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HomeMy WebLinkAboutHawker Crawford Channel Study HAWKER CRAWFORD CHANNEL DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY CITY OF RANCHO CUCAMONGA SAN BERNARDINO COUNTY CALIFORNIA PREPARED FOR: l 0 CITY OF FONTANA 8353 SIERRA AVENUE FONTANA, CA 92335 (909) 350 -7600 PREPARED BY: AE ENGI NEERING 937 SOUTH VIA LATA, SUITE 500 COLTON, CA 92324 (909) 783 -0101 • FAx (909) 783 -0108 APRIL 13, 2005 DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA C ,. This report has b een prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. Q4� q �* No.66068 EXP. 4ZW * ) . C ' P 1 1S . ,' r� L • 'c Torreyson •/' E 66068 Date Seal Registered Civ. / ngineer State of California c C:\Documents and Settings\a_torreyson\Local Settings \Temporary Internet Files \OLK57 \Hawker Crawford Channel CB Hydrology Study_040605 (2).doc DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA TABLE OF CONTENTS I. PURPOSE AND SCOPE 1 II. PROJECT DESCRIPTION AND DRAINAGE AREA OVERVIEW 1 III. HYDROLOGY .2 IV. DESIGN CRITERIA 4 V. SUMMARY .5 VI. REFERENCES .5 FIGURES FIGURE 1: VICINITY MAP FIGURE 2: ULTIMATE STREET SECTION FOR CHERRY AVENUE FIGURE 3: CITY OF RANCHO CUCAMONGA ZONING MAP TABLES TABLE 1: INTERIM INLET AND LATERAL SUMMARY TABLE TABLE 2: PROPOSED- ALTERNATIVE 1 LATERAL SUMMARY TABLE TABLE 3: PROPOSED- ALTERNATIVE 2 LATERAL SUMMARY TABLE APPENDICES APPENDIX A: 25 -YEAR RATIONAL TABLING METHOD CALCULATIONS APPENDIX A.1: INTERIM - DRAINAGE AREA "A" APPENDIX A.2: INTERIM - DRAINAGE AREA "C" APPENDIX A.3 INTERIM - DRAINAGE AREA "D" APPENDIX A.4: ALTERNATIVE 1- DRAINAGE AREA "A" APPENDIX A.5: ALTERNATIVE 1- DRAINAGE AREA "B" APPENDIX A.6: ALTERNATIVE 1- DRAINAGE AREA "C" APPENDIX A.7 ALTERNATIVE 2- DRAINAGE AREA "A "& "B" APPENDIX B: 100 -YEAR RATIONAL TABLING METHOD CALCULATIONS APPENDIX B.1: INTERIM - DRAINAGE AREA "A" Now APPENDIX B.2: INTERIM - DRAINAGE AREA "C" C:\Documents and Settings\a_torreyson \Local Settings \Temporary Internet Files \OLK57 \Hawker Crawford Channel CB Hydrology Study_040605 (2).doc DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA C APPENDIX B.3: INTERIM - DRAINAGE AREA "D" APPENDIX B.4: ALTERNATIVE 1- DRAINAGE AREA "A" APPENDIX B.5: ALTERNATIVE 1- DRAINAGE AREA "B" APPENDIX B.6: ALTERNATIVE 1- DRAINAGE AREA "C" APPENDIX B.7 ALTERNATIVE 2- DRAINAGE AREA "A "& "B" APPENDIX C: INLET AND STORM DRAIN LATERAL CALCULATIONS EXHIBITS EXHIBIT "A ": HAWKER CRAWFORD CHANNEL SITE HYDROLOGY MAP- INTERIM (USING EXISTING LAND -USE) EXHIBIT "B ": HAWKER CRAWFORD CHANNEL SITE HYDROLOGY MAP - ALTERNATIVE 1 (USING ULTIMATE LAND -USE) EXHIBIT "C ": HAWKER CRAWFORD CHANNEL SITE HYDROLOGY MAP - ALTERNATIVE 2 (USING ULTIMATE LAND -USE) EXHIBIT "D ": HYDROLOGIC SOIL MAP C EXHIBIT "E ": 25 -YR/ 1 -HOUR ISOHYETAL MAP EXHIBIT "F ": 100 -YR/ 1 -HOUR ISOHYETAL MAP Adek C:\Documents and Settings\a_torreyson\Local Settings \Temporary Internet Files \OLK57\Hawker Crawford Channel CB Hydrology Study_040605 (2).doc DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA S I PURPOSE AND SCOPE The purpose of this study is to determine the 25 -year and 100 -year storm runoff tributary to the proposed drainage laterals and inlets for the Hawker Crawford Channel based upon the existing drainage boundary and ultimate development condition. The results of the study will establish the basis for sizing the proposed storm drain laterals and inlets. The scope of the study includes the following: 1. Determination of points of flow concentration and watershed areas through field investigations and review of the aerial topographic map with 2 -foot contours and the project design map with 1 -foot contours. 2. Determination of the 25 -year and 100 -year peak storm runoff draining into the various flow concentration points based upon the ultimate roadway section for Cherry Avenue and the proposed alignment for the Hawker Crawford Channel. The calculations were performed based upon the tributary drainage areas and ultimate land -use utilizing the San Bernardino County Rational Tabling Method. The Civil Cadd/Civil Design computer software was used for the analysis. 3. Preliminary sizing of the proposed inlets and lateral pipes based upon the tributary flow rates. 4. Preparation of the site hydrology report including the appropriate exhibits. '+41160 II. PROJECT DESCRIPTION AND DRAINAGE AREA OVERVIEW The Hawker Crawford Channel project generally runs along the west side of the I -15 and it consists of approximately 3,800 feet of open channel extending from Beech Avenue to the existing San Sevaine Basin No. 5 in the City of Fontana. This channel will cross Cherry Avenue via a reinforced concrete box culvert. The project is a part of the San Bernardino County Flood Control District's (SBCFCD) San Sevaine Creek System. It is also identified as a major drainage system in the City of Fontana's Master Plan of Drainage. This channel will serve as outlet for the existing Summit Avenue storm drain located in Summit Avenue, east of the I -15. The existing Hawker Crawford concrete - lined channel that runs in a southwesterly direction and outlets into San Sevaine Basin No. 3 will be removed, disposed of, and graded to match the adjacent ground elevation (see Fig. 1). The 100 -year mainline design flow for the Hawker Crawford Channel ranges from 3,320 to 5,340 ft /sec as determined by SBCFCD (Ref. 2). As mentioned previously, the proposed drainage system will serve as outlet for the existing Summit Avenue storm drain including the future lateral in Cherry Avenue and the future development bounded by I -15, Cherry Avenue and Beech Avenue (Summit Avenue). t 'r.® C:\Documents and Settings\a_torreyson\Local Settings \Temporary Internet Files \OLK57\Hawker Crawford Channel CB Hydrology Study_040605 (2).doc 1 DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA There are three existing culverts under the I -15 freeway that currently drain into the project area. These culverts will be extended and connected into the proposed channel. The development types within the project drainage area, existing and proposed, consist of open space (undeveloped) and commercial, respectively. The majority of the project area is considered relatively steep with uniform slope of approximately 2 percent. III. HYDROLOGY At the City of Fontana's direction, the catch basin and inlet design flow rates were developed based upon the 25 -year and 100 -year storm events. The 25 -year storm is defined as a storm that has a four - percent chance of occurring in any given year while the 100 -year storm is described as a storm that has a one - percent chance of occurring in any given year. Due to the size of the tributary drainage areas, the Rational Tabling Method was used in this study. Computations were performed using the computer program developed by Civil Cadd/Civil Design. The mainline hydrology studies for the Hawker Crawford Channel and Summit Avenue storm drain (prepared by SBCFCD and Madole & Associates) were used as the basis for the catch basin hydrology study. SBCFCD's Hydrology Manual (Ref. 1) was used to verify the hydrological parameters used in the mainline hydrology study. The overall study watershed boundary was determined based upon SBCFCD's mainline hydrology study. Sub - watershed boundaries were determined using "Madole's" topographic maps (2 -foot contours), the project design topographic maps (1 -foot contours), and field reviews. Field reviews were conducted to determine existing flow patterns, existing drainage facilities and development types. The 25- year /1 -hour and 100 - year /1 -hour rainfall intensity values are 1.05 inches/hour and 1.56 inches/hour, respectively. The slope of intensity duration curve is 0.60. The aforementioned values were obtained from SBCFCD's mainline hydrology study (Ref. 2). Hydrologic soils group A is the predominant soil type in the study area. Hydrologic soils group B is encountered near the outer limits of the study area (see Exhibit D). Antecedent Moisture Condition 2 (AMC -2) was used for the study area in accordance with the SBCFCD's design requirements. The land -use designation used in this study was obtained from the City of Rancho Cucamonga Land Use Zoning Map provided by the City (see Figure 3). According to the land -use plan, the study area is zoned for "commercial ", which is consistent with SBCFCD's hydrology study for the Hawker Crawford Channel. The Haestad Flowmaster computer program was used to analyze the flow conveyance capacity for the ultimate Cherry Avenue. The rating table that results from that analysis C:\Documents and Settings\a_torreyson \Local Settings \Temporary Internet Files \OLK57\Hawker Crawford Channel CB Hydrology Study_040605 (2).doc 2 DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA C is included under Appendix C. The 25 -year rating table for Cherry Avenue was developed to include one 12 -foot "dry" p dry lane, Lane 1, which is the closest lane to the median. Provision for this "dry" lane limits the maximum flow conveyance capacity of the roadway section to a flow depth that is less than the height of the curb (0.46 feet versus 0.67 feet [8 -inch curb]). The 100 -year rating table for Cherry Avenue was generated based upon the allowable flow conveyance section between the right of way and the centerline of the ultimate median. The hydrology study was performed based upon 3 development conditions: (1) Interim Condition, (2) Proposed Condition — Alternative 1, and (3) Proposed Condition — Alternative 2. The "Interim Condition" study was performed based upon the existing land -use (undeveloped) and topography. This option assumes that the existing Hawker Crawford Channel has been removed and the area, re- graded. The flows generated for this study will be used to size the interim inlets at nodal points 104, 108, 115, 214, 305, 402 and 405. The "Proposed Condition — Alternative 1 and 2" studies were prepared using the ultimate land -use and street section for Cherry Avenue. The flows generated for this study will be used to design the lateral pipes. The difference between Alternatives 1 and 2 involves the routing of the flows; Alternative 1 assumes that the future development for the study area will drain southerly into the proposed Hawker Crawford channel at nodal points 104, 108 """ and 115 while Alternative 2 assumes that the northerly half of the study area (north of the existing Hawker Crawford Channel) will drain into Cherry Avenue. Alternative 1 follows the same watershed boundaries as the interim condition study. Alternative 1 would provide the maximum developed flow rates for the proposed lateral pipes north of the proposed channel, whereas Alternative 2 would provide the maximum potential flow rate on Cherry Avenue. During the preliminary design phase and in an effort to provide the maximum conveyance capacity, the flows generated at nodal points 104 and 108 will be added directly (without considering the difference in the time of concentration, Tc) to size the proposed lateral pipe at nodal point 108. The same approach will be used to design the proposed lateral pipe at nodal point 115 (i.e. flows generated at nodal points 104, 108 and 115 will be added directly). IV. DESIGN CRITERIA During the preliminary drainage design phase, catch basins and inlets will be sized and strategically located to intercept the tributary storm flows in order to meet the following criteria: (1) the 25 -year flows shall be contained within the street curb section while allowing one travel lane to be "dry" in each direction; and (2) the 100 -year flows shall be contained within the limits of the street right of way. In general, the 25 -year flows will be intercepted via catch basins if either criterion is exceeded. Residual flows by- passing the pick -up points during the 100 -year storm event will be included in the flow conveyance capacity computations for the next subsequent and downstream nodal point. C:\Documents and Settings\a_torreyson\Local Settings \Temporary Internet Files \OLK57 \Hawker Crawford Channel CB Hydrology Study_040605 (2).doc 3 DRAINAGE INLET /CATCH BASIN HYDROLOGY STUDY HAWKER CRAWFORD CHANNEL PROJECT CITY OF FONTANA, CA Catch basins or inlets will be provided at the sump areas to intercept the tributary 100 - year flows. The total 100 -year surface flow tributary to Cherry Avenue at the Hawker Crawford Channel crossing will be intercepted to ensure that no residual flows will be allowed to bypass the channel during the 100 -year flood event. The peak flow rate for the proposed Summit Avenue storm drain was obtained from the City of Fontana as part of Summit Avenue Storm Drain MPSD Line B (Ref. 3). V. SUMMARY Based upon the results of the catch basin and inlet hydrology study, a total of seven collection nodal points or catch basin/inlet pick up points are preliminarily identified. Three of these nodal points are located along the north side of the proposed channel (104, 108, and 115), two are located along the south side of the proposed channel (402 and 405), one is located within Cherry Avenue just north of the Hawker Crawford Channel crossing (214) and one will be located directly adjacent to San Sevaine Basin No. 4 (305). Tables 1, 2, and 3 show the results of the study. The supporting calculations can be found in the Appendix section of the report. VI. REFERENCES 1. San Bernardino County Flood Control District Hydrology Manual, (August, 1986). 2. San Bernardino County Flood Control District's San Sevaine Master Drainage Study 3. "Summit Avenue Storm Drain MPSD Line B" by Madole & Associates, Inc., June 2002 4. City of Rancho Cucamonga Design Policy Manual c C:\Documents and Settings\a_torreyson \Local Settings \Temporary Internet Files \OLK57\Hawker Crawford Channel CB Hydrology Study_040605 (2).doc 4 VICINITY MAP c EXISTING HUNTER'S RICE DEVELOPMENT °® 4AWd ° - - - BEECH AVENUE APN 226 - 121 -011 / / INTEX I INLAND /// / I / // / • t. Cam` , %/ tit Iri te � � // i'4 SAN SEVANE BASIN Na / `C' APN 0226 - 121 -12 / // Y�'ASu"� // C // N 0226-112-L �,� • Arkill A 4‘ SAN SEVANE SAM NO 4 // • 4/e SAN SEVAINE SASH Na 5 / / / C AEISCASC ENG! N EERI N G FIGURE 1 937 SUITE Op LATA COLTON, CA 92324 PH. 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' U U o U o 0 0 U C4 x 5 ,t •te 5 •a a cg » �'' 0 of �' z b re) ^ i :5, t; cr) -,,-, ° Qo a ti. f 3 0 o H a all ffi a a) ers CD CI CI et z eel W a a a z W O� ∎ N N cc; H� z 00 © r ■ N r1 ,-.1 ,-4 N W s a d' .- Vo r� o 00 isi 00 M W 00 I l N N M 0 in 'r 0 iiiise c M W .F - f•R t U PI g. ;.. E. i C - a E1 el a a N N M N a O N ��rr✓ APPENDIX A.1: INTERIM - DRAINAGE AREA "A" c San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/11/05 HAWKER CRAWFORD CHANNEL AREA A PART 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Initial subarea data: Initial area flow distance = 594.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) Bottom (of initial area) elevation = 1508.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05387 s( %)= 5.39 TC = k(0.706) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.295 min. Rainfall intensity = 2.739(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.634 Subarea runoff = 3.994(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1508.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 377.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 9.156(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 9.156(CFS) Depth of flow = 0.467(Ft.), Average velocity = 3.306(Ft /s) Channel flow top width = 6.867(Ft.) Flow Velocity = 3.31(Ft /s) Travel time = 1.90 min. Time of concentration = 18.20 min. Critical depth = 0.441(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.40 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.660(In/Hr) Rainfall intensity = 2.564(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.654 Subarea runoff = 10.258(CFS) for 6.200(Ac.) Total runoff = 14.252(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 8.50(Ac.) Area averaged Fm value = 0.701(In /Hr) Depth of flow = 0.602(Ft.), Average velocity = 3.819(Ft /s) Critical depth = 0.582(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1478.000(Ft.) Channel length thru subarea = 948.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 22.207(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 22.207(CFS) (::: Depth of flow = 0.754(Ft.), Average velocity = 4.529(Ft/s) Channel flow top width = 8.014(Ft.) Flow Velocity = 4.53(Ft /s) Travel time = 3.49 min. ' Time of concentration = 21.68 min. mow' Critical depth = 0.766(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.40 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.660(In /Hr) Rainfall intensity = 2.307(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.636 Subarea runoff = 15.832(CFS) for 12.000(Ac.) Total runoff = 30.085(CFS) Effective area this stream = 20.50(Ac.) Total Study Area (Main Stream No. 1) = 20.50(Ac.) Area averaged Fm value = 0.677(In /Hr) Depth of flow = 0.892(Ft.), Average velocity = 4.969(Ft/s) Critical depth = 0.914(Ft.) End of computations, Total Study Area = 20.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. (::: Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 60.1 Barr' 0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/11/05 HAWKER CRAWFORD CHANNEL AREA A PART 2 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Apo., Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 106.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In /Hr) Initial subarea data: Initial area flow distance = 707.000(Ft.) Top (of initial area) elevation = 1504.000(Ft.) Bottom (of initial area) elevation = 1488.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02263 s(%)= 2.26 TC = k(0.706) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 20.779 min. Rainfall intensity = 2.367(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.692 Subarea runoff = 3.602(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 (::: Initial area Fm value = 0.548(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 107.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1488.000(Ft.) Downstream point elevation = 1476.000(Ft.) Channel length thru subarea = 570.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 6.271(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 6.271(CFS) Depth of flow = 0.376(Ft.), Average velocity = 2.903(Ft /s) Channel flow top width = 6.503(Ft.) Flow Velocity = 2.90(Ft /s) Travel time = 3.27 min. Time of concentration = 24.05 min. Critical depth = 0.348(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.700 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 55.70 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.738(In /Hr) Rainfall intensity = 2.168(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.620 Subarea runoff = 5.271(CFS) for 4.400(Ac.) Total runoff = 8.873(CFS) Effective area this stream = 6.60(Ac.) Total Study Area (Main Stream No. 1) = 6.60(Ac.) Area averaged Fm value = 0.675(In /Hr) Depth of flow = 0.459(Ft.), Average velocity = 3.263(Ft/s) Critical depth = 0.434(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 108.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1476.000(Ft.) Downstream point elevation = 1462.000(Ft.) Channel length thru subarea = 660.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 10.947(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 10.947(CFS) Depth of flow = 0.517(Ft.), Average velocity = 3.506(Ft /s) Channel flow top width = 7.070(Ft.) Flow Velocity = 3.51(Ft /s) Travel time = 3.14 min. Time of concentration = 27.19 min. Critical depth = 0.492(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Rainfall intensity = 2.015(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.574 Subarea runoff = 4.075(CFS) for 4.600(Ac.) Total runoff = 12.948(CFS) Effective area this stream = 11.20(Ac.) Total Study Area (Main Stream No. 1) = 11.20(Ac.) Area averaged Fm value = 0.730(In /Hr) Depth of flow = 0.570(Ft.), Average velocity = 3.703(Ft /s) Critical depth = 0.547(Ft.) End of computations, Total Study Area = 11.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. (::: Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 56.0 ��rrr (:: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA A PART 3 + B PART 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 c +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In /Hr) Initial subarea data: Initial area flow distance = 831.000(Ft.) Top (of initial area) elevation = 1511.000(Ft.) Bottom (of initial area) elevation = 1492.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02286 s( %)= 2.29 TC = k(0.706) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 22.122 min. Rainfall intensity = 2.280(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.684 Subarea runoff = 8.262(CFS) Total initial stream area = 5.300(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.548(In /Hr) c +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ (:: Process from Point /Station 111.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * *** Upstream point elevation = 1492.000(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 674.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 13.314(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 13.314(CFS) Depth of flow = 0.608(Ft.), Average velocity = 3.520(Ft /s) Channel flow top width = 7.433(Ft.) Flow Velocity = 3.52(Ft /s) Travel time = 3.19 min. Time of concentration = 25.31 min. Critical depth = 0.559(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.600 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 57.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.713(In /Hr) Rainfall intensity = 2.103(In /Hr) for a 25.0 year storm fir Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.622 Subarea runoff = 10.042(CFS) for 8.700(Ac.) Total runoff = 18.304(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 14.00(Ac.) Area averaged Fm value = 0.650(In /Hr) Depth of flow = 0.728(Ft.), Average velocity = 3.892(Ft/s) Critical depth = 0.680(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 115.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1480.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 1253.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 22.096(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 22.096(CFS) Depth of flow = 0.745(Ft.), Average velocity = 4.570(Ft /s) Channel flow top width = 7.980(Ft.) Flow Velocity = 4.57(Ft /s) Travel time = 4.57 min. Time of concentration = 29.88 min. C Critical depth = 0.758(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Rainfall intensity = 1.904(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.561 Subarea runoff = 7.533(CFS) for 10.200(Ac.) Total runoff = 25.836(CFS) Effective area this stream = 24.20(Ac.) Total Study Area (Main Stream No. 1) = 24.20(Ac.) Area averaged Fm value = 0.717(In /Hr) Depth of flow = 0.813(Ft.), Average velocity = 4.796(Ft/s) Critical depth = 0.836(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 115.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: (:: In Main Stream number: 1 Stream flow area = 24.200(Ac.) Runoff from this stream = 25.836(CFS) Time of concentration = 29.88 min. Rainfall intensity = 1.904(In /Hr) Area averaged loss rate (Fm) = 0.7174(In /Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 561.000(Ft.) Top (of initial area) elevation = 1506.000(Ft.) Bottom (of initial area) elevation = 1490.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02852 s( %)= 2.85 (:: TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.788 min. Rainfall intensity = 4.265(In /Hr) for a 25.0 year storm (:: Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 3.001(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 204.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1490.000(Ft.) End of street segment elevation = 1477.000(Ft.) Length of street segment = 893.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 (:: Estimated mean flow rate at midpoint of street = 4.081(CFS) Depth of flow = 0.293(Ft.), Average velocity = 2.489(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.325(Ft.) Flow velocity = 2.49(Ft /s) Travel time = 5.98 min. TC = 13.77 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.030(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.871 Subarea runoff = 2.014(CFS) for 1.100(Ac.) Total runoff = 5.015(CFS) Effective area this stream = 1.90(Ac.) Total Study Area (Main Stream No. 2) = 26.10(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 5.015(CFS) Half street flow at end of street = 2.507(CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.605(Ft /s) Flow width (from curb towards crown)= 9.143(Ft.) (:: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 (:: * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1477.000(Ft.) End of street segment elevation = 1454.000(Ft.) Length of street segment = 970.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.981(CFS) Depth of flow = 0.304(Ft.), Average velocity = 3.275(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.869(Ft.) Flow velocity = 3.27(Ft /s) Travel time = 4.94 min. TC = 18.70 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 (:: Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group-D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.522(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.865 Subarea runoff = 1.747(CFS) for 1.200(Ac.) Total runoff = 6.762(CFS) Effective area this stream = 3.10(Ac.) Total Study Area (Main Stream No. 2) = 27.30(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.762(CFS) Half street flow at end of street = 3.381(CFS) Depth of flow = 0.314(Ft.), Average velocity = 3.366(Ft/s) Flow width (from curb towards crown)= 9.369(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 115.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1454.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 123.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 (: r Maximum depth of channel = 3.000(Ft.) � Flow(q) thru subarea = 6.762(CFS) Depth of flow = 0.346(Ft.), Average velocity = 3.436(Ft/s) Channel flow top width = 6.383(Ft.) Flow Velocity = 3.44(Ft /s) Travel time = 0.60 min. Time of concentration = 19.30 min. Critical depth = 0.367(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 115.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.100(Ac.) Runoff from this stream = 6.762(CFS) Time of concentration = 19.30 min. Rainfall intensity = 2.474(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) (:: 1 25.84 24.200 29.88 0.717 1.904 2 6.76 3.100 19.30 0.098 2.474 Qmax(1) = 1.000 * 1.000 * 25.836) + 0.760 * 1.000 * 6.762) + = 30.974 Qmax(2) = 1.481 * 0.646 * 25.836) + 1.000 * 1.000 * 6.762) + = 31.480 Total of 2 main streams to confluence: Flow rates before confluence point: 26.836 7.762 Maximum flow rates at confluence using above data: 30.974 31.480 Area of streams before confluence: 24.200 3.100 Effective area values after confluence: 27.300 18.731 Results of confluence: Total flow rate = 31.480(CFS) Time of concentration = 19.301 min. Effective stream area after confluence = 18.731(Ac.) Study area average Pervious fraction(Ap) = 0.898 Study area average soil loss rate(Fm) = 0.647(In /Hr) (:2 Study area total = 27.30(Ac.) End of computations, Total Study Area = 27.30 (Ac.) The following figures may (:: be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluendes in the rational equation. Area averaged pervious area fraction(Ap) = 0.898 Area averaged SCS curve number = 54.1 0 c APPENDIX A.2: INTERIM - DRAINAGE AREA "C" San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/11/05 HAWKER CRAWFORD CHANNEL AREA C + B PART 2 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 301.000 to Point /Station 302.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1474.000(Ft.) Bottom (of initial area) elevation = 1458.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02667 s(%)= 2.67 TC = k(0.706) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 18.831 min. Rainfall intensity = 2.511(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.610 Subarea runoff = 3.523(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 (::: Initial area Fm value = 0.810(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 302.000 to Point /Station 305.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1458.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 711.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 6.695(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 6.695(CFS) Depth of flow = 0.468(Ft.), Average velocity = 2.411(Ft /s) Channel flow top width = 6.872(Ft.) Flow Velocity = 2.41(Ft /s) Travel time = 4.92 min. Time of concentration = 23.75 min. Critical depth = 0.363(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Rainfall intensity = 2.185(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.567 Subarea runoff = 6.257(CFS) for 5.600(Ac.) Total runoff = 9.780(CFS) Effective area this stream = 7.90(Ac.) Total Study Area (Main Stream No. 1) = 7.90(Ac.) Area averaged Fm value = 0.810(In /Hr) Depth of flow = 0.582(Ft.), Average velocity = 2.729(Ft/s) Critical depth = 0.461(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 302.000 to Point /Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.900(Ac.) Runoff from this stream = 9.780(CFS) Time of concentration = 23.75 min. Rainfall intensity = 2.185(In /Hr) Area averaged loss rate (Fm) = 0.8095(In /Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 208.000 * * ** INITIAL AREA EVALUATION * * ** (::: COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1508.000(Ft.) Bottom (of initial area) elevation = 1496.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.03000 s(%)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.734 min. Rainfall intensity = 4.654(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 4.921(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 C * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1496.000(Ft.) End of street segment elevation = 1478.000(Ft.) Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.281(CFS) Depth of flow = 0.335(Ft.), Average velocity = 3.009(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.408(Ft.) Flow velocity = 3.01(Ft /s) Travel time = 5.87 min. TC = 12.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 C Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 �, SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.195(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.872 Subarea runoff = 4.557(CFS) for 2.200(Ac.) Total runoff = 9.478(CFS) Effective area this stream = 3.40(Ac.) Total Study Area (Main Stream No. 2) = 11.30(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 9.478(CFS) Half street flow at end of street = 4.739(CFS) Depth of flow = 0.359(Ft.), Average velocity = 3.199(Ft /s) Flow width (from curb towards crown)= 11.639(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 210.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1478.000(Ft.) End of street segment elevation = 1453.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.142(CFS) Depth of flow = 0.347(Ft.), Average velocity = 3.784(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstree flow width = 11.016(Ft.) Flow velocity = 3.78(Ft /s) Travel time = 4.36 min. TC = 16.97 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.674(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.867 Subarea runoff = 1.186(CFS) for 1.200(Ac.) Total runoff = 10.664(CFS) Effective area this stream = 4.60(Ac.) e Total Study Area (Main Stream No. 2) = 12.50(Ac.) C Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 10.664(CFS) Half street flow at end of street = 5.332(CFS) Depth of flow = 0.352(Ft.), Average velocity = 3.829(Ft /s) Flow width (from curb towards crown)= 11.252(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 305.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1453.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 525.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 10.664(CFS) Depth of flow = 0.740(Ft.), Average velocity = 2.224(Ft/s) Channel flow top width = 7.959(Ft.) Flow Velocity = 2.22(Ft /s) Travel time = 3.93 min. Time of concentration = 20.90 min. Critical depth = 0.484(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.600(Ac.) Runoff from this stream = 10.664(CFS) Time of concentration = 20.90 min. Rainfall intensity = 2.359(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 9.78 7.900 23.75 0.810 2.185 2 10.66 4.600 20.90 0.098 2.359 Qmax(1) = 1.000 * 1.000 * 9.780) + 0.923 * 1.000 * 10.664) + = 19.623 Qmax(2) = 1.127 * 0.880 * 9.780) + 1.000 * 1.000 * 10.664) + = 20.360 Total of 2 main streams to confluence: Flow rates before confluence point: 10.780 11.664 (::: Maximum flow rates at confluence using above data: 19.623 20.360 Area of streams before confluence: 7.900 4.600 Effective area values after confluence: 12.500 11.553 Results of confluence: Total flow rate = 20.360(CFS) Time of concentration = 20.899 min. Effective stream area after confluence = 11.553(Ac.) Study area average Pervious fraction(Ap) = 0.669 Study area average soil loss rate(Fm) = 0.548(In /Hr) Study area total = 12.50(Ac.) End of computations, Total Study Area = 12.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.669 Area averaged SCS curve number = 43.4 c c APPENDIX A.3: INTERIM - DRAINAGE AREA "D" r (:: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA D - INTERIM 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 (:: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 401.000 to Point /Station 402.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1502.000(Ft.) Bottom (of initial area) elevation = 1472.000(Ft.) Difference in elevation = 30.000(Ft.) Slope = 0.03000 s(%)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.715 min. Rainfall intensity = 3.736(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.876 Subarea runoff = 14.733(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) (:: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ (:: Process from Point /Station 403.000 to Point /Station 405.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1162.000(Ft.) Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation = 1462.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.01721 s( %)= 1.72 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.529 min. Rainfall intensity = 3.371(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.874 Subarea runoff = 14.729(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) End of computations, Total Study Area = 9.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 c c APPENDIX A.4: ALTERNATIVE 1- DRAINAGE AREA "A" San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA A PART 1 - ALTERNATIVE 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Scope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 594.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) Bottom (of initial area) elevation = 1508.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05387 s( %)= 5.39 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.016 min. Rainfall intensity = 4.541(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 9.198(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.100 (::: Initial area Fm value = 0.098(In /Hr) ++++++++++++++++++++++++++++++++++ t++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1508.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 377.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 20.545(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 20.545(CFS) Depth of flow = 0.456(Ft.), Average velocity = 7.614(Ft /s) Channel flow top width = 6.825(Ft.) Flow Velocity = 7.61(Ft /s) Travel time = 0.83 min. Time of concentration = 7.84 min. Critical depth = 0.727(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In /Hr) Rainfall intensity = 4.248(In /Hr) for a 25.0 year storm err Effective runoff coefficient used for area,(total area with modified rational method) (Q =KCIA) is C = 0.881 Subarea runoff = 22.622(CFS) for 6.200(Ac.) Total runoff = 31.819(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 8.50(Ac.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.587(Ft.), Average velocity = 8.786(Ft/s) Critical depth = 0.945(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1478.000(Ft.) Channel length thru subarea = 948.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 50.408(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 50.408(CFS) Depth of flow = 0.742(Ft.), Average velocity = 10.477(Ft/s) Channel flow top width = 7.968(Ft.) Flow Velocity = 10.48(Ft /s) Travel time = — 9.35 min. 1.51 min. Time of concentration = Critical depth 1.234(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In /Hr) Rainfall intensity = 3.822(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 37.108(CFS) for 12.000(Ac.) Total runoff = 68.928(CFS) Effective area this stream = 20.50(Ac.) Total Study Area (Main Stream No. 1) = 20.50(Ac.) Area averaged Fm value = 0.087(In /Hr) Depth of flow = 0.883(Ft.), Average velocity = 11.531(Ft /s) Critical depth = 1.469(Ft.) End of computations, Total Study Area = 20.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 44.8 c C San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA A PART 2 - ALTERNATIVE 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 106.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 707.000(Ft.) Top (of initial area) elevation = 1504.000(Ft.) Bottom (of initial area) elevation = 1488.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02263 s( %)= 2.26 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.947 min. Rainfall intensity = 3.925(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 7.626(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) • +++++++++++++++++++++++++++++++++++++ t+ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++7 Process from Point /Station 106.000 to Point /Station 107.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1488.000(Ft.) Downstream point elevation = 1476.000(Ft.) Channel length thru subarea = 570.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 14.265(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 14.265(CFS) Depth of flow = 0.370(Ft.), Average velocity = 6.714(Ft /s) Channel flow top width = 6.481(Ft.) Flow Velocity = 6.71(Ft /s) Travel time = 1.41 min. Time of concentration = 10.36 min. Critical depth = 0.586(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.700 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 39.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.092(In/Hr) Rainfall intensity = 3.594(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.878 Subarea runoff = 13.210(CFS) for 4.400(Ac.) Total runoff = 20.836(CFS) Effective area this stream = 6.60(Ac.) Total Study Area (Main Stream No. 1) = 6.60(Ac.) Area averaged Fm value = 0.086(In /Hr) Depth of flow = 0.461(Ft.), Average velocity = 7.629(Ft/s) Critical depth = 0.734(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 108.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1476.000(Ft.) Downstream point elevation = 1462.000(Ft.) Channel length thru subarea = 660.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 26.855(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 26.855(CFS) Depth of flow = 0.532(Ft.), Average velocity = 8.315(Ft /s) Nome Channel flow top width = 7.130(Ft.) Flow Velocity = 8.32(Ft /s) Travel time = 1.32 min. Time of concentration = 11.69 min. Critical depth = 0.859(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.344(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.876 Subarea runoff = 11.954(CFS) for 4.600(Ac.) Total runoff = 32.790(CFS) Effective area this stream = 11.20(Ac.) Total Study Area (Main Stream No. 1) = 11.20(Ac.) Area averaged Fm value = 0.091(In /Hr) Depth of flow = 0.597(Ft.), Average velocity = 8.870(Ft /s) Critical depth = 0.961(Ft.) End of computations, Total Study Area = 11.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 39.5 Skisro' (:: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA A PART 3 - ALTERNATIVE 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 :: Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 831.000(Ft.) Top (of initial area) elevation = 1511.000(Ft.) Bottom (of initial area) elevation = 1492.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02286 s(%)= 2.29 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.525 min. Rainfall intensity = 3.780(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 17.681(CFS) Total initial stream area = 5.300(Ac.) Pervious area fraction = 0.100 0 0" Initial area Fm value = 0.073(In /Hr) �ti (:: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1492.000(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 674.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 30.304(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 30.304(CFS) Depth of flow = 0.600(Ft.), Average velocity = 8.149(Ft /s) Channel flow top width = 7.399(Ft.) Flow Velocity = 8.15(Ft /s) Travel time = 1.38 min. Time of concentration = 10.90 min. Critical depth = 0.922(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.600 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 41.60 (:: Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.090(In/Hr) Rainfall intensity = 3.486(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.878 Subarea runoff = 25.182(CFS) for 8.700(Ac.) Total runoff = 42.862(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 14.00(Ac.) Area averaged Fm value = 0.084(In /Hr) Depth of flow = 0.730(Ft.), Average velocity = 9.092(Ft /s) Critical depth = 1.125(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 115.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1480.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 1253.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 54.923(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 54.923(CFS) ew Depth of flow = 0.772(Ft.), Average velocity = 10.875(Ft /s) Channel flow top width = 8.087(Ft.) Flow Velocity = 10.88(Ft /s) (:: Travel time = 1.92 min. Time of concentration = 12.82 min. Critical depth = 1.297(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.162(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.874 Subarea runoff = 24.060(CFS) for 10.200(Ac.) Total runoff = 66.922(CFS) Effective area this stream = 24.20(Ac.) Total Study Area (Main Stream No. 1) = 24.20(Ac.) Area averaged Fm value = 0.090(In /Hr) Depth of flow = 0.862(Ft.), Average velocity = 11.553(Ft /s) Critical depth = 1.453(Ft.) End of computations, Total Study Area = 24.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. �...• Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 40.7 APPENDIX A.5: ALTERNATIVE 1- DRAINAGE AREA "B" San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA B - ALTERNATIVE 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 tw' Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 561.000(Ft.) Top (of initial area) elevation = 1506.000(Ft.) Bottom (of initial area) elevation = 1490.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02852 s(%)= 2.85 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.788 min. Rainfall intensity = 4.265(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 3.001(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) (::: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 204.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1490.000(Ft.) End of street segment elevation = 1477.000(Ft.) Length of street segment = 893.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.081(CFS) Depth of flow = 0.293(Ft.), Average velocity = 2.489(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.325(Ft.) Flow velocity = 2.49(Ft /s) Travel time = 5.98 min. TC = 13.77 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.030(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.871 Subarea runoff = 2.014(CFS) for 1.100(Ac.) Total runoff = 5.015(CFS) Effective area this stream = 1.90(Ac.) Total Study Area (Main Stream No. 1) = 1.90(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 5.015(CFS) Half street flow at end of street = 2.507(CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.605(Ft /s) Flow width (from curb towards crown)= 9.143(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1477.000(Ft.) End of street segment elevation = 1454.000(Ft.) ewR, Length of street segment = 970.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) ;� Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.981(CFS) Depth of flow = 0.304(Ft.), Average velocity = 3.275(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.869(Ft.) Flow velocity = 3.27(Ft /s) Travel time = 4.94 min. TC = 18.70 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.522(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.865 Subarea runoff = 1.747(CFS) for 1.200(Ac.) Total runoff = 6.762(CFS) Effective area this stream = 3.10(Ac.) Total Study Area (Main Stream No. 1) = 3.10(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.762(CFS) Half street flow at end of street = 3.381(CFS) Depth of flow = 0.314(Ft.), Average velocity = 3.366(Ft/s) Flow width (from curb towards crown)= 9.369(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.762(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.762(CFS) Normal flow depth in pipe = 8.92(In.) Flow top width inside pipe = 14.73(In.) Critical Depth = 12.54(In.) Pipe flow velocity = 8.90(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 18.78 min. Aa. Ammo. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 205.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 6.762(CFS) Time of concentration = 18.78 min. Rainfall intensity = 2.515(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 208.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1508.000(Ft.) Bottom (of initial area) elevation = 1496.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.03000 s(%)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.734 min. Rainfall intensity = 4.654(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 4.921(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1496.000(Ft.) End of street segment elevation = 1478.000(Ft.) Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) (::: Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.281(CFS) Depth of flow = 0.335(Ft.), Average velocity = 3.009(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.408(Ft.) Flow velocity = 3.01(Ft /s) Travel time = 5.87 min. TC = 12.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.195(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.872 Subarea runoff = 4.557(CFS) for 2.200(Ac.) Total runoff = 9.478(CFS) Effective area this stream = 3.40(Ac.) Total Study Area (Main Stream No. 2) = 6.50(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 9.478(CFS) Half street flow at end of street = 4.739(CFS) Depth of flow = 0.359(Ft.), Average velocity = 3.199(Ft /s) Flow width (from curb towards crown)= 11.639(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 210.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1478.000(Ft.) End of street segment elevation = 1453.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.142(CFS) Depth of flow = 0.347(Ft.), Average velocity = 3.784(Ft/s) e Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.016(Ft.) Flow velocity = 3.78(Ft /s) Travel time = 4.36 min. TC = 16.97 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.674(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.867 Subarea runoff = 1.186(CFS) for 1.200(Ac.) Total runoff = 10.664(CFS) Effective area this stream = 4.60(Ac.) Total Study Area (Main Stream No. 2) = 7.70(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 10.664(CFS) Half street flow at end of street = 5.332(CFS) Depth of flow = 0.352(Ft.), Average velocity = 3.829(Ft/s) Flow width (from curb towards crown)= 11.252(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.664(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.664(CFS) Normal flow depth in pipe = 10.49(In.) Flow top width inside pipe = 17.75(In.) Critical Depth = 15.03(In.) Pipe flow velocity = 9.98(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 17.03 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.600(Ac.) Runoff from this stream = 10.664(CFS) Time of concentration = 17.03 min. Rainfall intensity = 2.667(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity c No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 6.76 3.100 18.78 0.098 2.515 2 10.66 4.600 17.03 0.098 2.667 Qmax(1) = 1.000 * 1.000 * 6.762) + 0.941 * 1.000 * 10.664) + = 16.796 Qmax(2) = 1.063 * 0.907 * 6.762) + 1.000 * 1.000 * 10.664) + = 17.182 Total of 2 main streams to confluence: Flow rates before confluence point: 7.762 11.664 Maximum flow rates at confluence using above data: 16.796 17.182 Area of streams before confluence: 3.100 4.600 Effective area values after confluence: 7.700 7.412 Results of confluence: Total flow rate = 17.182(CFS) Time of concentration = 17.032 min. Effective stream area after confluence = 7.412(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total = 7.70(Ac.) End of computations, Total Study Area = 7.70 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 APPENDIX A.6: ALTERNATIVE 1- DRAINAGE AREA "C" c /41r0w San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA C - ALTERNATIVE 1 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++ 4 +++++++++++++++++++ ++ + + +t+ + + + + ++++ +4-+ ++ +++ + + + ++ + ++ +TTY + +++++ ++ ++ Process from Point /Station 301.000 to Point /Station 302.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1474.000(Ft.) Bottom (of initial area) elevation = 1458.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02667 s( %)= 2.67 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.108 min. Rainfall intensity = 4.164(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 8.416(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.100 fie"' Initial area Fm value = 0.098(In/Hr) + + + t + + + + + + + + t + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + T + + + + T + T + + (::: Process from Point /Station 30 to Point/Station 305.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1458.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 711.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 16.819(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 16.819(CFS) Depth of flow = 0.488(Ft.), Average velocity = 5.764(Ft/s) Channel flow top width = 6.953(Ft.) Flow Velocity = 5.76(Ft /s) Travel time = 2.06 min. Time of concentration = 10.16 min. Critical depth = 0.641(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0+ Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) { Rainfall intensity = 3.636(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.876 Subarea runoff = 16.738(CFS) for 5.600(Ac.) Total runoff = 25.154(CFS) Effective area this stream = 7.90(Ac.) Total Study Area (Main Stream No. 1) = 7.90(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 0.615(Ft.), Average velocity = 6.568(Ft/s) Critical depth = 0.820(Ft.) End of computations, Total Study Area = 7.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 AA A.• c c APPENDIX A.7: ALTERNATIVE 2- DRAINAGE AREA "A" & "B" c (:: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA A +B - ALTERNATIVE 2 25 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.253 (In.) Slope used for rainfall intensity curve b = 0.6000 (:: Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 594.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) Bottom (of initial area) elevation = 1508.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05387 s( %)= 5.39 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.016 min. Rainfall intensity = 4.541(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 9.198(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.100 (:: Initial area Fm value = 0.098(In /Hr) (� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ �✓ Process from Point /Station 102.000 to Point /Station 103.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1508.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 377.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 20.545(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 20.545(CFS) Depth of flow = 0.456(Ft.), Average velocity = 7.614(Ft /s) Channel flow top width = 6.825(Ft.) Flow Velocity = 7.61(Ft /s) Travel time = 0.83 min. Time of concentration = 7.84 min. Critical depth = 0.727(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 (:: Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In /Hr) Rainfall intensity = 4.248 (In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.881 Subarea runoff = 22.622(CFS) for 6.200(Ac.) Total runoff = 31.819(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 8.50(Ac.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.587(Ft.), Average velocity = 8.786(Ft/s) Critical depth = 0.945(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 105.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1490.500(Ft.) Channel length thru subarea = 488.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 43.532(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 43.532(CFS) (:: Depth of flow = 0.718(Ft.), Average velocity = 9.421(Ft/s) Channel flow top width = 7.872(Ft.) Flow Velocity = 9.42(Ft /s) Travel time = 0.86 min. Time of concentration = 8.70 min. Critical depth = 1.141(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.990(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.881 Subarea runoff = 23.366(CFS) for 7.200(Ac.) Total runoff = 55.185(CFS) Effective area this stream = 15.70(Ac.) Total Study Area (Main Stream No. 1) = 15.70(Ac.) Area averaged Fm value = 0.084(In /Hr) Depth of flow = 0.820(Ft.), Average velocity = 10.138(Ft /s) Critical depth = 1.297(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1490.500(Ft.) �•• Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 791.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 61.563(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 61.563(CFS) Depth of flow = 0.968(Ft.), Average velocity = 9.167(Ft/s) Channel flow top width = 8.873(Ft.) Flow Velocity = 9.17(Ft /s) Travel time = 1.44 min. Time of concentration = 10.14 min. Critical depth = 1.391(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 53.60 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.077(In /Hr) Rainfall intensity = 3.640(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 12.698(CFS) for 5.500(Ac.) Total runoff = 67.884(CFS) Effective area this stream = 21.20(Ac.) (:: Total Study Area (Main Stream No. 1) = 21.20(Ac.) Area averaged Fm value = 0.082(In /Hr) Depth of flow = 1.021(Ft.), Average velocity = 9.437(Ft/s) Critical depth = 1.469(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 112.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.200(Ac.) Runoff from this stream = 67.884(CFS) Time of concentration = 10.14 min. Rainfall intensity = 3.640(In /Hr) Area averaged loss rate (Fm) = 0.0823(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 (:: Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 831.000(Ft.) Top (of initial area) elevation = 1511.000(Ft.) Bottom (of initial area) elevation = 1492.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02286 s( %)= 2.29 TC = k(0.304) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.525 min. Rainfall intensity = 3.780(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 17.681(CFS) Total initial stream area = 5.300(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1492.000(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 674.000(Ft.) Channel base width = 5.000(Ft.) (:: Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 27.660(CFS) ," Manning's 'N' = 0.015 rrrr Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 27.660(CFS) Depth of flow = 0.569(Ft.), Average velocity = 7.913(Ft /s) Channel flow top width = 7.278(Ft.) Flow Velocity = 7.91(Ft /s) Travel time = 1.42 min. Time of concentration = 10.94 min. Critical depth = 0.875(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.600 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 41.60 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.090(In /Hr) Rainfall intensity = 3.478(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.879 Subarea runoff = 19.900(CFS) for 7.000(Ac.) Total runoff = 37.580(CFS) Effective area this stream = 12.30(Ac.) Total Study Area (Main Stream No. 1) = 33.50(Ac.) Area averaged Fm value = 0.083(In /Hr) Depth of flow = 0.678(Ft.), Average velocity = 8.726(Ft/s) Critical depth = 1.047(Ft.) c +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.300(Ac.) Runoff from this stream = 37.580(CFS) Time of concentration = 10.94 min. Rainfall intensity = 3.478(In /Hr) Area averaged loss rate (Fm) = 0.0829(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 67.88 21.200 10.14 0.082 3.640 2 37.58 12.300 10.94 0.083 3.478 Qmax(1) _ 1.000 * 1.000 * 67.884) + 1.048 * 0.927 * 37.580) + = 104.377 Qmax(2) _ 0.954 * 1.000 * 67.884) + 1.000 * 1.000 * 37.580) + = 102.364 (:: Total of 2 streams to confluence: Flow rates before confluence point: 67.884 37.580 Maximum flow rates at confluence using above data: 104.377 102.364 Area of streams before confluence: 21.200 12.300 Effective area values after confluence: 32.599 33.500 Results of confluence: Total flow rate = 104.377(CFS) Time of concentration = 10.143 min. Effective stream area after confluence = 32.599(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.083(In /Hr) Study area total (this main stream) = 33.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 106.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1480.000(Ft.) Downstream point elevation = 1477.500(Ft.) Channel length thru subarea = 318.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 107.545(CFS) (:: Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 107.545(CFS) Depth of flow = 1.503(Ft.), Average velocity = 8.938(Ft/s) Channel flow top width = 11.012(Ft.) Flow Velocity = 8.94(Ft /s) Travel time = 0.59 min. Time of concentration = 10.74 min. Critical depth = 1.875(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.518(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.879 Subarea runoff = 6.271(CFS) for 3.200(Ac.) Total runoff = 110.648(CFS) Effective area this stream = 35.80(Ac.) Total Study Area (Main Stream No. 1) = 36.70(Ac.) Area averaged Fm value = 0.084(In /Hr) Depth of flow = 1.525(Ft.), Average velocity = 9.010(Ft /s) Critical depth = 1.906(Ft.) c +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ (:: Process from Point /Station 106.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1471.500(Ft.) Downstream point /station elevation = 1469.000(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 110.648(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 110.648(CFS) Normal flow depth in pipe = 27.56(In.) Flow top width inside pipe = 35.51(In.) Critical Depth = 37.02(In.) Pipe flow velocity = 17.66(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.83 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.799(Ac.) Runoff from this stream = 110.648(CFS) Time of concentration = 10.83 min. Rainfall intensity = 3.500(In /Hr) e Area averaged loss rate (Fm) = 0.0839(In /Hr) 'Nftw Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 561.000(Ft.) Top (of initial area) elevation = 1506.000(Ft.) Bottom (of initial area) elevation = 1490.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02852 s(o) =. 2.85 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.788 min. Rainfall intensity = 4.265(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 3.001(CFS) (:: Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) c +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 204.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1490.000(Ft.) End of street segment elevation = 1477.000(Ft.) Length of street segment = 893.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.081(CFS) Depth of flow = 0.293(Ft.), Average velocity = 2.489(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.325(Ft.) Flow velocity = 2.49(Ft /s) Travel time = 5.98 min. TC = 13.77 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.030(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.871 Subarea runoff = 2.014(CFS) for 1.100(Ac.) Total runoff = 5.015(CFS) Effective area this stream = 1.90(Ac.) Total Study Area (Main Stream No. 2) = 38.60(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 5.015(CFS) Half street flow at end of street = 2.507(CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.605(Ft /s) Flow width (from curb towards crown)= 9.143(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 212.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** (:: Upstream point /station elevation = 1471.000(Ft.) Downstream point /station elevation = 1470.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.015(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.015(CFS) Normal flow depth in pipe = 8.81(In.) Flow top width inside pipe = 10.60(In.) Critical Depth = 11.02(In.) Pipe flow velocity = 8.10(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13.85 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 212.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.900(Ac.) Runoff from this stream = 5.015(CFS) Time of concentration = 13.85 min. Rainfall intensity = 3.020(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 208.000 * * ** INITIAL AREA EVALUATION * * ** (:: COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1508.000(Ft.) Bottom (of initial area) elevation = 1496.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.03000 s(o)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.734 min. Rainfall intensity = 4.654(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 4.921(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1496.000(Ft.) End of street segment elevation = 1478.000(Ft.) (:: Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.281(CFS) Depth of flow = 0.335(Ft.), Average velocity = 3.009(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.408(Ft.) Flow velocity = 3.01(Ft /s) Travel time = 5.87 min. TC = 12.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 C Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 3.195(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.872 Subarea runoff = 4.557(CFS) for 2.200(Ac.) Total runoff = 9.478(CFS) Effective area this stream = 3.40(Ac.) Total Study Area (Main Stream No. 2) = 42.00(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 9.478(CFS) Half street flow at end of street = 4.739(CFS) Depth of flow = 0.359(Ft.), Average velocity = 3.199(Ft /s) Flow width (from curb towards crown)= 11.639(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 212.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1472.000(Ft.) Downstream point /station elevation = 1470.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.478(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.478(CFS) Normal flow depth in pipe = 8.86(In.) Flow top width inside pipe = 14.75(In.) (:: Critical Depth = 14.04(In.) Pipe flow velocity = 12.56(Ft /s) Travel time through pipe = 0.05 min. (:: Time of concentration (TC) = 12.66 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 212.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.400(Ac.) Runoff from this stream = 9.478(CFS) Time of concentration = 12.66 min. Rainfall intensity = 3.187(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 5.01 1.900 13.85 0.098 3.020 2 9.48 3.400 12.66 0.098 3.187 Qmax(1) = 1.000 * 1.000 * 5.015) + 0.946 * 1.000 * 9.478) + = 13.979 Qmax(2) = 1.057 * 0.914 * 5.015) + (:: 1.000 * 1.000 * 9.478) + = 14.324 Total of 2 streams to confluence: Flow rates before confluence point: 5.015 9.478 Maximum flow rates at confluence using above data: 13.979 14.324 Area of streams before confluence: 1.900 3.400 Effective area values after confluence: 5.300 5.137 Results of confluence: Total flow rate = 14.324(CFS) Time of concentration = 12.658 min. Effective stream area after confluence = 5.137(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 5.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1470.000(Ft.) Downstream point /station elevation = 1469.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 (:: No. of pipes = 1 Required pipe flow = 14 (CFS) Nearest computed pipe diameter 15.00( Calculated individual pipe flow = 14.324(CFS) C Normal flow depth in pipe = 12.19(In.) Flow top width inside pipe = 11.71(In.) Critical depth could not be calculated. Pipe flow velocity = 13.42(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.68 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.137(Ac.) Runoff from this stream = 14.324(CFS) Time of concentration = 12.68 min. Rainfall intensity = 3.183(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 110.65 35.799 10.83 0.084 3.500 2 14.32 5.137 12.68 0.098 3.183 Qmax (1) = 1.000 * 1.000 * 110.648) + 1.103 * 0.854 * 14.324) + = 124.134 Qmax(2) = 0.907 * 1.000 * 110.648) + 1.000 * 1.000 * 14.324) + = 114.725 Total of 2 main streams to confluence: Flow rates before confluence point: 111.648 15.324 Maximum flow rates at confluence using above data: 124.134 114.725 Area of streams before confluence: 35.799 5.137 Effective area values after confluence: 40.185 40.935 Results of confluence: Total flow rate = 124.134(CFS) Time of concentration = 10.830 min. Effective stream area after confluence = 40.185(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.086(In /Hr) Study area total = 40.94(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1469.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 940.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 124.134(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 124.134(CFS) Normal flow depth in pipe = 29.09(In.) Flow top width inside pipe = 38.76(In.) Critical Depth = 39.31(In.) Pipe flow velocity = 17.46(Ft /s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 11.73 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.185(Ac.) Runoff from this stream = 124.134(CFS) Time of concentration = 11.73 min. Rainfall intensity = 3.337(In /Hr) Area averaged loss rate (Fm) = 0.0857(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 210.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 1478.000(Ft.) Bottom (of initial area) elevation = 1453.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.02525 s( %)= 2.53 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.015 min. Rainfall intensity = 3.668(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.876 Subarea runoff = 3.856(CFS) Total initial stream area = 1.200(Ac.) (:: Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) (:: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.856(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.856(CFS) Normal flow depth in pipe = 7.29(In.) Flow top width inside pipe = 11.72(In.) Critical Depth = 10.01(In.) Pipe flow velocity = 7.72(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.10 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.200(Ac.) a+� Runoff from this stream = 3.856(CFS) Time of concentration = 10.10 min. Rainfall intensity = 3.649(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 1477.000(Ft.) Bottom (of initial area) elevation = 1454.000(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.02371 s(%)= 2.37 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.060 min. Rainfall intensity = 3.658(In /Hr) for a 25.0 year storm (:: Effective runoff coefficient used for area (Q =KCIA) is C = 0.876 Subarea runoff = 3.845(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.845(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.845(CFS) Normal flow depth in pipe = 7.28(In.) Flow top width inside pipe = 11.72(In.) Critical Depth = 10.00(In.) Pipe flow velocity = 7.72(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.15 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 `�••• Stream flow area = 1 .200 (Ac. ) Runoff from this stream = 3.845(CFS) Time of concentration = 10.15 min. Rainfall intensity = 3.640(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 124.13 40.185 11.73 0.086 3.337 2 3.86 1.200 10.10 0.098 3.649 3 3.85 1.200 10.15 0.098 3.640 Qmax(1) = 1.000 * 1.000 * 124.134) + 0.912 * 1.000 * 3.856) + 0.914 * 1.000 * 3.845) + = 131.167 Qmax(2) = 1.096 * 0.861 * 124.134) + 1.000 * 1.000 * 3.856) + 1.003 * 0.996 * 3.845) + = 124.899 Qmax(3) = 1.093 * 0.865 * 124.134) + 0.997 * 1.000 * 3.856) + 1.000 * 1.000 * 3.845) + = 125.094 Total of 3 main streams to confluence: Flow rates before confluence point: 125.134 4.856 4.845 Maximum flow rates at confluence using above data: 131.167 124.899 125.094 Area of streams before confluence: 40.185 1.200 1.200 Effective area values after confluence: 42.585 37.008 37.166 Results of confluence: Total flow rate = 131.167(CFS) Time of concentration = 11.728 min. Effective stream area after confluence = 42.585(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.086(In /Hr) Study area total = 42.58(Ac.) End of computations, Total Study Area = 44.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 44.2 c c APPENDIX B.1: INTERIM - DRAINAGE AREA "A" (::: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/11/05 HAWKER CRAWFORD CHANNEL AREA A PART 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 t ,,,,,..,, Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Initial subarea data: Initial area flow distance = 594.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) Bottom (of initial area) elevation = 1508.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05387 s(%)= 5.39 TC = k(0.706) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.295 min. Rainfall intensity = 3.410(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.686 Subarea runoff = 5.384(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In /Hr) (::2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10 to Point /Station 103.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1508.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 377.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 12.338(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 12.338(CFS) Depth of flow = 0.554(Ft.), Average velocity = 3.646(Ft/s) Channel flow top width = 7.216(Ft.) Flow Velocity = 3.65(Ft /s) Travel time = 1.72 min. Time of concentration = 18.02 min. Critical depth = 0.531(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.40 .., Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.660(In /Hr) Rainfall intensity = 3.211(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.704 Subarea runoff = 13.819(CFS) for 6.200(Ac.) Total runoff = 19.202(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 8.50(Ac.) Area averaged Fm value = 0.701(In /Hr) Depth of flow = 0.712(Ft.), Average velocity = 4.197(Ft /s) Critical depth = 0.695(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1478.000(Ft.) Channel length thru subarea = 948.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 30.272(CFS) - Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 30.272(CFS) (::: Depth of flow = 0.895(Ft.), Average velocity = 4.978(Ft/s) Channel flow top width = 8 .582(Ft.) Flow Velocity = 4.98(Ft /s) Travel time = 3.17 min. (::: Time of concentration = 21.19 min. Critical depth = 0.922(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.40 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.660(In /Hr) Rainfall intensity = 2.913(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.691 Subarea runoff = 22.051(CFS) for 12.000(Ac.) Total runoff = 41.253(CFS) Effective area this stream = 20.50(Ac.) Total Study Area (Main Stream No. 1) = 20.50(Ac.) Area averaged Fm value = 0.677(In /Hr) Depth of flow = 1.061(Ft.), Average velocity = 5.459(Ft/s) Critical depth = 1.094(Ft.) End of computations, Total Study Area = 20.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 60.1 c San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/11/05 HAWKER CRAWFORD CHANNEL AREA A PART 2 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 �.� Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 106.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In /Hr) Initial subarea data: Initial area flow distance = 707.000(Ft.) Top (of initial area) elevation = 1504.000(Ft.) Bottom (of initial area) elevation = 1488.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02263 s(%)= 2.26 TC = k(0.706) *[(length ^3) /(elevation. change)] ^0.2 Initial area time of concentration = 20.779 min. Rainfall intensity = 2.947(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.733 Subarea runoff = 4.751(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 (::: Initial area Fm value = 0.548(In /Hr) + + + + t + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + A''"°", Process from Point /Station 106.000 to Point /Station 107.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1488.000(Ft.) Downstream point elevation = 1476.000(Ft.) Channel length thru subarea = 570.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 8.490(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 8.490(CFS) Depth of flow = 0.448(Ft.), Average velocity = 3.215(Ft /s) Channel flow top width = 6.792(Ft.) Flow Velocity = 3.22(Ft /s) Travel time = 2.95 min. Time of concentration = 23.73 min. Critical depth = 0.422(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.700 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 55.70 ,,.. Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.738(In /Hr) Rainfall intensity = 2.721(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.677 Subarea runoff = 7.407(CFS) for 4.400(Ac.) Total runoff = 12.158(CFS) Effective area this stream = 6.60(Ac.) Total Study Area (Main Stream No. 1) = 6.60(Ac.) Area averaged Fm value = 0.675(In /Hr) Depth of flow = 0.551(Ft.), Average velocity = _ 3.619(Ft /s) Critical depth = 0.527(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 108.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1476.000(Ft.) Downstream point elevation = 1462.000(Ft.) Channel length thru subarea = 660.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 15.262(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 15.262(CFS) Depth of flow = 0.626(Ft.), Average velocity = 3.903(Ft /s) Channel flow top width = 7.502(Ft.) Flow Velocity = 3.90(Ft /s) Travel time = 2.82 min. Time of concentration = 26.55 min. Critical depth = 0.609(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Rainfall intensity = 2.544(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.642 Subarea runoff = 6.129(CFS) for 4.600(Ac.) Total runoff = 18.287(CFS) Effective area this stream = 11.20(Ac.) Total Study Area (Main Stream No. 1) = 11.20(Ac.) Area averaged Fm value = 0.730(In /Hr) Depth of flow = 0.693(Ft.), Average velocity = 4.133(Ft /s) Critical depth = 0.680(Ft.) End of computations, Total Study Area = 11.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. f" Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 56.0 (:2 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA A PART 3 + B PART 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 69.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.548(In /Hr) Initial subarea data: Initial area flow distance = 831.000(Ft.) Top (of initial area) elevation = 1511.000(Ft.) Bottom (of initial area) elevation = 1492.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02286 s( %)= 2.29 TC = k(0.706) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 22.122 min. Rainfall intensity = 2.839(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.726 Subarea runoff = 10.927(CFS) Total initial stream area = 5.300(Ac.) Pervious area fraction = 1.000 #01.1' Initial area Fm value = 0.548(In /Hr) SIOW +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ (:: Process from Point /Station 111.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1492.000(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 674.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 18.010(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 18.010(CFS) Depth of flow = 0.722(Ft.), Average velocity = 3.873(Ft/s) Channel flow top width = 7.887(Ft.) Flow Velocity = 3.87(Ft /s) Travel time = 2.90 min. Time of concentration = 25.02 min. Critical depth = 0.672(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.600 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 57.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.713(In /Hr) (:: Rainfall intensity = 2.636(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.678 Subarea runoff = 14.099(CFS) for 8.700(Ac.) Total runoff = 25.026(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 14.00(Ac.) Area averaged Fm value = 0.650(In /Hr) Depth of flow = 0.867(Ft.), Average velocity = 4.285(Ft/s) Critical depth = 0.820(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 115.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1480.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 1253.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 30.930(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 30.930(CFS) Depth of flow = 0.898(Ft.), Average velocity = 5.066(Ft /s) Channel flow top width = 8.593(Ft.) Flow Velocity = 5.07(Ft /s) Travel time = 4.12 min. (:: Time of concentration = 29.14 min. Critical depth = 0.930(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Rainfall intensity = 2.406(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q =KCIA) is C = 0.632 Subarea runoff = 11.750(CFS) for 10.200(Ac.) Total runoff = 36.776(CFS) Effective area this stream = 24.20(Ac.) Total Study Area (Main Stream No. 1) = 24.20(Ac.) Area averaged Fm value = 0.717(In /Hr) Depth of flow = 0.988(Ft.), Average velocity = 5.335(Ft/s) Critical depth = 1.031(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 115.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.200(Ac.) Runoff from this stream = 36.776(CFS) Time of concentration = 29.14 min. Rainfall intensity = 2.406(In /Hr) Area averaged loss rate (Fm) = 0.7174(In /Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 561.000(Ft.) Top (of initial area) elevation = 1506.000(Ft.) Bottom (of initial area) elevation = 1490.000(Ft.) Difference in elevation = 16.000(Ft.) C Slope = 0.02852 s( %)= 2.85 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.788 min. Rainfall intensity = 5.311(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 3.753(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 203.000 to Point /Station 204.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1490.000(Ft.) End of street segment elevation = 1477.000(Ft.) Length of street segment = 893.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break' = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.150(CFS) Depth of flow = 0.312(Ft.), Average velocity = 2.621(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.252(Ft.) Flow velocity = 2.62(Ft /s) Travel time = 5.68 min. TC = 13.47 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.823(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 2.617(CFS) for 1.100(Ac.) Total runoff = 6.371(CFS) Effective area this stream = 1.90(Ac.) Total Study Area (Main Stream No. 2) = 26.10(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.371(CFS) Half street flow at end of street = 3.185(CFS) Depth of flow = 0.330(Ft.), Average velocity = 2.750(Ft /s) Flow width (from curb towards crown)= 10.157(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 (:: * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1477.000(Ft.) End of street segment elevation = 1454.000(Ft.) Length of street segment = 970.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.566(CFS) Depth of flow = 0.324(Ft.), Average velocity = 3.453(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.844(Ft.) Flow velocity = 3.45(Ft /s) Travel time = 4.68 min. TC = 18.15 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.197(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.872 Subarea 'runoff = 2.275(CFS) for 1.200(Ac.) Total runoff = 8.646(CFS) Effective area this stream = 3.10(Ac.) Total Study Area (Main Stream No. 2) = 27.30(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 8.646(CFS) Half street flow at end of street = 4.323(CFS) Depth of flow = 0.335(Ft.), Average velocity = 3.560(Ft /s) Flow width (from curb towards crown)= 10.429(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 115.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1454.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 123.000(Ft.) Channel base width = 5.000(Ft.) (:: Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 (:: Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 8.646(CFS) Depth of flow = 0.399(Ft.), Average velocity = 3.737(Ft/s) Channel flow top width = 6.596(Ft.) Flow Velocity = 3.74(Ft /s) Travel time = 0.55 min. Time of concentration = 18.70 min. Critical depth = 0.426(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 115.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.100(Ac.) Runoff from this stream = 8.646(CFS) Time of concentration = 18.70 min. Rainfall intensity = 3.140(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 36.78 24.200 29.14 0.717 2.406 2 8.65 3.100 18.70 0.098 3.140 Qmax(1) = 1.000 * 1.000 * 36.776) + 0.759 * 1.000 * 8.646) + = 43.336 Qmax(2) = 1.435 * 0.642 * 36.776) + 1.000 * 1.000 * 8.646) + = 42.498 Total of 2 main streams to confluence: Flow rates before confluence point: 37.776 9.646 Maximum flow rates at confluence using above data: 43.336 42.498 Area of streams before confluence: 24.200 3.100 Effective area values after confluence: 27.300 18.626 Results of confluence: Total flow rate = 43.336(CFS) Time of concentration = 29.145 min. Effective stream area after confluence = 27.300(Ac.) Study area average Pervious fraction(Ap) = 0.898 Study area average soil loss rate(Fm) = 0.647(In /Hr) C Study area total = 27.30(Ac.) End of computations, Total Study Area = 27.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Nor Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.898 Area averaged SCS curve number = 54.1 c c APPENDIX B.2: INTERIM - DRAINAGE AREA "C" No re (::: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/11/05 HAWKER CRAWFORD CHANNEL AREA C + B PART 2 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * ** * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++t+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 301.000 to Point /Station 302.000 * * ** INITIAL AREA EVALUATION * * ** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In /Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1474.000(Ft.) Bottom (of initial area) elevation = 1458.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02667 s(%)= 2.67 TC = k(0.706) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 18.831 min. Rainfall intensity = 3.127(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.667 Subarea runoff = 4.797(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 ___ Initial area Fm value = 0.810(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + Process from Point /Station 302.000 to Point /Station 305.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1458.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 711.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 9.367(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 9.367(CFS) Depth of flow = 0.567(Ft.), Average velocity = 2.691(Ft /s) Channel flow top width = 7.270(Ft.) Flow Velocity = 2.69(Ft /s) Travel time = 4.40 min. Time of concentration = 23.23 min. Critical depth = 0.449(Ft.) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Rainfall intensity = 2.756(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.636 Subarea runoff = 9.045(CFS) for 5.600(Ac.) Total runoff = 13.842(CFS) Effective area this stream = 7.90(Ac.) Total Study Area (Main Stream No. 1) = 7.90(Ac.) Area averaged Fm value = 0.810(In /Hr) Depth of flow = 0.708(Ft.), Average velocity = 3.046(Ft /s) Critical depth = 0.570(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 302.000 to Point /Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.900(Ac.) Runoff from this stream = 13.842(CFS) Time of concentration = 23.23 min. Rainfall intensity = 2.756(In /Hr) Area averaged loss rate (Fm) = 0.8095(In /Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 208.000 * * ** INITIAL AREA EVALUATION * * ** (::: COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1508.000(Ft.) Bottom (of initial area) elevation = 1496.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.03000 s(%)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.734 min. Rainfall intensity = 5.795(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 6.153(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1496.000(Ft.) End of street segment elevation = 1478.000(Ft.) Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.204(CFS) Depth of flow = 0.357(Ft.), Average velocity = 3.177(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.496(Ft.) Flow velocity = 3.18(Ft /s) Travel time = 5.56 min. TC = 12.29 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 (::: Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 4.038(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q =KCIA) is C = 0.878 Subarea runoff = 5.905(CFS) for 2.200(Ac.) Total runoff = 12.058(CFS) Effective area this stream = 3.40(Ac.) Total Study Area (Main Stream No. 2) = 11.30(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 12.058(CFS) Half street flow at end of street = 6.029(CFS) Depth of flow = 0.384(Ft.), Average velocity = 3.386(Ft/s) Flow width (from curb towards crown)= 12.860(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 210.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1478.000(Ft.) End of street segment elevation = 1453.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 (::: Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.943(CFS) Depth of flow = 0.371(Ft.), Average velocity = 4.007(Ft /s) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 12.201(Ft.) Flow velocity = 4.01(Ft /s) Travel time = 4.12 min. TC = 16.41 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.396(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.874 Subarea runoff = 1.595(CFS) for 1.200(Ac.) Total runoff = 13.653(CFS) Effective area this stream = 4.60(Ac.) Total Study Area (Main Stream No. 2) = 12.50(Ac.) Area averaged Fm value = 0.098(In /Hr) (::: Street flow at end of street = 13.653(CFS) Half street flow at end of street = 6.826(CFS) Depth of flow = 0.376(Ft.), Average velocity = 4.057(Ft /s) Flow width (from curb towards crown)= 12.473(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 305.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1453.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 525.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 13.653(CFS) Depth of flow = 0.849(Ft.), Average velocity = 2.400(Ft /s) Channel flow top width = 8.397(Ft.) Flow Velocity = 2.40(Ft /s) Travel time = 3.65 min. Time of concentration = 20.06 min. Critical depth = 0.570(Ft.) ( +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ `�•°� Process from Point /Station 210.000 to Point /Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.600(Ac.) Runoff from this stream = 13.653(CFS) Time of concentration = 20.06 min. Rainfall intensity = 3.010(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 13.84 7.900 23.23 0.810 2.756 2 13.65 4.600 20.06 0.098 3.010 Qmax(1) = 1.000 * 1.000 * 13.842) + 0.913 * 1.000 * 13.653) + = 26.303 Qmax(2) = 1.131 * 0.863 * 13.842) + 1.000 * 1.000 * 13.653) + = 27.162 Total of 2 main streams to confluence: Flow rates before confluence point: 14.842 14.653 Maximum flow rates at confluence using above data: 26.303 27.162 Area of streams before confluence: 7.900 4.600 Effective area values after confluence: 12.500 11.420 Results of confluence: Total flow rate = 27.162(CFS) Time of concentration = 20.058 min. Effective stream area after confluence = 11.420(Ac.) Study area average Pervious fraction(Ap) = 0.669 Study area average soil loss rate(Fm) = 0.548(In /Hr) Study area total = 12.50(Ac.) End of computations, Total Study Area = 12.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.669 Area averaged SCS curve number = 43.4 c APPENDIX B.3: INTERIM - DRAINAGE AREA "D" I'r'` (:: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA D - INTERIM 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 401.000 to Point /Station 402.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1502.000(Ft.) Bottom (of initial area) elevation = 1472.000(Ft.) Difference in elevation = 30.000(Ft.) Slope = 0.03000 s( %)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.715 min. Rainfall intensity = 4.651(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 18.441(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.100 e."" Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ (:: Process from Point /Station 403.000 to Point /Station 405.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1162.000(Ft.) Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation = 1462.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.01721 s( %)= 1.72 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.529 min. Rainfall intensity = 4.197(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.879 Subarea runoff = 18.447(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) End of computations, Total Study Area = 9.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. (:: Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 Avows APPENDIX B.4: ALTERNATIVE 1- DRAINAGE AREA "A" �rw San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL • AREA A PART 1 - ALTERNATIVE 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 f ,,..,, Soil antecedent moisture condition (AMC) = 2 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + T + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 594.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) Bottom (of initial area) elevation = 1508.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05387 s(%)= 5.39 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.016 min. Rainfall intensity = 5.654(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 11.501(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + t + -- Process from Point /Station 102.000 to Point /Station 103.000 +e * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1508.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 377.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 25.777(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 25.777(CFS) Depth of flow = 0.520(Ft.), Average velocity = 8.206(Ft /s) Channel flow top width = 7.080(Ft.) Flow Velocity = 8.21(Ft /s) Travel time = 0.77 min. Time of concentration = 7.78 min. Critical depth = 0.836(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 r ,..., Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In /Hr) Rainfall intensity = 5.313(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.885 Subarea runoff = 28.468(CFS) for 6.200(Ac.) Total runoff = 39.969(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 8.50(Ac.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.668(Ft.), Average velocity = 9.448(Ft/s) Critical depth = 1.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1478.000(Ft.) Channel length thru subarea = 948.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 63.598(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 63.598(CFS) C Depth of flow = 0.845(Ft.), Average velocity = 11.253(Ft /s) Channel flow top width = 8.379(Ft.) Flow Velocity = 11.25(Ft /s) Travel time = 1.40 min. Time of concentration = 9.19 min. '1 'rnr Critical depth = 1.406(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In /Hr) Rainfall intensity = 4.810(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q =KCIA) is C = 0.884 Subarea runoff = 47.177(CFS) for 12.000(Ac.) Total runoff = 87.145(CFS) Effective area this stream = 20.50(Ac.) Total Study Area (Main Stream No. 1) = 20.50(Ac.) Area averaged Fm value = 0.087(In /Hr) Depth of flow = 1.005(Ft.), Average velocity = 12.369(Ft/s) Critical depth = 1.688(Ft.) End of computations, Total Study Area = 20.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 44.8 San Bernardino County Rational Hydrology Program Sompr (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA A PART 2 - ALTERNATIVE 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 106.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 707.000(Ft.) Top (of initial area) elevation = 1504.000(Ft.) Bottom (of initial area) elevation = 1488.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02263 s(%)= 2.26 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.947 min. Rainfall intensity = 4.886(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 9.530(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.100 Pub' Initial area Fm value = 0.073(In /Hr) ' r++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ,-+ Process from Point /Station 106.000 to Point /Station 107.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * Upstream point elevation = 1488.000(Ft.) Downstream point elevation = 1476.000(Ft.) Channel length thru subarea = 570.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 17.920(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 17.920(CFS) Depth of flow = 0.423(Ft.), Average velocity = 7.254(Ft/s) Channel flow top width = 6.690(Ft.) Flow Velocity = 7.25(Ft /s) Travel time = 1.31 min. Time of concentration = 10.26 min. Critical depth = 0.672(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.700 Decimal fraction soil group B = 0.300 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 39.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.092(In /Hr) Rainfall intensity = 4.502(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q =KCIA) is C = 0.883 Subarea runoff = 16.701(CFS) for 4.400(Ac.) Total runoff = 26.230(CFS) Effective area this stream = 6.60(Ac.) Total Study Area (Main Stream No. 1) = 6.60(Ac.) Area averaged Fm value = 0.086(In /Hr) Depth of flow = 0.526(Ft.), Average velocity = 8.231(Ft /s) Critical depth = 0.844(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 108.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1476.000(Ft.) Downstream point elevation = 1462.000(Ft.) Channel length thru subarea = 660.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 33.910(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 33.910(CFS) Depth of flow = 0.608(Ft.), Average velocity = 8.966(Ft/s) Channel flow top width = 7.433(Ft.) `�+ Flow Velocity = 8.97(Ft /s) Travel time = 1.23 min. Time of concentration = 11.48 min. Critical depth = 0.984(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.207(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.881 Subarea runoff = 15.259(CFS) for 4.600(Ac.) Total runoff = 41.489(CFS) Effective area this stream = 11.20(Ac.) Total Study Area (Main Stream No. 1) = 11.20(Ac.) Area averaged Fm value = 0.091(In /Hr) Depth of flow = 0.682(Ft.), Average velocity = 9.558(Ft/s) Critical depth = 1.109(Ft.) End of computations, Total Study Area = 11.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 39.5 c San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA A PART 3 - ALTERNATIVE 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 831.000(Ft.) Top (of initial area) elevation = 1511.000(Ft.) Bottom (of initial area) elevation = 1492.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02286 s( %)= 2.29 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.525 min. Rainfall intensity = 4.706(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 22.099(CFS) Total initial stream area = 5.300(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) ,0°"*. t bitero' Process from Point /Station 111.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1492.000(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 674.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 38.045(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 38.045(CFS) Depth of flow = 0.682(Ft.), Average velocity = 8.759(Ft/s) Channel flow top width = 7.730(Ft.) Flow Velocity = 8.76(Ft /s) Travel time = 1.28 min. Time of concentration = 10.81 min. Critical depth = 1.047(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.600 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 41.60 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.090(In /Hr) Rainfall intensity = 4.363(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.883 Subarea runoff = 31.817(CFS) for 8.700(Ac.) Total runoff = 53.916(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 14.00(Ac.) Area averaged Fm value = 0.084(In /Hr) Depth of flow = 0.830(Ft.), Average velocity = 9.759(Ft/s) Critical depth = 1.281(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 115.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1480.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 1253.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 69.359(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 69.359(CFS) Depth of flow = 0.879(Ft.), Average velocity = 11.679(Ft /s) Now Channel flow top width = 8.515(Ft.) Flow Velocity = 11.68(Ft /s) 0011... Travel time = 1.79 min. Time of concentration = 12.60 min. Critical depth = 1.484(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.980(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 30.813(CFS) for 10.200(Ac.) Total runoff = 84.730(CFS) Effective area this stream = 24.20(Ac.) Total Study Area (Main Stream No. 1) = 24.20(Ac.) Area averaged Fm value = 0.090(In /Hr) Depth of flow = 0.981(Ft.), Average velocity = 12.402(Ft/s) Critical depth = 1.656(Ft.) End of computations, Total Study Area = 24.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 �.✓ Area averaged SCS curve number = 40.7 C APPENDIX B.5: ALTERNATIVE 1- DRAINAGE AREA "B" c San Bernardino County Rational Hydrology Program Nspliw (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA B - ALTERNATIVE 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 ,.� Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 561.000(Ft.) Top (of initial area) elevation = 1506.000(Ft.) Bottom (of initial area) elevation = 1490.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02852 s( %)= 2.85 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.788 min. Rainfall intensity = 5.311(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 3.753(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 10114,. Initial area Fm value = 0.098(In /Hr) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 203.000 to Point /Station 204.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1490.000(Ft.) End of street segment elevation = 1477.000(Ft.) Length of street segment = 893.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.150(CFS) Depth of flow = 0.312(Ft.), Average velocity = 2.621(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.252(Ft.) Flow velocity = 2.62(Ft /s) Travel time = 5.68 min. TC = 13.47 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.823(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 2.617(CFS) for 1.100(Ac.) Total runoff = 6.371(CFS) Effective -area this stream = 1.90(Ac.) Total Study Area (Main Stream No. 1) = 1.90(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.371(CFS) Half street flow at end of street = 3.185(CFS) Depth of flow = 0.330(Ft.), Average velocity = 2.750(Ft /s) Flow width (from curb towards crown)= 10.157(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1477.000(Ft.) End of street segment elevation = 1454.000(Ft.) (::2 Length of street segment = 970.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.566(CFS) Depth of flow = 0.324(Ft.), Average velocity = 3.453(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.844(Ft.) Flow velocity = 3.45(Ft /s) Travel time = 4.68 min. TC = 18.15 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.197(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified fo„.„ rational method) (Q =KCIA) is C = 0.872 Subarea runoff = 2.275(CFS) for 1.200(Ac.) Total runoff = 8.646(CFS) Effective area this stream = 3.10(Ac.) Total Study Area (Main Stream No. 1) = 3.10(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 8.646(CFS) Half street flow at end of street = 4.323(CFS) Depth of flow = 0.335(Ft.), Average velocity = 3.560(Ft /s) Flow width (from curb towards crown)= 10.429(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.646(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.646(CFS) Normal flow depth in pipe = 10.59(In.) Flow top width inside pipe = 13.66(In.) Critical Depth = 13.71(In.) Pipe flow velocity = 9.34(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 18.22 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ +++ +- Process from Point /Station 205.000 to Point /Station 214.000 /%1•11"" * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 8.646(CFS) Time of concentration = 18.22 min. Rainfall intensity = 3.189(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 208.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 - Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1508.000(Ft.) Bottom (of initial area) elevation = 1496.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.03000 s( %)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.734 min. Rainfall intensity = 5.795(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 6.153(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1496.000(Ft.) End of street segment elevation = 1478.000(Ft.) Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 mow, Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) ' Slow Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.204(CFS) Depth of flow = 0.357(Ft.), Average velocity = 3.177(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.496(Ft.) Flow velocity = 3.18(Ft /s) Travel time = 5.56 min. TC = 12.29 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.038(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.878 Subarea runoff = 5.905(CFS) for 2.200(Ac.) Total runoff = 12.058(CFS) Effective area this stream = 3.40(Ac.) Total Study Area CMain Stream No. 2) = 6.50(Ac.) Area averaged Fm value = 0.098(In /Hr) r ,,.... Street flow at end of street = 12.058(CFS) 'Slur Half street flow at end of street = 6.029(CFS) Depth of flow = 0.384(Ft.), Average velocity = 3.386(Ft/s) Flow width (from curb towards crown)= 12.860(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 210.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1478.000(Ft.) End of street segment elevation = 1453.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.943(CFS) Depth of flow = 0.371(Ft.), Average velocity = 4.007(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.201(Ft.) Flow velocity = 4.01(Ft /s) Travel time = 4.12 min. TC = 16.41 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.396(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.874 Subarea runoff = 1.595(CFS) for 1.200(Ac.) Total runoff = 13.653(CFS) Effective area this stream = 4.60(Ac.) Total Study Area (Main Stream No. 2) = 7.70(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 13.653(CFS) Half street flow at end of street = 6.826(CFS) Depth of flow = 0.376(Ft.), Average velocity = 4.057(Ft /s) Flow width (from curb towards crown)= 12.473(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.653(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.653(CFS) Normal flow depth in pipe = 12.42(In.) Flow top width inside pipe = 16.65(In.) Critical Depth = 16.47(In.) Pipe flow velocity = 10.49(Ft /s) Travel time through pipe = 0.06 min. • Time of concentration (TC) = 16.48 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 210.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 4.600(Ac.) Runoff from this stream = 13.653(CFS) Time of concentration = 16.48 min. Rainfall intensity = 3.388(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 8.65 3.100 18.22 0.098 3.189 2 13.65 4.600 16.48 0.098 3.388 Qmax(1) = 1.000 * 1.000 * 8.646) + 0.940 * 1.000 * 13.653) + = 21.474 Qmax(2) = 1.064 * 0.904 * 8.646) + 1.000 * 1.000 * 13.653) + = 21.973 Total of 2 main streams to confluence: Flow rates before confluence point: 9.646 14.653 Maximum flow rates at confluence using above data: 21.474 21.973 Area of streams before confluence: 3.100 4.600 Effective area values after confluence: 7.700 7.403 Results of confluence: Total flow rate = 21.973(CFS) Time of concentration = 16.476 min. Effective stream area after confluence = 7.403(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total = 7.70(Ac.) End of computations, Total Study Area = 7.70 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 APPENDIX B.6: ALTERNATIVE 1- DRAINAGE AREA "C" c San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/12/05 HAWKER CRAWFORD CHANNEL AREA C - ALTERNATIVE 1 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * *** -w *w* Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++-+++ + + + + + + + + + + + + + + + += + + + + + + + + + + + + ++ Process from Point /Station 301.000 to Point /Station 302.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1474.000(Ft.) Bottom (of initial area) elevation = 1458.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02667 s(%)= 2.67 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.108 min. Rainfall intensity = 5.184(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 10.528(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) 000111%, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + t+ + -tr Process from Point /Station 302.000 to Point /Station 305.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1458.000(Ft.) Downstream point elevation = 1450.000(Ft.) Channel length thru subarea = 711.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 21.191(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 21.191(CFS) Depth of flow = 0.557(Ft.), Average velocity = 6.216(Ft/s) Channel flow top width = 7.230(Ft.) Flow Velocity = 6.22(Ft /s) Travel time = 1.91 min. Time of concentration = 10.01 min. Critical depth = 0.742(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 4.567(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.881 Subarea runoff = 21.248(CFS) for 5.600(Ac.) Total runoff = 31.776(CFS) Effective area this stream = 7.90(Ac.) Total Study Area (Main Stream No. 1) = 7.90(Ac.) Area averaged Fm value = 0.098(In /Hr) Depth of flow = 0.702(Ft.), Average velocity = 7.072(Ft /s) Critical depth = 0.945(Ft.) End of computations, Total Study Area = 7.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 c APPENDIX B.7: ALTERNATIVE 2- DRAINAGE AREA "A" & "B" (:: San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2004 Version 7.0 Rational Hydrology Study Date: 04/13/05 HAWKER CRAWFORD CHANNEL AREA A +B - ALTERNATIVE 2 100 YEAR RATIONAL METHOD STUDY BY: SXU Program License Serial Number 4042 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.050(In.) 100 Year storm 1 hour rainfall = 1.560(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.560 (In.) Slope used for rainfall intensity curve b = 0.6000 ,"^ Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 594.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) Bottom (of initial area) elevation = 1508.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05387 s( %)= 5.39 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.016 min. Rainfall intensity = 5.654(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 11.501(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) Live Process from Point /Station 102.000 to Point /Station 103.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1508.000(Ft.) Downstream point elevation = 1500.000(Ft.) Channel length thru subarea = 377.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 25.777(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 25.777(CFS) Depth of flow = 0.520(Ft.), Average velocity = 8.206(Ft /s) Channel flow top width = 7.080(Ft.) Flow Velocity = 8.21(Ft /s) Travel time = 0.77 min. Time of concentration = 7.78 min. Critical depth = 0.836(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.400 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 46.40 (:: Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.085(In /Hr) Rainfall intensity = 5.313(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.885 Subarea runoff = 28.468(CFS) for 6.200(Ac.) Total runoff = 39.969(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 8.50(Ac.) Area averaged Fm value = 0.089(In /Hr) Depth of flow = 0.668(Ft.), Average velocity = 9.448(Ft/s) Critical depth = 1.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 105.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1500.000(Ft.) Downstream point elevation = 1490.500(Ft.) Channel length thru subarea = 488.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 54.811(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 54.811(CFS) (:: Depth of flow = 0.817(Ft.), Average velocity = 10.117(Ft /s) Channel flow top width = 8.267(Ft.) Flow Velocity = 10.12(Ft /s) (:: Travel time = 0.80 min. Time of concentration = 8.59 min. Critical depth = 1.297(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 5.009(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method) (Q =KCIA) is C = 0.885 Subarea runoff = 29.614(CFS) for 7.200(Ac.) Total runoff = 69.583(CFS) Effective area this stream = 15.70(Ac.) Total Study Area (Main Stream No. 1) = 15.70(Ac.) Area averaged Fm value = 0.084(In /Hr) Depth of flow = 0.932(Ft.), Average velocity = 10.875(Ft /s) Critical depth = 1.484(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** (:: Upstream point elevation = 1490.500(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 791.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 77.837(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 77.837(CFS) Depth of flow = 1.100(Ft.), Average velocity = 9.825(Ft/s) Channel flow top width = 9.401(Ft.) Flow Velocity = 9.82(Ft /s) Travel time = 1.34 min. Time of concentration = 9.93 min. Critical depth = 1.578(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 53.60 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.077(In /Hr) Rainfall intensity = 4.591(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q =KCIA) is C = 0.884 Subarea runoff = 16.441(CFS) for 5.500(Ac.) Total runoff = 86.024(CFS) Effective area this stream = 21.20(Ac.) R ey.+ Total Study Area (Main Stream No. 1) = 21.20(Ac.) Area averaged Fm value = 0.082(In /Hr) Depth of flow = 1.161(Ft.), Average velocity = 10.115(Ft /s) Critical depth = 1.672(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 112.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.200(Ac.) Runoff from this stream = 86.024(CFS) Time of concentration = 9.93 min. Rainfall intensity = 4.591(In /Hr) Area averaged loss rate (Fm) = 0.0823(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 (:: Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In /Hr) Initial subarea data: Initial area flow distance = 831.000(Ft.) Top (of initial area) elevation = 1511.000(Ft.) Bottom (of initial area) elevation = 1492.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02286 s( %)= 2.29 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.525 min. Rainfall intensity = 4.706(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.886 Subarea runoff = 22.099(CFS) Total initial stream area = 5.300(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1492.000(Ft.) Downstream point elevation = 1480.000(Ft.) Channel length thru subarea = 674.000(Ft.) Channel base width = 5.000(Ft.) #00•1•. Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Now Estimated mean flow rate at midpoint of channel = 34.723(CFS) s Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 34.723(CFS) Depth of flow = 0.648(Ft.), Average velocity = 8.510(Ft /s) Channel flow top width = 7.592(Ft.) Flow Velocity = 8.51(Ft /s) Travel time = 1.32 min. Time of concentration = 10.85 min. Critical depth = 1.000(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 0.600 Decimal fraction soil group B = 0.400 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 41.60 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.090(In /Hr) Rainfall intensity = 4.354(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.883 Subarea runoff = 25.179(CFS) for 7.000(Ac.) Total runoff = 47.279(CFS) Effective area this stream = 12.30(Ac.) Total Study Area (Main Stream No. 1) = 33.50(Ac.) Area averaged Fm value = 0.083(In /Hr) Depth of flow = 0.771(Ft.), Average velocity = 9.373(Ft/s) Critical depth = 1.188(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.300(Ac.) Runoff from this stream = 47.279(CFS) Time of concentration = 10.85 min. Rainfall intensity = 4.354(In /Hr) Area averaged loss rate (Fm) = 0.0829(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 86.02 21.200 9.93 0.082 4.591 2 47.28 12.300 10.85 0.083 4.354 Qmax(1) = 1.000 * 1.000 * 86.024) + 1.056 * 0.915 * 47.279) + = 131.706 Qmax(2) = 0.947 * 1.000 * 86.024) + 1.000 * 1.000 * 47.279) + = 128.778 Total of 2 streams to confluence: Flow rates before confluence point: �.� 86.024 47.279 Maximum flow rates at confluence using above data: 131.706 128.778 Area of streams before confluence: 21.200 12.300 Effective area values after confluence: 32.460 33.500 Results of confluence: Total flow rate = 131.706(CFS) Time of concentration = 9.928 min. Effective stream area after confluence = 32.460(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.083(In /Hr) Study area total (this main stream) = 33.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 106.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 1480.000(Ft.) Downstream point elevation = 1477.500(Ft.) Channel length thru subarea = 318.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 135.845(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 135.845(CFS) Depth of flow = 1.697(Ft.), Average velocity = 9.538(Ft/s) Channel flow top width = 11.788(Ft.) Flow Velocity = 9.54(Ft /s) Travel time = 0.56 min. Time of concentration = 10.48 min. Critical depth = 2.125(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.443(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.883 Subarea runoff = 8.203(CFS) for 3.200(Ac.) Total runoff = 139.909(CFS) Effective area this stream = 35.66(Ac.) Total Study Area (Main Stream No. 1) = 36.70(Ac.) Area averaged Fm value = 0.084(In /Hr) Depth of flow = 1.723(Ft.), Average velocity = 9.615(Ft/s) Critical depth = 2.172(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ e"°. Process from Point /Station 106.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1471.500(Ft.) Downstream point /station elevation = 1469.000(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 139.909(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 139.909(CFS) Normal flow depth in pipe = 30.56(In.) Flow top width inside pipe = 37.39(In.) Critical depth could not be calculated. Pipe flow velocity = 18.65(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.57 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.660(Ac.) Runoff from this stream = 139.909(CFS) Time of concentration = 10.57 min. Rainfall intensity = 4.421(In /Hr) .�•. Area averaged loss rate (Fm) = 0.0839(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 561.000(Ft.) Top (of initial area) elevation = 1506.000(Ft.) Bottom (of initial area) elevation = 1490.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02852 s( %)= 2.85 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.788 min. Rainfall intensity = 5.311(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 3.753(CFS) # 40*, Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 203.000 to Point /Station 204.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1490.000(Ft.) End of street segment elevation = 1477.000(Ft.) Length of street segment = 893.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.150(CFS) Depth of flow = 0.312(Ft.), Average velocity = 2.621(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.252(Ft.) Flow velocity = 2.62(Ft /s) ,..•• Travel time = 5.68 min. TC = 13.47 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 3.823(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 2.617(CFS) for 1.100(Ac.) Total runoff = 6.371(CFS) Effective area this stream = 1.90(Ac.) Total Study Area (Main Stream No. 2) = 38.60(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 6.371(CFS) Half street flow at end of street = 3.185(CFS) Depth of flow = 0.330(Ft.), Average velocity = 2.750(Ft /s) Flow width (from curb towards crown)= 10.157(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 212.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** p ow, Upstream point /station elevation = 1471.000(Ft.) Downstream point /station elevation = 1470.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 t•. No. of pipes = 1 Required pipe flow = 6.371(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.371(CFS) Normal flow depth in pipe = 8.58(In.) Flow top width inside pipe = 14.84(In.) Critical Depth = 12.22(In.) Pipe flow velocity = 8.78(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 212.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.900(Ac.) Runoff from this stream = 6.371(CFS) Time of concentration = 13.54 min. Rainfall intensity = 3.810(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 207.000 to Point /Station 208.000 * * ** INITIAL AREA EVALUATION * * ** C COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1508.000(Ft.) Bottom (of initial area) elevation = 1496.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.03000 s( %)= 3.00 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.734 min. Rainfall intensity = 5.795(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.885 Subarea runoff = 6.153(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 208.000 to Point /Station 209.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1496.000(Ft.) End of street segment elevation = 1478.000(Ft.) (:: Length of street segment = 1060.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.204(CFS) Depth of flow = 0.357(Ft.), Average velocity = 3.177(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.496(Ft.) Flow velocity = 3.18(Ft /s) Travel time = 5.56 min. TC = 12.29 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 (:: Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 4.038(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.878 Subarea runoff = 5.905(CFS) for 2.200(Ac.) Total runoff = 12.058(CFS) Effective area this stream = 3.40(Ac.) Total Study Area (Main Stream No. 2) = 42.00(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 12.058(CFS) Half street flow at end of street = 6.029(CFS) Depth of flow = 0.384(Ft.), Average velocity = 3.386(Ft/s) Flow width (from curb towards crown)= 12.860(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 212.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1472.000(Ft.) Downstream point /station elevation = 1470.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.058(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 12.058(CFS) Normal flow depth in pipe = 10.48(In.) Flow top width inside pipe = 13.77(In.) Critical depth could not be calculated. err' Pipe flow velocity = 13.17(Ft /s) Travel time through pipe = 0.05 min. �► Time of concentration (TC) = 12.34 min. �4rrr +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 212.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.400(Ac.) Runoff from this stream = 12.058(CFS) Time of concentration = 12.34 min. Rainfall intensity = 4.028(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 6.37 1.900 13.54 0.098 3.810 2 12.06 3.400 12.34 0.098 4.028 Qmax(1) = 1.000 * 1.000 * 6.371) + 0.945 * 1.000 * 12.058) + = 17.760 Qmax(2) = 1.059 * 0.912 * 6.371) + (:: 1.000 * 1.000 * 12.058) + = 18.206 Total of 2 streams to confluence: Flow rates before confluence point: 6.371 12.058 Maximum flow rates at confluence using above data: 17.760 18.206 Area of streams before confluence: 1.900 3.400 Effective area values after confluence: 5.300 5.132 Results of confluence: Total flow rate = 18.206(CFS) Time of concentration = 12.345 min. Effective stream area after confluence = 5.132(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.098(In /Hr) Study area total (this main stream) = 5.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1470.000(Ft.) Downstream point /station elevation = 1469.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.206(CFS) *401.0, Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 18.206(CFS) •. Normal flow depth in pipe = 11.91(In.) Flow top width inside pipe = 17.04(In.) Critical depth could not be calculated. Pipe flow velocity = 14.68(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.37 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 213.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.132(Ac.) Runoff from this stream = 18.206(CFS) Time of concentration = 12.37 min. Rainfall intensity = 4.024(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 139.91 35.660 10.57 0.084 4.421 2 18.21 5.132 12.37 0.098 4.024 Qmax(1) = 1.000 * 1.000 * 139.909) + 1.101 * 0.855 * 18.206) + = 157.046 Qmax(2) = 0.908 * 1.000 * 139.909) + 1.000 * 1.000 * 18.206) + = 145.310 Total of 2 main streams to confluence: Flow rates before confluence point: 140.909 19.206 Maximum flow rates at confluence using above data: 157.046 145.310 Area of streams before confluence: 35.660 5.132 Effective area values after confluence: 40.047 40.791 Results of confluence: Total flow rate = 157.046(CFS) Time of concentration = 10.573 min. Effective stream area after confluence = 40.047(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.086(In /Hr) Study area total = 40.79(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 „os, * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1469.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 940.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 157.046(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 157.046(CFS) Normal flow depth in pipe = 32.44(In.) Flow top width inside pipe = 40.37(In.) Critical Depth = 42.68(In.) Pipe flow velocity = 18.43(Ft /s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 11.42 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 213.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.047(Ac.) Runoff from this stream = 157.046(CFS) Time of concentration = 11.42 min. Rainfall intensity = 4.220(In /Hr) Area averaged loss rate (Fm) = 0.0857(In /Hr) (” Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 209.000 to Point /Station 210.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 1478.000(Ft.) Bottom (of initial area) elevation = 1453.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.02525 s( %)= 2.53 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.015 min. Rainfall intensity = 4.567(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 4.827(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0 /Hr) C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.827(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.827(CFS) Normal flow depth in pipe = 8.55(In.) Flow top width inside pipe = 10.86(In.) Critical Depth = 10.88(In.) Pipe flow velocity = 8.06(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.10 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.200(Ac.) Runoff from this stream = 4.827(CFS) (:: Time of concentration = 10.10 min. Rainfall intensity = 4.544(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 204.000 to Point /Station 205.000 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 1477.000(Ft.) Bottom (of initial area) elevation = 1454.000(Ft.) Difference in elevation = 23.000(Ft.) Slope = 0.02371 s( %)= 2.37 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.060 min. Rainfall intensity = 4.555(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.881 Subarea runoff = 4.813(CFS) Total initial stream area = 1.200(Ac.) (:: Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 214.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1449.000(Ft.) Downstream point /station elevation = 1448.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.813(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.813(CFS) Normal flow depth in pipe = 8.53(In.) Flow top width inside pipe = 10.88(In.) Critical Depth = 10.88(In.) Pipe flow velocity = 8.06(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.14 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 205.000 to Point /Station 214.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.200(Ac.) Runoff from this stream = 4.813(CFS) Time of concentration = 10.14 min. Rainfall intensity = 4.532(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In /Hr) (In /Hr) 1 157.05 40.047 11.42 0.086 4.220 2 4.83 1.200 10.10 0.098 4.544 3 4.81 1.200 10.14 0.098 4.532 Qmax(1) = 1.000 * 1.000 * 157.046) + 0.927 * 1.000 * 4.827) + 0.930 * 1.000 * 4.813) + = 165.996 Qmax(2) = 1.078 * 0.884 * 157.046) + 1.000 * 1.000 * 4.827) + 1.003 * 0.996 * 4.813) + = 159.342 Qmax(3) = 1.075 * 0.888 * 157.046) + 0.997 * 1.000 * 4.827) + e rw,. 1.000 * 1.000 * 4.813) + = 159.594 mfterr Total of 3 main streams to confluence: Flow rates before confluence point: 158.046 5.827 5.813 Maximum flow rates at confluence using above data: 165.996 159.342 159.594 Area of streams before confluence: 40.047 1.200 1.200 Effective area values after confluence: 42.447 37.797 37.958 Results of confluence: Total flow rate = 165.996(CFS) Time of concentration = 11.423 min. Effective stream area after confluence = 42.447(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.086(In /Hr) Study area total = 42.45(Ac.) End of computations, Total Study Area = 44.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 44.2 c APPENDIX C: INLET AND STORM DRAIN LATERAL CALCULATIONS L 0 ,5 ca LL 0 o o- o n o- = 000000 . 5) L() LO LC) LC) LC) LC) _0 U L CO CO CO N 0 vN - 71' N .- � C] M a c N o < O,--O ,y CU < :5 6 - ;Jr!' ' .j. co ''- („) mmcID cococo U N4...., V N N N N N N LL_ cu t1 Q L S-� J U .ate+ LC) LC) LC) LC) LC) LC) I L 000000 a.. 2 L ^f' O 8 O N- O CYJ Co 4- (CD CO N CD. COCO .-. LZit V = q L .- ., ...1L CV N- LCD 71' N. CO CO LOCOCO l ( _ = R) NI c - L c. _c D C)0 LC) LC) N LO Pt 1 E 0 O O N 0 0 0 II C7 u.1 a. c o 3 a) a) a) a) a) a) c c c c c c c 0 U Worksheet for Lateral 104 - ALTERNATIVE 1 Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 42.00 in Discharge: 87.15 ft /s Results Normal Depth: 2.52 ft Flow Area: 7.40 ft Wetted Perimeter: 7.08 ft Top Width: 3.15 ft Critical Depth: 2.90 ft Percent Full: 71.9 Critical Slope: 0.00735 fUft Velocity: 11.77 ft/s Velocity Head: 2.15 ft Specific Energy: 4.67 ft Froude Number: 1.35 Maximum Discharge: 108.22 ft /s Discharge Full: 100.60 ft /s Slope Full: 0.00750 ft/ft Flow Type: SuperCritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft/s Worksheet for Lateral 104 - ALTERNATIVE 1 Upstream Velocity: 0.00 ft/s Normal Depth: 2.52 ft Critical Depth: 2.90 ft Channel Slope: 0.01000 ft/ft Critical Slope: 0.00735 ft/ft c Worksheet for Lateral 108 - ALTERNATIVE 1 Nomore Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: " Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 48.00 in Discharge: 128.64 ft /s Results Normal Depth: 2.95 ft Flow Area: 9.95 ft2 Wetted Perimeter: 8.27 ft Top Width: 3.52 ft Critical Depth: 3.40 ft Percent Full: 73.9 Critical Slope: 0.00756 ft/ft Velocity: 12.93 ft/s Velocity Head: 2.60 ft Specific Energy: 5.55 ft Froude Number: 1.35 Maximum Discharge: 154.51 ft /s Discharge Full: 143.64 ft /s Slope Full: 0.00802 ft/ft Flow Type: SuperCritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 . Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft/s 0 „ Worksheet for Lateral 108 - ALTERNATIVE 1 Upstream Velocity: 0.00 ft/s Normal Depth: 2.95 ft Critical Depth: 3.40 ft Channel Slope: 0.01000 ft/ft Critical Slope: 0.00756 ft/ft • 0 " Worksheet for Lateral 115 - ALTERNATIVE 1 Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 60.00 in Discharge: 213.36 ft /s Results Normal Depth: 3.44 ft Flow Area: 14.42 ft Wetted Perimeter: 9.79 ft Top Width: 4.63 ft Critical Depth: 4.15 ft Percent Full: 68.9 Critical Slope: 0.00655 ft/ft Velocity: 14.80 ft/s Velocity Head: 3.40 ft Specific Energy: 6.85 ft Froude Number: 1.48 Maximum Discharge: 280.14 ft /s Discharge Full: 260.43 ft /s Slope Full: 0.00671 ft/ft Flow Type: SuperCritical GVF input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data - Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 ok Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft/s c Worksheet for Lateral 115 - ALTERNATIVE 1 Upstream Velocity: 0.00 ft/s Normal Depth: 3.44 ft Critical Depth: 4.15 ft Channel Slope: 0.01000 ft/ft Critical Slope: 0.00655 ft/ft c c -.., .:....ate' ✓FUnwr l' a ' .'saw'. : n .'b- "9f,... 4 A ',y Worksheet for Lateral 214- ALTERNATIVE 2 Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 54.00 in Discharge: 166.00 ft /s Results Normal Depth: 3.17 ft Flow Area: 11.97 ft Wetted Perimeter: 8.96 ft Top Width: 4.11 ft Critical Depth: 3.76 ft Percent Full: 70.4 %a Critical Slope: 0.00690 ft/ft Velocity: 13.86 ft/s Velocity Head: 2.99 ft Specific Energy: 6.16 ft Froude Number: 1.43 Maximum Discharge: 211.53 ft /s Discharge Full: 196.64 ft /s Slope Full: 0.00713 ft/ft Flow Type: SuperCritical GvF Input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s c "' Worksheet for Lateral 214- ALTERNATIVE 2 Upstream Velocity: 0.00 ft/s Normal Depth: 3.17 ft Critical Depth: 3.76 ft Channel Slope: 0.01000 ft/ft Critical Slope: 0.00690 ft/ft c c �.• Worksheet for Lateral 305 - ALTERNATIVE 1 Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 30.00 in Discharge: 31.78 ft /s Results Normal Depth: 1.65 ft Flow Area: 3.44 ft Wetted Perimeter: 4.75 ft Top Width: 2.37 ft Critical Depth: 1.92 ft Percent Full: 66.1 Critical Slope: 0.00684 ft/ft Velocity: 9.23 ft/s +ww' Velocity Head: 1.32 ft I klitowe Specific Energy: 2.98 ft Froude Number: 1.35 Maximum Discharge: 44.12 ft /s Discharge Full: 41.01 ft /s Slope Full: 0.00600 ft/ft Flow Type: SuperCritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft/s Worksheet for Lateral 305 - ALTERNATIVE 1 Upstream Velocity: 0.00 ft/s Normal Depth: 1.65 ft Critical Depth: 1.92 ft Channel Slope: 0.01000 fUft Critical Slope: 0.00684 ft/ft c . _ Worksheet for Lateral 402 - Interim Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 24.00 in Discharge: 18.44 ft Results Normal Depth: 1.37 ft Flow Area: 2.30 ft Wetted Perimeter: 3.90 ft Top Width: 1.86 ft Critical Depth: 1.55 ft Percent Full: 68.6 Critical Slope: 0.00746 ft/ft Velocity: 8.03 ft/s Velocity Head: 1.00 ft Specific Energy: 2.37 ft Froude Number: 1.27 Maximum Discharge: 24.33 ft3 / Discharge Full: 22.62 ft /s Slope Full: 0.00665 ft/ft Flow Type: SuperCritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft/s j Worksheet for Lateral 402 - Interim Upstream Velocity: 0.00 {t/s Normal Depth: 1.37 ft Critical Depth: 1.55 ft Channel Slope: 0.01000 ft/ft Critical Slope: 0.00746 ft/ft a Worksheet for Lateral 405 - Interim Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Normal Depth Input Data Roughness Coefficient: 0.013 Channel Slope: 0.01000 ft/ft Diameter: 24.00 in Discharge: 18.45 ft /s Results Normal Depth: 1.37 ft Flow Area: 2.30 ft Wetted Perimeter: 3.90 ft Top Width: 1.86 ft Critical Depth: 1.55 ft Percent Full: 68.6 % Critical Slope: 0.00747 ft/ft Velocity: 8.03 ft/s ®°w Velocity Head: 1.00 ft Specific Energy: 2.37 ft Froude Number: 1.27 Maximum Discharge: 24.33 ft /s Discharge Full: 22.62 ft' /s Slope Full: 0.00665 ft/ft Flow Type: SuperCritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.000 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft/s �rr� Worksheet for Lateral 405 - Interim Upstream Velocity: 0.00 ft/s Normal Depth: 1.37 ft Critical Depth: 1.55 ft Channel Slope: 0.01000 ft/ft Critical Slope: 0.00747 ft/ft �rw E APPENDIX D: CHERRY AVENUE STREET CAPCITY CALCLUTATIONS I op - Yg ,,, Worksheet for Cherry Avenue - Half Street - 8" Curb ro o Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.03500 ft/ft Water Surface Elevation: 0.67 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 59.72 ft /s Elevation Range: 0.000 to 1.110 ft Flow Area: 7.68 ft Wetted Perimeter: 28.210 ft Top Width: 27.500 ft Normal Depth: 0.67 ft Critical Depth: 0.92 ft Critical Slope: 0.00459 ft/ft Velocity: 7.78 ft/s Velocity Head: 0.94 ft Specific Energy: 1.61 ft Froude Number: 2.60 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +51.00, 0.015 1.110) 0.700) Section Geometry Station Elevation 0 +00.00 1.110 ,,, 0+22.00 0.670 .,, Worksheet for Cherry Avenue - Half Street - 8" Curb Station Elevation 0 +22.00 0.000 0 +23.50 0.120 0 +23.50 0.150 0 +39.00 0.460 0 +51.00 0.700 Nampe and*, 10 0 - YR ,, Rating Table for Cherry Avenue - Half Street - 8" Curb ri Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.67 ft Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.00500 0.06000 0.00100 Channel Slope Discharge Velocity Flow Area Pier Top Width 0.00500 22.57 2.94 7.68 28.21 27.50 0.00600 24.73 3.22 7.68 28.21 27.50 0.00700 26.71 3.48 7.68 28.21 27.50 0.00800 28.55 3.72 7.68 28.21 27.50 0.00900 30.28 3.95 7.68 28.21 27.50 0.01000 31.92 4.16 7.68 28.21 27.50 0.01100 33.48 4.36 7.68 28.21 27.50 \ 0.01200 34.97 4.56 7.68 28.21 27.50 0.01300 36.40 4.74 7.68 28.21 27 50 0.01400 37.77 4.92 7.68 28.21 27.50 0.01500 39.10 5.09 7.68 28.21 27.50 0.01600 40.38 5.26 7.68 28.21 27.50 0.01700 41.62 5.42 7.68 28.21 27.50 0.01800 42.83 5.58 7.68 28.21 27.50 0.01900 44.00 5.73 7.68 28.21 27.50 0.02000 45.15 5.88 7.68 28.21 27.50 0.02100 46.26 6.03 7.68 28.21 27.50 0.02200 47.35 6.17 7.68 28.21 27.50 0.02300 48.41 6.31 7.68 28.21 27.50 0.02400 49.45 6.44 7.68 28.21 27.50 0.02500 50.47 6.58 7.68 28.21 27.50 0.02600 51.47 6.71 7.68 28.21 27.50 0.02700 52.45 6.83 7.68 28.21 27.50 0.02800 53.42 6.96 7.68 28.21 27.50 0.02900 54.36 7.08 7.68 28.21 27.50 0.03000 55.29 7.20 7.68 28.21 27.50 0.03100 56.21 7.32 7.68 28.21 27.50 0.03200 57.11 7.44 7.68 28.21 27.50 ,..,, Rating Table for Cherry Avenue - Half Street - 8" Curb Channel Slope Discharge Velocity FIow Area Wetted Top Width Perimeter 0.03300 57.99 7.56 7.68 28.21 27.50 0.03400 58.86 7.67 7.68 28.21 27.50 0.03500 59.72 7.78 7.68 28.21 27.50 0.03600 60.57 7.89 7.68 28.21 27.50 0.03700 61.40 8.00 7.68 28.21 27.50 0.03800 62.23 8.11 7.68 28.21 27.50 0.03900 63.04 8.21 7.68 28.21 27.50 0.04000 63.85 8.32 7.68 28.21 27.50 0.04100 64.64 8.42 7.68 28.21 27.50 0.04200 65.42 8.52 7.68 28.21 27.50 0.04300 66.20 8.62 7.68 28.21 27.50 0.04400 66.96 8.72 7.68 28.21 27.50 0.04500 67.72 8.82 7.68 28.21 27.50 0.04600 68.47 8.92 7.68 28.21 27.50 0.04700 69.21 9.02 7.68 28.21 27.50 0.04800 69.94 9.11 7.68 28.21 27.50 0.04900 70.66 9.21 7.68 28.21 27.50 P11°*-- 0.05000 71.38 9.30 7.68 28.21 27.50 0.05100 72.09 9.39 7.68 28.21 27.50 0.05200 72.79 9.48 7.68 28.21 27.50 0.05300 73.49 9.58 7.68 28.21 27.50 0.05400 74.18 9.67 7.68 28.21 27.50 0.05500 74.87 9.75 7.68 28.21 27.50 0.05600 75.54 9.84 7.68 28.21 27.50 0.05700 76.21 9.93 7.68 28.21 27.50 0.05800 76.88 10.02 7.68 28.21 27.50 0.05900 77.54 10.10 7.68 28.21 27.50 0.06000 78.19 10.19 7.68 28.21 27.50 25 - YC. Worksheet for Cherry Avenue - Half Street- 12' Dry Line - 8" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.03500 ft/ft Water Surface Elevation: 0.46 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 17.18 ft' /s Elevation Range: 0.000 to 1.110 ft Flow Area: 3.00 ft Wetted Perimeter: 17.498 ft Top Width: 17.000 ft Normal Depth: 0.46 ft Critical Depth: • 0.61 ft Critical Slope: 0.00540 ft/ft Velocity: 5.72 ft/s Velocity Head: 0.51 ft Specific Energy: 0.97 ft Froude Number: 2.40 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficieent (0 +00.00, (0 +51.00, 0.015 1.110) 0.700) Section Geometry Station Elevation 0 +00.00 1.110 0+22.00 0.670 \*.krri Worksheet for Cherry Avenue - Half Street- 12' Dry Line - 8° Curb r Station Elevation 0 +22.00 0.000 0+23.50 0.120 0 +23.50 0.150 0+39.00 0.460 0 +51.00 0.700 c 2 5 - Yk ,...' Rating Table for Cherry Avenue - Half Street- 12' Dry Line - 8" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.46 ft Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.00500 0.06000 0.00100 Channel Slope Discharge Velocity Flow Area Wetted Top Width Perimeter 0.00500 6.49 2.16 3.00 17.50 17.00 0.00600 7.11 2.37 3.00 17.50 17.00 0.00700 7.68 2.56 3.00 17.50 17.00 0.00800 8.21 2.74 3.00 17.50 17.00 0.00900 8.71 2.90 3.00 17.50 17.00 0.01000 9.18 3.06 3.00 17.50 17.00 0.01100 9.63 3.21 3.00 17.50 17.00 0.01200 10.06 3.35 3.00 17.50 17.00 0.01300 10.47 - 3.49 3.00 17.50 17.00 0.01400 10.87 3.62 3.00 17.50 17.00 0.01500 11.25 3.75 3.00 17.50 17.00 0.01600 11.62 3.87 3.00 17.50 17.00 0.01700 11.98 3.99 3.00 17.50 17.00 0.01800 12.32 4.10 3.00 17.50 17.00 0.01900 12.66 4.22 3.00 17.50 17.00 0.02000 12.99 4.33 3.00 17.50 17.00 0.02100 13.31 4.43 3.00 17.50 17.00 0.02200 13.62 4.54 3.00 17.50 17.00 0.02300 13.93 4.64 3.00 17.50 17.00 0.02400 14.23 4.74 3.00 17.50 17.00 0.02500 14.52 4.84 3.00 17.50 17.00 0.02600 14.81 4.93 3.00 17.50 17.00 0.02700 15.09 5.03 3.00 17.50 17.00 0.02800 15.37 5.12 3.00 17.50 17.00 0.02900 15.64 5.21 3.00 17.50 17.00 0.03000 15.91 5.30 3.00 17.50 17.00 0.03100 16.17 5.39 3.00 17.50 17.00 "*"" 0.03200 16.43 5.47 3.00 17.50 17.00 Rating Table for Cherry Avenue - Half Street- 12' Dry Line - 8" Curb \ MOW' Wetted Channel Slope Discharge Velocity Flow Area Pester Top Width 0.03300 16.68 5.56 3.00 17.50 17.00 0.03400 16.94 5.64 3.00 17.50 17.00 0.03500 17.18 5.72 3.00 17.50 17.00 0.03600 17.43 5.80 3.00 17.50 17.00 0.03700 17.67 5.88 3.00 17.50 17.00 0.03800 17.90 5.96 3.00 17.50 17.00 0.03900 18 14 6.04 3.00 17.50 17.00 0.04000 18.37 6.12 3.00 17.50 17.00 0.04100 18.60 6.19 3.00 17.50 17.00 0.04200 18.82 6.27 3.00 17.50 17.00 0.04300 19.05 6.34 3.00 17.50 17.00 0.04400 19.27 6.42 3.00 17.50 17.00 0.04500 19.48 6.49 3.00 17.50 17.00 0.04600 19.70 6.56 3.00 17.50 17.00 0.04700 19.91 6.63 3.00 17.50 17.00 0.04800 20.12 6.70 3.00 17.50 17.00 0.04900 20.33 6.77 3.00 17.50 17.00 0.05000 20.54 6.84 3.00 17.50 " lift ' 0.05100 20.74 6.91 3.00 17.50 17.00 0.05200 20.94 6.98 3.00 17.50 17.00 0.05300 21.14 7.04 3.00 17.50 17.00 0.05400 21.34 7.11 3.00 17.50 17.00 0.05500 21.54 7.17 3.00 17.50 17.00 0.05600 21.73 7.24 3.00 17.50 17.00 0.05700 21.93 7.30 3.00 17.50 17.00 0.05800 22.12 7.37 3.00 17.50 17.00 0.05900 22.31 7.43 3.00 17.50 17.00 0.06000 22.50 . 7.49 3.00 17.50 17.00 2 5 - Y � .... Worksheet for Interior Street - TC To TC - 8" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 ft/ft Water Surface Elevation: 0.67 ft Options • Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 49.76 ft /s Elevation Range: 0.000 to 0.910 ft Flow Area: 14.38 ft Wetted Perimeter: 41.418 ft Top Width: 40.000 ft Normal Depth: 0.67 ft Critical Depth: 0.68 ft Critical Slope: 0.00482 ft/ft Velocity: 3.46 ft/s Velocity Head: 0.19 ft Specific Energy: 0.86 ft Froude Number: 1.02 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +64.00, 0.015 0.910) 0.910) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 Worksheet for Interior Street - TC To TC - 8" Curb Station Elevation 0 +12.00 0.000 0 +13.50 0.115 0 +13.50 0.146 0 +32.00 0.516 0 +50.50 0.146 0 +50.50 0.115 0 +52.00 0.000 0 +52.00 0.670 0 +64.00 0.910 c 2 5 - Y k Rating Table for Interior Street - TC To TC - 8" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.67 ft Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.00200 0.08000 0.00100 Wetted Channel Slope Discharge Velocity Flow Area Top Width Perimeter 0.00200 14.28 1.86 7.68 28.21 27.50 0.00300 17.48 2.28 7.68 28.21 27.50 0.00400 20.19 2.63 7.68 28.21 27.50 0.00500 22.57 2.94 7.68 28.21 27.50 0.00600 24.73 3.22 7.68 28.21 27.50 0.00700 26.71 3.48 7.68 28.21 27.50 '^ 0.00800 28.55 3.72 7.68 28.21 27.50 0.00900 30.28 3.95 7.68 28.21 27.50 0.01000 31.92 4.16 7.68 28.21 27.50 0.01100 33.48 4.36 7.68 28.21 27.50 0.01200 34.97 4.56 7.68 28.21 27.50 0.01300 36.40 4.74 7.68 28.21 27.50 0 01400 37.77 4.92 7.68 28.21 27.50 0.01500 39.10 5.09 7.68 28.21 27.50 0.01600 40.38 5.26 7.68 28.21 27.50 0.01700 41.62 5.42 7.68 28.21 27.50 0.01800 42.83 5.58 7.68 28.21 27.50 0.01900 44.00 5.73 7.68 28.21 27.50 0.02000 45.15 5.88 7.68 28.21 27.50 0.02100 46.26 6.03 7.68 28.21 27.50 0.02200 47.35 6.17 7.68 28.21 27.50 0.02300 48.41 6.31 7.68 28.21 27.50 0.02400 49.45 6.44 7.68 28.21 27.50 0.02500 50.47 6.58 7.68 . 28.21 27.50 0.02600 51.47 6.71 7.68 28.21 27.50 0.02700 52.45 6.83 7.68 28.21 27.50 0.02800 53.42 6.96 7.68 28.21 27.50 4. 0.02900 54.36 7.08 7.68 28.21 27.50 Rating Table for Interior Street - TC To TC - 8" Curb Channel Slope Discharge Velocity Flow Area Wetted Top Width Perimeter 0.03000 55.29 7.20 7.68 28.21 27.50 0.03100 56.21 7.32 7.68 28.21 27.50 0.03200 57.11 7.44 7.68 28.21 27.50 0.03300 57.99 7.56 7.68 28.21 27.50 0.03400 58.86 7.67 7.68 28.21 27.50 0.03500 59.72 7.78 7.68 28.21 27.50 0.03600 60.57 7.89 7.68 28.21 27.50 0.03700 61.40 8.00 7.68 28.21 27.50 0.03800 62.23 8.11 7.68 28.21 27.50 0.03900 63.04 8.21 7.68 28.21 27.50 0.04000 63.85 8.32 7.68 28.21 27.50 0.04100 64.64 8.42 7.68 28.21 27.50 0.04200 65.42 8.52 7.68 28.21 27.50 0.04300 66.20 8.62 7.68 28.21 27.50 0.04400 66.96 8.72 7.68 28.21 27.50 0.04500 67.72 8.82 7.68 28.21 27.50 0.04600 68.47 8.92 7.68 28.21 27.50 0.04700 69.21 9.02 7.68 28.21 27.50 0.04800 69.94 9.11 7.68 28.21 27.50 0.04900 70.66 9.21 7.68 28.21 27.50 0.05000 71.38 9.30 7.68 28.21 27.50 0.05100 72.09 9.39 7.68 28.21 27.50 0.05200 72.79 9 48 7.68 28.21 27.50 0.05300 73.49 9.58 7.68 28.21 27.50 0.05400 74.18 9.67 7.68 28.21 27.50 0.05500 74.87 9.75 7.68 26.21 27.50 0.05600 75.54 9.84 7.68 28.21 27.50 0.05700 76.21 9.93 7.68 28.21 27.50 0.05800 76.88 10.02 7.68 28.21 27.50 0.05900 77.54 10.10 7.68 28.21 27.50 0.06000 78.19 10.19 7.68 28.21 27.50 0.06100 78.84 10.27 7.68 2821 27.50 0.06200 79.49 10.36 7.68 28.21 27.50 0.06300 80.13 10.44 7.68 28.21 27.50 0.06400 80.76 10.52 7.68 28.21 27.50 0.06500 81.39 10.60 7.68 28.21 27.50 0.06600 82.01 10.69 7.68 28.21 27.50 0.06700 82.63 10.77 7.68 28.21 27.50 0.06800 83.24 10.85 7.68 28.21 27.50 / Il" 0.06900 83.85 10.93 7.68 28.21 27.50 iillasie Rating Table for Interior Street - TC To TC - 8" Curb Channel Slope Discharge Velocity Flow Area Pen ter Top Width 0.07000 84.46 11.00 7.68 28.21 27.50 0.07100 85.06 11.08 7.68 28.21 27.50 0.07200 85.66 11.16 7.68 28.21 27.50 0.07300 86.25 11.24 7.68 28.21 27.50 0.07400 86.84 11.31 7.68 28.21 27.50 0.07500 87.42 11.39 7.68 28.21 27.50 0.07600 88.00 11.47 7.68 28.21 27.50 0.07700 88.58 11.54 7.68 28.21 27.50 0.07800 89.16 11.62 7.68 28.21 27.50 0.07900 89.72 11.69 7.68 28.21 27.50 0.08000 90.29 11.76 7.68 28.21 27.50 c rte6' oo - YR �.. Worksheet for Interior Street - R/W To R/W - 8" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 ft/ft Water Surface Elevation: 0.91 ft Options Current Roughness Weighted Meth( ImprovedLotters Open Channel Weighted Roughnes. ImprovedLotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: 0.015 Discharge: 103.93 ft' /s Elevation Range: 0.000 to 0.910 ft Flow Area: 26.86 ft Wetted Perimeter: 65.423 ft Top Width: 64.000 ft Normal Depth: 0.91 ft Critical Depth: 0.92 ft Critical Slope: 0.00446 ft/ft Velocity: 3.87 ft/s Velocity Head: 0.23 ft Specific Energy: 1.14 ft Froude Number: 1.05 Flow Type: Supercritical Segment Roughness Start Station End Station Roughness Coefficient (0 +00.00, (0 +64.00, 0.015 0.910) 0.910) Section Geometry Station Elevation 0 +00.00 0.910 0 +12.00 0.670 .. Worksheet for Interior Street - R/W To R/W - 8" Curb Station Elevation 0 +12.00 0.000 0+13.50 0.115 0 +13.50 0.146 0 +32.00 0.516 0 +50.50 0.146 0 +50.50 0.115 0 +52.00 0.000 0 +52.00 0.670 0 +64.00 0.910 Iro - YR Rating Table for Interior Street - R/W To R/W - 8" Curb Project Description Flow Element: Irregular Section Friction Method: Manning Formula Solve For: Discharge Input Data Roughness Coefficient: 0.015 Water Surface Elevation: 0.91 ft Attribute Minimum Maximum increment Channel Slope (ft/ft) 0.00200 0.08000 0.00100 Channel Slope Discharge Velocity Flow Area Pi meter Top Width 0.00200 37.50 2.34 16.05 41.92 41.00 0.00300 45.93 2.86 16.05 41.92 41.00 0.00400 53.03 3.30 16.05 41.92 41.00 0.00500 59.29 3.69 16.05 41.92 41.00 0.00600 64.95 4.05 16.05 41.92 41.00 0.00700 70.15 4.37 16.05 41.92 41.00 0.00800 75.00 4.67 16.05 41.92 41.00 0.00900 79.55' 4.96 16.05 41.92 41.00 0.01000 83.85 5.22 16.05 41.92 41.00 0.01100 87.94 5.48 16.05 41.92 41.00 0.01200 91.85 5.72 16.05 41.92 41.00 0.01300 95.60 5.96 16.05 41.92 41.00 0.01400 99.21 6.18 16.05 41.92 41.00 0.01500 102.70 6.40 16.05 41.92 41.00 0.01600 106.06 6.61 16.05 41.92 41.00 0.01700 109.33 6.81 16.05 41.92 41.00 0.01800 112.50 7.01 16.05 41.92 41.00 0.01900 115.58 7.20 16.05 41.92 41.00 0.02000 118.58 7.39 16.05 41.92 41.00 0.02100 121.51 7.57 16.05 41.92 41.00 0.02200 124.37 7.75 16.05 41.92 41.00 0.02300 127.17 7.92 • 16.05 41.92 41.00 0.02400 129.90 8.09 16.05 41.92 41.00 0.02500 132.58 8.26 16.05 41.92 41.00 0.02600 135.21 8.42 16.05 41.92 41.00 0.02700 137.78 8.58 16.05 41.92 41.00 0.02800 140.31 8.74 16.05 41.92 41.00 0.02900 142.79 8.90 16.05 41.92 41.00 14 o dow. Rating Table for Interior Street - R/W To R/W - 8" Curb Le Wetted Channel Slope Discharge Velocity Flow Area Top Width Perimeter 0.03000 145.23 9.05 16.05 41.92 41.00 0.03100 147.64 9.20 16.05 41.92 41.00 0.03200 150.00 9.34 16.05 41.92 41.00 0.03300 152.32 9.49 16.05 41.92 41.00 0.03400 154.61 9.63 16.05 41.92 41.00 0.03500 156.87 9.77 16.05 41.92 41.00 0.03600 159.10 9.91 16.05 41.92 41.00 0.03700 161.29 10.05 16.05 41.92 41.00 0.03800 163.46 10.18 16.05 41.92 41.00 0.03900 165.59 10.32 16.05 41.92 41.00 0.04000 167.70 10.45 16.05 41.92 41.00 0.04100 169.79 10.58 16.05 41.92 41.00 0.04200 171.84 10.71 16.05 41.92 41.00 0.04300 173.88 10.83 16.05 41.92 41.00 0.04400 175.89 10.96 16.05 41.92 41.00 0.04500 177.88 11.08 16.05 41.92 41.00 0.04600 179.84 11.20 16.05 41.92 41.00 w�, 0.04700 181.78 11.32 16.05 41.92 41.00 0.04800 183.71 11.44 16.05 41.92 41.00 0.04900 185.61 11.56 16.05 41.92 41.00 0.05000 187.50 11.68 16.05 41.92 41.00 0.05100 189.36 11.80 16.05 41.92 41.00 0.05200 191.21 11.91 16.05 41.92 41.00 0.05300 193.04 12.03 16.05 41.92 41.00 0.05400 194.85 12.14 16.05 41.92 41.00 0.05500 196.65 12.25 16.05 41.92 41.00 0.05600 198.43 12.36 16.05 41.92 41.00 • 0.05700 200.19 12.47 16.05 41.92 41.00 0.05800 201.94 12.58 16.05 41.92 41.00 0.05900 203.67 12.69 16.05 41.92 41.00 0.06000 205.39 12.80 16.05 41.92 41.00 0.06100 207.10 12.90 16.05 41.92 41.00 0.06200 208.79 13.01 16.05 41.92 41.00 0.06300 210.46 13.11 16.05 41.92 41.00 0.06400 212.13 13.21 16.05 41.92 41.00 0.06500 213.78 13.32 16.05 41.92 41.00 0.06600 215.42 13.42 16.05 41.92 41.00 0.06700 217.04 13.52 16.05 41.92 41.00 0.06800 218.66 13.62 16.05 41.92 41.00 0.06900 220.26 13.72 16.05 41.92 41.00 C Wetted Rating Table for Interior Street - R/W To R/W - 8" Curb Channel Slope Discharge Velocity Flow Area Perimeter Top Width 0.07000 221.85 13.82 16.05 41.92 41.00 0.07100 223.43 13.92 16.05 41.92 41.00 0.07200 225.00 14.02 16.05 41.92 41.00 0.07300 226.55 14.11 16.05 41.92 41.00 0.07400 228.10 14.21 16.05 41.92 41.00 0.07500 229.64 14.31 16.05 41.92 41.00 0.07600 231.16 14 40 16.05 41.92 41.00 0.07700 232.68 14.49 16.05 41.92 41.00 0.07800 234.18 14.59 16.05 41.92 41.00 0.07900 235.68 14.68 16.05 41.92 41.00 0.08000 23717 14.77 16.05 41.92 41.00 c .,- . .,„•. • ,,r..+0.:714:', , .'-/..- ,...• ' '''' • -.1,...1 ' . a_ , I • • • c ‘-,----.; /1-, , .- .,f Y 0 ".- - . - . ;*1F4 '-'1 4. •., • ,• ,t.2,- , 1. - :ce tqn ,•• Irr ' ' II s k i t ,.----• ----, • •••• ="' , , I II I : t I l'' 7 ''' ' . * .. ! •: l'j j . , •-..,• i • ;II; 1 ...• i '0. •,... , , , .,.. .. 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