iririr'.cir*iririririririr4rir4riririr*irir4ririririr*irir**** tiririr*****irir'.rir4ririr**iriririrftiririririririrwiriririririririririr** ** t*****ir*iririrkiririr*irir4ririr*** teYiriririririr*iriraY**'s*** it***Iv** Invert I Depth water Q Energy Critical Flow ToplHeight/ Base wt No wth Station Elev (FT) Elev (CFS) -Depth - Width Dia.-FT or I.D. - ZL - Prs/Pip -I Froude N Norm Dp "N" X-Fall ZR Type Ch L/Elem Ch **Slope ******** ******** ******* ******* ***** ******* ** -1458.945 1102.481 3.121 1105.602 13.945 .0086 -1445.000 1102.600 JUNCT STR .0500 -i 3.283 1105.883 -1441.000 1102.800 3.927 1106.727 29.470 .0097-1 - - - -1411.530 1103.0861 3.723 1106.810 - - -I- -I- -I- HYDRAULIC JUMP I I I vel vel (FPS) Head 118.83 11.29 118.83 10.77 106.60 - 106.60 8.75 -1- -I- 8.52 -1- SF Ave Super Grd .ElI . Elev HF SE Dpth ********* ******* 1.98 1107.58 .00 3.28 3.31 4.000 .0072 .10 3.12 1.12 2.95 .013 1.80 1107.68 .00 3.28 3.07 4.000 .0059 .02 3.28 1.00 .013 1.13 1107.85 .00 3.12 1.07 4.000 3.93 .44 2.59 -I .013 .00 3.12 2.03 14.000 .0049 .14 1.19-1108.00- - Page 2 .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 s relc-010-b.OUT - 1411.530 1103.086 2.592 1105.679 106.60 12.37 2.38 1108.06 .00 3.12 3.82 4.000 .000 .00 1 .0 -I- -I -1- -1- -1- -I- .0096I- 1.60-I 2.591- 1.45-I- 2.59 -I- .013 -'- .00I- I .00 PIPE 166.409 .0097 - 1245.1211 1104.7031 2.6141 1107.3171 106.601 12.25 2.33I 1109.65 I .00 I 3.12 I 3.81 14.000 I .0001 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1= 130.512 .0097 .0090 1.17 2.61 1.43 2.59 .013 .00 .00 PIPE - 1114.6091 1105.9721 2.7271 1108.6981 106.60I 11.68 2.121 1110.82 I .00 I 3.12 I 3.73 14.000 I .000I I .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- I- 41.082 .0097 .0080 .33 2.73 1.32 2.59 .013 .00 .00 PIPE - 1073.527I 1106.371I 2.8481 1109.219I 106.60I 11.14 1.93I 1111.15 I .00 I 3.12 I 3.62 14.000 I .0001 I .00 1 .0 - - I- -I- -I- -i- -I- -I- .00711- .12-I- 2.85I- 1.21 I- 2.59 -I- .013 -I .00I .00 IPIPE 16.938 .0097 - 1056.589I 1106.535I 2.9791 1109.5141 106.60I 10.62 1.75I 1111.27 I .00 I 3.12 I 3.49 14.000 I .0001 .00 1 .0 - I- -I- -I- -I- -I- -I- .0064I- .03-I- 2.98I- 1.10 I- 2.59 -I- .013 -I- .001- .00 IPIPE re 0 FILE: relc-OlO-b-b.WSW 4:5.0097W S p G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package serial Number: 1796 Date:ll-20-2009 Time: 3:46:56 WATER SURFACE PROFILE LISTING 0 Line B From outfall to Proposed Extension Q-10 Year *********************************************************************************a4****s`iriricirk*it****ir****Yretir****'siret****irte*** irat-kirf *** Invert Depth Water Q vel Vel Energy Super (Critical Flow Top Height/ Base wt No wth station Elev (FT) Elev (CFS) I (FPS) Head Grd.EL. Elev -Depth Width - Dia.-FT or I.D. - ZL - Prs/Pip -- -- -- -I- -I- -- I L/Elem ch Slope SF Ave HF S- E DpthlFroude N - Norm Dp - "N" X-Fall ZR Type Ch ********* ********* ******** ********* *********I*******I******* ********* ******* ******** ******** ******* ******* ***** ******* - 1052.000 1106.580 3.124 1109.704 106.60 10.12 1.59 1111.30 .00 I 3.12 3.31 4.000 .000 .00 1 .0 - - -- - - - - -I- -I- - - -- - - - - - JUNCT STR .0450 .0044 .02 3.12 I 1.00 .013 .00 .00 PIPE - 1048.000 1106.760 3.976 1110.736 76.601 6.10 .58 1111.31 .00 2.65 .62 4.000 .000 .00 1 .0 - - - - - - - - -I- -I- - - -- -I- -- - -- - - Page 3 0 FILE: relc-010-a.WSW relc-010-a.OUT W S P G W CIVILDESIGN version 14.06 Program Package serial WATER mber: 9 SURFACE PROFILE LISTING Line A 10 Year Event PAGE 1 Date:11-20-2009 Time: 5: 8:43 ************************************************************************************************************************** Invert Depth water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt Station EIeV (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia.-FT or I.D. L/Elem Ch Slope -1 SF Ave HF SE Dpth Froude N Norm Dp "N" X-Fall ********* ********* ******** ********* ********* *******1******* ********* ******* ******** ******** ******* ******* 1000.000 1108.190 - 3.290 -1111.480 - 35.56 - 7.241- .81-1112.29- - 5.500 .0018 .0075 .04 1005.500 1108.200 - 3.321 -1111.521 - 35.56 - 7.241_ .81-1112.34- - 17.780 .0051 .0075 .13 .00 1023.280 1108.290 - 3.481 -1111.771 - 35.56 - 7.241- .81-1112.59- - .00- - 60.060 .0050 .0075 .45 3.48 1083.340 1108.590 3.632 -1112.222 - 35.56 - 7.241- .81-1113.04- - .00- - JUNCT STR - .0556 .0055 .05 3.63 1092.340 1109.090 4.183 1113.273 13.36 4.25 .28 1113.55 .00 313.350 .0034 -1 .003511.09 4.18 1405.690 1110.150 4.216 1114.366 13.36 4.25 .28 1114.65 .00 - - -I- - - - - -1- .001-1- .02 4.22- - JUNCT STR - .0556 8 1414.690 1110.650 4.011i 1114.661 .50 .28 .00 1114.66 .00 23.770 .0021 I I -I .0000' .00 4.01 1438.460 1110.700 3.962 1114.662 .50 .28.001-1114.66- _ .00- - -I- -I- -1- - - - - -1- 0 Page 1 .00 3.29 .00 2.02 .00 2.500 .00 - 2.50 .013 2.02 .00 2.500 .00 - 2.50 .013 2.02 .00 2.500- - .00 - 2.50 .013 2.02 .00 2.500 - - .00 .013 1.32 .00 2.000 .00 - 1.67 .013 1.32 .00 2.000 - - .00 .013 .26 .00 1.500- - .00 .33 .013 .26 - - .00 --1.500- - ZL - ZR ***** ******* No Wth Prs/Pip Type ch ******* .000 .00 1' .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 (PIPE .000 .00 1 .0 .00 .00 PIPE .000.0001 .00 1 .0 .00 .00 'PIPE .000 .00 1 .0 .00 .00 PIPE .000 .000 .00 1 .0 -I- 0 FILE: relc-010-bp.WSW relc-010-bp.OUT W 5 P G W- CIVILDESIGN Version.14.06 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING . PAGE Date:11-2.0-2009. Time: 3:50: 9 proposed 48" 10 year event ***********************************,**********,********.********,*********+*****,**************************************** ********. Invert Depth water -Q vel vel Energy Super Critical Flow Top Height/ Base.wt No wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth. Width Dia.-FT or I.D. ZL Prs/Pip L/Elem ch Slope SF Ave HF SE Dpth Froude N Norm Dp - "N" X-Fall ZR Type ch ********* ********* ******** ********* ********* *******I******* ********* ******* ******** ******.** ******* *******.***** ******* 1002.000 1106.760 3.950 1110.710 28.140 .0050 76.56 6.11 .58 1111.29 .00 2.65 - - .0025. .07 .3.95 .29 1030.140 '1106.900 3.873 1110.773 76.56 6.15 .59 1111.36 .07 2.65 3.950 .0051 .0025 .01 3.95 •.36 1034.090 1106.920 3.862 1110.781 76.56 6.16 .59 1111.37 .00 2.65 22.660 .0051 -I .00251 .06 3.86 .37 1056.750 1107.035 "3.792 1110.827 76.561 6.22 .601 1111.43 .09 2.65 3.950 :0051 - - -I- 1- -I- .0025 .01 3.89 .42 • 1060.700 1107.055 3.7791 1110.8341 76.561 6.23 .601 1111.44 .00 2.65 -I- -I- -I- -I- - - - - - - 27.560 .0051 .0025 .07 3.78 .42" 1088.260 1107.195 3.68911110.8841 76.561. 6.32 .621 1111.50 .00 2.65 - - -I -I- -I- I. -I- - - - JUNCT STR .0229 .0016. .01 3.69 .47 1092.420 1107.290 4.023I 1111.3141 41.001 3.26 .171 1111.48 .00 1.91 .00 - - -1- -I- -I- -I- -1- -I - -. - - 5.558 .0050 .0008 .00 4.02 .00 1.76 1097.978 1107.318 4.0001 1111.3181 41.00I 3.26 .171 1111.48 I .00 1.91 .00 - - -I- -I- -I- -I- -I- -I- - - - - 53.922 .0050 .0008 .04 4.00 .00 1.76 1151.900 1107.590 3.7591 1111.3491 41.00 3.34 .171 1111.52 I . .00 1.91 1.90 - - - - -I- -I- -I- -I- -I- -I- - - - - o " Page 1 .89 2,60 1.40 2.58 1.46 2.58 1.78 2.58 1.83 2.58 2.14 4.000 .013 4.000 .013 4.000 - - _ _ 013 4.000 .013 4.000 - .013 -- _4.000_ - .013 4.000 .013 4.000 .013 --4.000- .000 . .00 1 .00 .0a PIPE .000' .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 -1 .0 .00 .00 PIPE .000 .00 . -1. .0 .00' .00 PIPE .000 .00 1 .0 .00 .00 PIPE 000 I - -.00 1 .0 .00- 1 .00 PIPE .000I .00 1 .0. .001 .00 PIPE .000.•.00 1 .0 .0 0 FILE: relc-010c.WSW D relc-010c.OUT W 5 P G W- CIVILDESIGN Version 14.06 ' Program Package serial Number: 1796 WATER SURFACE PROFILE LISTING ]uniper Ave -Line C 10 Year Event PAGE 1 Date:10-27-2009 Time: 6:38:16 Invert Depth Water Q vel vel Energy Super Critical Flow Top Height/ ease Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia.-FT or I.D. ZL Prs/Pip L/Elem C- h Slope SF Ave HF SE Dpth Froude N N- orm Dp "N" X-Fa11 - ZR Type Ch ********* ********* ******** ********* ********* *******1******* ********* ******* ******** ******** ******* ******* ***** ******* 1002.800 1108.340 2.900 1111.240 41.00 8.35 1.08 .1112.32 .00 2;15 .00 2..500 .000 .00 1 .0 43.100 .0100 .0100 .43 2.90 .00 2.05 .013 .00 .00 PIPE 1045.900 1108.770 2.901 1111.671 41.00 8.35 1.08 1112.75 .00 2.15 ..00 2.500 .000 .00 1 .0 Page 1 • 0 FILE: relc-010-d.WSW a relc-010-d.DUT W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING PAGE 1 Date:11-20-2009 Time: 5: 2:43 Line D 10 Year Event ieirieirir*iei.rtirir*irsYatirieAriririr**ir**irir*ir***ir*k4rtr*ir*iciriririetrititir4i14ititiritititirititieiririe*iriti:ititit*4t4r4c*it9tit**kiritltirir:rirtkitirtk*it*ieiticita`ititir****Ytitirit**ieitirir*** **3tir**** Invert Depth Water Q Vel Vel Energy super critical Flow Top Height/ Base wt No wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Prs/Pip L/Elem C- h Slope SF Ave HF S- E Dpth Froude N N- orm Dp "N"X-Fall ZR Type Ch *** F **i * *i ******* ic**** 4** ********* ********* *******1******* ****** ** ******* ******** ******** k****** ******* ***** ****f** 1000.000 1108.770 9.500 .0084 1009.500 1108.850 2.523 1111.373 2.570 1111.340 6.23 3.53 .19 1111.53 -' .0035 .03 2.57 6.23 - 3.53 .19 1111.57- - Page 1 .00 .96 .00 .00- - .96 - - .00 1.500 .88 .013 .00 .00 PIPE .00 1.500 .000 .00 1 .0 .000 .00 1 .0 CO ON SITE FLOOD SAFETY tmp#18.txt Channel Calculator Given Input Data: • Shape Trapezoidal Solving for Depth of Flow Flowrate 11.9500 cfs Slope 0.0050 ft/ft Manning's n 0.0130 . , Height 0.5000 ft Bottom width 0.0200 ft ' Left slope 0.0125 ft/ft (V/H) Right slope 99.0000 ft/ft (V/H) Computed. Results: Depth 0.3461 f CAL. Velocity • • ps • Full Flowrate 31.8596 cfs • Flow area .4.7983 ft2 Flow perimeter 28.0543 ft Hydraulic radius 0.1710 ft Top width ' • 27.7096 ft Area 10.0113 ft2 Perimeter 40.5232 ft • Percent full 69.2152 % .Critical Information Critical depth 0.3536 ft Critical slope 0.0045 ft/ft critical velocity 2.3858 fps critical area 5.0087 ft2 Critical. perimeter 2.8.6630 ft Critical hydraulic radius . . 0.1747 ft criti`cal'top width 28.3107 ft Specific energy 0.4425 ft Minimum energy 0:5304,ft• Froude number 1.0551 Flow condition Supercritical Page 1 Channel calculator tmp#19.txt (.0 Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 1.2000 cfs Slope 0.0050 ft/ft Manning's n 0.0130 Height 0.5000 ft . Bottom width 0.0200 ft Left slope 0.0125 ft/ft (V/H) Right slope . 99.0000 ft/ft (V/H) Computed Results: Depth L0.1460 C7IL, Velocity 1.4020 fps Full Flowrate 31.8596 cfs Flow area 0.8559 ft2 Flow perimeter 11.8488 ft Hydraulic radius 0.0722 ft Top Width q 11.7033 ft Area • 10.0113 ft2 Perimeter 40.5232 ft.. Percent full 29.2046 % critical Information Critical depth • 0.1409 ft critical slope 0.0061 ft/ft' critical velocity 1.5066 fps critical area 0.7965 ft2 critical perimeter 11.4299 ft Critical hydraulic radius ....... 0.0697 ft critical top width 11.2896 ft Specific energy . 0.1766 ft Minimum energy 0.2113 ft Froude number 0.9139 Flow condition subcriti.cal Page 1 tmp#20.txt channel calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 4.0000 cfs Slope 0.0050 ft/ft Manning's n 0.0130 Height 0.5000 ft Bottom width 0.0200 ft Left slope 0.0125 ft/ft (v/H) Right slope 99.0000 ft/ft (V/H) Computed Results: Depth 0.2295 CAI[, Velocity ps Full Flowrate 31.8596 cfs Flow area 2.1116 ft2 • Flow perimeter 18.6105 ft Hydraulic radius 0.1135 ft Top. width 18.3818 ft Area 10.0113 ft2 Perimeter 40.5232 ft Percent full 45.8988 % critical Information Critical depth • 0.2281 ft critical slope 0.0052 ft/ft critical' velocity • 1.9168 fps critical area 2.0868 ft2 critical perimeter 18.5010 ft Critical hydraulic radius 0.1128 ft Critical top width 18.2738 ft Specific energy 0.2853 ft Minimum energy • 0.3422 ft Fronde number 0.9854 Flow condition Subcritical Page 1 go tmp#21.txt Channel calculator Given Input'Data: Shape Rectangular. Solving for Depth of Flow Flowrate 11.9500 cfs Slope 0.0130 ft/.ft Manning's' n 0.0130 • , Height 1.0000 ft Bottom width 5.0000 ft 'Computed d Results:De< ly ` Velocityp`6.246 fps b I� Full Flowrate 52.0713 cfs' Flow area ' ' 1.9130 ft2 Flow perimeter 5.7652 ft Hydraulic radius 0.3318 ft Top width 5.0000 ft . . .Area 5.0000 ft2 Perimeter ' ' 7.0000 ft • Percent full 38.2603 % , critical Information Critical depth • • 0.5620 ft. • .Critical slope 0.0039 ft/ft critical velocity 4•.2524 fps Critical area• 2.8102 ft2 . critical' erimeter 6.1241 ft critical hydraulic radius 0.4589.ft critical top width 5.0000 ft specific energy ' 0.9890 ft Minimum energy 0.8431 ft Froude number 1.7804 Flow condition • . Supercritical Page 1 channel calculator Given Input Data: Shape Solving for Slope Manning s n Depth Height Bottom width Left slope Right slope computed Results: Flowrate velocity Full Flowrate Flow area Flow perimeter Hydraulic radius Top width Area Perimeter Percent full • critical depth Critical slope 'Critical velocity critical area critical• perimeter critical hydraulic radius Critical top width Specific energy Minimum energy Froude number Flow condition valley-W of CB.txt Trapezoidal Flowrate 0.0041 ft/ft 0.0130 0.2800 ft 0.6700 ft 0.0200 ft 0.0100 ft/ft (V/H) 99.0000 ft/ft (v/H) 7.7004 cfs 1.9614 fps 78.7906 cfs 3.9260 ft2 28.3014 ft 0.1387 ft 28.0228 ft 22.4607 ft2 67.6934 ft 41.7910 %• critical Information 0.2713 ft 0.0049 ft/ft 2.0897 fps 3.6849 ft2 27.4185 ft 0:1344 ft 27.1486 ft 0.3398 ft. 0.4069 ft, 0.9238 Subcritical Page 1 66'wideabove crown.txt Channel Calculator Given Input Data: Shape Rectangular Solving for Flowrate Slcop a 0.0145 ft/ft Manning's n 0.0130 Depth 0.0500 ft ' Height 1.0000 ft Bottom width 66.0000 ft. Computed Results: Flowrate 6.1586 cfs velocity .1.8662 fps Full Flowrate 890.5536 cfs Flow area 3.3000 ft2 Flow perimeter 66.1000 ft Hydraulic radius 0.0499 ft Top width 66.0000 ft Area 66.0000 ft2 Perimeter 68.0000 ft Percent full 5.0000 % critical Information critical depth 0.0647 ft critical slope 0.0062 ft/ft Critical velocity 1.4426 fps Critical area 4.2691 ft2 ' Critical perimeter 66.1294 ft critical hydraulic radius 0.0646 ft critical top width 66.0000 ft Specific energy 0.1041 ft Minimum energy 0.0970 ft Froude number 1.4714 Flow condition Supercritical Page 1 ]hh i bit Hydrology Map (1) EX HYDROLOGY Q=100 YR SOUTH OF VALLEY VALLEY BLVD. AND JUNFS AVE FONTANA, C& INTERSECTION EXFEIT SCALE: 1'100" DATE: 3/20/2009 DRWAN BY: D5K SHEET 1 OF 1 SHEETS c 5 Ald-;4"r A 44` rya" WTI- "AA tik3,0tv-c",, It-0,14414 14•34A4 1141„, 1/4,55 .0452„ 45`44 ✓ 'CY, 55 '15„ 55 `3S `-kir kft; nghteccai ftet.c frctottt,%cs. 4c.? 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PER aSPECS. - - • . 0-INSTALL 30' RCP PIPE; D-LOAD PER PROM.OY TRENCH PER CSPECS. - • o' g• c •• - - - • • SEE ON SITE STORM GRAM PLANS• • 1 - - • ! 1 1 i• T I .1 • LU Z j I As Q t CC ©, WALL 48' RC? PIPE; D-LOAD PER PROFILE TRENCH PER CITY SPECS. -• _ 0-CONSTRUCT WMIOtE PER COY OF FOMMU STD. NO. 3012 •• ©� CONNECTION TO MOWING STORM DRAIN MANHOLE. • - • 0-CONSTRUCT CATCH BASIN PER COY OF FONTANA STD. NO. 3004. - - . O _ CONSTRUCT MN HOLE PER COY OF FONTANA STD. NO. 3013. ' • • 0--INSTALL 24•. RCP PIPE; D-LOAD PER PROFILE TRENCH PER COY SPECS. g STA-841T1.72 /�- I yI - -i 114�1i '1 + ` - - I •LLI . _ ------ - - ""P . _ . CB !4. > I . t } I +3 Q iC..1118_03 - Jc . I 6 PROPERTY LINE 0 '- ''-f-,e RANT OF WAY -• W=IIAO' RN 110871 TC4.00. t t Z • _ / V WdAO' V=6S4' IX t2" WATFRLBE V=934' , ( li. 'fix CURVE TABLE es 11f0.69 NV - a •t - i ! ,,. •_ DELTA LENGTH RADIUS TAN ! , lRE Alm _ N4500'OOIY D-1350 _ — <o s � C2 451Y1Y an 2250 939 :� ENE v�, -�_ ` V=4.09 FPS mag T - e�..c •09 _ -... it _� - t4' - iiimmissamesua O A� Q L .._ . _ _ i - .- - m�� _ N8447gi 768.10' 1 MV 7108.69i—IiI . -�i `- it • I . v�1{ "°2° Q ASH 12 �. _ _ VY; �/ \�� I :i tY—}-- ---{i N7_�—�___ii—f1_—__1a,q____ 1.—(i-,,,—_--{<'w) —._---:i^ki .S•'M !—^ki ` {S'F: :t !I!'E A 10++887.4 j 'J/7j*tI -• 'A' 1410727 LIX LP OF MITER '- IX. 12' SS 102' Q I-I12'h1 14 # .A EC A ILK /5 0 48' • �1L 4' MR• LL- tP?-i5-- {/ : - Y= P.2'5s. i.Y'S :{2-SS. {.2-45� -_- - __..� _ _ -.- : t _, G4' IX PIPE TO BE a. M pLgE� : I I .�.i^•Sri i • •_ :2..;,. !TI-ES+`- - —� •_r.„st- :?1-'5:---PER$FY-SIDS— i{7,-sj••s 1-- . - _ _ -Pe;-:-_ - _ - \' EX 21 S9 _ rot-- —� __ - :.�.— _._ ._ - -: ' ' _. 1 ; i ` I = - %J IIy ! E SCALE: 1' 20'. II _ •— _. _ _.— -.. — _— _1P a _ _I s ti I 1 ; it - _- - 6+00 _ _..:>: ::--:_ _-- 7 00 B+OO • - _. 9+00 _ i ! _ _I I}'__�_ rIl1 Ij __I _- 0 10 20 40 L -_ -_-_ -a° VALLEY BOULEV^rn? ` I I I• _.__ -_ _ •ii II I1f1 '41!I . SD LNE'A' • .. - 8EN09A450 - - THE REQUIRED Anpored 11M.The S,o;i .DI: CITY OF FONTANA, CALIFORNIA. CURB RETURN N.W. M CIWETRUS cORFmt srnER k CORUs AVENUE EtEV = coma: MOVER pip �:IMPROVEMENTS CONSTRUCTION OF IN �k - STORM DRAIN IMPROVEMENT PLAN ' aumENT, NOT COMMENCE WITHSHOULD c �� v. s:oUsSis 0. w- BASIS OF BEARINGS: C r� I �7•. A YEARS OF THE DATE OF APPROVAL SHOWN HEREON ORAN BY: - SCALE: THE CEN1ERUME OF JAPER AVENUE SHORN <�LiL 1-'! a TB:BMW= ae ar �,I�i� AND CARRIED FORTH IN A DILIGENT MANNER. THE > w nsm = 9 1 335711 OS!C• AS SHOWN PER 0p EAR CONSULTING, INC. 'A DIAL . ° ` // o fir, VALLEY (30lLEVAfO DATE PIk NO. 0m N am,{ , ,e„� �I' I��D�AYs E r22 DIG CITY ENGINEER MAY REQUIRE REVISIONS TO THE �? hCM./�` OSK LQ� A 11/20/09 YwT, PACES 23-2a, MaU9VE, CIVIL. ENGINEERING F. setmtms YOU DIG v, - \ / PLANS TO BRING THEM INTO CONFORMANCE WITH ?avcit °,{. �� Rr APPROVED ['RAMC NO- I MISCELLANEOUS MAPS, IN THE OFFICE OF THE LAND PLANNING & SURVEYING vawLVC-doer TOLL 1-800-227-2.ERT0 :1NCENf W SCMPATL DATE: 2 COUNTY RECORDER OF SIN BERNAROAIO COUNtt - A PUBLIC SERVICE BY UNDERGROum SERVICE ALERT C SERVICE REy, REVISION DESCRIPTION DATE MGR. Cm' GATE STANDARDS IN EFFECT. PE 33520 VS Oft tNGWLEN R.C.L. SILO 4825 3 • - -- — - — --•T - — -- — _ — - - - - -- .Y - _ ... _.. _.(7olit.,. i1N6.N.ED=SUN=-as- - _ _-_ — _ .o_ ... .. .... _ - --- 'a- +'ER• 1 -2� . _ - _ .• .rt_.._.s-= j-'_-"_may-�-.x .-. _. y _. _.__ _,.___ .. _.___ ice _ - __ ._._.....__—__. _ _.. _.___.-_ -__- .... __ _._=r =. -> _. cx_ .__ _ _.. ____ ; _ • • —r-�. _ _ _ 7 - _.. �.. __ - _-..___- _ ._ - r . 1- - - - :-�• .._. .. - — - - • --�"- -yMr- bi_ -n� - >- > - _ _.- .. _ _ _—_ _ _ - _>- _ ___-._>---'_..—_�.__-,� 's Wit- _, ` JIFF- -, - ___-,-........,,,_,-.-_-:.,=-, .. --—>-fi1Al .i`3 .Gh.•e�rw�w .._._�--_ _ x..___.._.,_.. _._._._.._ __—_ a`• _ _.. .. _. _ _ y ±3'S_==-' - -._ - h"- - - - --_ . -. ..... _---_.a_._>-... __ _ _ moii --#- ,— ara a-:_,ffl � � -fXI311N0-FIN .. --- --.-- _.•--- < _-_ se ._. <_.._ __ .. >._. .... .. -._.- _ : .«.»-. _ _ -. ___•...._ _ _. __._ '•_ > o ^ — - - rzai 1 . . : a 't e..a - gNr I m.ia,...�-s c-� � MN , euz_: o. r�-'z--`-15 - .tww�QL. - _.__ • -- ---- .,'F€73-wEPl - ice' i ----- ...- '—_ -_ �Yp�iy~�- --- __ - --«- -- <__ t :-_—.--- i ' .——_._.<—.—. 8 k. i<:.V--ice i —.- .o"�".{q -•-_--:11A1F8FR0R97ER — - — - _ T-a,c.l-uimn al+.;,. •'`7<.e.��.EM1 -- y _15L tlAtl iZ Imo' i , Ue_�m. •��;1 ��..-� may.-+. - - ...... ,- -. Q =i=z= rT- GGwitireamoma > i $C$LrCpee =��7 7 _.�. n ._i9 a •s B. B ,es ��vv .e---� --•' -` v=-=R2— -•.,-. cs .— - -•-_— a _A-AfIR _ a -- ' ax. i NIN >_ RCP 8 .'_._: "___..._.:- _- - -- _-`---..._---- = - --- -" _ - __ - ,E.-4B . 5. 71kna''iza P _ =1 - - �_1 .._ { ..... _ ._.._o- --..- _ _ rt .,... _o--a-_.... . . . .. .. .. ....._ o- �..-- _... >. � �_ - -:- _ .. _. _...... _ " - .. > _ _ -. - >-� $,• FRS- 34 -•' _ ... _ .. lftifC=51�1(11RY14'.•iN17. "' y-� >.. • .. ___-.__-' .._--•--- --i}}-b. - .,-_- ., .. v s - >- « $ s 3 ..- _ 'x_. i - �__'_. - _` 0-613z. ..53=FP9- . 1 30="RCP__'- -' D-133p 10+00 10+50 - . 11F00 124 00 ii,}50 10400. LINE 'D' ' NOTE MO CONTRACTOR TO POT HOLE O VER9Y DOSING N8/1E5 LLINEB' SD LNE 'C SD AND NOTIFY EN NY ER OF ADISCREPANCIES PRIOR TO -CONSTRUCTION. . • Q SO LNE 'D - - - ♦Z 566 SHEET R1GNf - _' -- -. L1NEc . t SEE RGHT SHEET , ' E E 3 _ -iKl E VENUE \ - ! �,�— ^—F --- , • ._ (,7s7 --:<—ni 14—Wj ` '�r �� — t : _ -- 3_ • SD LME -C . - SD IBIS SIR 10 - )i 4.3r. - 3 ,3 < _ I. , .� a+oTc ^ _ — _ N=21.00' € '"' !j II3 "'g;4>. I y o _ > CB iZ' tt=1118D1 O SEE SHEET lffF IT7D0' . .. 1— ` ; „11,00 (•s s' 7a-sa}T- k � '�:;;'iI rr-- UNE C' iD,DD.00 - CB ti O V=9.19• _ .._ . N00'12'S 7 28.14' . — ��21r i7t �i^J! F E $D 187E b - SEE SHEET ..... : i . T 1 - ' O'i . Q. 6__1 ,i, L01 i1 O TC.1118.25 ' i ":,e 6 NOO'12i-tH 27,56' -' 1.-12` 'N 59.48' �� ,ir-a: E —,1: t E I N=21DD' V=9.18' _ .— f s is 1 . o''"m - - - _,:6'*T iotr. g 10+9075 , • • LNE '8' 11+57.70 a s-_ 3 a JUNIPER AVENUE - 4�IPER AVENUE CONSTRUCTION NOTES _ _. 0 ' _ ( �ENE 4 _ `�6. JS MI 12 O‘i JS UH II SD LNE 'B' SD LNE 'C• - SD LNE 'D' 01 NS1A L l8- RCP PIPE; D-LOAD PER PROFILE TRENLII PER CITY SPECS. • °p' SCALE .1' = 20' l3 - O2 -INSTAL 30- RCP PPE; 0-LOAD PER PROFILE TRENCH PER CITY SPECS CURVE TABLE I. - - - - 0DELTA LENGTH RADIUS TAN F INSTALL. 48' RCP PPE; D-LOAD PER PROFILE TRENCH PER CRY SPECS. SCALE 1' = 20' C3 I0O3'13' 195 22_50 - 1.98 O 0 10 20' 40 SCALE: 1' = 20' C4 10'03<13' 3.95 2250 1.98 3 4 -CONSTRUCT 1WANI1OIE PER cm DF FONTANA STD. N0. 3012_ V M. - 0 0 CONNECTION TO DUSTING SMR11 DRAIN IAANHOLE 10 20 40 ' - 0 10 20 a ©-CONSTRUCT CATCH BASIN PER CITY OF FONTANA STD. N0. 3004. O CONSTRUCT AUNHOLE PER CRY OF FONTANA STD. H0. 3013. - _ - Ba-INSTAL 24' RCP PPE; 9-LOAD PER PROFILE TRENCH PER CRY SPECS. - s P ps41"°" ^' a ° CITY OF FONTANA, CALIFORNIA ' DISHED SOME N 2056 CURB RETURN H.R. CORER SCD)ER & GMRUS AVENUE ElEV = PREPARED �: ��' SHOULD CONSTRUCTION OF THE REQUIRED TQOFFSS(gF. ,D67T3 • � r II 11 III' IMPROVEMENTS NOT COMMENCE WITHIN Two N. S� STORM DRAIN IMPROVEMENT PLAN BASIS of BEARINGS �/ r; �\J �S YEARS OF THE DATE OF APPROVAL SHOWN HEREON • c.,` i '9 s COON eft sous TIE GEN10887E OF JAPER AVFNVE SHOWN 171 ;Y, SIT! N I^ fv, j AND. CARRIED FORTH IN A DILIGENT MANNER, THE ' w. ssm DSK AS SHOWN PARCEL YNO '47�IA OREWR�OED N gWK CONSULTING, INC. " TWO VOWING BEFORE 1\ r �" 6/s°p°'o • E= JUNIPER AVENUE BATE 63. PACES 23-24• N0ll4VE, OF CIVIL ENGINEERING P. 9exo-®T I YOU DIG YOU DIG CITY ENGINEER MAY REQUIRE REVISIONS TO THE J? Civil �\ DSK LINES B.G AND D t l/20/09 MISCELLANEOUS BAPS, N TIE OFFICE OF 11E LAND PLANNING B. SURVEYING WWWC 9JCNer , rau, FREE t-eOo-227-2600 PLANS TO BRING THEM INTO CONFORMANCE WITH Mt O,i• ; ocalm en APPROVED Dr. DRAWING ND.: 3 COUNTY RECORDER OF 5AN BERNARDINO A PUBLIC SERVICE BY UNDERGROUND SERVICE N.ER - STANDARDS IN EFFECT. 4N[ZNT V/ SCARPA71 P.E. D520 DATE: 4825 COUNTY. REV. 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NO_ • ITEM 49 s TYPE ^B-1^ CURB INLET STRUCTURE ® 52 51 18" RCP (1350-D) • 57 REMOVE EXISTING HEADWALL 48^ RCP (1350-0 58 JUNCTION. STRUCTURE • 59 4'X5.5' BOX CULVERT 60 5.5'X3.5' BOX CULVERT CALTRANS TYPE "A" WINGWALLS 6 CONCRETE APRON TIED TO EXISTING. CONCRETE CHANNEL 63 REMOVE 132 SF EXISTING CONCRETE CHANNEL 61 PIPE BEDDING • • 6Y t. CURB INLET LOCAL DEPRESSION CONCRETE LUG . I��• %`MCIAMM `A'r�aMiN1211 z2r� �a—. /ORC.P.W_ Ct ,,tires- S: 0.003 16.0.1.0.1314t ' NOTE: 572PEET /42.370✓TS SEE SHEET 7 l0°11,2+3? CAL,m7,,to 541 c'Fe), `� 3.6$J e onc_ iQy - 1100,5z, /7 ITY OF FONTANA STANDARD DRWG. N0.- DETAIL, SHEET 122 DETAILS, SHEET 11 DETAILS, SHEET 11 DETAIL, SHEET 13 DETAIL, SHEET 14. /8 / : h - - . R.GB, f3 0.50/ - 00 Na B5AR/NG LEA/677/ O. N64'30'Oc7'e /soo' ® N799ant w 1 NO%2'44'W e NO%Z44'W N07Z 44'W = 714- CvS, :zoo' 36R0? lam' 4B ea 376.a2' 48'RCP. 844/2/N6 47/6 REM - REVISION DESCRIPTION DATE ENGR CITY DATE O Ymat ° 0 FOR .5e1,1/=<'FORc�Ny See SNEt /li 7g B i ea 0 CC�/v7RLC77cW k 7. I '. ' 0 li Mu/c: EXAei LOCATIO/v A-,l/O e evAT/- c-1ti/}72 L/NE /5 CANAVVON44.4 4C7OR 70 EXCAI6,1T2 AND V.)X'CONSTR -LOCA PR/OUC7R 7lBOX CO .ib - 4*17EI2 - siNOLE AMP/Ir7 70 M55 Tyr '1 Rq zZ7' .CP.W.. ¢EiS972; VALE- ; TUBE ENGINEERS 6-P,L.�+�r�.'f-S y: �o p}I ma; vi Femora .PII B. iO.1:5 p�' ' "Ca ,•e3�W' .W/LL/AM H• W' '/.V 777 1747--89 ON R.C.E. COI. CITY Draw BY. ILC- 0 . .-5,5jrd5.' CFI /09622) — .NBS/LOWRY RECORD DRAWINGS f Bono .O i.,.N- ...ark R.wll --111St anent M�,�F Ea,///Ad OF FQNTANA. CALIFORNIA PUBLIC WORKS DEPARTMENT D..ya.l�Br. G..1NB B51 JiQ INLAND EMPIRE CENTER 3" /s40,' JUN/PR AVENUE 6a,., STORM PRA/A( /144 Gfcr.<. '//b125/26 rag A�P�aE.CflN6 CITY ENGINEER ROBERTNEDDLE R.C.E. Iv'� /0 20 - I ': ti M CO ,• Sewa ._ wgl1O01.11 ,1{Q,_ ,, =: SLAG DUMP /068 n M - CO • r • • NARDINO `� 08-SBd-10- 12.I / 16.6 DEAINAGE MAP OISE' COINIR ROUTE x x ON 1`S 1 1 1 1 INDEX OF SHEETS Sheet No. 1 Title, Locution Mop and Vicinity Map • • 2 Typical Cross Sections_ • • 3 Standard Plans List • - 4-11 : Plan and Profile • 12 Superclevotion Vagrants -Cedar Avenue 'Romps • • 13 Contour Grading Plon-Cedar Avenue Romps . . • 14-22. Construction Details - . 23-26 Drainage Structure Details • • 27-30 Summary of Drainage Structures • 31 Miscellaneous Construction Quantities • - 32 Construction Area Signs • 33-36 Sign, Delineator and Lining Plan • 37. Sign Format Sheet • 38 Sign Summary and Miscellaneous Quantities. • • 39-40 Pavement Markers and Traffic Lines Typical Details • 41 -42 Signal Plan • • 43 Electriuxl Plan - • - 44 Electrical Summaries and Special Details • • 43 Planting Details • • 46-48 Planting Plan • • 49-52 Irrigation Plan- " - 53-55 irrigation Details • 56 irrigation Quantities • • 57-60 Traffic Control System • • 61 -65 Revised Standard Plan Ormsby IWe Cue tMb Babe • 66-97 Cedar Avenue. Ditch -Alternotive Culvert 66' Structure Plan �' 'a • Nte Pat 'S • • 83-89 Alternative 3 99-86--MtL.te ti.t 1 • • 96-97 Log of Test Borings • 98-107 Drainage Structure Coss Sections FONTANA SP7 Co • SAe EERNAtIINOlf NNNY60LO BEGINNING OF WORK STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION IR-0I0-2(I69) 63 • PROJECT PLANS FOR CONSTRUCTION ON STATE HIGHWAY: IN ` SAN- BERNARDI-NO COUNTY iN AND NEAR FONTANA AND RIALTO FROM SIERRA AVENUE TO 0.I -MILE WEST OF RIVERSIDE AVENUE To be"supplenented by Standard Plans dated JANUARY 1981 LLILI 605+84.35, VALLEY PM .16..2 NIYD 619+79.85 POT CL CHANNEL. BK= 619+75.00 POT' fL CHANNEL AHd= 115' LT 619+75.00 POT- Q RTE 10 the daaa.d, den■ ad a palloa d do iouto for the SW* Her odopsed by am CONfamta HIOh•Toy CORMILII3011 end drdmed a FRAY by eeaaAnba of Po■ Cd2o nta Ie hwoY Commission V SANTA ANA AS: BUILT PLANS Contract No.01-205[604 Date Completed I-15-87 Document No. STA 727+36.72 EC STA 727+32.57 EC Q. CHANNEL AHd AYE Bloomington n--- RECONSTRUCT RAMPS It -8 •11 �t SCALE IN FEET l0o0. - o - 1000 2000 - Length of Work = 3.7 miles SAN NFIUNOINO SANTA MN RIALTO 206 445006S SP► Co LEGEND Drainage Structures Ramps and Street Construction 08 SBd 10 n POT 111E-70TAL fnlNC= 16.2/19.9 • LOCATION MAP 100 Pa. +t, t.4.Y Y R a L_ II07 sAM Dirbel DLFem•r rmtpu5Ao. Re nee 0.2 Enema Ih 352V Am„„„' September 6 1983 irt e. ineer Ni. 5534 l eiitrad No.108 - 205604 FOR REDUCED- PLANS 0 1 2 3 onneniAL SOME IS 1N INCHES 1 � i T 1 . I 08201- 205601 IHEREBY CER11FYTN10 THIS.ISATRUE AND ACCURATECOPYOFTHE ABOVE DOCUMENT TAKEN UNDER sir mecum AND CONTROLON THIS DATE INSACRAMEMO, CAUFORNIAPURSUANT TO AUTHORIZATION BRINE DIRECTOR OFTRANSPORTATaN -....St'5t ...:e S SCALE fF 50 I00 MICROFILM - STATE Or CALIFORNIA - DEPARTMENT OF 14400Fp0TATON- WCROFMM 200 400 I Sn 300 Vl. I'. h - -9° SO 600 SGae5b f : 5a 700 50 SCALC - • = 2Ci 5a .0 'la Maas ra- MICROFILM - STATE OF CAUFORR.A- DEPARTMENT OF TAMAP0■T&T.On-WC.OMA4 1 70 SO SO I 200 p 20 50 40 Sa CO 20 ea 00 1 a 20 SCALE •'=2d 0 10: -; ':40 • 50 A 00 300 I • a0 I NOTE: FOR RIGHT OF WAY DATA TOPOSRAPHY AND ACCURATE ACCESS DETERMINATION. SEE RIGHT OF WAY RECORD MAPS AT DISTRICT OFFICE �e—x—x--. LEGEND Type CL-6 Fence (New or Reconstructed) Access Control Existing Fence Asphalt Concrete Pavement Spillway (see Detail) CURVE DATA ND. R A L T O 200' 46°51'05' 163.54' 86.65' 200' 29=52'15' 104.27' 53.35' 2000' 05°58'51' 208.77' 104:48' 1000' 07=35'61' 132.51' 66.35! 1120 1110 0A Ea VAL Erb. Sh PROJECT OCR 1 DATE DESIGN OICR. 605+ 84.35 BC t Channel 5= N v Exist Obi 5'x2'RC8 .a' 4 Sierro Ave Exist Da'iRC&-?.�.� • 607 + 47.89 PRC 4 Channel Er:4.v.r.=so . ^r as - • 608 +52.16 EC t Channel 610+ 80.73 8C t dial Rel Qa 0. ;A y. 1100'' 3s.,'rr (Exist St. no Oroine wide Channel Lini tVG 608.506611+22.: Channel L. 7 8 - 9 610 605+22.17 POT 4 Rte I0= 20+ 00.00 POT 4 Sierra Ave is /2 ¢¢- /2 612+89.50 EC t Channel .Exist Store Droin s+e siR'sa;11nel3 618 Lining• +54 Channel RAT 3 S 84=28I Fu o (g& e ti $14 •r�e•RU�BIE, I 0 618.• 26.18 8C t Channel 619+ 58.68 EC t Channel 619+ 79.85 POT 4 Channel 61F= 619+ 75.00 POT t Channel Ah= 115' Lt 619+ 75.00 POT 4 Rte 10 yT� • -- OR-I000•3. f>, Chatelg( • 8- _- P. m- : • rae + N NORTH ROADBED 2 3 4 5 6 7 8 - 9 "' 620 1 +7a 2 -s;-•*tr0et =• - t 1 ' i I Seale: 1' = 100' 289 0 S • _ p'c C 6 • 0 ,Flaw is Ai _ - IFlow' ! o lame. - -• j' Ian °' 'M)m• •♦ + .t t 4 -a 87!56)034- E N 86°02'30' 6 6 7 8 619 1553 I 0 4.11011 .•=T wsw.rw ...=a 08 SBd 10 16.2/19.9 ' 4 1 107 L:ati, 51- PROJECT ENGINEER_ Reg 'sierra Civil neer Rod ''031 Date loproved September 6. /983 pillwpy (sae Detail) 4 ' 5 6 RL�{.i1AntICL� 1 Sr. - 0 • • • — .-.. _ L _ ..., _ _ ... 8 6 t 1120 1110 1 o -r ; S= 0.002 A S :8 t.U.T • natE • PLAN AND PROFILE 1661 0 1100 TOTALS 3503 0 1 2 3 4 5 6 7 8 9 630 DATE 1 I HEREBYCERTIFYTNATTNIS IS ATRIA ANOACCURATECOPYOFTHE ABOVE DOCUMENTTANEN UNDER MY DIRECTION AND CONTROLON THIS DATEIN SACRAMENTO.CAUFORNIAPURSUANTT0 AUTHORIZATION DYTNE DIRCIOROFTRANSPORTALON. IQ i/ - 9a I d-rvYC#/ tee4wV(444E ..- I ...MEMO'. 8F GUI/ .N_c.... , SCALE i. SO' n MICROF R.II-STATE OF CALIFORNIA -CEPARTMENT OF TROOiPORTAT2N-MICROFILM 200 __- 400 --- seen- rest( 600' SCALC F-= 20 UUMOr4L- STATE OF 6ALIFORRIA- OEPARTUENT aP TROMPOMATmeMICROFIIL SCALE ...to 100 _- 200• - 300 lean NOTE: FOR RIGHT OF HAY DATA, TOPOGRAPHY AND ACCURATE ACCESS DETERMINATION, SEE RIGHT OF HAY RECORD NAPS AT DISTRICT OFFICE. • .b'•.>rA. a ( 'cr_ u;Alb- Jet. • TEAFORARY . .. Hal Spi l lway/Driveway FASOM1Ni (see De)o i l ) SDTIIwoy (see iT.eta(1 f r •�• �, e-,?;t (:%ce Channel Access Ramp (see DetolI) . N 87'56'03• E - 7811.17' Instal MSG% •. PP eI.SBa ' 10 won n.s.erss ewes 1O 16:2/119.9 ' I 5e 107 -ate 4.414 PF-0JECT EN61 re4Vv,I n ow s91 Date Approved September 6, /983 W llway (see Detail) R/H t 3 4 -5 -5 7 8-+ 9 b- 643 - t �o A . _ a . - .. •Ep • ♦ i 630 ' ' r .1- J II10� 1100 :. 1090 OL De Ten Eels St.. 630 2010 0_ 2 1' 6 7. / ♦ ♦ . 9 - 640 1 - 2 - 3' _. Se ,0.002 • 7• 8 ,T t — 1 - 3 g 1 I • I 1 i w ROUTE re • Scale: 1A= 100' NORM ROADBED -• . 14_88°02'30e 2• :A - _____ - - _�7 . ate9 M • ;' IPrA 'r- 0 L- 662J 8 4 I - •• 9. 650 - / - _ 2 - 3 4 . 5 5 7 8 9 660 1 _ • 662 • f—•—...— } . Sel.0.002 ��'_�� •--• H !` •1 - e ooa FI.IT%v'elired Te iftltian • (l:w7.1:61.•.) • --1 • • • 1830 i 1 - • 1 2420.� 1 _►0_._I_ _-_. i.._ _. �� —5 640 [2i37 7 17Q88_. 3 4 • 1 'sue Io:Dlir ><' • i L 1110 1100 1090 L>pci A3IN OBI E: 1 • -1 : $IEET -• . . TOTALS 3148 ' 13.253 = 6 7 8 9 660 1 662 226 MELT BIM DATE DEMO ENCR. 041E 1 • I NERERYCERTIFYTNATTNIS=SATRUEANOACCURATECOPYOFTHEABOVE 00CUMENTTANEN UNDER NY OIRECT=ON ANC/ CONTROL ON THIS DATE IN SACRAMENIO. CAU FORNIA PURSUANT TO AUTHORIZATION BYTME DIRECTOR OF TRANSPORTATION. /a—lt —9DI�` '�°,,Ta� ,T��A�► i° i UPERYiSa4 Of 'Nil _.E. swum SCALE r, so. 200 . MICOOF0.M-STATE OF CAUFORNIA• CEPARTMENT OF TWItPORTATg0-WCN0fIVA sot"- t'•50' 400 600T0o , 300 se I se 5010 se I se SCALE 1"-. 2d o • 1 _Aan .N AO - s0 .D 70 AO MICROFIW-STATE OF CALIFORIIA-DEPARTMENT OF TAA610Mr10N-NICO FILM top 200 I n ,e An An :o a Te n a I .. ss .I. 50 SCALE w'P 2d ale Te se Ae 300 1