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34243
__ i�maiuuu IE zi Hydrology Hydraulics R For Tentative Tract 34243 MDS 44616 Northwest Quadrant of Ave 58 & Madison City of La Quinta, State of California July 2006 Prepared For: Innovative Communities 20o East Washington St Suite loo Escondido, California (760) 564 -6555 Prepared By: MDS Consulting John W Cavin PE, C 1.6862 78 -goo Avenue 47, Suite 208, La Quinta, CA 92253 (760) 771 -4013 Submittal: JU1Y 2oo6 Hydrology Hydraulics Report For Tentative Tract 34243 City of La Quinta, State of California M 0 R S E 78 -900 Avenue 47 . Suite 208 La Quinta, CA 92253 D 0 K I C H Voice: 760 - 771 -4013 FAX: 760 - 771 -4073 S C H U L T Z mdsloquinto@mdsconsulling.net P L A N S U R V E Y O R S Stanley C. Morse R. C. E. 20596 :' '9l Nv� , L Expires 9/30/07 F GI+�E. Submittal: June 2006 Hydrology & Hydraulics Report Tract 34243 MDS 44616 Table of Contents Title Sheet June 2006 Table of Contents Tab Project Maps & Photographs Tab 1 Project Narrative Tab 2 Summary of Results Tab 3 1 of 2 1. Design Criteria 2. Design Storm Point Precipitation Table (COLA) 3. Tributary Area List 4. Retention Basin Control Elevations 5. Retention Basin Available & Required Storage 6. Storm Storage Summary 7. Street Flow Capacities 8. Curb Inlet Catch Basin Data 9. Nuisance Water Disposal Systems Appendices: Appendix A: Unit Hydrograph Retention Basin Hydrology Tab 4 (100yr —1, 3, 6, & 24hr Design Storms) A 1 Unit Hydrographs Tab 4 A 2 Flood Hydrographs & Routing Tab 5 Appendix B: Rational Method Storm Drain Hydrology Tab 6. (100yr Design Storm) B 1 Storm Drain Hydrology Tab 6 B 2 Hydraulic Grade Line Calculations Tab 6 B 3 Curb Inlet Hydrology Tab 7 B 4 Street Hydrology Tab 8 Appendix C: Nuisance Water Disposal System Tab 9 Sketches • Design Calculations 1 of 2 6/28/2006 Tract 34243 - MDS 44616 Table of Contents (continued) Appendix D: Design Reference Documents (RCFCD Manual) Tab 10 1. Percolation test report Earth Systems 2. Soil Survey Map & Soil Group Table 12 USDA -SCS 3. Initial Subarea, Time of Concentration Nomograph, (Plate D -3) 4. Rainfall Patterns in % of 3, 6, & 24 hr Storm Volume (Plate E -5.9) 5. Rational Rainfall Intensity Table 10yr & 100 yr (Plate D -4.1) 6. Rational Runoff Index Numbers (Plates D -5.5 &5.6) 7. Runoff Coefficient Curve (Soil Group B, AMC II) (Plate D -5.2, 5.7) 8. Onsite Sts - 36 ft cf /cf - Depth /Discharge Nomograph (Plate D -7.7) 9. Ave 58 - 32 ft cf /cf Half Street - D /Dischrg Nomograph (Plate D -7.8) 10. Curb Inlet Capacity Street Low Pt (Sag) (BPR #1073.03) 11. Curb Inlet Capacity Continuous Street Slope (LA Co Plate D -10 12. Reinforced Concrete Pipe D load Table 13. Miscellaneous Verification Correspondence Appendix E: Map Exhibits Tab 11 Exhibit 1: Pre - Development Topography & Drainage Exhibit 2: Post - Development Hydrology Map Street and Lot Layout Drainage Areas Storm Drainage and Retention System • Photographs 0 Innovative Communities Tentative 'Tract 34243 0 • �' L IN a 1 1 A W I � ID I J:i o I R L f xi gi3 ¢, t 1 ai w�I + v 9�" c cl t I rr rF U!'.11* I 4"1 I; Nll r a a i A rYr•., eL5! Ei i..,. ��'sT �..�A.iI :'1'I a ' ._- . 1 { o yt; I� f L IN a 1 1 A W I � ID I J:i o I R L f xi gi3 ¢, t 1 ai w�I + v 9�" c cl t I rr rF U!'.11* I 4"1 I; Nll r a a i A rYr•., eL5! Ei i..,. ��'sT �..�A.iI :'1'I a ' ._- . 1 { o SEE 70�AP -r --,- 5- "I — .— I _; . ril—, I i.. - 7411n ft.. A t u 0.1 SA 0 ' ;_"T. "T MR, 03 IA. po—. RTOFJ s.� �ti�r ., v 92 2 O"l ��-/ s OA f2 5 RD 3 AV C i 53RD Al 1:0 va3 11j7"'All, RA. V5- BIELLA -4101 -VO a 'M , !u Jl ; 7 t 41 wig A 820m I 54TH SNIDRA OR CIS * ky 77' BECWM UK 5 3. WILLIAM L-u ICI f i. 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CeC l_ }. i i7'oG 'sE iiE j rr �^'" � 7;,��Y.; •F:. 4 trPit C.d _ R. 7 E. 1 7'30" I 99000nFeE:r uaple 0 DNS �' Project Narrative i Innovative Communities Tentative Tract 34243 • Tab 2 MDS 44616 - Ave58 Nr Madison - Hydrology and Hydraulics Design Report Project Narrative Tentative Tract 34243 Introduction: 7/5/2006 Tentative Tract No. 34243 consists of approximately 20 acres, located on the north side of Ave 58, 660 feet west of Madison St, within the City of La Quinta, County of Riverside, California. Avenue 58 borders the southerly property line, and developed residential single family subdivisions with masonry privacy walls enclose the north, west and east boundaries. Drainage History: The predevelopment topographic survey indicates that the site drains from the northwest to the southeast into the Ave 58 right of way, and thence easterly along the existing roadside. Due to the existing offsite subdivision grading and walls, there does not appear to be any drainage between Tract 34243 and the existing subdivisions surrounding it. Both the predevelopment and proposed post development secondary surface overflow from the site is easterly along the Ave 58 curb line at the elevation of the gutter at the SE corner of Tract 34243. Design Procedure: (See Summary 1 - COLQ Design Criteria) •Tract 34243 is designed to retain, in one retention basin located in the center of the site, all on -site drainage and Ave 58 frontage drainage generated by the 100 -year design storm. The on -site soil percolation rate was tested and determined to average 1.2 inches per hour at the location and approximate depth of the proposed retention basin. The COLQ is requiring that zero percolation be assumed. This zero percolation requirement and the shape of the basin made it necessary to surround the retention basin with 2 to 3 ft high retaining walls to create sufficient storage volume below the maximum 100 year storm water storage elevation. The bottoms of these retaining walls are higher in all locations than the maximum water surface at overflow. Floodwater staining of the walls is therefore not a consideration. The basin retains approximately 128 % of the design storm before overflowing at elevation 458.35 through storm drain Line 4 and curb inlet # 11 near the SW Tract comer. All COLQ freeboard requirements are met with this design. (See Tab 3, Summary 4 5 and 6) All drainage facilities,' including retention basins, pipes, streets and inlets are designed using the Rational Method procedures outlined in the Riverside County Flood Control District Hydrology Design Manual (RCFCD -HDM) and using the Civil Design computer programs recommended by the RCFCD. The Civil Design program for the Riverside County Synthetic Unit Hydrograph Method is used to calculate the required design storm runoff volumes. The site was evaluated for the rainfall inflow volume of 100 -yr storms of 1, 3, 6, and 24 -hour duration. The storm requiring the largest storage volume was used as the design storm for sizing of the Retention Basin. Street, curb inlet, inlet lateral, and main line storm drain peak flow requirements are determined using the Civil Design - Rational Method program based on the actual time of concentration in each reach or at each inlet. (See Tab 6, Appendix B 1). Hydraulic Grade Lines for the Storm Drain pipes are calculated using the Civil Design, Rational Method WSPGW program, based on the peak flows for each reach. (See Tab 6, Appendix B 1) MDS 44616 — 7/5/2006 Ave58 Nr Madison - Minimum storm drain pipe size is 18 -inch diameter, per City criteria, and minimum curb inlet length is 4 feet. • (See. Tab 3, Summary 8, and Tab 6, Appendix B 3). Maintenance access ramps with a maximum slope of 8.3% are provided at both ends of the retention basin, and pedestrian ramps with a maximum slope of 5% are provided to the center of the basin. • Nuisance Water Disposal Systems (NWDS) Drainage from the site is collected in the streets and storm drain pipe systems, and carried to junction / distribution boxes in the bottom of the retention basin. Large storm flows will rise through the top grate of these boxes, spread over the bottom of the retention basins, and percolate into the bottom and sides of the basin. Small nuisance water flows are collected in the same way, but flow from the distribution boxes through small diameter pipes to the central nuisance water disposal system, to be clarified before being percolated into the ground. Nuisance water is silt and contaminant - carrying runoff from irrigation and the debris and contaminants flushed from pavement surfaces during the first minutes of storm runoff. This system is designed to collect nuisance water, remove debris and floating contaminants using a Maxwell pre - clarifier well, remove silt and other non - floating contaminants using sand filters, and dispose of the clarified water in underground percolation chambers beneath the bottom of the retention basin. This system is sized to conform to City Standard 370 design criteria. (See Tab 3, Summary 9, and Tab 9, Appendix Q. 2 Tab 3 Summary of Results 1. Design Criteria 2. Design Storm Point Precipitation Table (COLA) 3. Tributary Area List 4. Retention Basin Control Elevations 5. Retention Basin Available. & Required Storage 6. Storm Storage Summary 7. Street Flow Capacities 8. Curb Inlet Catch Basin Data 9. Nuisance Water. Disposal Systems Innovative Communities Tentative Tract 34243 MDS 44616 6/28/2006 Tentative Tract 34243 • S`ummaryal Retention' Bas><n Des><gn :Criteria City of La Quinta - Hydrology and Hydraulic Facility Design Criteria Excerpted from City of La Quinta (COLQ) design standards, plan check lists, and Engineering Bulletins. RETENTION BASINS • Storm Point Precipitation Frequency Estimate data are provided by the City of La Quinta for calculation of the 1, 3, 6, and 24 hour, 100 -year storm runoff volumes (See summary 2). NOAA Atlas 14 data as provided on the NOAA website are not acceptable. • Retention Basins shall be sized for the storm requiring the largest basin storage volume (The Design Storm). • Storm runoff and percolation Safety Factors are not required. • The design Percolation rate shall be ZERO, per COLQ requirement. (See Report by Earth Systems in Appendix D). • Maximum design water surface in a Retention Basin shall be 1.0 foot or more below the lowest street gutter flow line and the lowest pad elevation in the Tract. • Maximum allowable side slope is 3 to 1. • A maintenance access ramp with maximum 15% grade shall be provided from the nearest street to the basin bottom. • Water depth in any basin in a residential development shall not exceed 5.0 feet. • A Secondary overflow route to the existing / historic drainage path shall be shown for each basin. Secondary Overflow shall occur only in storms larger than the controlling 100 year storm • The water surface elevation(s) at secondary overflow shall be 1 foot or more lower than the lowest building pad elevation in the tributary area, and may not flood outside any street Right of Way. • Publicly maintained Basins shall not be fenced or walled. • Basins shall be visible from the residential streets for security reasons. • Retention basins are not allowed in Public Street parkway or public landscaping areas. NUISANCE WATER / LOW FLOW DISPOSAL SYSTEMS • Nuisance Water Disposal Systems shall be designed per COLQ Std #370. • One Maxwell 11 Debris Interception well shall be provided upstream of the Sand Filter array. • 1 Sand Filter is required per 40 houses or house equivalents. (137.2 gph) • 2000 sq ft of street or park landscaping is equivalent to 1 house (3.43 gph) • 1 Well site blow off is equivalent to 122 houses. (417 gph or 10,000 gpd) • 3.8 LF of arch chamber percolation line is required per house or house equivalent in silty soils. (See Geotechnical report in Appendix D). STREETS • Streets, and drainage inlets and pipes shall be designed for the Rational Method 100 year storm. • The 10 -year storm water surface shall not exceed the top of street curb. • The 100 -year storm water surface shall not pond outside the street right of way, with both the street and storm drain system flowing at capacity. Street ponding may exceed Top of Curb. • The 100 -year storm water surface in Major streets shall leave one lane in each direction not flooded. • The maximum 100 -year water surface shall be 1.0 foot or more below the lowest pad elevation. • • The maximum Secondary Overflow water surface shall be 1.0 foot or more below the lowest pad elevation. • Minimum street gutter longitudinal slope shall be 0.5 %. 1 of 2 • MDS 44616 6/28/2006 • Street surface roughness factor for storm flow computations shall be n = 0.02 for local streets and n = 0.015 for major streets. CURB INLETS, LATERAL PIPES AND MAIN LINE STORM DRAIN • Drainage inlets (catch basins) and pipes shall be designed for the Rational Method 100 year, storm. • All street inlets shall be curb opening without grates • Inlets shall be placed at low points (sump). Maximum spacing shall be 1200 feet. • All Curb Inlet gutter depressions shall be 4 feet wide perpendicular to the curb and 4 inches below the usual gutter flow line. • Sump inlets shall be sized for complete interception of all street flow during the 100 year design storm. • The 100 yr design storm water surface in inlets shall be 1.5 foot below the inlet Top of Curb. • The Secondary overflow outfall route and elevation shall be determined for all sump locations,' with at least 1.0 feet of freeboard between the 100 year water surface and any tributary building pad. !P Minimum storm drain pipe size is 18 inches, with 6 inch minimum diameter changes. • Minimum pipe slope is 0.3 %. • Storm drain Hydraulic Grade Line calculations for the 100 year Design Storm may begin at the water surface elevation in the Retention Basin at the time of peak inflow to the Basin, which occurs earlier in the storm and is much greater than inflow at the time of peak storage (See summary 6). • Maximum storm drain manhole access spacing shall be 300 feet. 2 of 2 • • • MUS 44616 Mun-7-- Tract 34243 - Surnrnary, 2y = efPoint P�ree "ipit tf,11 n Storm" .. �Volumses ( Volumes Per City of La Quinta) Storm Volume Recurrance 2 Year 100 Year Storm Duration (inch) (inch) 1 Hour 0.50 1.40 3 Hour 0.70 2.20 6 Hour 1.00 2.75 24 Hour 1.60 4.50 he se used in U.n'it Hydrograph.ca T values ='I'cul tions for Retention Basin µ' • • 0 MDS 44616 5- Jul -06 �,; Sum many;3x Tribu:taryArea ist i ` ��,� '-- -- - z _ iW "i� Tract 34243 Drainage Areas Flow path Drainage AreasFlow path ID :E(Ac) Area Length Longest ID Area Length Longest (ft (ft) Ac (ft) ft 1 -1 2.20 645 3 -1 1.02 380 1 -2 1.34 390 3 -2 0.64 190 1 -3 1.33 660 3 -3 0.50 300 1 -4 0.48 290 3-4 - Ave 58 0.49 1 -5 0.43 280 1,035 SD 3 2.65 755 SD 1A 5.78 150 1,185 4 -1 - Ave 58 0.37 245 245 4 -2 1.28 365 1 -6 0.48 215 4 -3 0.22 110 1 -7 0.63 .250 250 SD 4 1.87 645 1 -8 0.75 270 SD 3 & 4 4.52 645 1 -9 0.81 305 305 SD 1 B 2.67 300 550. Basin 5 -1 1.50 1185 SD 1A & 1 -B 8.45 165 715 Totals Ac 2 -1 2.03 685 Retention Basin Lot Area OnsiteTrib Areas Offsite - Ave 58 1.50 2 -2 1.86 640 17.76 2 -3 0.88 410 0.86 2 -4 0.88 375. 685 TOTAL Project DA 20.12 SD 2 5.65 235 920 ��Tt ese- alues used rn,'all, „Calcu ations ; Iviub 440 11) 5-Jtjl-06 Tract 34243 Lowest Pad Elevation Lowest Curb Inlet TC - CB 3/4 Overflow from Retention Basin Ave 58 Gutter FL @ CB# 11 Existing / Historic Overflow - Gutter Flowline - Ave 58 @ SE Tract Corner Max ws100 in Curb inlet (perCOLQ) 1.00 ft below FL @ CB Design ws100 in Retention Basin @ Peak Storage Used in Basin Design Design ws100 in Retention Basin @ Peak Inflow Used in HGL calcs Basin Bottom -Average Elevation 460.7 See Tab 11 App E See Tab 11 App E See Tab 11 App E See Tab 11 App E See Summary 6 See Summary 6 See Summary 5 below 459. -458..'.3A, 458.10 457.55 4571,50 -,456.34t, -.-;,'-4 5 3. (Ac) (AC) (ft) (cf I ft) Available Required (ft) 100yr/24 hr 459 56,149 216,986 4.9813 5.20 Wall Base 459 458 50,530 163,646 3.7568 4.20 457 44,971 115,896 2.6606 3.20 6.31 42,218 1 42,218 86,684 1.99 2.51 ,ws @ Peak inflowt, 456 39,465 73,678 1.6914 2.20 36,741 1 36,741 455 34,016 36,937 0.8480 1.20 31,320 1 31,320 454 .28,623 5,618 0.1290 0.20 28,090 0.20 5,618 453.8 27,556 0 0.0000 0.00 Bottom-, 453.0 23,290 Required Storage for 100 yr Design Storm Available Storage at Overflow elevation = ,Additl Storage between WS100 and Overflow elev 139,828 3.21 178,892 4.11 39,065 0-9-0 1 28% of Required ws100 Storage 30-Jun-06 `�? = `�".�. i� , +.; : rt. - x'•S(`;' ;�:'_ ^• - S '-%s'�vJ�'� ^a<�3�4 :4�-I .�,� - �-� � _ � s •!.. ^'� � x``fi{ Y _ "� lit S u N F 46 ° -RYete n tai o nB,.as r -S too rm Sto real erS �. S- .,...-- C�,aa. a�X :�..j. _.- ,..,�� ��.,-- � .�.- .,m.,.a.�.- �i���` ^..a_,_ -- .use.,, e.+.,; r.. �. ,.�:.�-�af.�+r€= sSi,,#...�<d'.. rz- :..� •�7dastiie WW3 = -Ra Y Tract 34243 Storm Peak Inflow Peak Storage Duratn Time Q in Vol Depth WS /HGL WS100 Time Depth Stor e hr hr ) (cfs) (AcFt) (ft Elev Elev hr ft AcFt cf) 1 0.9 63.74 1.56 2.06 455.86 455.05 1.25 2.37 1.86 81,022 3 2.7 31.00 1.95 2.47 456.27 456.56 3.33 2.76 2.23 97,139 6 5.5 21.07 1.98 2.50 456.30 456.58 6.25 2.78 2.18 94,961 24 13.5 7.33 1.99 . 51 2e 45.°'4-t. 6: 0 4-5_ery 5.2 5 2y.`,x4�a� 34 ... 7_ 0 .210 3.210 2�: 8 1".`. tkf�i�•..�i 4i� _ _'_ � ;.._ r . i -.�.. � v.0 «s , �.vc_ 'k-r.�:vs.=: k. ' � i .. , _!T ,1�9- - 'a�"'cJ - y: ' �.s .:'�5r4a... ss �---a'S ;a ._ -+ �_it�_ °^=,, - .' 3 = ro.-Y'+' _.� -3h�. +' . F -+� -;� i;`�"•S ^,pi? l �. � 6 : ,� ' . +� ,..-_�S :w - �. ,'- �.=. . .:c� - :�. 5^>i�•J.�.z '- k .-.. c a .xw :3�r�.- _r.4a � ..<.- v_� _� �. - :.i.� '' -. •3.,'r'?'1 .:.< n.. -=� � •_Ai� .��- _.'_ " co on:� a �0 n :fii � �V "�G z -y � L �. ?..5•.i� §,4 - ' a `,?- - �12 _h�1'-`, ^,. +��;..ii;- � .: - -' r . i r� 100. rm /_x:24•. hr�Stor tCo:nftrol:sBasrn = .3'9',8-C y.2-. .J =a '. 's7g . : ..� DR,- yw :.- . .s � ' . . ii..�l`iy��'.s� :ua_' �-: �� .,''::f..!��"'�.`•;_ .T .c ..� r ' 4 ^ "-- ' x °� j z' =• . q , ii�- s _ - �it- -�.c- ; ,. � °Size LL`t� ��_ _.,_ . .,�ierL.r .Y+!r.�1 is -..F ?.�.'st`'" ��;.z F: �- v...z•.a- f:.i.:}-:#- i"K'es': ,X �v�:� Freeboard (ft) Min Bldg Pad Catch Basin Owflow WS100 to Overflow to Elev Lot # CB# TC WS100 WS Pad CB TC ws100 CB TC Pad min 1.0 min 1.50 min1.0 460.70 46 11 459.05 457.50 1 458.10 3.20 1.55 0.60 1 0.95 2.60 • :.0 • CB# 11 CB #1 &2 CB #12 &13 MDS 44616 30- Jun -06 �i+r %9i� 1',Ji / 3r � ' { } �,Y�4L� j I! Surnmal StreVet�hY FyyLlow;NCapalcities� l 1 -iN.Y .14.:kt4 ^ .. a. -..>:. �il. :,,1. 4+`1 .efr.rt y J .., V" Yf S.>..:r.k'4 4 A:•�''\ r r]k i :'r Y . r!wl ;ifY' G . -.: Tract 34243 Major Street - Ave 58 �r Gw�et O e'.IY � Half Strweeti,dFlowh �'elu'N i.v'• 11 1 '1+i$ ,;,,h I' "" n" 7 (+ _ ( jrl Wh171 ! t A�yf� 0 ' A.4 Level Sloe Depth Width Q Cap Veloc N (ft) (ft) (cfs) (fps) Max Reqrd Q100 0.6 0.42 12.9 3.8 2.10 12 ft Lane Open 0.6 0.56 20.0 11.4 2.70 Top of Curb 0.6 0.67 21.0 25.4 3.20 44 ft ROW 0.6 0.91 44.0 59.6 3.90 32 ft & 42 ft C/L to cf,12 ft Pkwy, 20ft Landscape 8 in vert curb, 2ft/2in Gutter, 2% cross - slope, n = 0.015 , Onsite Streets - 36 ft cf /cf Stlowshf P hr1 fliVhT;irHdilrai FyyY + .W :.t,nf�l ?A.. J•AI�`Rs..!f.iryq inA4�rAWe n...1 {.111- N�',ru �� Level to Sloe Depth Width Q Cap Veloc N ft (ft) cfs) (fps) Max Re rd Q100 0.5 0.51 36.40 13.53 1.83 Top Curb 0.5 1 0.50 36.00 13.07 1.81 St Crown 0.5 0.49 36.00 12.00 1.75 Bk 5 ft PUE 0.5 0.62 46.00 28.53 2.45 Max Re rd Q100 0.7 0.49 36.00 14.56 2.11 Top Curb 0.7 0.50 36.00 15.72 2.18 St Crown 0.7 0.49 36.00 14.56 2.11 Bk 5 ft PUE 0.7 0.63 46.00 35.22 2.98 36 ft cf /cf, 6in Vert Curb, 2ft/2in Gutter, 2% cross slope, 57 ft PUE /PUE, Min St slope = 0.5 %, n = 0.020 (per City) MU5 44fil 6 1 T-=- ul-06. 'Su'mm--a-'ry��'8"'.-.��cdtdh..'�B'a'-si-n"� CbeW]h 16t)-',DM'6 Tract 34243 SD C13 # Type Tc Q1 00 Q10 Qcap Length Depth TC Inv HGL100 FreeBd LatDia Vel Line (minute) (cfs) (Cfs) (cfs) W (ft) H (ft) (elev) (elev) (elev) N (in) (fps) (hec`12) (FL/Inv) (1.5ft Min) 1A 1 Sag 17.45 8.0 5.8 9.65 4.0 4.17 459.14 454.47 457.30 1.84 24 2.55 1A 2 Sag Sag 17.45 9.37 8.0 5.8 9.65 4.0 3.50 459.14 455.14 457.30 1.84 24 2.55 1 B 3 2.9 1.8 9.65 4.0 5.08 459.05 453.47 457.26 1.79 18 1.64 1 B 4 Sag 9.37 2.9 1.8 9.65 4.0 3.50 459.05 455.05 457.26 1.79 18 1.64 1 B 5 Sag 6.95 2.6 1.6 9.65 4.0 4.71. 1 459.07 453.86 457.40 1.67 18 1.48 113 6 Sag 6.95 2.6 1.6 9.65 4.0 3.50 459.07 455.07 457.40 1.67 18 1AR 3 7 Sag 12.40 4.4 2.3 9.65 1 .4.0 6.65 459.48 452.331 457.14 2.34 1.8 2.48 3 8 Sag 12.40 4.4 2.3 9.65 4.0 3.50 459.48 455.48 457.14 2.34 18 2.48 4 9 Sag 10.17 2.8 1.7 9.65 4.0 6.33 459.17 452.34 456.92 2.25 18 1-1V 4 10 Sag 10.17 2.8 1 1.7 9.65 4.0 3.50 459.17 455.17 456.92 2.25 18 1.56 4 11 Gr-0.94% 10.98 1.4 0.8 1.36 8.0 3.67 459.18 455.01 456.85 2.33 18 0.78 2 12 Sag 10.41 1 10.7 6.5 1 . 5.0 3.50 459.45 455.45 457.75 1.70 24 3.40 2 13 Sag 1 10.41 10.7 6.5 12.06 LM 5.0 1 6.47 1459.45 452.48 457.75 1' 1.70 24 3.40 Onsite Sts 36 ft cf/cf, 6 in. vert curb, cf @ CB =10 in, with 8.7 in high openings, 4 in x 4 ft depressions, Ave 58 32 ft cf/crown-12 ft Parkway, 8 in vert curb, cf @ CB =12 in, with 10.7 in high opening, 4 in x 4 ft depression, Typ Curb Inlets - W=4 ft min, H=3.5 ft min, Sag - Capacity per USDOT HEC 12 program - See Tab 7, App B 3. H = Catch Basin depth from normal gutter flowline to outlet invert - B C D E F G H I J K L M N O 4616 5-Ju1 -06 ED�S �9'rf`� rn� i �r �!: ^; .� S rna 9_,Nulsalnc. Wa.�Y�� .:�'3aY..(frt A(iN.9a r:i'In { ✓etlr,._ - xi:✓ k+ GFc.. �c .?Su ?b7?h3p•,�.-.d�= a..1£6«:W.. �ti?':dSY7MY'153�9 }.�.v.x�.. -.v'f' :..Y= .BlG•La'.r�. �...',' k'x'3acf:_�Sc:rx u's�f49':SF «.:.. & v. 5ti_K3 "l.. .'i;�Y'�..a ...e3'i�� __jfw 't .Tz Tract 34243 4 6 Clarifier Well - Sand Filters - Percolation Chamber Field 8 NWDS SD Line Trib Area Resid Land caping Total SandFilter Reqrd Perc Field Required 9 ID# House E v Hs Eq Hs Calc Use Capacity Calc Length Use 10 No. No. Ac No. sf No. No. ea ea Cfs ) (LF ) I (ea ) (LF ) (LF /ea 11 count F /2000 1/ 40 Jx137 h Ix3.8 K M/ N 12 DB #1 1A 1- 1thru1 -5 5.78 22 13 1B 1 -6 th ru 1 -9 2.67 9 14 2 2 -1 thru 2 -4 5.65 22 15 DB #2 3 3 -1 thru3-3 2.13 10 16 4 4 -1 thru4 -3 1 2.33 7 16,800 8.4 18 Totals 18.561 70 8.4 79 2.0 2 0.01006 300 4 75.1 75.0 20 1 Maxwell Clarifier Well upstream of Sand Filter Array 1 Ea Required 1 Sand Filter = 137 gph, = 40 houses 2 Ea Required 1 House = 3.43 gph, = 2000 sf of Landscaping, = 3.8 LF of Perc Chamber in silty soil 300 Lf Required 1 Pump site = 417 gph, = 122 houses. 0 21 22 23 '0 Tab 4 Appendix A Retention Basin Hydrology • A i Unit Hydrographs A 2 Flood Routing Hydrographs i Hr / 10o Yr design storm 3 Hr / ioo Yr design storm 6 Hr / 10o Yr design storm 24 Hr / ioo Yr Hr design storm Innovative Communities Tentative Tract 34243 • Appendix A i Retention Basin Hydrology � A 1 Unit Hydrographs 1 Hr / 10o Yr design storm 3 Hr / ioo Yr design storm 6 Hr / ioo Yr design storm 24 Hr / ioo Yr Hr design storm Innovative Communities Tentative Tract 34243 • • U =.il':Z:; t: _z'H rid }. .far fY >O''r a`h. ',Ir �An.1 yesi s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date :�, X12" /21; /i:146161hruh1�1Y00fout �. Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ----------------------- -------------------------------------------- Drainage Area = 20.11(Ac.) = 0.031 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 20.11(Ac.) =0.031 Sq Mi. Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = 700.00(Ft.) Length along longest watercourse = 0.265 Mi. Length along longest watercourse measured to centroid = 0.133 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = / 26.4000 Ft. /Mi. • Average Manning's 'N' = 0.015 Lag time = 0.054 Hr. Lag time = 3.25 Min. 25% of lag time = 0.81 Min. 40% of lag time = 1.30 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 20.11 0.50 10.06 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 20.11 1.40 28.15 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.400(In) Point rain (area averaged) = 1.400(In) Areal adjustment factor = 99.98 Adjusted average point rain = 1.400(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % • 17.800 56.00 0.500 0.980 56.00 0.600 1.330 58.00 0.100 Total Area Entered = 20.11(Ac.) • AMC24AMC % ) 56.0 56.0 0.511 0.500 0.281 0.885 0.249 56.0 56.0 0.511 0.600 0.235 0.049 0.011 58.0 58.0 0.490 0.100 0.446 0.066 0.030 307.742 46.725 9.470 Sum (F) = 0.290 Area averaged mean soil loss (F) (In /Hr) = 0.290 Minimum soil loss rate ((In /Hr)) = 0.145 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.500 0.478 • Slope of intensity- duration curve for a 1 hour storm = 0.5800 0.221 VALLEY S -Curve -------------------------------------------------------------- - - - - -- --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 153.871 34.099 6.911 2 0.167 307.742 46.725 9.470 3 0.250 461.613 10.961 2.221 4 0.333 615.484 4.767 0.966 5 0.417 769.355 2.358 0.478 • 6 0.500 923.226 1.091 0.221 Sum = 100.000 Sum= 20.267 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.605 0.290 - -- 0.32 2 0.17 4.20 0.705 0.290 - -- 0.42 3 0.25 4.40 0.739 0.290 - -- 0.45 4 0.33 4.60 0.773 0.290 - -- 0.48 5 0.42 5.00 0.840 0.290 - -- 0.55 6 0.50 5.60 0.941 0.290 - -- 0.65 7 0.58 6.40 1.075 0.290 - -- 0.79 8 0.67 8.10 1.361 0.290 - -- 1.07 9 0.75 13.10 2.200 0.290 - -- 1.91 10 0.83 34.50 5.795 0.290 - -- 5.51 11 0.92 6.70 1.125 0.290 - -- 0.84 12 1.00 3.80 0.638 0.290 - -- 0.35 Sum = 100.0 Sum = 13.3 Flood volume = Effective rainfall 1.11(In) times area 20.1 (Ac.) / [ (In) / (Ft.) ] = 1.9 (Ac.Ft) Total soil loss = 0.29(In) Total soil loss = 0.485(Ac.Ft) Total rainfall = 1.40(In) • Flood volume = 81037.3 Cubic Feet Total soil loss = 21143.1 Cubic Feet Peak flow rate of this hydrograph = 63.741(CFS) • mxe .-T B.N. -N1,01 FoR4 j MM 15-1. INEZ- Hydrograph in 5 Minute intervals ((CFS))- 0+ 5 0.0150 2.18 VQ 0+10 0.0554 5.86 IV Q 0+15 0.1087 7.75 I V Q 0+20 0.1695 8.83 I V Q 0+25 0.2379 9.93 I 'Q 0+30 0.3171 11.49 I Q 0+35 0.4107 13.59 I QV 0+40 0.5288 17.15 Q1V 0+45 0.7086 26.10 I 1 QV 0+50 1.1201 59.74 I 1 1 V I Q I L( W-1- Tw"r I F=-7-1-11040" 1+ 0 1.7319 25.10 I I Q I I V 1+ 5 1.8120 11.63 I Q I I I V 1+10 1.8439 4.64 I Q I I I VI 1+15 1.8574 1.95 IQ I I VI. 1 +20 1.85'98 0.35 Q I I I VI • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/21/05 File: 446163hruh3100.out Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date April 1978 Program License Serial Number 4082 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- Drainage Area = 20.11(Ac.) = 0.031 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 20.11(Ac Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = Length along longest watercourse = 0.265 Mi. Length along longest watercourse measured to centroid = Difference in elevation = 7.00(Ft.) Slope along watercourse = 26.4000 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.054 Hr. Lag time = 3.25 Min. 25% of lag time = 0.81 Min. 40% of lag time = 1.30 Min. Unit time = 10.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 20.11 0.70 14.08 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 20.11 2.20 44.24 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.200(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 17.830 56.00 0.500 0.980 56.00 0.600 1.300 58.00 0.100 Total Area Entered = 20.11(Ac.) = 0.031 Sq. Mi. 700.00(Ft.) 0.133 Mi. RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) • 56.0 56.0 0.511 0.500 0..281 0.887 0.249 56.0 56.0 0.511 0.600 0.235 0.049 0.011 58.0 58.0 0.490 0.100 0.446 0.065 0.029 3 0.500 923.226 Sum (F) = 0.289 Area averaged mean soil loss (F) (In /Hr) = 0.289 = 100.000 Sum= 20.267 Minimum soil loss rate ((In /Hr)) = 0.145 rate(In. /Hr) Effective (for 24 hour storm duration) (In /Hr) Max Low (In /Hr) • Soil --------------------------------------------------------------- low loss rate (decimal) = 0.500 0.05 - - - - -- VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.167 307.742 57.461 11.646 2 0.333 615.484 36.706 7.439 3 0.500 923.226 5.833 1.182 Sum = 100.000 Sum= 20.267 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) • 1 0.17 2.60 0.343 0.289 - -- 0.05 2 0.33 2.60 0.343 0.289 - -- 0.05 3 0.50 3.30 0.436 0.289 - -- 0.15 4 0.67 3.30 0.436 0.289 - -- 0.15 5 0.83 3.30 0.436 0.289 - -- 0.15 6 1.00 3.40 0.449 0.289 - -- 0.16 7 1.17 4.40 0.581 0.289 - -- 0.29 8 1.33 4.20 0.554 0.289 - -- 0.26 9 1.50 5.30 0.700 0.289 - -- 0.41 10 1.67 5.10 0.673 0.289 - -- 0.38 11 1.83 6.40 0.845 0.289 - -- 0.56 12 2.00 5.90 0.779 0.289' - -- 0.49 13 2.17 7.30 0.964 0.289 - -- 0.67 14 2.33 8.50 1.122 0.289 - -- 0.83 15 2.50 14.10 1.861 0.289 - -- 1.57 16 2.67 14.10 1.861 0.289 - -- 1.57 17 2.83 3.80 0.502 0.289 - -- 0.21 18 3.00 2.40 0.317 0.289 - -- 0.03 Sum = 100.0 Sum = 8.0 Flood volume = Effective rainfall 1.33(In) times area 20.1(Ac.) /[(In) /(Ft.)] = 2.2(Ac.Ft) Total soil loss = 0.87(In) Total soil loss = 1.455(Ac.Ft) Total rainfall = 2.20(In) :• Flood volume,= 97209.2 Cubic Feet Total soil loss = 63375.1 Cubic Feet Peak flow rate of this'hydrograph = 30.995(CFS) 0 -------------------------------------------------------------------- Hydrograph in 10 Minute intervals ((CFS)) ---------------------"----------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS)0 10..0 20.0 30.0 40.0 0+10 0.0086 0.63 Q 0 +20 0.0228 1.03 VQ 0 +30 0.0526 2.17 V Q 0 +40 0.0919 2.85 IVQ 0 +50 0.1328 2.96 Q 1+ 0 0.1757 3.12 I Q 1 +10 0.2412 4.75 I Q 1 +20 0.3162 5.44 Q 1 +30 0.4139 7.10 I Q 1 +40 0.5219 7.84 Q 1 +50 0.6570 9.81 i QIv 2+ 0 0.7988 10.29 Q V 2 +10 0.9662 12.15 Q V 2 +20 1.1769 15.30 I I Q IV 2 +30 1.5254 25.31 .1 Q V 2 +50 2.1732 16.03 1 1 Q 3+ 0 2.2249 3.76 1 Q 3 +10 2.2312 0.45 Q V V V • Copyright (c) CIVILCADD /CIVILDESIGN, 19891- 2004, Version 7.0 Study date 12/21/05 File: 446166hruh6100.out Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- .• Drainage Area = 20.11(Ac Drainage Area for Depth -Area Length along longest watercou Length along longest watercou Length along longest watercou Length along longest watercou Difference in elevation = Slope along watercourse = Average Manning's 'N' = 0.015 Lag time = 0.054 Hr. Lag time = 3.25 Min. 25% of lag time = 0.81 Mi 40% of lag time = 1.30 Mi Unit time = 15.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (I 20.11 1.00 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (I 20.11 2.50 STORM EVENT (YEAR) = 100.00 = 0.031 Sq. Mi. Areal Adjustment = 20.11(Ac.)= rse = 1400.00(Ft.) rse measured to centroid = rse = 0.265 Mi. rse measured to centroid = 7.00(Ft.) 26.4000 Ft. /Mi. n. n. 0.00(CFS) n) [2] Weighting [1 *2] 20.11 n) [2] Weighting [1 *2] 50.27 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious • 17.830 56.00 0.500 0.980 56.00 0.600 1.300 58.00 0.100 Total Area Entered = 20.11(Ac.) 0.031 Sq. Mi 700.00(Ft.) 0.133 Mi. RI RI Infil.Rate Impery Adj.Infil.Rate Area% F • AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.500 0.281 0.887 0.249 56.0 56.0 0.511 0.600 0.235 0.049 0.011 58.0 58.0 0.490 0.100 0.446 0.065 0.029 Sum (F) = 0.289 Area averaged mean soil loss (F) (In /Hr) = 0.289 Minimum soil loss rate ((In /Hr)) = 0.145 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.500 VALLEY S -Curve Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.250 461.613 68.902 13.964 2 0.500 923.226 31.098 6.303 Sum = 100.000 Sum= 20.267 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr..) Percent (In /Hr) Max I Low (In /Hr) 1 0.25 1.70 0.170 0.289 0.085 0.08 • 2 0.50 1.90 0.190 0.289 0.095 0.09 3 0.75 2.10 0.210 0.289 0.105 0.10 4 1.0.0 2.20 0.220 0.289 0.110 0.11 5 1.25 2.40 0.240 0.289 0.120 0.12 6 1.50 2.40 0.240 0.289 0.120 0.12 7 1.75 2.40 0.240 0.289 0.120 0.12 8 2.00 2.50 0.250 0.289 0.125 0.12 9 2.25 2.60 0.260 0.289 0.130 0.13 10 2.50 2.70 0.270 0.289 0.135 0.13 11 2.75 2.80 0.280 0.289 0.140 0.14 12 3.00 3.00 0.300 0.289 - -- 0.01 13 3.25 3.20 0.320 0.289 - -- 0.03 14 3.50 3.60 0.360 0.289 - -- 0.07 15 3.75 4.30 0.430 0.289 - -- 0.14 16 4.00 4.70 0.470 0.289 - -- 0.18 17 4.25 5.40 0.540 0.289 - -- 0.25 18 4.50 6.20 0.620 0.289 - -- 0.33 19 4.75 6.90 0.690 0.289 - -- 0.40 20 5.00 7.50 0.750 0.289 - -- 0.46 21 5.25 10.60 1.060 0.289 - -- 0.77 22 5.50 14.50 1.450 0.289 - -- 1.16 23 5.75 3.40 0.340 0.289 - -- 0.05 24 6.00 Sum 1.00 100.0 0.100 0.289 0.050 0.05 = Sum = 5.2 Flood volume = Effective rainfall 1.30(In) • times area 20.1 (Ac.) / [ (In) / (Ft.) ] = 2.2 (Ac.Ft) Total soil loss = 1.20(In) Total soil loss = 2.014(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 94748.7 Cubic Feet Total soil loss = 87737.0 Cubic Feet Peak flow rate of this hydrograph = 21.073(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ *rr y Hydrograph in 15 Minute intervals ((CFS)) Time�(h ±m);�,:'Vo_l�me•> :Ac:.:F�t 7; rCF -S� �0`� - ��. h 7 •5: �'�` ,15 _� � i..: M ,. 0 +15 0.0245 1.19 VQ I I 0 +30 0.0630 1.86 VQ 0 +45 0.1057 2.07 IVQ 1+ 0 0.1511 2.20 I Q 1 +15 0.2001 2.37 I Q 1 +30 0.2504 2.43 I QV 1 +45 0.3007 2.43 I Q V 2+ 0 0.3524 2.50 I Q V 2 +15 0.4062 2.60 I Q V 2 +30 0.4621 2.71 I Q V 2 +45 0.5201 2.81 Q VI 3+ 0 0.5414 1.03 IQ VI 3 +15 0.5516 0.49 Q V 3 +30 0.5760 1.18 IQ V 3 +45 0.6257 2.41 I Q V 4+ 0 0.6962 3.41 I Q I V 4 +15 0.7920 4.64 I Q I V 4 +30 0.9201 6.20 I Q I V 4 +45 1.0788 7.68 I Q VI 5+ 0 1.2640 8.96 I IQ V I 5 +15 1.5464 13.67 Q I V 5 +30 -. # z hv,_19818.s X2;1 <:0�7 �°,��� 5 +45 2.1476 8.02 I Q I I VI 6+ 0 2.1686 1.02 IQ I I VI • • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/21/05 File: 4461624hruh24100.out Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4082 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Drainage Area = 20.11(Ac.) = 0.031 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 20.11(Ac.) =0.031 Sq. Mi Length along longest watercourse = 1400.00(Ft.) Length along longest watercourse measured to centroid = 700.00(Ft.) Length along longest watercourse = 0.265 Mi. Length along longest watercourse measured to centroid = 0.133 Mi. Difference in elevation = 7.00(Ft.) Slope along watercourse = 26.4000 Ft. /Mi. • Average Manning's 'N' = 0.015 Lag time = 0.054 Hr. Lag time = 3.25 Min. 25% of lag time = 0.81 Min. 40% of lag time = 1.30 Min. Unit time = 15.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 20.11 1.60 32.18 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 20.11 4.50 90.50 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.600(In) Area Averaged 100 -Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 17.830 56.00 0.500 • 0.980 56.00 0.600 1.300 58.00 0.100 Total Area Entered = 20.11(Ac.) RI RI Infil.Rate Impery • AMC2 AMC -2 (In /Hr) (Dec. %) 56.0 56.0 0.511 0.500 56.0 56.0 0.511 0.600 58.0 58.0 0.490 0.100 Area averaged mean soil loss (F) Minimum soil loss rate ((In /Hr)) (for 24 hour storm duration) Soil low loss rate (decimal) _ Adj.Infil.Rate Area% (In /Hr) (Dec.) 0.281 0.887 0.235 0.049 0.446 0.065 (hrs) Sum (F) (In /Hr) = 0.289 = 0.145 0.500 A' .�pE ,l VALLEY S -Curve ------------------ - - - - -- Unit Hydrograph Data F (In /Hr) 0.249 0.011 0.029 = 0.289 Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.250 461.613 68.902 13.964 2 0.500 923.226 31.098 6.303 Sum = 100.000 Sum= 20.267 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.25 0.20 0.036 0.511 0.018 0.02 2 0.50 0.30 0.054 0.505 0.027 0.03 3 0.75 0.30 0.054 0.499 0.027 0.03 4 1.00 0.40 0.072 0.493 0.036 0.04 5 1.25 0.30 0.054 0.488 0.027 0.03 6 1.50 0.30 0.054 0.482 0.027 0.03 7 1.75 0.30 0.054 0.476 0.027 0.03 8 2.00 0.40 0.072 0.470 0.036 0.04 9 2.25 0.40 0.072 0.465 0.036 0.04 10 2.50 0.40 0.072 0.459 0.036 0.04 11 2.75 0.50 0.090 0.453 0.045 0.04 12 3.00 0.50 0.090 0.448 0.045 0.04 13 3.25 0.50 0.090 0.442 0.045 0.04 14 3.50 0.50 0.090 0.437 0.045 0.04 15 3.75 0.50 0.090 0.431 0.045 0.04 16 4.00 0.60 0.108 0.426 0.054 0.05 17 4.25 0.60 0.108 0.420 0.054 0.05 18 4.50 0.70 0.126 0.415 0.063 0.06 19 4.75 0.70 0.126 0.410 0.063 0.06 20 5.00 0.80 0.144 0.404 0.072 0.07 21 5.25 0.60 0.108 0.399 0.054 0.05 22 5.50 0.70 0.126 0.394 0.063 0.06 23 5.75 0.80 0.144 0.389 0.072 0.07 24 6.00 0.80 0.144 0.384 0.072 0.07 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective • (Hr.) Percent (In /Hr) Max Low (In /Hr) 25 6.25 0.90 0.162 0.379 0.081 0.08 26 6.50 0.90 0.162 0.374 0.081 0.08 27 6.75 1.00 0.180 0.369 0.090 0.09 28 7.00 1.00 0.180 0.364 0.090 0.09 29 7.25 1.00 0.180 0.359 0.090 0.09 30 7.50 1.10 0.198 0..354 0.099 0.10 31 7.75 1.20 0.216 0.349 0.108 0.11 32. 8.00 1.30 0.234 0.344 0.117 0.12 33 8.25 1.50 0.270 0.339 0.135 0.13 34 8.50 1.50 0.270 0.335 0.135 0.13 35 8.75 1.60 0.288 0.330 0.144 0.14 36 9.00 1.70 0.306 0.325 0.153 0.15 37 9.25 1.90 0.342 0.321 - -- 0.02 38 9.50 2.00 0.360 0.316 - -- 0.04 39 9.75 2.10 0.378 0.312 - -- 0.07 40 10.00 2.20 0.396 0.307 - -- 0.09 41 10.25 1.50 0.270 0.303 0.135 0.13 42 10.50 1.50 0.270 0.298 0.135 0.13 43 10.75 2.00 0.360 0.294 - -- 0.07 44 11.00 2.00 0.360 0.290 - -- 0.07 45 11.25 1.90 0.342 0.285 - -- 0.06 46 47 11.50 11.75 1.90 1.70 0.342 0.306 0.281 0.277 - -- - -- 0.06 0.03 48 12.00 1.80 0.324 0.273 - -- 0.05 49 12.25 2.50 0.450 0.269 - -- 0.18 50 12.50 2.60 0.468 0.265 - -- 0.20 51 12.75 2.80 0.504 0.261 - -- 0.24 52 13.00 2.90 0.522 0.257 - -- 0.27 53 13.25 3.40 0.612 0.253 - -- 0.36 54 13.50 3.40 0.612 0.249 - -- 0.36 55 13.75 2.30 0.414 0.245 - -- 0.17 56 14.00 2.30 0.414 0.242 - -- 0.17 57 14.25 2.70 0.486 0.238 - -- 0.25 58 14.50 2.60 0.4.68 0.234 - -- 0.23 59 14.75 2.60 0.468 0.231 - -- 0.24 60 15.00 2.50 0.450 0.227 - -- 0.22 61 15.25 2.40 0.432 0.224 - -- 0.21 62 15.50 2.30 0.414 0.220 - -- 0.19 63 15.75 1.90 0.342 0.217 - -- 0.13 64 16.00 1.90 0.342 0.214 - -- 0.13 65 16.25 0.40 0.072 0.210 0.036 0.04 66 16.50 0.40 0.072 0.207 0.036 0.04 67 16.75 0.30 0.054 0.204 0.027 0.03 68 17.00 0.30 0.054 0.201 0.027 0.03 •69 17.25 0.50 0.090 0.198 0.045 0.04 70 17.50 0.50 0.090 0.195 0.045 0.04 • • Unit 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 Time (Hr.) 17.75 18.00 18.25 18.50 18.75 19.00 19.25 19.50 19.75 20.00 20.25 20.50 20.75 21.00 21.25 21.50 21.75 22.00 22.25 22.50 22.75 23.00 23.25 23.50 23.75 24.00 Sum = Flood times Total Total Total Flood Total Peak Pattern Storm Rain Loss rate(In. /Hr) Effective Percent (In /Hr) Max I Low (In /Hr) 0.50 0.090 0.192 0.045 0.04 0.40 .0.072 0.189 0.036 0.04 0.40 0.072 0.186 0.036 0.04 0.40 0.072 0.184 0.036 0.04 0.30 0.054 0.181 0.027 0.03 0.20 0.036 0.178 0.018 0.02 0.30 0.054 0.176 0.027 0.03 0.40 0.072 0.173 0.036 0.04 0.30 0.054 0.171 0.027 0.03 0.20 0.036 0.169 0.018 0.02 0.30 0.054 0.167 0.027 0.03 0.30 0.054 0.164 0.027 0.03 0.30 0.054 0.162 0.027 0.03 0.20 0.036 0.160 0.018 0.02 0.30 0.054 0.158 0.027 0.03 0.20 0.036 0.157 0.018 0.02 0.30 0.054 0.155 0.027 0.03 0.20 0.036 0.153 0.018 0.02 0.30 0.054 0.152 0.027 0.03 0.20 0.036 0.150 0.018 0.02 0.20 0.036 0.149 0.018 0.02 0.20 0.036 0.148 0.018 0.02 0.20 0.036 0.147 0.018 0.02 0.20 0.036 0.146 0.018 0.02 0.20 0.036 0.145 0.018 0.02 0.20 0.036 0.145 0.018 0.02 100.0 Sum = 7.7 volume = Effective rainfall 1.91(In) area 20.1(Ac.) /[(In) /(Ft.)] = 3.2(Ac.Ft) soil loss = 2.59(In) soil loss = 4.335(Ac.Ft) rainfall = 4.50(In) volume = 139672.9 Cubic Feet soil loss 188811.0 Cubic Feet flow rate of this hydrograph = 7.333(CFS) • • +++++++++++++++±+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Hydrograph in 15 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS)0 2.5 5.0 7.5 10.0 0 +15 0.0052 0.25 VQ 0 +30 0.0153 0.49 VQ 0 +45 0.0266 0.55 V Q 1+ 0 0.0406 0.67 V Q 1 +15 0.0530 0.60 V Q 1 +30 0.0644 0.55 V Q 1 +45 0.0757 0.55 V Q 2+ 0 0.0896 0.67 IVQ 2 +15 0.1047 0.73 IVQ 2 +3b 0.1197 0.73 IVQ 2 +45 0.1374 0.86 IV Q 3+ 0 0.1563 0.91 IV Q 3 +15 0.1751 0.91 I VQ 3 +30 0.1940 0.91 I VQ 3 +45 0.2128 0.91 I VQ 4+ 0 0.2343 1.04 I V Q 4 +15 0.2569 1.09 I VQ 4 +30 0.2821 1.22 I VQ 4 +45 0.3085 1.28 I V Q 5+ 0 0.3375 1.40 I VQ 5 +15 0.3625 1.21 I Q 5 +30 0.3877 1.22 I Q 5 +45 0.4167 1.40 ( Q 6+ 0 0.4468 1.46 I Q 6 +15 0.4796 1.59 I VQ 6 +30 0.5135 1.64 I Q 6 +45 0.5501 1.77 I VQ 7+ 0 0.5878 1.82 I Q 7 +15 0.6255 1.82 I Q 7 +30 0.6658 1.95 I QV 7 +45 0.7099 2.13 I Q 8+ 0 0.7577 2.32 I QI 8 +15 0.8119 2.62 I Q 8 +30 0.8685 2.74 I Q 8 +45 0.9276 2.86 I IQ 9+ 0 0.9906 3.05 I I Q 9 +15 1.0167 1.26 I Q I V 9 +30 1.0321 0.75 I Q I V .9 +45 1.0570 1.21 I Q I V 10 + -0 1.0913 1.66 I Q I V 10 +15 1.1419 2.45 I QI V I_ 10 +30 1.1984 2.74 I Q V I Time(h +m) Volume Ac.Ft Q(CFS)0 2.5 5.0 7.5 10.0 10 +45 1.2351 1.77 Q I V • 11+ 0 1.2640 1.40 Q V 11 +15 1.2895 1.24 QQ 11 +30 1.3145 1.21 i i V 11 +45 1.3308 0.79 I Q I V 12+ 0 1.3493 0.90 VV 12 +15 1.4083 2.85 i.Q IQ 12 +30 1.4906 3.98 Q 12 +45 1.5873 4.68 I QVI 13+ 0 1.6955 5.24 I QV 13 +15 1.8337 6.69 V Q 13 +45 2.0811 4,64 I Q I V 14+ 0 2.1529 3.47 I Q I V 14 +15 2.2469 4.55 I Q I V 14 +30 2.3467 4.83 I I QI VI 14 +45 2.4456 4.79 I I QI V 15+ 0 2.5409 4.61 I I Q I V 15 +15 2.6300 4.31 I I Q I I V 15 +30 2.7131 4.02 I I Q I I V 15 +45 2.7744 2.97 I IQ I I V 16+ 0 2.8278 2.58 I Q I I V 16 +15 2.8549 1.31 I Q I I I V • 16 +30 2.8700 0.73 I Q I I I V 16 +45 2.8824 0.60 I Q I I I V 17+ 0 2.8938 0.55 I Q I I I V 17 +15 2.9103 0.80 I Q I I I V 17 +30 2.9291 0.91 I Q I I I V 17 +45 2.9480 0.91 I Q ( I I V 18+ 0 2.9642 0.79 I Q I I I V 18 +15 2.9793 0.73 I Q ( I I V 18 +30 2.9944 0.73 I Q I I I V 18 +45 3.0069 0.60 I Q I I I V 19+ 0 3.0156 0.42 IQ I I I V 19 +15 3.0257 0.49 IQ I I I V 19 +30 3.0396 0.67 I Q I I I V 19 +45 3.0521 0.60 I Q I I I V 20+ 0 3.0608 0.42 IQ I I I V 20 +15 3.0710 0.49 IQ I I I V 20 +30 3.0823 0.55 I Q I I I V 20 +45 3.0936 0.55 I Q I I I V 21+ 0 3.1023 0.42 IQ I I I V I 21 +15 3.1124 0.49 IQ I I I V I 21 +30 3.1212 0.42 IQ I I I V 21 +45 .3.1313 0.49 IQ i I I VI. • 22+ 0 3.1400 0.42 IQ I I I VI 22 +15 3.1501 0.49 IQ I ( I VI Time(h +m) Volume Ac.Ft Q(CFS)0 2.5 5.0 7.5 10.0 22 +30 3.1589 0.42 IQ I I I VI • 22 +45 3.1664 0.36 IQ I I I VI 23+ 0 3.1739 0.36 IQ I I I VI 23 +15 3.1815 0.36 IQ I I I VI 23 +30 3.1890 0.36 IQ I I I VI 23 +45 3.1966 0.36 IQ I I I vi 24+ 0 3.2041 0.36 IQ I I I v .:`r kl!.: s.._ sv l :> . : °,, w I u 77" W7737171 • Tab 5 Appendix A 2 Retention Basin Hydrology A 2 Flood Routing Hydrographs 1 Hr / 10o Yr design storm g Hr / ioo Yr design storm 6 Hr / ioo Yr design storm 24 Hr / ioo Yr Hr design storm Innovative Communities Tentative Tract 34243 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVI•LCADD /CIVILDESIGN, 1989 - 2004 Study date: 12/21/05 Tract 34243 - MDS 44616 - •24,hr /.10.0 yr Storm 3:1 Slopes - No.Walls File 4461624hrFld Program License Serial Number 4082 * HYDROGRAPH INFORMATION From study /file name: 4461624hruh24100.rte *HYDROGRAPH DATA* Number of intervals = 97 Time interval = 15.0 (Min.) Maximum /Peak flow rate = 7.333 (CFS) Total volume 3.206 (Ac.Ft) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 0.000 to Point /Station 1400.000 ****.RETARDING' BASIN ROUTING * * ** User entry of depth - outflow- storage data Total number of inflow hydrograph intervals = 97 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) . Initial basin outflow = 0.00 (CFS) Depth.vs. Storage and Depth vs. Discharge -data: _ Basin Depth Storage outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS). (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 07500 0.222 0.816 0.214 0.230 .1.500 0.688 1.060 0.677' 0.699 2.500 1.276 1.344' 1.262 1.290 .3.500 1.990 1.569 1.974 2.006 4.506 2.824 1.796 2:805 2.843 5.500 3.782 2..067 3.761 3.803 6.500 .4.875 2.344 4.851 4.899 ri L-J Time (Hours) 0.250 0.500 0.150 1.000 1.250 1.500 1.750 2.000 2.250 2.500 .2.750. 3.000 3:250 3.500 3:750 4.000 .4 250 4.500 4.750 5.. 0.00 5.250 •, 5.•500 5.750 .: 6.00.0 6.250 6.500 6.750 7.000 7.250 7.500 7:750 ., 8.000 8.250 8.500 8:750 9.000 9.. 250 9..500 9:750 .10.000 10.250 10.500 10.750 11.000 11-250 •11.500 11'.750 . 12.000 Hydrograph.Detention Basin.Routing Graph values: 'I'= unit inflow; 'O'= outflow at time shown Inflow Outflow (CFS) (CFS) 0.25 0.01 0.49 0.04 0..55 0.07 0.67 0.11 0.60 0.15 0.55 0.18 0:55 0.21 0.67 0.24 0.73 0.27 0.73 0.30 0.86 0.34 0.91 0.38 0.91 0.42 0.91 0.45 0.91 0.49 1.04 0.52 1.09. 0.56 1.22 0.61 1.28 0:65 1.40 0.70 1.. 21 0.75 1.22 0.78 1.40 0.82 1.46 0.82 1.59 0.83 . 1.64 0:84 1.77 0.85 1.82 0.86 1..82 0.87 1.:95 0.88 2.13 0.89 ' 2.32 0.91 2.62 0.92 2..74 '0. 94 . 2.86 0.96 3.05 0.98 1.26 1.00 0.75 1.00 1.21 1.00 1.66., 1.00 2.45 1.01 2.74 1.03 1.77 1.04 1.40 1.05 1.'24 1.05 1.21 1.05 °0.79 1.05' 0.90 1.05 Storage (Ac.Ft) .0 1.8 0'.003 OI 0.010 0 I .0.019 0 I 0.030 0 I 0.041 0 I 0.049 0 I 0.056 0 I 0.064 JOI 0.074 1O I 0.083 10 I 0.093. 10 I 0.103: IO I 0.114 10 I 0.124 10 I 0.133 1 OI 0.143 0 I 0.153 0 I 0.165 0 I 0.178 0 I 0.192. . 0 I 0.204 I 0 I 0.213 0 I 0.223 0 I 0.236 0 I 0.250 0 I 0.267 0 II 0.284 0 II. 0.304 0 zl 0.324 0 II 0.345 0 I 0.368 0 �I 0.396 I .0 I I 0.428 I 0 I I 0.464 I 0 I I 0.502 0 I. I 0.543 0 I I 0.567 0I 0.567 I 10 0.567 I OI 0.576 0 I 0.'598 0 I 0.630 .0 I. 0.655 0 II 0.666 0 I 0.672 OI 0.675 I '01 0.674' IO 0.670 IO 3.67 5:50 1 7.33 I Depth (Ft.) 0.'01 0.02' 0.04 0.07 0.09 0.11 0.13 0.15 0.17 .0.19 0.21 0.23 0.26 0.28 0.30 0.32 0.35 0.37 0.40 0.43 0.46 0.48 0.50 0.53 0.56 0.60 0.63 0.68' 0.72 0..76 0.81 0.87 0.94 1.02 1.10 1.19 1.24 1.24 1.24• 1.26 1.31 1.38 1.43 1.45 1.47 1.47 1.4�7 1 .46 Inflow Outfl (Hours) (CFS) • 12;.250 I I 2.85 12.500 3.98 121.750 4.68 13;.000 5.24 13 :.250 6.69 .III . 13':750 4.64 14..000. 3.47 14;.250 4.55 14.500 4.83 14 750 4.79 151.000 4.61 ;. 15:. 2 5'0 4.31 15.500 4.02 15;750 2.97 16 000 2 (CFS) 1.06 1.08 1.12 1.15 1.20 "Ws:, 1.33 1•.35 1:38 1.40 1.42 1.44 1.46 1.47 b:Lorage (Ac. Ft) .0 0.687 0.735 '0 . 802 0.881 0.98.0 1p 110,©` ,ell 1.197 1.253 1.309. 1.377 1.448 1.516 1.519 1.635 1.677 1.8 0 0 O .0 o I 0 0 0 OI oI 0 OI O OI I 3.67 5.50 7.33 I I I I I II 16-.500 0 I I I Depth (Ft.) 1.50 1.58 1.69 1.83 2.0.0 . 2 2F 2-.37 2.46 2 :55 2.64 2.74 2.84 2.92 3..00 3_nti I II I i Ip I I �,.r � I I 16-.500 0 I I 1. 7.0 4 I I i 1 I .III I II I I Depth (Ft.) 1.50 1.58 1.69 1.83 2.0.0 . 2 2F 2-.37 2.46 2 :55 2.64 2.74 2.84 2.92 3..00 3_nti 7 I I 3 : 10 50 0:60 1.47 1.6.87 I I 0 I I I' I 3.08 17.000 0.55 .1.47 1.669 I I O I I I I 3.05 17; . 250 0.80 1.46 1..652 I I 0 I I I I 303 17:500 0.91 1.46 1.640 I I O I I I I 3.01 , 17 , :750 0.91 1.46' 1..628• I I 0 I I I I 2.99 : 18000 0.79 1.45. 1.616 I I O I I I I 2.98 • 18.250 0.73 1.45 1.602 I 0 2.96 18:500 0.73 1.44 1.587 I I 0 I I I I' 2.94 18.750 0.60 1.44 " 1.571 I I O I I I I 2.91. 19:000 0.42 1.43. 1:552 II O I I I I 2.89 19:250 0.49 1.42 1.532 I I O( I I I 2.86 19:500 0.67 1.42. 1.515. I I 0 I I I I 2.83 19:750 0.60 1.41 1.498 I I 0 I I I I 2.81 20:0.00 0.42 1.41 1.480 II 0 I I I I 2.79 201250 0.49 1.40 1.460 I I 0 I L I I 2.76 20.:500 0.55 1.40 1.:442 I I O I I I I 2.73 .20.750.. 0.55 1.39 1.425. I I 0 I I I I 2.71 2'1:.000 0.42 1.38 1.406 II O I I (. 1 2.68 21:250 0.49 1.38 1.387 ( I 0 I I I. I 2.66 21:500 0.42 1.37 1.368 II O I. I I 2.63 21:750 0.49 .1.37 1.349 I I O I I I I 2.60 22;000. 0.42, 1.36 .1.330. II O I I I I 2.58 22:250 0.49 1.36 1.312 I I O I I I I 2.55 22:500 0.42 1.35 1.293 II O I I I I 2.52 22:750• 0.36 1..34 1.273 II O I. I I 2.50 23 .:000 0 .•36 1.33 1,2'53 I I O I I I I 2 .46 23.250 0.36 1.32 1.233 II O I I I I 2.43 23.500 0.36 1.31 1.214 II O I I I I 2.39 23.750 0.36 1.30 1.194 II O I I I I 2.36 •24.1-000 '0.36 1.30 1.175 11 .O I I I I 2.33 24.;250 0.11 1.28 1.153 I 0 I I I I 2.29 24.;500 0.00 1.27 1.128 I 0 I I I I 2.25 J l l"73 �• I I i Ip I I �,.r � � f 1 1 .3..10 16-.500 0 0.73 1.48 1. 7.0 4 I I I O 1 16 7 50 0:60 1.47 1.6.87 I I 0 I I I' I 3.08 17.000 0.55 .1.47 1.669 I I O I I I I 3.05 17; . 250 0.80 1.46 1..652 I I 0 I I I I 303 17:500 0.91 1.46 1.640 I I O I I I I 3.01 , 17 , :750 0.91 1.46' 1..628• I I 0 I I I I 2.99 : 18000 0.79 1.45. 1.616 I I O I I I I 2.98 • 18.250 0.73 1.45 1.602 I 0 2.96 18:500 0.73 1.44 1.587 I I 0 I I I I' 2.94 18.750 0.60 1.44 " 1.571 I I O I I I I 2.91. 19:000 0.42 1.43. 1:552 II O I I I I 2.89 19:250 0.49 1.42 1.532 I I O( I I I 2.86 19:500 0.67 1.42. 1.515. I I 0 I I I I 2.83 19:750 0.60 1.41 1.498 I I 0 I I I I 2.81 20:0.00 0.42 1.41 1.480 II 0 I I I I 2.79 201250 0.49 1.40 1.460 I I 0 I L I I 2.76 20.:500 0.55 1.40 1.:442 I I O I I I I 2.73 .20.750.. 0.55 1.39 1.425. I I 0 I I I I 2.71 2'1:.000 0.42 1.38 1.406 II O I I (. 1 2.68 21:250 0.49 1.38 1.387 ( I 0 I I I. I 2.66 21:500 0.42 1.37 1.368 II O I. I I 2.63 21:750 0.49 .1.37 1.349 I I O I I I I 2.60 22;000. 0.42, 1.36 .1.330. II O I I I I 2.58 22:250 0.49 1.36 1.312 I I O I I I I 2.55 22:500 0.42 1.35 1.293 II O I I I I 2.52 22:750• 0.36 1..34 1.273 II O I. I I 2.50 23 .:000 0 .•36 1.33 1,2'53 I I O I I I I 2 .46 23.250 0.36 1.32 1.233 II O I I I I 2.43 23.500 0.36 1.31 1.214 II O I I I I 2.39 23.750 0.36 1.30 1.194 II O I I I I 2.36 •24.1-000 '0.36 1.30 1.175 11 .O I I I I 2.33 24.;250 0.11 1.28 1.153 I 0 I I I I 2.29 24.;500 0.00 1.27 1.128 I 0 I I I I 2.25 Storage (Ac. Ft) .0 1.8 3:67 1.102 i Tlime Inflow Outflow I (H,ours) (CFS) (CFS) 0 1.025 I 0 1.000 24;.750 0.00 1.26 I 251.000 0.00 1.25 0 25!.250 0.00 1.23 0.902 251.500 0.00 1.22 I 25;.750 0.00 1.21 0 26;.000 0.00 '1.20 0.807 26;.250 0.00 1.19 I 26'. 500 0.00 1.17 0 26..750 0.00 1.'16 0.717 27:.000 0.00 1.15 I 27;.250 0.00 1.14 0 27;.500 0.00 1:13 0.630 27.750 0'.00 1.12 I •28:000 0.00. 1.11 .0 28:.250 0.00 1.10 0.547 .28.1500 0.00 1.08 I 28.,. 750 0:00 1.07 0 29!:000 0.00 1.06 0.467 29:'250 0.00 1.05 I 29:500 0.00 .1.04 0 29':750 0..00 1.03 0.390 30 -A 00 0.00 1.02 I 30.250 0:00 1.01 0 0.335 0.00 1.00. •30:500 30:750 0.00 0.99 I 31.000 '0.00 0.98 0 I. 3.1:.250' 0.00. 0.96 0.247 31:500 0.00 0.95 I 31:750 0.00 0.94 0 , 3.2x000 0..00 0.93 0.184 32.250 0.00 0.92 I 32.500 0.00 0.91 0 32:750 0.00 0.90 0.135 33,000 0.00 0.89 I 33:250 .0-.00 0.88 . 33.:500 0.00.. 0.88 33.750 0:00 0.87 34.:000 0.0.0 .0.86 3.4.:250 0.00 0.85 34,50.0 0.00 0.84 34:750 0.00. 0.83 35.,000: 0.00 0.82 . 35.;250 0.00 0.79 35.:500 0.00 0.73 35.:-750 0.00 0.67 36..000 0.00 0.63 36.;250 0.00 0.58 36,500 0.00 0.54 • 36:.750 0.00 0:50 ,37.:000 0.0 0 0 .46 37.,250 0.00 0.43 Storage (Ac. Ft) .0 1.8 3:67 1.102 I 0 1,076. I 0 1.050 I 0 1.025 I 0 1.000 I 0 0.975 I 0 0.950 I 0 0 .-926 I 0 0.902 I' 0 0.878 I 0 0.854 I 0 0.831 •I 0 0.807 I 0 0.784 I 0 0.762 I 0 0.739 I 0 0.717 I 0 0.695 I .0 0.673 I 0 0.651 I 0 0.630 I 0 I. 0.609 I 0 0.5.88 I .0 0 . 567 I 0 I, 0.547 I 0 0.526 I 0 0.506 I 0 0.486 I 0 0.467 I 0 0.447 I 0 0.428 I 0 0:409 I O 0.390 I 0 0.372 I '0 0.353 I 0 0.335 I 0 0.317 I 0 0.300 I 0 0.282. I 0 I. 0'.265 I- 0 0.247 I 0 0.230 I 0 0.214 I 0 , 0.198 I 0 0.184 I.0 0.170 I 0 0.158 I 0 0.146 I O 0.135 I 0 0.126 I 0 0.116 IO I Depth 5.50 7.33 (Ft.) 2.20. 2.16 2:12 2.07 2.03 1.99 1.95 1.90 1.86 1.82 1.78 1:74 1.70 1.66 1.63 1.59 '1.55 1.51 1.47 1.42 1.38 1.33 1.28 1.24 1.20 1.15 1.11 1.07 1.03 0.98 0.94 0.90 0.86 0.8.2 0.78 0.74 0 7 . 0.67. 0.63 0.59 0.55 0.52 0.48 0.45 0.41 0.38 0.36. 0.33 0.31 0.28 0.26 • i Time Inflow Outflow &- ra e • (H .,ours) (CFS) (CFS) (Ac. Ft) .0 1.8 3.67 7.33 De th (Ft.) 5.50 37;.500 0.00 0.40 0.108 10 I 37.75 c) 0.00 . 0:37 I 0.100 IO I I 0.24 38;.000 .0.00 0.34 0.093 IO I I I 0.23 38:.250 0.00. 0.32 I 0.086 I0 I I 0.21 381.500 0.00 0.29 0.080 IO I i I I 0.19 • 38;.7.50 0.00 0.27 0.074 IO i 0.18 39:.000 :. 0..00 0.25 I 0.068 IO I I 0.17 39 250 0.00 . I . IO 0.15 391.500 0.00 0.22 I 0.059 O I I I 0.14 39;.750. 0.00 0.20 I 0.054 0 I I I 0:13 40;.000 0.00 0.19 I 0.050 O I I 0:12 40;.250 0.00 0.17 0.047 0 i I I 0-11 40'!. 500 0.00 0.16 0.043 O I I 0.11 40;.750 0.00 0.15 I 0.040 p I I I 0.10 41:.000 0:00 0.14 0.037 O I i I 0.09 41.250. 0:00 0.13 I 0.034 0 I I I 0.08 . 41:.500 ,0.00 0.12 0.032 0 I I I I 0.08 41.750- 0.010 0.11 0.030 0 I I I I 0.07 42..000 .0.00 0.10.' 0.027 O I I. 0.07 F r{� '� �.'0 p ,' OI.� '^ I `�.. 0.06 i y06. Remaining water in basin = 0.02 (Ac.Ft) *HYDROGRAPH DATA* • Number of intervals = 169 Time interval = 15:0 (Min.) Maximum /Peak Perc Outflow rate, - 1.482 (CFS) Total Perc Volume = 3.182 (Ac.Ft) • FOR .s TRACT NO. 26603- TRACT NO. 3009 EmEll MB 27032-37 milli'll -- I MB 362/3-37 2 A I � 3-) 4 K-- 42 . 2-) 1.02 380 3 2 � 61 L-7 i 4,6 1 -s N w 2.0Z 2,0% I AVENUE 58 (PUBLIC STREET) N.T.S. Hll, ON 0, 46 f, 1 1 2 64 QL1. �2 1.34 H y. 1040 A I � 3-) 4 K-- 42 . 2-) 1.02 380 3 2 � 61 L-7 i 4,6 1 -s N w 2.0Z 2,0% I AVENUE 58 (PUBLIC STREET) N.T.S. ff a w _EWmw- -1mm R/W I R HYDROLOGY MAP STORI DRAIN EX IT lF Hl;;P 0, ' 1 10, P.1U 37 .E. P.U.E. Tentative Tract No. 34243 18.5' 18.5' 78-900 Avenue 47 M 0 R 8 E Suite 208 2.0% 2.0% 77---- La Quinta, CA 92253 7-- D 0 K I C H Voice: 760-771-4013 FAX: 760-771-4073 INTERIOR STREET L T Z (PRIVATE STREET) PLANNERS ENGINEERS SURVEYORS N.T.S. FILE: I.\44616\PRELIM\HYDR0—EXHIBIT 2 7-10-06 7-! L4 4 64 QL1. �2 ;4 KA 4-2 TC=4 59. • 1.28 L=4' 365, 67 66 f 6 8 �12 z DAB . . . . . . . . . . . . ff a w _EWmw- -1mm R/W I R HYDROLOGY MAP STORI DRAIN EX IT lF Hl;;P 0, ' 1 10, P.1U 37 .E. P.U.E. Tentative Tract No. 34243 18.5' 18.5' 78-900 Avenue 47 M 0 R 8 E Suite 208 2.0% 2.0% 77---- La Quinta, CA 92253 7-- D 0 K I C H Voice: 760-771-4013 FAX: 760-771-4073 INTERIOR STREET L T Z (PRIVATE STREET) PLANNERS ENGINEERS SURVEYORS N.T.S. FILE: I.\44616\PRELIM\HYDR0—EXHIBIT 2 7-10-06 7-! L4 4 TRAM NO. 206OV A 0 2279k32 -37 LOT- A ASPH x 469, MAC`�_ NO " 30096-2 MR 362/32-37 LOT A x'470.4 468.7 4661 x x x 465,3 Ln ID 4663 x 465,5 '1464 9 x 465,3 ow, x PP x466, F, x 468,6 ------------------ a�p 4 b Z) =_7 x x 43,3 TREES -DEN x 463 40531 TREES 463,8 x 462,9 BRUSH 46�,6 x 4688 0 x 465.a rj !11 x 463.4 BRUSH. 463,,, 46 11 465.5 ON E. x 460.7 �DENSE 4678 x 465.6 e K 18 j of x 463. TREES x 46a_�_::: (x 462,7 DENSE r f-r ----) 94642 x 4686 /0 6 DENSE x4 .8 DENSE (BRUSH BRUSH I S DENSE HV-4 V62 TREES BRUSH 463,00 464.2 x 467 x x x 3. 4635 -U/O X463,06 ry 46?,5 1 3,6 P x z C:l x 462,7 x 46 �- 462,6 (P6=467.7.) 0 U/0 DENSE x x 461,7 _X464�Y__ x 4 BRUSH 463,9 x 46,11 x 463,8 x 4635 x -19 46Z7 I / , x 468.9 x 46a, 7 x 4628 462,7 < x �), x 4638 x 460,7 PIP DENSE 46 4 BRUSH 461.1 DENSE x x x 464,7 •r^� BRUSH ENSE 462,4 46Z3 x x 463,7 ,?, 9 x 462.4 x x x 464,1 x 4634 RUSH x 462,7 x 46 463,5 x 46Q6 20 �DENSE x BRUSH p pp .4414,7 4 462,8 DENSE x 463.7 x463.8 x4636 x4638 x .7 x x4629 x BRUSH 463.4 x x 460.4 21 466,6 DENSE x 4 7 1 P F x PAP HV-5 BRUSH 463,60 x 463.8 x 463,9 x 463,9 x 463,8 x 462.6 U ( ( x 462,5 X4687 462,9 DENSE DENSE x BRUSH (PAb=466.4) x 7 BRUSH x 460,4 22 4 6 466,1 x DENSE X DENSE x 463.6 BRUSH BRUSH 462.9 1 1 PF x 463,8 x 463,9 x 4638 x 463,0 x 462,8 x c x 46 2.6 c 464,6 4 x x x X463.7 x 6,3 5 463., 464,9 _x 464.6 x vw 663 x x 460,5 �f--- 7777 , ------ DENSE x 459,9 PIP x 4617 x 461,6 x 460,1 BRUSH x 461,7 x 461.4 IS E D ENSE DENSE x ,e�S DE RUSH 4 3, BRUSH x 459.8 x 4,59,6 459.9 BRUSH F x 459,6 466, x 460,5 24 x 461,6 I I x 461,7 x 461,6 x 461,5 x 4618 x PIP �E TEES (P q 459 8 aisliq G emu EXISTING emu x 4 ylv x �4,59,9 : 7777 C� WALL PO Ao WALL 462,7 460.5 x x 25 51 x 461,7 x DENSE CD BRUSH x 4615 x 461,5 x 461.7 DENSE 5 PP BRUSH --460 /CO;(RAD=460.4) x 459,7 0 ck-1 6 5 x 4595 x 4594 x POOL x 4658 x PIP DENSE 1460.2 DENSE 0 BR � BRUSH z x 459,7 x 459.9 1� 26 0 W x 459,7 :1 460,3 U 461.4 x459,9 '1 x x 461,3 x 461,4 x 461,5 x DENSE BRUSH E P P - - - - - - 0 DENSE 4 x 459,7 x 458,8 i BRUSH . , I LEGEND 465.7 1 1 `J x - ------ x459,7 x 459,6 459,8 x 0.3 (PAD:;465.7) DENSE x 461,9 x 461, 9 460,4 x 0 PROPOSED FLOW ARROW 27 RUSH x 461,9 C] ( T D=458.8) x461.9 'y \ x 459,9 J c-7 459,7 x 460,6 460,6 19 0 4 01 459*9 x 4 V x el) 4 x 461.7 ix -460 460,1 Hv_6 00 0 �P 0 LOT G ------ x x A60.70 7 x 461.5 Ko) Itu. 1 x 461,5 x 460.3 x 461.5 QE 312 B NNSE 0) x 7. B X1 �oo /Z. (N- LOT H '460,, DENSE 45U-6- 0 BRUSH x 460,5 x 460.6 x 459.7 (oO x 461,2 x 3 x 4602 4� 9�) x 461,4 x 4612 ID _r' x 461.4 DENSE noo 46 �5 ___ _1= 459,9 BRUSH x p:1 I CO20 rM> I x 459,8, 110 i 4 3 DENSE 1: � lic BRUSH -I-- tug 28 1 HV-7 CON((PAD=458.4) N DENSE x 460,5 7 461.30 x46 x 458,0 (PAD=465.7) �1 x 4605 x 460,6 BRUSH x4607 x 459.7 3 TIN 46,x, x 459,8 x 459,7 x ON' 4 4 x ,� l z 460,6 CONC 29 Ice x x x 461,5 x 461,5 x 461,5 x 461,4 x 461,6 x 459,9 x 459.6 x459,1 464.6 0 P DENSE D 460,7 Ll x x 458,7 BRUSH - 7777 4649 x 411.5 x 461,7 460.7 -----'---460 0 x x 46 6 x 46F'7 46 x 461.5 DENSE x BRUSH 30 16 456 2 7 x 461,6 x 461,5 DENSE DEN rE x 459,8 x 459,6 x x DENSE x 461,7 BRU�H x 459.7 CONC BRUSH 50 25 0 50 100 150 BRUSH 11) L 4602 I'D (PAD1458.0) ----14 6,,x4 v 462.6 x 1460 SCALE 1"=50' U 4_f Z 6,5- 7777 X k��60,9- x (PAD 6416) 4 ;3,2_ _,�7777777:77_j cz:l 462.6 DENSE ------ X459.6 x BRUSH X 461,4 x 459,7 x 45$�. 7 CON III x 4614 _x x 460.7 x 458,0 DENSE xJ6 x 461,3 _�O x 459,7 x 461.5 x 46� x 4613 461, BRUSH 460.4 x x 461,8 DENSE x 32-, x 459,7 1--460,3 j ��' �, ` DENSE BRUSH 461,4 x 462,1 1 x459,7 OWNER /DEVELOPER x BRUSH x 4 Z8 INNOVATIVE x4 - ` DENSE ONC \ � x 4615 461,' BRUS COMMUNITIES 62�2� x 4614 x 200 E WASHINGTON STREET (760) 564-6555 464, x x 461,5 x461,4 60.7 (PAD=464.0) x x 461.7 x 460,0 459.7 x SUITE 100 FAX (760) 564-16505 DENSE x 459.8 x x x RUSH 33. x 461,9 x4601 ESCONDIDO, CA A DENS -46L �6b13x 46,?,4 BRUS-4"1- -'-460 46' x x4600 x 461.5 x 460,3 x 461,8 66.7 x 4625 462,5 7777 a 0 r p DENSE I FNSE S OVERFLOW x 461,6 4 6 0, x 460,7 SECONDARY 45D7,9, x 462,5 BRUSH x 462,7 402 x 460,4 FL 458.1 9 '.4 x x 461, 1, D x 461,7 460.6 ,--460 x 461,5 x 461.3 x 460,3 x 460.6 x 458.6 x 461.6 x 458,7 x 462,6 x 460,6 ASPH - !H- . _ AS P x 462A xdrni PP I HV-8 x 4,5pr 4 HV-1 x A41 458,60 x 4� \\(447.j5 F_ -7 eERTERLINE:- `R- x 461,6 x 4617 _460- x 4q.9�,!,` x 460.6 pp t3tjt DEOSE _- PF_ Exhibit #1 _DENSE BRUSH _-BnSH D RUSH P W R/ R W ENUE MONROE ST. 58 co PRE- DEVELOPMENT TOPOGRAPHY MAP 20' "4 4 44 LANDSCAPE O EASEMENT 12 _-32' 32 12' z IMPROVEMENTS Tract Tr'act No. .34243 FUTURE IMPROVEMENTS 2.0% "�� f�`��� \% %� `��i. � -- _ - 7777 _ - - AVENUE 58 (PUBLIC STREET) Z N.T.S. FILE: I:\44616\PRELIM\HYDR0 EXHIBIT 1 7-10-06 LU Tab 6 Appends B Rational Method Storm Drain Hydrology B 1 Storm Drain Hydrology B 2 Hydraulic Grade Line Calculations B 3 Curb Inlet Hydrology B 4 Street Hydrology Innovative Communities Tentative Tract 34243 • .• Tab 6 Appends B i Rational Method Storm Drain Hydrology B 1 Storm Drain Hydrology Innovative Communities Tentative Tract 34243 • ! v :ers de ,: County Rakt ,oiiyal kHyd WIND fogr -am CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 • Rational Hydrology Study Date: 06/29/06 File:44616SD1A.out . ------------7----------------------------------------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in'-lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity= 1.600(In /Hr). Storm event year = 100.0 .Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + ± + + + + + + + + + + + + ++ Process from Point /Station 2399.000(Ft.) to Point /Station 2224.000(Ft.) * r11 t *gib *' I�NIFIT #Efi ARE1� E 1�ALUAThON j,a, *�* 1 Initial! Initial area flow distance = 175.000(Ft.) Top (of initial area) elevation = 465.500(Ft.) Bottom (of initial area) elevation = 464.190(Ft.)- Difference in elevation = 1.310(Ft.) Slope = 0.00749 s(percent)= 0.75 TC = k(0.390) * [ (length'3) / (elevation change) ]'0.2 Initial area time of concentration = 8.193 min. Rainfall intensity = 5.078(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 L Decimal fraction soil group A = 0.000 Decimal fraction.soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.418(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.500 C +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2224.000(Ft.) to Point /Station 1709.000(Ft.) • * * * * STR!E>ET FLOW TRAiVEL TIiME + SUBAREA FLOW ADD�ITIwON Top of street segment elevation = 464.190(Ft.) End of street segment elevation = 461.190(Ft.) Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.380(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 3.663(CFS) Depth of flow = 0.449(Ft.), Average velocity = 1.612(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 14.542(Ft.) Flow velocity = 1.61(Ft /s) Travel time = 5.33 min. TC = 13.52 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.798(In /Hr) for a 100.0 year storm Subarea runoff = 6.401(CFS) for 2.100(Ac.) Total runoff = 6.819(CFS) Total area = 2.200(Ac.) Street flow at end of street = 6.819(CFS) Half street flow at end of street = 6.819(CFS) Depth of flow = 0.530(Ft.), Average velocity 1.880(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.52(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) .+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1709.000(Ft.) to Point /Station 1314.000(Ft.) •* *s *; STREET., FLOW TRAVEL vTIME ;+ SUBAREA FLOW_; ADDITION * *' 1 -2 & 1 —. Top of street segment elevation = 461.190(Ft.) End of street segment elevation = 459.140(Ft.) Length of street segment = 395.000(Ft.) Height of curb above gutter flowline = - 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.380(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 10.362(CFS) Depth of flow = 0.501(Ft.), Average velocity = 1.674(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.06(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.139(Ft.) Flow velocity = 1.67(Ft /s) Travel time = 3.93 min. TC = 17.45 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.275(In /Hr) for a 100.0 year storm Subarea runoff = 6.915(CFS) for 2.670(Ac.) Total runoff = 13.735(CFS) Total area = 4.870(Ac.) Street flow at end of street = 13.735(CFS) Half street flow at end of street = 6.867(CFS) Depth of flow = 0.538(Ft.), Average velocity = 1.821(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.91(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1320.000(Ft.) to Point %Station 1314.000(Ft.) • *`* * *HOBIB *AR .FLOW SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction-soil group A = 0.000 Decimal fraction soil group B 1.000 RI index for soil(AMC 2) = 56.00. Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration 17.45 min. Rainfall intensity = 3.275(In /Hr) for a 100.0 year storm Subarea runoff = 2.357(CFS) for 0.910(Ac.) Total runoff = 16.092(CFS) Total area = 5.780(Ac.) CAB ���& 'GCB # 2 — ;Q 1:0 0 1= 16 09,1 fs / 2 ` h 8 0 5n c fps Furatxsf� �. sz,i%*�5 R_ _ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1314.000(Ft.) to Point /Station 1296.000(Ft.) �a�+ e! �i�,:: �iitR�; Upstream point /station elevation = 455.140(Ft.) Downstream point /station elevation = 453.500(Ft.) Pipe length 18.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 16.092(CFS) Normal flow depth in pipe = 5.56(In.) Flow top width inside pipe = 20.25(In.) Critical Depth = 12.12(In.) Pipe flow velocity = 14.58(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 17.47 mina ++++++++++++++++++++++++++++++++ t++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1296.000(Ft.) to Point /Station 1170.000(Ft.) Upstream point /station elevation = 453.250(Ft.) Downstream point /station elevation = 451.750(Ft.) Pipe length = 126.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.092(CFS) li ven sri- a Normal flow depth in pipe = 12.43(In.) Flow top width inside pipe = 29.56(In.) Critical Depth = 16.24(In.) Pipe flow velocity = 8.37(Ft /s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 17.72 min. • +++++++++++±+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1174.000(Ft.) to Point /Station 1170.000(Ft.) • SUzBA�REyA `FL®W DITI'O r :l9 11 R SINGLE.FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = "1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impe ious fraction = 0.500 Time of concentration = 17.72 min. Rainfall intensity = 3.246(In /Hr) for a 100.0 year storm Subarea runoff = 6.847(CFS) for 2.670(Ac.) Total runoff = 22.939(CFS) Total area = 8.450(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1170.000(Ft.) to Point /Station 990.000(Ft.) * * * * PWRINFL,®W _ �RP,�F�EjL TI =ME User spec 4f {ed" §1 z,e * *y* 1' d Upstream point /station elevation = 451.250(Ft.) Downstream point /station elevation = 448•.000(Ft.) Pipe length = 180.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.939(CFS) K;.�y���ygxg,�.. - -h __ ..:vruca•is .a: c <y y;v w.. — ..kr„�L 7.7 7 �:: Tr7'S . Normal flow depth in pipe = 12.42(In.) • Flow top width inside pipe = 34.23(In.) Critical Depth.= 18.48(In.) Pipe flow velocity = 10.61(Ft /s) .area averaged pervious area traction(Ap) = 0.500 Area averaged RI index number = 56.0 CZVILCADD/CI\/ILDE3ZQN Engineering Softwara,(o) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/30/06 FiIe:446168DlBCB34.00t ------------------------------------------------------------------------ ------------------------------------------------------------------------ English (in-lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event (year) ~ lUO'OO Antecedent Moisture Condition ~ 2 Standard intensity-duration curves data (Plate D-4'1) For the [ Cathedral City ] area uoed' 10 year storm lO minute intensity ~ 2.770(Zo/8r) 10 year storm GO minute intensity ~ 0.980(Zo/Br) IOO year storm 10 minute intensity ~ 4.520(In/Br) lOO year storm 60 minute intensity ~ 1.600(Izz/Br) Storm avazzt year'~ 100.0 , Calculated rainfall intensity data: l boor intensity .= 1'600(Io/Br) Slope of intensity duration curve ~ 0'5800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from i i 5.000(��') Initial area flow distance ~ I50.000(Ft.) Top (of initial area) elevation = 46I.200(Ft.) Bottom (of initial area) elevation ~ 460.300(Ft.) Difference in elevation ~ 0.900(Ft') Slope ~ 0.00600 a(peroeot)~ 0.60 TC ~ k(0'390)^[(Iengtb^3)/(elevation ohaoge)]^0'2 Initial area time of concentration ~ 8.051 min. Rainfall intensity ~ 5'I29(Izz/Br) for a I00.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0'824 Decimal fraction soil group A ~ 0.000 Decimal fraction soil group B ~ 1'000 RI index for aoil(AMC 2) = 56'00 Pervious area fraction ~ 0'500/ Impervious fraction ~ 0.500 Initial subarea runoff ~ 0'465(CFS) Total initial stream area ~ 0'1I0(Ac') Pervious area fraction ~ 0'500 U� ...................................................................... • Process from Point/Station -1-305.000(Ft.) to Point/Station 1155.000(Ft.) F1 - W, LN, -,E,,,L" I C Top of street segment elevation = 460.300(Ft.) End of street segment elevation = 459.050(Ft.) Length of street segment = 150.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 3.143(CFS) Depth of flow = 0.295(Ft.), Average velocity = 1.891(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.394(Ft.) Flow velocity = 1.89(Ft/s) Travel time = 1.32 min. TC = 9.37 min. Adding area flow to street • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.696(In/Hr) for a 100.0 year storm Subarea runoff = '5.224(CFS) for 1.360(Ac.) Total runoff = 5.689(CFS) Total area = 1.470(Ac.) Street flow at end of street = 5.689(CFS) Half street flow at end of street = 2.844(CFS) Depth of flow = 0.345(Ft.), Average velocity = 2.162(Ft/s) Flow width (from curb towards crown)= 10.904(Ft.) End of computations, total study area = 1.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 E g7, 7_01MO CIVI Version 7'I Rational Hydrology Study Date: 06/30/06 File:446I68D1B,omt ------------------------------------------------------------------------ KEMP Ir. KIN R, English (in-lb) Units used in input data file Program License Serial Number 4082 ' Rational y0etbocI Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) ~ 100.00 Antecedent Moisture Condition ~ 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Cathedral City ] area used. ` lU year storm 10 minute iotenoitl, ~ 2'770(Zzz/Br) � 10 year storm 60 minute intensity ~ 0'980(Io/Br) 100 year storm lO minute intensity ~ 4.520(Izz/Br) IOO year 'storm 60 minute iotezzaitl/ ~ 1.600(Izz/flr) . Storm event year ~ 100.0 Calculated rainfall intensity data: l hour intensity ~ 1'600(Io/Br) Slope^of intensity duration curve ~ 0'5800 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ` ` Process from Point/Station 1500'000(Ft') to-Point/Station 1385'000(Ft') 1-7 Initial Initial area flow distance ~ II5'080(Ft') Top (of initial area) elevation ~ 46I.300(Ft.) Bottom (of initial area) elevation ~ 459'600(Ft.) Difference in elevation ~ I.600(Ft') Slope ~ 0.0I39I o(pezoent)~ 1.39 TC ~ }c(0'390)^[(Iengtlz°3)/(eIevatioo obanga)]^0'2 / Initial area time of concentration ~ 6'119 min. Rainfall intensity ~ 6.014(Io/Bz) for a I00.0 year storm SINGLE FAMILY <1/4 Acre Lot) Runoff Coefficient ~ 0'833 ' Decimal fraction .soil group A ~ 0.000 � Decimal fraction soil group B ~ I'000 RI index for aoiI(AMC 2) ~ 56'00 Pervious area fr* otioo ~ 0'500/ Impervious fraction ~ 0'500 ' Initial subarea action 1.123(CFS) Total initial stream area 0'234(Ao') Pervious area fraction = 0.500 ...................................................................... Process from Point/Station 1385.000(Ft.) to Point/Station 1300.000(Ft.) • ** * *tkS'TREE >TFLOW T VsEL yT�IME +� �,J',,-T�A 01 Top of street segment elevation = 459.600(Ft.) End of street segment elevation = 459.070(Ft.) Length of street segment = 85.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 3.259(CFS) Depth of fl6w = 0.309(Ft.), Average velocity = 1.702(Ft/s) Streetflow hydraulics at midpoint o ' f street travel: Halfstreet flow width = 9.113(Ft.) Flow velocity = 1.70(Ft/s) Travel time = 0.83 min. TC = 6.95 min. • Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 5.585(In/Hr) for a 100.0 year storm Subarea runoff = 4.102(CFS) for 0.886(Ac.) Total runoff = 5.225(CFS) Total area = 1.110(Ac.) Street flow at end of street = 5.225(CFS) Half street flow at end of street = 2.612(CFS) Depth of flow = 0.350(Ft.), Average velocity = 1.896(Ft/s) Flow width (from curb towards crown)= 11.185(Ft.) • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1300.000(Ft.) to Point /Station 1275.000(Ft.) Upstream point /station elevation = 455.070(Ft.) Downstream point /station elevation = 453.160(Ft.) Normal flow depth in pipe = 3.65(In.) Flow top width inside pipe = 14.47(In.) Critical Depth = 7.35(In.) Pipe flow velocity = 10.18(Ft /s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.99 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1275.000(Ft.) to Point /Station 1130.000(Ft.)' t g ** * *' P IPEFLOW 'TRAVEiL �TIM�E(Ups"er Srp ecf a dsiz a ) ;� * * ** Y Upstream point /station elevation = 453.160(Ft.) Downstream point /station elevation = 452.730(Ft.) Pipe length = 145.00(Ft.) Manning's N = 0.013 No'. of pipes = 1 Required pipe flow = 5.225(CFS) 1 rr.>' .. -,a Q v} r G w 3 irk, H. - n � - " 3i x'"..' „ -�"°._ "` ? ''' [x '✓ a f c.i l a ,cu a - 'e,�a. , in i��r' . •ua �piape � ow;, ..,_, �. > :M. � . Normal flow depth in pipe = 13.52(In.) Flow top width inside pipe = 15.56(In.) Critical Depth = 10.56(In.) Pipe flow velocity = 3.67(Ft /s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 7.65 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1134.000(Ft.) to Point /Station 1130.000(Ft *�-*�*�, *M!U NO-, 70 * DA 1-8 & 1-9 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2)' = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 7.65 min Rainfall intensity = 5.283(In /Hr).for a 100.0 year storm Subarea runoff = 6.804(CFS) for 1.560(Ac.) Total runoff = 12.029(CFS) Total area = 2.670(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1130.000(Ft.) to Point /Station 1000.000(Ft.) • W T }R�P,�I #EL° �T�IgME� %Us e� st "� ) * *,* ,_ pec�f'ied sz,e�, Upstream point /station elevation 452.730(Ft.) Downstream point /station elevation = 451.750(Ft.) Pipe length = 130.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.029(CFS) Normal flow depth in pipe = 13.57(In.) Flow top width inside pipe = 23.79(In.) Critical Depth = 14.94(In.) Pipe flow velocity = 6.57(Ft /s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 7.98 min. End of computations, total study area = 2.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0, • Rvers;de'�County Ratonala „Hydrology':Progr.ain CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 • - -- Rational Hydrology Study Date•.07 /07/06 File•44616SD3A.out jTract�t 3424 S "44 , -- -- -� .1 ^Yyh, ----------------------- ..., s r , 3w` NID 616 '10 0 ?T r r.. _ r..� ur n Storm Draa:n t3A' "and' Cab h' Bas - n Fir1e_ ;t4 6,16SD3A�'a- /,.,:CB7; &8 • • -------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. l0 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000(Ft.) to Point /Station 175.000(Ft.) INITIAL .AREA" 'EVALUATION ,” *' *.* Initial area flow distance = 175.000(Ft.) Top (of initial area) elevation = 462.000(Ft.) Bottom (of initial area) elevation = 460.900(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00629 s(percent)= 0.63 TC = k(0.390) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 8.484 min. Rainfall intensity = 4.976(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) - Runoff Coefficient = 0.822 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.450(CFS) Total initial stream area = 0.110(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 175.000(Ft.) to Point /Station 380.000(Ft.) • * * * * ;STREET FLAW . TRAVEL 'TIM -E . + .SUBAREA FLOW ADDITION i Top of street segment elevation = 460.900(Ft.) End of street segment elevation = 459.700(Ft.) Length of street segment = 205.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 (1] side(s) of the street Distance from curb to property line = 0.500(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 = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 2.074(CFS) Depth of flow = 0.359(Ft.), Average velocity = 1.407(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.608(Ft.) Flow velocity = 1.41(Ft /s) Travel time = 2.43 min. TC = 10.91 min. Adding area flow to street • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity.= 4.300(In /Hr) for a 100.0 year storm Subarea runoff = 3.177(CFS) for 0.910(Ac.) Total runoff = 3.626(CFS) Total area = 1.020(Ac.) Street flow at end of street = 3.626(CFS) Half street flow at end of street 3.626(CFS) Depth of flow = 0.419(Ft.), Average velocity = 1.607(Ft /s) Flow width (from curb towards crown)= 14.596(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 380.000(Ft.) to Point /Station 480.000(Ft.) -- — *:* * * STREET FLOW TRAVEL TIME, _ .± SUBAREA P.-LOW;, ,DD.ITIQN G- , Top of street segment elevation = 459.700(Ft.) End of street segment elevation = 459.400(Ft.) Length of street segment = 100.00.0(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(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 = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 5.509(CFS) Depth of flow = 0.426(Ft.), Average velocity = 1.167(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.948(Ft.) Flow velocity = 1.17(Ft /s) Travel time = 1.43 min. TC = 12.34 min. Adding area flow to street • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.004(In /Hr) for a 100.0 year storm Subarea runoff = 3.585(CFS) for 1.110(Ac.) Total runoff = 7.211(CFS) Total area = 2.130(Ac.) Street flow at end of street = 7.211(CFS) Half street flow at end of street 3.606(CFS) Depth of flow 0.459(Ft.), Average velocity = 1.245(Ft /s) Flow width (from curb towards crown)= 16.640(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 0.000(Ft.) to Point /Station 480.000(Ft.) * * ** SUBAREA ,FLOW ADDITION * * ** CB# 7 & 8 SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.788 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Time of concentration = '12.34 min. Rainfall intensity = 4.004(In /Hr) for a 100.0 year storm Subarea runoff = 1.546(CFS) for 0.490(Ac.) Total runoff = (8:757 (CFS) Total area = 2.620 (Ac. ) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1130.000(Ft.) to Point /Station 1105.000(Ft.) • * * * *:. TRAVEL TIME "r(User :specfi ze) * * ** Upstream point /station elevation = 452.330(Ft.) Downstream point /station elevation = 451.860(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow 8.757(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow = 4.378(CFS) CB# 7 or�8 Normal flow depth in pipe = 6.81(In.) Flow top width inside pipe = 17.46(In.) Critical Depth = 9.63 {In.) Pipe flow velocity = 7.15(Ft /s) Travel time through pipe = 0.06 min. rTiifii of,Y,conce7 rat ,c(TC) = -12 40, m n•: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1105.000(Ft.) to Point /Station 1000.000(Ft �* *;* �* P,IPEFLOW TRAVEL�".TIME' - - •�.F� �_. (User - specified sHze') � * * *: *SD:n�`3, Upstream point /station elevation = 454.360(Ft.) Downstream point /station elevation = 450.300(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.757(CFS) ven pipe size a =Cal'culated' i[ dividual_pip:e flow; Normal flow depth in pipe = 7.22(In.) • Flow top width inside pipe = 22.01(In.) Critical Depth = 12.66(In.) Pipe flow velocity = 11.01(Ft /s) Travel time through pipe = 0.16 min. Time,_ -of? concentrat on .(TC) ,_ " . }T2,:56j min.j End of computations, total study area = The following figures may be used for a unit hydrograph study of the Area averaged pervious area fraction(Ap) _ Area averaged RI index number = 56.0 is 2.62 (Ac.) same area. 0.519 Riverside aCounty r Rata"aonal Hydrology ,,Program • CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/30/06 File:44616CB910SD4.out English (in -lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated.rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1520.000(Ft.) to Point /Station 1400.000(Ft:) ** INITIAL" AREA.EUALUATION� * * * *4 -2 Initial Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 461.600(Ft.) Bottom (of initial area) elevation = 459.730(Ft.) Difference in elevation = 1.870(Ft.) Slope = 0.01558 s(percent)= 1.56 TC = k(0.390) * [ (length'3) / (elevation change) ]'0.2 Initial area time of concentration = 6.084 min. Rainfall intensity = 6.034(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.833 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.523(CFS) Total initial stream area = 0.104(Ac.) Pervious area fraction = 0.500 . • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1400.000(Ft.) to Point /Station 1170.000(Ft.) *_ STREET ]PIOW TRAVEL,', : 'SUBAREA ::.FLOW ADDITION * * 4-2 & 4-.' Top of street segment elevation = 459.730(Ft.) End of street segment elevation = 459.170(Ft.) Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 ��treet flow::Ais on 121 side (s) of the street Distance from curb to property line = 0.500(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 = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = Depth of flow = 0.373(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.315(Ft.) Flow velocity = 0.94(Ft /s) T 'navel time =409 minTC X1.0 17 >° min. • ___, Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 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 RI index for soil(AMC 2) = 56.00 3.083(CFS) 0.938(Ft /s) Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.479(In /Hr) for a 100.0 year storm Subarea runoff = 4.985(CFS) for 1.366(Ac.) Total runoff = 5.508(CFS) Total area = 1.470(Ac.) + Street flow at end of street` 5 508(tMI Half street fiow at end of street 2.,754 (CFS:){ Depth of`flow `_ 0 438_ (Ft.) Average' velocity Flow width (from.'curb towards crown) 15: 5 8 4 (FL r End of computations, total study area = 1.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 t- 2. , ...7, 5 . 0 0 40 7.1 R------- -=-----=y Study "a^=" "'/v'/vp F--;lo:4*616R58cm11.00t ---------------- --------------------------------------------------- ------------------------------------------------------------------------ English (in-lb) Units used in input data file � Program License Serial Number 4082 � Rational Method Hydrology Program based on Riverside Coontv Flood Control & Water Conservation District 1978 hydrology manual, Storm event (year) ~ IOO'OO Antecedent Moisture Condition ~ 2 Standard intensity-duration curves data (Plate D-4'--) For the [ Cathedral City ] area used. lO year storm 10 minute intensity ~ 2'770(Zxo/Br) IO year storm 60 minute intensity ~ 0'980(Zzz/Bz) IOU year storm lO minute intensity ~ 4'520(Izz/Br) lOO year storm 60 minute izztezzaitl/ ~ I.600(Zn/Hr) Storm event yea-- ~ 100.0 Calculated rainfall izztezzoitl/ data: � I hour izztezzoit? ~ 1'600(Zrz/Br) Slope of intensity duration curve ~ 0.5800 +++++++++++++++++++++++++++++++++++++++++++++++++++-++++++++++++++++++ Process from Po i^^` 7250.000(Ft.) Initial area flow distance ~ � Top (of initial area) elevation ~ 46I.200(Ft.) Bottom (of initial area) elevation ~ 45D.300(Ft') Difference in elevation ~ 2'900(Ft') Slope = 0.0I1I5 s(peroezzt)~ I'12 TC ~ k(O.420)^[(Iength^3)/(eIevatiozz clzaoge)]^0.3 Initial area time of concentration ~ 9.545 min. Rainfall intensity ~ 4.647(Izz/Br) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient ~ 0.801 Decimal fraction soil group A ~ O'OUO Decimal fraction soil group B ~ 1.000 Decimal fraction soil group C ~ 0.000 Decimal fraction soil group D ~ 0.000 BI index for aoil(AMC 2) ~ 56.00 Pervious area f--action = 0.600; Impervious fraction Initial subarea runoff = 1.377(CFS) Total initial s-:ream area 0.370(Ac.) Pervious area f--action = 0.600 ++++++++++++++++++++++ + ++ + + + + + ++ + + + + + ++ + + ++ + + + + +..... +-F+ +-.... ..... + ++ • Process from Point /Station 1430.000(Ft.) to Point /Station 1147.000(Ft.) * * *:'PIPEFLOW "TRAVEL:�T -IME t,:(�User °�specife s "ze)� * * ** Upstream point /station elevation = 453.400(Ft.) Downstream point /station elevation = 451.900(Ft.) Pipe length = 283.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.377(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.377(CFS) Normal flow depth in pipe = 5.17(In.) Flow top width inside pipe = 16.29(In.) Critical Depth = 5.'27(In.) Pipe flow velocity = 3.28(Ft /s) Travel time through pipe = 1.44 min. Time of concentration (TC) = 10.98 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1150.000(Ft.) to Point /Station 1147.000(Ft Lt'163::o"IG ' 4AVfl�r�t' Yom' ..ek�r SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 10.98 min. Rainfall intensity = 4.284(In /Hr) for a 100.0 year storm Subarea runoff 4.694(CFS) for 1.350(Ac.) Total runoff = 6.070(CFS) Total area = 1.720(Ac.) ++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +..... + + + + + + + + + + + + + + + ++ Process from Point /Station 1147.000(Ft.) to Point / Station 1053.000(Ft.) * * * *: -PI P,E_F•LOWTRAVEL` TIME (User.+ specified Upstream point /station elevation = 451.900(Ft.) Downstream point /station elevation = 450.700(Ft.) Pipe length = 94.00(Ft.)' Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.070(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.070(CFS) Normal flow depth in pipe = 7.96(In.) Flow top width inside pipe r 22.60(In.) Critical Depth = 10.44(In.) Pipe flow velocity = 6.67(Ft /s) Travel time through pipe = 0.24 min. Time of concentration ,TC) = 11.22 min. • • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1060.000(Ft.) to Point /Station 1053.000(Ft.) *SUBAREA.FI;OW ADDITION 4 err r+.[C'rfvl.i y i C.as 4.x+1 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of _concentration = 11.22 min. Rainfall intensity = 4.232(In /Hr) for a 100.D year storm Subarea runoff 9.091(CFS) for 2.650(Ac.) Total runoff = 15.161(CFS) Total area = 4.370(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1053.000(Ft.) to Point /Station 1005.000(Ft.) Upstream point /station elevation = 450.700(Ft.) Downstream point /station elevation = 449.000(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.161(CFS) �±1 victual °pipe f how =r Normal flow depth in pipe = 9.01(In.) • Flow top width inside pipe = 27.51(In.) Critical-Depth = 15.77(In.) Pipe flow velocity = 12.21(Ft /s) Travel time through pipe = 0.07 min. Time of'concentration (TC) = 11.28 min. End of computations, total study area = The following figures may be used for a unit hydrograph study of the Area averaged pervious area fraction(Ap) _ Area averaged RI index number = 56.0 • 4.37 (Ac.) same area. 0.508 Software, (c) 1989 • Rational Hydrolxogy Stuciy�sDat;e�i 07/01/ *U),6 . ' File • CIVILCADD/CIVILDESIGN Engineering Version 7.1 M_ " IRS 7 ------------------------------------------------------------------------ Study; Conrol an " 40 sm * rllml III, flf ,4,6 English (in-lb) Units used in input data file 'Program License Serial Number 4082 Rational Method Hydrology Program based on ,Riverside County Flood Control & Water Conservation District 1978.hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In/Hr) 10 year storm 60 minute.intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 4.520(In/Hr) 100 year storm 60 minute intensity .= 1.600(In/Hr) 'Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In/Hr) Slope of intensity duration curve = 0.5800 ....................................................................... Process from Point/Station 0.000(Ft.) to Point/Station 6 0.000(Ft.) Initial area flow distance = 60.000(Ft..) Top (of initial area) elevation = 65.'000(Ft.) Bottom (of initial area) elevation = 63,.400(Ft.) Difference in elevation = 1.600(Ft.) Slope = 0.02667 s(percent)-- 2.67 TC = k(0 .390)*[(length'3)/(elevati.on change) ]X0.2 Warning: TC computed to be.less than 5 min.; prbgram is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min.. Rainfall intensity = 6.762(In/Hr) for a -100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ='0.840 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 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff 1.135(CFS). Total initial stream area ,= 0.200(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000(Ft.) to Point /Station 630.000(Ft.) * * * S�TRE,ET FLOW TRAY &L TIME + SUBAR�EP, FLOW ADD =I'TI�ON * * 2 -1 Top of street segment elevation = 63.400(Ft.) End.of street segment elevation = 59.500(Ft.) Length of street segment = 570.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street Blow is on [Z'] sde(s) o:f the street. Distance from curb to property line = 0.500(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 = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 8.177(CFS) Depth of flow = 0.424(Ft.), Average velocity = 1.754(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.844(Ft.) Flow velocity = 1.75(Ft /s) Travel time = 5.41 min. TC = 10.41 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction.soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.418(In /Hr) for a 100.0 year storm Subarea runoff = 13.913(CFS) for 3.870(Ac.) Total runoff = 15.048(CFS) Total area = 4.070(Ac.) Street'flow at end of street = 15.048(CFS) Half street flow at end of street = 7.524(CFS) Depth of flow = 0.502(Ft.), Average velocity 2.070(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.08(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000(Ft.) to Point /Station 630.000(Ft.) • *,* * * ?ST7�BAREA FLOW> ADD,IT #ION, `: . - •k. na. - .,Y .Ais.•-mss . 5.. °�' v.L. at SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 10.41 min. Rainfall intensity = 4.418(In /Hr) for a 100.0 year storm Subarea runoff = 6.327(CFS) for 1.760(Ac.) Total runoff = 21.375(CFS) Total area = 5.830(Ac.) • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1225.000(Ft.) to Point /Station 1200.000(Ft.) Lateral; Upstream point /station elevation = 455.450(Ft.) Downstream point /station elevation = 452.500(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 21.375(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.688(CFS) Normal flow depth in pipe = 6.01(In.) Flow top width inside pipe = 20.80(In.) Critical Depth = 14.04(In.) Pipe flow velocity = 17.35(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.44 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1200.000(Ft.) to Point /Station 1000.000(Ft.) PIPEF,LOWTdRAVEL TIME ;(IWser, :s ecif.�ed "sirz;e� = * *SD2(�30" U Upstream point /station elevation = 452.000(Ft.) Downstream point /station elevation = 449.000(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.375(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 21.375(CFS) Normal flow depth in pipe = 13.66(In.) Flow top width inside pipe = 29.88(In.) Critical Depth = 18.87(In.) Pipe flow velocity = 9.82(Ft /s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 10.78 min. End of computations, total study area = 5.83 (Ac.) The following figures may be used for a unit hydrograph study Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI.index number = 56.0 • Tab 6 Appendix B 2 Rational Method Storm Drain Hydrology B 2 Hydraulic Grade Line Calculations Innovative Communities � Tentative Tract 34243 WATERSU9RF�ACE 7 PRO =FIrLE L:I STIN :G Date: 6 -29 -2006 Time: 5: 6 • Invert I Depth I Wa I Q I Vel Vel- I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station I• Elev 1 (FT) I E &leu I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs L /Elem I Ch Slope . 1 1 .(eHGL?)' I I SF Ave 1 HF I SE Dpth I Froude N I Norm Dp 1• "N" I X -Fall 1 ZR I Typ I 990.000 448.000 I 8.310 I 4�5 5:31 I 22.90 I .55 i .00 456.31 I .00 I .87'. I 5.00 I 4.000 I I '5.000 .00 I 0 WP�LjL E^X�I,T 990.000 448.000 8.310 456.310 22.90 3.24 .16 456.47 .00 1.54 .00 3.000 .000 .00 1 176.000 .0185 .0012 .21 .00 .00 1.03 .013 .00 .00 PIP 1166.000 451.250 5.291 456.541 22.90 3.24 .16 456.70 .00 1.54 .00 3.000 .000 .00 1 J�JNCTST °: ffl 1250 SlD1B 0014 01 .00 .00 013 .00 .00 PIP 1170.000 451.750 4.907 456.657 16.10 3.28 .17 456.82 .00 1.36 .00 2.500 .000 .00 1 120.00,0 .0125 .0015 .18 4.91 .00 1.02 .013 .00 .00 PIP. '. 1290..000 453.250 3.592 456.842 16.10 3.28 .17 457.01 .00 1.36 .00 2.500 .000 .00 1 t,a :CT' ST I _I_ .1250 .0014 .01 .00 .00 .013 .00 .00 PIP "CBS #1� °Se CB'4 #i I 1294.000 453.750 I 3.346 I 457.096. I 8.05' 2.56 I .10 457.20 I i .00 1.01 I .00 I I 2.000 i .000 .00 I 1 19.726 .0695 .0013 .02 3.35 .00 .50 .013 .00 .00 PIP 1313.726 455.121 2.000' 457.121 8.05 2.56 .10 457.22 .00 1.01 .00 2.000 .000 .00 1 .274 .0695 .0012 .00 2.00 .00 .50 .013 .00 .00 PIP 1314.000 455.140 1.980 457.120 8.05 2.57 .10 457.22 .00 1.01 .40 2.000 .000 .00 1 WA �L L`` E N TAR A I? C ; E 1.x # 1314.000 455.140 2.157 %4,,r 3 O 8.05. .95 .01 457.31 .00 .54 4.00 4.000 4.000 .00 0 FILE: 44616SD1BHGL.WSW • W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1790 WAVE ;R`SaUaRFA:CE �PR'©FII�E OR'TI�N;G` Date: 7- 2 -2006 Timer 1:29 I I I I 1000.000 451.650 4.890 456.540 I 12.00 3.82 I .23 I 456.77 1000.000 451.650 4.890 4569.2540 12.00 1.70 .04 456.58 .00 1.10 .00 3.000 .000 .00 0 I .000 I I I I 1000.000 451.650 4.890 456.540 I 12.00 3.82 I .23 I 456.77 I :00 I 1.24 .00 I I 2.000 I .000 .00 1 134.000 .0054 .0028 .38 4.89 .00 1.26 .013 .00 .00 PIP I I I I .1134.000 452.370 4.547 456.917 I 12.00 3.82 I .23 I 457.14 I .00 I 1.24 00 I I 2.000 I :.000 .00 1 UN�w .0060 C' fi3 wX4 .0017 .01 4.55 .00 .013 .00 .00 I- PIP j 1139.000 452.400 4.802 457.202 5.20 1.66 .04 457.24 .00 .80 .00 2.000 .000 .00 1 138.000 .0055 .•.0005 .07 4.80 .00 .76 .013 .00 .00 PIP I ( I I 1277.000' 453.160. 4.115 457.275 I 5.20 1.66 I .04 I 457.32 I .00 I .80 .00 I I 2.000 I• .000 .00 I . 1 JRUNCTSTR.12oo , CB# 5 &vu6 .0006 .00 .00 .00 .013 .00 .00 PIP • I I I I 1282.000 453.760 3.579 457.339 I 2.60 1.47 I .03 I 457.37 I .00 I .61 .00 I I 1.500 I .000 .00 I .1 24.000 .0546 .00061. .01 3.58 .00 .33 .0,13 .00 .00 .PIP I 1306.000 455.070 2.283 457.353 2.60 1.47 .03 457.39 .00 .61 .00 1.500 .000 .00 1 - I 1306.000 455.070 2.332 45��%Q 2.60 .28 .00 457.40 .00 .28 4.00 3.500 4.000 .00. 0 • FIL+E:4:461a6SD2HGli�WSW::.;Kim M W S P.'Gq:W' Cu2UrILDES:I�GN Uers +io_n.1.4�06' Program Package Serial Number: 1790 WTER SUjRF'ACaE.mP'R�O�FI LEL I S�I;NG Date: 7- 2 -2006 Time: 6:22 T�;r{a,c t° ' 3 4243 - IN1� rn d: �H.GL,' S torm Din �2 too CB #` -12 MF� 1 e . ;4 4�616�S�D 2�H;�G�I, • I 968.000 448.000 I I ..,," I I 8.310 C4 21.38 .43 I .00 456.31 I .00 I .78 I 6.00 I 4.700 I I 6.000 .00 I 0 -'1- W�AQL °L -1- -1- -1- -1- -1- -1- -1- -1- 71- -1- -1- -1- 1- 'UNIT M { Broxa�nJunc °t I 968.000 448.000 I I I I 8.310 456.310 21.38 .4.36 I .29 456.60 I .00 I I 1.57 .00 I 2.500 I I .000 .00 1 211.000 .0154 .0027 .57 .00 .00 I I 1.13 .013 I .00 I I .00 PIP I 1179.000 451.250 I I I I 5.675 456.925 21.38 4.36 I .29 457.22 I .00 1.57 .00 2.500 .000 .00 I 1 JUNC 2500 B #12&Zr atd3 0025 01 5.68 .00 013 00 .00 PIP I I I I I I I I I 1183.000 452.250 I I I I 5.123 457.373 10.69 3.40 .18 457.55 .00 1.17 .00 2.000 .000 .00 1 -1- 23.820 -1- .1333 -1- -1- -1- -1- -1- .0022 -1- .05 -17 5.12 -1- .00 -1- .49 -1- .013 -1- .00 .00 1- PIP I 1206.820 455_.426 I I I I 2.000 457.426 10.69 3.40 I .18 457.61 I .00 I I 1.17 .00 I 2.000 I I .000 :00. I 1 .180 .1333 .0021. .00 2.00 00 .49 .013 .00 .00 PIP I 1207.000 455.450 I I I I 1.975 457.425 .10.69 3.41 I .18 457.61 I .00 I I 1.17 .44 I 2.000 I I .000. .00 I 1 I I I I I f I I I I I 1207.000 455.450 I 2.308 455-7, % 10.69 .94 .01 457.77 .00 .56 5.00 3.500 5.000 .00 -. _- -. -_ ..+vi..�.s'- ,-.,-.. .ru4- ..m.51- V- %.iec ^.wxre!..wi a�cu.- �..._ -au _. ..r_. .;,= iF�' -".2c Kam+ ».$ -_t'h� . SEay._-.. v. n_.. 5. �2! 1_+ !9,�5'�+?a. +�!aan!sLiWS?RS..9!a Lb .._r?�0€.t<^'S.Frn..�.�:tr� �tt�'!sL*R�- a±L:1f�-ScJ .�Y.r ;N:a^w•. .. ai .'0 . FILE: 44616SD3.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1790 WATERS or TROFIUR, LISTING Date: 7- 7 -2006 Time: 3:30 Tractrf* 34243 -': Md i'n ,3_'1 --To ,C_B# �7 `461.63D31 File I� Inverts -MI Depth I ti W IF";Vel7p'el.l•E nergyl Su�- per ;I Criti a I Flo- w'Top I Height% I Base�Wttl` ,: I No station ;I +Elev It .6(FT),� --_y.l Eleva- I +'.(CFS) W r I (F.PS)F � Head. Grd- ?El , Elevx �;De th••^� ;Width �r^,x- I I- I,. p I D - -'� I is =FT 1 or -; x D 'I zL!�l Prs „ ,:- a .1 .... , i .;•lye c,. y �A, -'tr ., .r _ :;i �, " } I F i �y 4 I ,::; , I .� �.. I * # '' I •� I _gig I .!. ;.. �? _� .�- �7 f i_. `�r ! a": �•?� :+., �•E; � C. -'� I r K'•'t I �"I. y .I .....J L Elem V. I Ch Slope ;�„ ° HGL)II *` .e. , Y,�iia` ± "�'SF Ave`I t` HF SEt Dpth I'Froude N No=m D N X Fa11 ZR� YI * * * * * * * * * * *' ** I * ** I * * * * * * * *I� * * * * * *p *III I I I I 992.000 450.300 6.300 456.600 I I I I I 8.76 1.78 .05 456.65 .00 .99 .00 I 2.500 I .000 I .00 I 0 ALL , EXIT I ,SD# - 4 I I I I I 992.000 450.300 6.301 456.601 I I I I 8.76 2.79 .12 456.72 .00 1.06 .00 I 2.000 I .000 I .00 I 1 97.000 I .0109 I I I .0015 .15 6.30 .00 .84 I .013 .00 .00 PIP 1089.000 451.360 5.386 456.746 I I I I I 8.76 2.79 .12 456.87 .00 1.06 .00 I I 2.000 .000 .00 I 1 -INCT 'ST i000l GCB. #Ti7j,, &`'8'' I I .0016 .01 .00 .00 .013 .00 .00 PIP I I 1094.000 451.860 5.066 456.926 I I I I I 4.38 2.48 .10 457.02 .00 .80 .00 I I I 1.500 .000 .00 I 1 22.910 .1574 I I I I .0017 .04 5.07 .00 .33 I .013 .00 .00 I_ PIP 1116.910 455.466 1.500 456.966 I I I I I 4.38 2.48 .10 457.06 .00 .80 .00 I I 1.500 .000 .00 I 1 090 .1574 I I I I .0017 .00 1.50 .00 .33 I .013 .00 .00 I_ PIP 1117.000 455.480 1.485 456.965 I I I i I 4.38 2.48 .10 457.06 .00 .80 .30 I I 1.500 .000 .00 I 1 . ENTRANCE CB# ' >'7Yor ?8 I_ _ 1117.000 455.480 1.662 475 .7:,1'4 I I I I I 4.38 .68 .01 457.15 .00 .38 4.00 I I 3.500 4.000 .00 I 0 _�F °TC ,ws1001__ ,2.3;41t,= >`;1.45'ft 0 0 0 FILE: 44616SD4HGL.WSW W S P G W - CIVILDESIGN Version- 14.06- - - - -- -- - - - - - - - Program Package Serial Number: 1790 WATER =+;,SURFACE 4PROFILE MISTING Date: 7- 7 -2006 Time: 2:22 �I Inver l Dept'h�"I Wa a r k c Q �I�Vely_ el Ii�._EnergY _I�SuPe� IB -ase -2 r� x� ICiticalLFlow.ToPIH s / _ ^+ o Stat bn l , Elev +" I ?(FT);� I Plev 1= +(CF,S (FPS) Head ` t Grd El $lev. vDe t1h� ' `W 'I'D I` I -1,, I ) r'I P: .rI'� idth;`�IDaa:= "FTIor I;s3ZL IPrs. .?�._I�•Fy. FI ., ,a YA . , _'� , :� <' A ��, " . "`' i. � �r,+` ,.,?, y-' * s .,b° x €.'S " 3''; -X' .�; �:, .. L /Elem. Ch Slope Iii�{ r ;�I �tH(iL I F�a�,i;I >; f,��� SFAve 1, HF:=, I SE:Dptlil Froude NlNorm Dp 'I "N!'. I },p l F.:P�r., a! a4�e. .�J **, r****** I********* I******** I****,►**** I********* �******* I******* I*, r******* I*****, t* I***, r.*** I *,► * « * * * *I * * * * * * *I * * * * * * *I * * * ** I * ** i I I I 1016.000 449.000 7.3104'.5,6,m;3,;. 15.17 .52 .00 456.31 .00 .81 4.00 4.000 4.000 .00 0 ;WALL" ' •EXIT I I I I I I I I I I 1016.000 449.000 7.311 456.311 15.17 3.09 .15 456.46 .00 1.31 .00 I 2.500 I .000 I .00 1 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I- 50.000 I I .0150 .0014 .07 7.31 .00 .94 .013 .00 .00 PIP I I I I I I I I I I I 1066.000 449.750 6.629 456.379 15.17 3.09 .15 456.53 .00 1.31 .00 2.500 .000 .00 1 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I- Ji CT! ST_ .1375 SD ,3 .0010 .00 .00 .00 .013 .00 .00 PIP I I I I I I I I I I 1070.000 450.300 6.354 456.654 6.08 1.94 .06 456.71 .00 .87 .00 I. 2.000 I .000 I .00 1 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I- 72.000 I .0149 .0007 .05 6.35 .00 .64 .013 .00 .00 PIP I I I I I I I I i I I I 1142.000 451.370 5.336 456.706 6.08, 1.94 .06 456.76 .00 .87 .00 2.000 .000 .00 1 _I_ _I_ _I_ -I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I_ JUNCT..�5_T__ . l000 CB# 97411°'_ _0 .0004 .00 .00 .00 .013 .00 .00 PIP I I IM I I I I I I I 1147.000 451.870 4.918 456.788 1.38 .78 .01 456.80 .00 .44 .00 I 1.500 I .000 I .00 1 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 283.000 .0117 .0002 .05 .00 .00 .35 .013 .00 .00 PIP I I I I I I I I I I I 1430.000 455.180 1.659 456.839 1.38 .78 .01 456.85 .00 .44 .00 1.500 I .000 I .00 1 i_ W- L,; ri ENTRANCE GCB # -1'1 1430.000 455.180 1.673 i4 Jr.6;$ rJj 1.38 .11 .00 456.85 .00 .14 8.00 3.500 8.000 .00 0 CB #-11; TC 4`5 9'18;�Freeboard `- ETC ws 1f�0 0't ,2b,3 3 f t >�1.,5'`f -:t • FILE: 44616SDLat41.WSW W S P G W- CIVILDESIGN Version 14.06 .Program Package Serial Number: 1790 W�ATEaRST�7 ^RF'PCEPRO °FIDE. ';L'�ISTNI�N.G MA Date: 7- 5 -2006 Time: 3: 5 ,t * *,t,r,t * ** I w *,r *,r * * *,t I * *,t * * * ** � ,r *,r *,t * *,t* I * * * * * * * ** I * * * * * ** I * * * * * ** I * * * * * * * ** I * * * * * ** I * * * * * *,t,t I * *,t *,r ,r ** I ,► * * *,t,►r I ,tr *,r,r *,r I ,r * * ** I * ** 103.000 451.870 4.980 $ 5 2.75 456.86 0 .88 .01 .00 .58 .00 .2.000 .000 .00 103.000 451.870 4.980 456.850 2.75 1.56 .04 456.89 .00 .63 .00 1.600 .000 .00 1 33.000 .1006 .0007 .02 4.98 .00 .29 .013 .00 .00 PIP 136.000 455.190 1.683 456.873 2.75 1.56 .04 456.91 .00 .63 .00 1.500 .000 .00 1 136.000 455.190 1.•735 45 692 2.75 .41 .00 456.93 .00 .29 4.00 3.500 4.000 .00 0 Tab 7 0. 0 Appendix B 3 Rational Method Storm Drain Hydrology B 3 Curb Inlet Hydrology Innovative Communities ,� Tentative Tract 34243 FRAME 23.3/4 OPENING .-. • EXCEPT FOR REINFORCING -► T -�l T BAR SHOWN ADJACENT TO 2" 2 FRAME, REINFORCE TOP SLAB 3" Q� ; 3" WITH NO.3 BARS SPACED 6 C-C. �� - - r, PARKWAY COVER & FRAME .� } I I- STD. NO. 312 o 'Ill 111 I Itl Ifl I ; tO -tttft tftt t`~ ANCHOR .2 „ CLEARANCE (TYP) �� f�J- l- Lll -1. L-- J1111 I, � R° te CURB DEPRESSION 71 1 TiBACK.OF CURB HT 1 1!2” OR AS NOTD -++F -14 . 1114-4444-1- Al GUTTER �G'�'ti 4' -0° MIN. OPENING -0\ 1r — GUTTER OPENING TO BE SPECIFIED -5 ON IMPROVEMENT PLAN. EXPANSION JOINT o SEE NOTES -. STD. 300. EXPANSION JOINT I . SEE STD. 330 FOR GUTTER DEPRESSION ¢ —►I 1'-6" TYP. SEE STD. NO. 310 FOR DETAIL OPENING NORMAL GUTTER FLOWLINE 6,-O„ - -- I� 41/2" Ps 6.. NO.4 BARS @ 16" C-C - MIN. 3" EMBEDMENT • CONSTRUCTIO.N JOINT I IN 1'1/2" CLEAR TYPICAL o 1/2" PER 1' ll• _ co Ih o ' cn T 31 T o SECTION A -A CATCH'BAStN SHALL BE CLASS "A" P.C.C. `TOP OF CATCH BASIN TO BE POURED. MONOLITHIC WFnl SIDEWALK, 6 FT. REVISIONS: APPROVED 08 -21- 01. STANDARD CHRIS, . A. VO.GT . j� CITY ENGINEER 3�O RCE 44250 CURB INLET CATCH BASIN NO. 1 SHEET .1 0.F 2 GUTTER I=L Yy I :aa wo E.. I /3 i rLR=1-.'MIN. 2 4 IONS: 'APPROVED 08/21/01- -NOTES: ' R. FACE PLATE 5116" X IV ROLLED PLATE 1/4" R. A:L (ALHAMBRA FOUNDRY NO. A-3911 OR 4� EQUIVALENT) & EXTEND LENGTH OF BOX- / S CUT REINFORCING.STEEL 5/8., FACE PLATE ANCHORAGE 117. 0 STEEL L TO CLEAR FACE PLATE. ANCHOR 42'-O..C. (MA} S PLACE HOWN. PROTECTION-BAR: PLAIN-ROUND STEEL BAR In DIA. SHALL BE INSTALLED-WHEN' 'NORMAL RIVAL CURB HEIGHT IS GREATER THAN 6". BAR SHALL BE EMBEDDED 5" AT EACH END. 2117 4 112" T SQUARE HEAD AND HEX NUT, BEND AS SHOWN L—SPACIMG—S H_ ALL-NOT.EXCEED s O ALL EXPOSED METAL PARTS SHALL BE GALVANIZED. 249 C.UR,,J9 IN41r OP-Wilvo DETAt4 U3 GUTTER I=L Yy I :aa wo E.. I /3 i rLR=1-.'MIN. 2 4 IONS: 'APPROVED 08/21/01- ..] CHRIS A. VOGT I CITY.-ENGINE.ER STANDARD 3 -1 ul' -NOTES: ' R. FACE PLATE 5116" X IV ROLLED PLATE A S TMA36) FORMED AS SHOWN A:L (ALHAMBRA FOUNDRY NO. A-3911 OR EQUIVALENT) & EXTEND LENGTH OF BOX- FACE PLATE ANCHORAGE 117. 0 STEEL L ANCHOR 42'-O..C. (MA} S PLACE HOWN. PROTECTION-BAR: PLAIN-ROUND STEEL BAR In DIA. SHALL BE INSTALLED-WHEN' 'NORMAL RIVAL CURB HEIGHT IS GREATER THAN 6". BAR SHALL BE EMBEDDED 5" AT EACH END. If SUPPORT BAR 1 DIA. X 22"- LONG WITH T SQUARE HEAD AND HEX NUT, BEND AS SHOWN L—SPACIMG—S H_ ALL-NOT.EXCEED 4 FEET. O ALL EXPOSED METAL PARTS SHALL BE GALVANIZED. C.UR,,J9 IN41r OP-Wilvo DETAt4 ..] CHRIS A. VOGT I CITY.-ENGINE.ER STANDARD 3 -1 ul' CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 • Mai or S rest Curle.t Leng;th cf� s m�-s �� " , - Sure "et, d-IdD & " -".20 ..9.4% "4;461 "6 A5 8.CB l i ---------------------------------------------------- Program License Serial Number 4082 * ** $treet <':.Fl:: --7 " +`Inlet; :,'An "'is r* Upstream (headworks) Elevation = 459.480(Ft.) Downstream (outlet) Elevation = 458.530(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum flow rate in channel(s) = 1.377(CFS) Top of street segment elevation = 459.480(Ft.) End of street segment elevation = 458.530(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 0.,500(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 [1] side(s) of the street Distance from curb to property line = 12.000(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 X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1667 gutter end 53.5000 0.9567 grade break 54.0000 0.9667 crown CURB INLET TYPE STREET DRAIN, Opening Height = 10.700(In.) Street Inlet Calculations: Street flow in street inlet depression = 1.377(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.351(Ft.) Average velocity = 2.788(Ft/s) Total flow rate in 1/2 street = 1.377(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 4.000(Ft.) Flow rate in gutter section of street = Qw = 1.377(CFS) Given inlet length L = 8.000(Ft.) Ratio of frontal flow to total flow = EO = 1.0000 • Half street: ccross section data points - .through - .curb .inlet:; X- coordinate (Ft.) Y- coordinate (Ft.) • 0.0000 1.2400 right of way 12.0000 1-0000-top of curb 12.0000 0.0000 flow line 16.0000 0.5000 gutter /depression end 53.5000 1.2500 grade break 54.0000 1.2600 crown Lengtn required for total flow interception Lt Lt = .6 * QA0.42 * SlopeA.3 * (1 /(n *Se)".6 = r where Manning's n = 0.0150 and Slope = street slope = 0.0095 - Se = Equivalent Street x -slope including depression = 0.1033 Efficiency = 1 - (1- L /Lt)'1.8 = 0.9984 Depth of flow = 0.027(Ft.) Average velocity = 0.518(Ft /s) Total flow rate in 1/2 street = 0.002(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 2.000(Ft.) Average flow velocity = 0.52(Ft /s) Channel including Gutter and area towards property line: Flow Width = 0.324(Ft.) Flow Area = 0.004(Sq.Ft) Velocity = 0.518(Ft /s) Flow Rate = 0.002(CFS) Froude No. = 0.7856 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) • Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 0.6882, Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Total flow rate in street = 0.002(CFS) is 11 CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------- - - - - -- -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- Upstream (headworks) Elevation = 100.200(Ft.) Downstream (outlet) Elevation = 100.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.500(Ft.) Top of street segment elevation = 100.200(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to*crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 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 Half streets °ros <s` s:ectifon ` data pointfs X- coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.500(Ft.) Average velocity = 1.489(Ft/s) Total flow rate in 1/2 street = 5.371(CFS) Note: depth of flow exceeds top of street crown. St- �ree't'fl��ow'� hydrauWl:cs; -: Halfstreet flow width (curb to crown) = 18.000(Ft.) • Average flow velocity = 1.49(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.833(Sq Ft) Velocity = 2.019(Ft /s) Flow Rate = 1.683(CFS), Froude No. = 0.5513 Channel from outside edge of gutter towards grade break: Flow Width = 15.500(Ft.) Flow Area = 2.764(Sq.Ft) Velocity 1.333(Ft /s) Flow Rate = 3.685(CFS)° Froude No. = 0.5563 Channel from grade break to crown:. Flow Width = 0.500(Ft.) Flow Area = 0.009(Sq;Ft) Velocity 0.293(Ft /s). Flow Rate = 0.003(CFSP Froude No. = 0.3808 Total flow rate in street before inlet = 10.741(CFS) • • Street flow in street inlet depression = 10.741(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.746(Ft.) Average velocity 1.538(Ft /s) Total flow rate in 1/2 street = 5.371(CFS) !!Warning: Water is above left or right bank elevations J° S`° D¢Q.'I.Hydirau�li,c %sj No,: -12; inlet calcu�1 Street flow half width at start of inlet = 16.282(Ft.) Flow rate in gutter section of street = Qw = 4.014(CFS) Given in length L = 4.000(Ft.) Ratio of frontal flow to total flow = EO = 0.7475 Inlets) Hkal�f suree't: crr{oss aect ;on, ;datEa points through curb. < nle�t: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000. 0.8458 right of way 0.5000 0.8333 top of curb 0.5000 0.0000 flow line 4.5000 0.5000 gutter /depression end 18.0000 0.7700 grade break .18.5000 0..7800 crown ,' Note:. Street inlet capacity is greater than existing flow.in street. Remaining flow in street below inlets = 0.000(CFS) Zero flow remaining in street Total flow rate in street = 0.0.00(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------- - - - - -- Generic SafgCurbIr%le3t8ainFCurb #Face • MO H � b ' al f ` �S t re e tFlow Filet. G.enCurbl }n1etCap8'�n� ? vk .'cr'Et;ia;.Y-sb2kli�kinl..wrq� Program License Serial Number 4082 * tee�t Flow w_I-�i�7 t�A al�y. ;. qt *z* Upstream (headworks) Elevation = 100.100(Ft.) Downstream (outlet) Elevation = 100.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.670(Ft.) Top of street segment elevation = 100.100(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 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 X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.9667 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1667 gutter end 54.5000 0.9767 grade break. 55.0000 0.9867 crown Depth of flow = 0.670(Ft.) Average velocity = 1.303(Ft /s) Total flow rate in 1/2 street = 9.784(CFS) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.13(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 27.167(Ft.) Average flow velocity = 1.30(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.133(Ft.) Flow Area = 1.174(Sq.Ft) Velocity = 1.720(Ft /s) Flow Rate = 2.019(CFS) Froude No. = 0.4087 Channel from outside edge of gutter towards grade break: Flow Width = 25.167(Ft.) Flow Area = 6.334(Sq.Ft) • Velocity = 1.226(Ft /s) Flow Rate = 7.765(CFS) Froude No. = 0.4307 Channel from grade break to crown. Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Total flow rate in street before inlet = 9.784(CFS) C1URB �ulNi' +ETy TYzP1E STREET DRAIN S`t�ree�t� :` I�n7: eot� C�a'�hc�u�l ato�,n`4s Street flow in street inlet depression = 9.784(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4- 000(Ft.) Depth of flow = 0.930(Ft.) Average velocity = 1.333(Ft /s) Total flow rate in 1/2 street = 9.784(CFS) Street flow half width at start of inlet = 25.499(Ft.) Flow rate in gutter section of street = Qw 5.122(CFS) Given inlet length L = 4.0.00(Ft.) Ratio of frontal flow to total flow = EO = 0.5235 Street slope is less than 0.5% , Depth of flow indicates an orifice flow condition exists for an opening height of 10.70(In.) Using equation Qi = .67hL(2gdO)�.5 Maxi4muminl_et flow ckapaac;ty _ '��13:. 343 (CFS) 7 � t �ralfsAt c'r`oss :sec.t'ion: "cl�asta' pones thro�hczurbnlet: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.3000 right of way 12.0000 1.0000 top of curb 12.0000 0.0000 flow line 16.0000 0.5000 gutter /depression end • 54.5000 1.2700 grade break 55.0000 1.2800 crown Note: Street inlet capacity is greater than existing flow in street. Remaining flow in street below inlets = 0.000(CFS) Zero flow remaining in street Total flow rate in street = 0.000(CFS) ------------------------------------------------------------ `-- - - - - -- For�Rat on�a"l Metthod. Hydrology ;CalC'U,% t4i ®`ns oaf` Rye a�� r:ed" Curbry Inle 1 '��•'' 4`�'S� kit, - CJ..,g� t Fy ' Yr � � � u� .y _ rz� ��;�y "a' � "•�sS+ �i. FYL.�a".5..� .,.a.,. .f%= ".= `.�:sYh3M:iaGVdIPl4 5.�k7i� S:�EtE�Ta�b= v6, �� S�orm�` Dr•a�i�i Hydr�o��log �Rversnd�er _C'o�z�ntKy :Ra }tiona�l 'Hydrolo`gy ' Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/29/06 File:44616SD1A.out ------------------------------------------------------------------ - - - - -- 7 _ 1 u • • Appendix B 4 Rational Method Storm Drain Hydrology B 4 Street Hydrology Innovative Communities • Tentative Tract 34243 CB# 11 - CB #1 &2 CB #12 &13 MDS 44616 30- Jun -06 S,u f a I, i mFKt "a ! M , 7a)'^l fch t . ' e"ix �tdUN= �W°IN'i � i Fr l nor n .m r6"" kaIBx'E � ;id�' y fa h16 S I � Ksh g nYaSkMMkwt i Ly.}.Ybw g.. it u a ary ' N ° r:kM ;l ' N.x w f I,r live Tract 34243 Major Street - Ave 58 rW r fy Hihf7 s S Level Sloe Depth Width Q Cap Veloc N (ft) (ft) (cfs) (fps) Max Reqrd Q100 0.6' 0.42 1 12.9 3.8 2.10 12 ft Lane Open 0.6 0.56 20.0 11.4 1 2.70 Top of Curb 0.6 0.67 21.0 25.4 3.20 44 ft ROW 0.6 1 0.91 44.0. 59:6 3.90 32 ft & 42 ft C/L to cf,12 ft Pkwy, 20ft Landscape 8 in vert curb, 2ft/2in Gutter, 2% cross - slope, n = 0.015 , Onsite Streets - 36 ft cf /cf �.1.;cJ'hrz,..4�'t4ws+xt�.tu �:�..r�uia,.a•G�'xhh �. yf� .yTf���l•�II��11St�l•'oWS�7�kL {.ts'I ..uirp, s +ni,. .„ia,.,rFa :s. ^✓ � _gV..�s41 ;fr,�:�!,1%la „i Level. to Slope Depth Width Q Cap Veloc N (ft) (ft) (cfs) fps)' Max Re rd Q100 0.5 0.51 36.40 13.53 1.83 Top Curb 0.5 0.50. 36.00 13.07 1.81 St Crown 0.5 0.49 36.00 12.00 1.75 Bk 5 ft PUE 0.5 0.62 46.00 28.53 2.45 Max Reqrd Q100 0.7 0.49 36.00 14.56 2.11 Top Curb 0.7 0.50 36.00 15.72 2.18 St Crown 0.7 0.49 36.00 14.56 2.11 Bk 5 ft PUE 0.7 0.63 46.00 35.22 2.98 36 ft cf /cf, bin Vert Curb, 2ft/2in Gutter, 2% cross slope, 57 ft PUE /PUE, Min St slope = 0.5 %, n = 0.020 (per City) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 • ---------------------------------- Tract 34243 - MDS 44616 Res Street flow @ Q100 = 13.53cfs l-' Street Slope 0.5 %4p File 44616ResStQ100 ----------------------------------------------------------------- Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 461.500(Ft.) Downstream (outlet) Elevation = 459.500(Ft.) Runoff /Flow Distance = 380.000(Ft.) Maximum flow rate in channel(s) = 13.530(CFS) Top of street segment elevation = 461.500(Ft.) End of street segment elevation = 459.500(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) ;.Slope from curb to property line (v /hz) = 0.025 *Gutter Gutter width = 2.000(Ft.) hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200. Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.505(Ft.) Average velocity = 1.829(Ft /s) Total flow rate in 1/2 street = 6.765(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.20(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 18.000(Ft.) Average flow velocity = 1.83(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.204(Ft.) Flow Area = 0.844(Sq.Ft) • Velocity = 2.379(Ft/s) Flow Rate = 2.008(CFS) Froude No. = 0.6774 Channel from outside edge of gutter towards grade break: • Flow Width = 15.500(Ft.) Flow Area = 2.843(Sq.Ft) Velocity = 1.671(Ft /s) Flow Rate = 4.752(CFS) Froude No. = 0.6878 Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.012(Sq.Ft) Velocity = 0.424(Ft /s) Flow Rate = 0.005(CFS) Froude No. = 0.4881 Total flow rate in street = 13.530(CFS) • CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 Tract 34243 - MDS 44616 • Residential St Flow - Full to TC File 44616ResStTC Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 461.500(Ft.) Downstream (outlet) Elevation 459.500(Ft.) Runoff /Flow Distance = 380.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.500(Ft.) Top of street segment elevation = 461.500(Ft.) End of street segment elevation = 459.500(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200 •Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.500(Ft.) Average velocity = 1.812(Ft /s) Total flow rate in 1/2 street = 6.534(CFS) Note: depth of flow exceeds top of street crown. Streetflow hydraulics: Halfstreet flow width (curb to crown) = 18.000(Ft.) Average flow velocity = 1.81(Ft /s) Channel including Gutter and area towards property line: Flow Width 2.000(Ft.) Flow Area = 0.833(Sq.Ft) Velocity = 2.457(Ft/s) Flow Rate = 2.048(CFS) Froude No. = 0.6708 Channel from outside edge of gutter towards grade break:, Flow Width = 15.500(Ft.) Flow Area = 2.764(Sq.Ft) Velocity = 1.622(Ft /s) Flow Rate 4.483(CFS) Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.009(Sq.Ft) Velocity = 0.356(Ft /s) Flow Rate = 0.003(CFS) Total flow rate in street = 13.068(CF8) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 • Tract--3424-3--- MDS 44616 Res St Flow - Crown-Full St Slope 0.5% File 44616ResStCrown -- - - - - - - - - - -=- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 461.500(Ft.) Downstream (outlet) Elevation = 459.500(Ft.) Runoff /Flow Distance = 380.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.490(Ft.) Top of street segment elevation = 461.500(Ft.) End of street segment elevation = 459.500(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 • Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.490(Ft.) Average velocity 1.752(Ft /s) Total flow rate in 1/2 street = 6.002(CFS) Note: depth of flow exceeds top of street crown. C Streetflow hydraulics: Halfstreet flow • width (curb to crown) = 18.000(Pt.) Average flow velocity = 1.75(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.813(Sq.Ft) Velocity = 2.407(Ft /s) Flow Rate = 1.958(CFS) Froude No. = 0.6651 Channel from outside edge of gutter towards grade break: Flow Width = 15.500(Ft.) Flow Area = 2.609(Sq.Ft) Velocity = 1.550(Ft /s) Flow Rate = 4.043(CFS) Froude No. = 0.6656 Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.004(Sq.Ft) Velocity = 0.209(Ft /s) Flow Rate = 0.001(CFS) Froude No. = 0.4033 Total flow rate in street = 12.004(CFS) • • CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------- - - - - -- Tract34243 - MDS 44616 Res Street Flow - Full to Back of 5 ft PUE St Slope 0.5% File 44616ResStPue Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 61.500(Ft.) Downstream (outlet) Elevation = 59.500(Ft.) Runoff /Flow Distance= 380.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.620(Ft.) Top of street segment elevation = 61.500(Ft.) End of street segment elevation = 59.500(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 .= 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft..) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.620(1?t.) Average velocity = 2.450(Ft /s) Total flow rate in 1/2 street = 14.265(CFS) !!Warning: Water is above left or right bank elevations Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.80(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 18.000(Ft..) Average flow velocity = 2.45(Ft /s) Channel including Gutter and area towards property line: • Flow Width = 2.500(Ft.) Flow Area = 1.130(Sq.Ft) Velocity = 2.781(Ft /s) Flow Rate = 3.143(CFS) Froude No. = 0.7289 Channel from outside edge of gutter towards grade Flow Width = 15.500(Ft.) Flow Area = • Velocity = 2.384(Ft/s) Flow Rate = Froude No. = 0.7691 Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = Velocity = 1.428(Ft /s) Flow Rate = Froude No. = 0.6766 Total flow rate in street = 28.530(CFS) • break: 4.624(Sq.Ft) 11.023(CFS) 0.069(Sq.Ft) 0.099(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ---------------------------------------------= ---------------------- • Tract 34243 - MDS 44616 Res St flow - Q100 = 14.56cfs St Slope 0.7% .File 44616ResSt0.7Q100 -------------------------------------------------------------------- Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 463.800(Ft.) Downstream (outlet) Elevation = 459.500(Ft.) Runoff /Flow Distance = 565.000(Ft.) Maximum flow rate in channel(s) = 14.560(CFS) Top of street segment elevation = 463.800(Ft.) End of street segment elevation = 459.500(Ft.) Length of street.segment = 565.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) • Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.491(Ft.) Average velocity = 2:113(Ft/s) Total flow rate in 1/2 street = 7.28.0(CFS) Note: depth of flow exceeds top of street crown. • Streetflow hydraulics: • Halfstreet flow width (curb to crown) = 18.000(Ft.) Average flow velocity = 2.11(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.815(Sq.Ft) Velocity = 2.900(Ft /s) Flow Rate = 2.365(CFS) Froude No. = 0.8005 Channel from outside edge of gutter towards grade break: Flow Width = 15.500(Ft.) Flow Area = 2.625(Sq.Ft) Velocity = 1.872(Ft/s) Flow Rate = 4.914(CFS) Froude No. = 0.8018 Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.005(Sq.Ft) Velocity = 0.271(Ft /s) Flow Rate = 0.001(CFS) Froude No. = 0.4946 Total flow rate in street = 14.560(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 • --------------------------------------- Tract 34243 - NIDS 44616 Res St flow Full to TC St Slope 0.7% File 44616ResStTC ----------------------------------------------------------------- Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 463.800(Ft.) Downstream (outlet) Elevation = 459.500(Ft.) Runoff /Flow Distance = 565.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.500(Ft.) Top of street segment elevation = 463.800(Ft.) End of street segment elevation = 459.500(Ft.) Length of street segment = 565.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 •Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200. Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0..4867 crown Depth of flow = 0.500(Ft.) Average velocity = 2.179(Ft /s) Total flow rate in 1/2 street = 7.857(CPS) Note: depth of flow exceeds top of street crown. V.� Streetflow • Halfstreet hydraulics: flow width (curb-to crown) = 18.000(Ft.) Average flow velocity = 2.18(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.833(Sq.Ft) Velocity = 2.955(Ft/s) Flow Rate = 2.462(CFS) Froude No. = 0.8066 Channel from outside edge of gutter towards grade break: Flow Width = 15.500(Ft.) Flow Area = 2.764(Sq.Ft) Velocity = 1.950(Ft /s) Flow Rate = 5.391(CFS) Froude No. ='0.8139 .Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.009(Sq.Ft) Velocity = 0.428(Ft /s) Flow Rate = 0.004(CFS) Froude No. .= 0.5571 Total flow rate in street = 15.715(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 : >= -------------------------------------------------------------------- • Tract 34243 - MDS 44616 Res ST flow - Full to back of 5 ft Pue. St Slope 0.7% File 44616ResStPue.7 -------------------------------------------------------------------- Program License Serial Number 4082 * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 463.800(Ft.) Downstream (outlet) Elevation 459.500(Ft.) Runoff /Flow Distance = 565.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.625(Ft.) Top of street segment elevation = 463.800(Ft.) End of street,segment elevation = 459.500(Ft.) Length of street segment = 565.000.(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break =, 0.500(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 = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) • Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.5125 right of way 0.5000 0.5000 top of curb 0.5000 0.0000 flow line 2.5000 0.1667 gutter end 18.0000 0.4767 grade break 18.5000 0.4867 crown Depth of flow = 0.625(Ft.) Average velocity = 2.977(Ft/s) Total flow rate in 1/2 street = 11.610(CFS) !!Warning: Water is above left or right bank elevations Warning: depth of flow exceeds top of curb Note: depth.of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.00(Ft.) Streetflow hydraulics: Halfstreet flow • width (curb to crown) = 18.000(Ft.) Average flow velocity = 2.98(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.500(Ft.) Flow Area = 1.143(Sq.Ft) Velocity = 3.370(Ft /s) Flow Rate = 3.851(CFS) Froude No. = 0.8785 Channel from outside edge of gutter towards grade break: Flow Width = 15.500(Ft.) Flow Area = 4..702(Sq.Ft) Velocity = 2.900(Ft /s) Flow Rate = 13.633(CFS) Froude No. = 0.9278 Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.072(Sq.Ft) Velocity = 1.759(Ft /s) Flow Rate = 0.126(CFS) Froude No. = 0.8188 Total flow rate in street 35.220(CFS) L. • CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------- - - - - -- MaMa3tree't, 8inx, curi�,3'2f,tcf> 'crown t0��6 %S�lope2ft /2i�n;�Curb &.Gutaer X4'4= 6Y1i6A5$ = °` t, -------------------------------------------------------------------- Program License Serial Number 4082 Upstream (headworks) Elevation = 462.600(Ft.) Downstream (outlet) Elevation = 458.400(Ft.) Runoff /Flow Distance = 660.000(Ft.) Maximum flow rate in channel(s) = 3.800(CFS) Top of street segment elevation = 462.600(Ft.) End of street segment elevation = 458.400(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street,tf•loww:s �ony$[�1j psi ±de(s,) of� they. srtre,et Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.380(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 H� a f �s:t•reet,cross� section_ data4potrs. X- coordinate (Ft.) Y- coordinate (Ft.). 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1983 gutter end 32.0000 0.5583 grade break 44.0000 0.7983 crown Depth of flow = 0.416(Ft.) Average velocity = 2.095(Ft /s) Total flow rate in 1/2 street = 3.800(CFS) Halfstreet flow width (curb to crown) = 12.868(Ft.) Channel including Gutter and area towards property Flow Width = 2.000(Ft.) Flow Area = Velocity = 2.942(Ft/s) Flow Rate = Froude No. = 0.9216 Channel from outside edge of gutter towards grade Flow Width = 10.868(Ft.) Flow Area = Velocity = 1.640(Ft /s) Flow Rate = Froude No. = 0.8769 Channel from grade break to crown: • Flow Width = 0.000(Ft.) Flow Area = Velocity = 0.000(Ft /s) Flow Rate = Froude No. = 0.0000 Total flow rate in street = 3.800(CFS) line: 0.633(Sq.Ft) 1.863(CFS) break: 1.181(Sq.Ft) 1.937(CFS) 0.000(Sq.Ft) 0.000(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ----------------------7--------------------------------------------- • Major St - 32ft cf to crown - 0.6% slope 8in cf - 2ft /2in Curb & Gutter File 44616A58LnOpen Program License Serial Number 4082 Upstream (headworks) Elevation = 462.640(Ft.) Downstream (outlet) Elevation = 458.400(Ft.) Runoff /Flow Distance = 660.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.558(Ft.) Top of street segment elevation = 462.640(Ft.) End of street segment elevation = 458.400(Ft.) Length of street segment. = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft. Distance from crown to crossfall grade break = 12 Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side (s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 • Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.380(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 X- coordinate (Ft.) 0.0000 12.0000 12.0000 14.0000 32.0000 44.0000 000 (Ft. ) Y- coordinate (Ft.) 0.9067 right of way 0.6667 top of curb 0.0000 flow line 0.1983 gutter end 0.5583 grade break 0.7983 crown Depth of flow = 0.558(Ft.) Average velocity = 2.735(Ft/s) Total flow rate in 1/2 street = 11.370(CFS) Halfstreet flow width (curb to crown) = 19.998(Ft.) Channel including Gutter and area towards property Flow Width = 2.000(Ft.) Flow Area = Velocity = 3.831(Ft /s) Flow Rate = Froude No. = 0.9964 Channel from outside edge of gutter towards grade Flow Width = 17.998(Ft.) Flow Area = Velocity = 2.424(Ft/s) Flow Rate = • Froude No. = 1.0069 Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = Velocity = 0.000(Ft /s) Flow Rate = Froude No. = 0.0000 line: 0.918(Sq.Ft) 3.518(CFS) break: 3'.239(Sq.Ft) 7.852(CFS) 0.000(Sq.Ft) 0.000(CFS) • 1 • CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------- - - - - -- Program License Serial Number 4082 Upstream (headworks) Elevation = 462.600(Ft.) Downstream (outlet) Elevation 458.400(Ft.) Runoff /Flow Distance = -660.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.667(Ft.) Top of street segment elevation = 462.600(Ft.) End of street segment elevation = 458.400(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 12.000.(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 [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.380(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 Ha- sI- ectaaon datp�ont�s;c X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.9667 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1983 gutter end 32.0000 0.5583 grade break 44.0000 0.7983 crown Cnannei including Gutter and area towards property line: Flow Width = 2.013(Ft.) Flow Area = 1.136(Sq.Ft) Velocity = 4.002(Ft /s) Flow Rate = 4.546(CFS) Froude No. = 0.9392 Channel from outside edge of gutter towards grade break: Flow Width = 18.000(Ft.) Flow Area = 5.196(Sq.Ft) Velocity = 3.106(Ft /s) Flow Rate = 16.138(CFS) Froude No. = 1.0187 Channel from grade break to crown: Flow Width = 5.433(Ft.) Flow Area = 0.295,(Sq.Ft) Velocity = 1.020(Ft /s) Flow Rate = 0.301(CFS) Froude.No. = 0.7712 Total flow rate in street = 20.984(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------------------- _ - - - - --- ----------------------- • Major St - 32 ft cf to crown --0.6% slope 8in cf - 2ft /2in Gutter File 44616A58Rw Program License Serial Number 4082 -------------------------------------------------------------------- * * *A S treetFlowAnalysLiKs,r *�* Upstream (headworks) Elevation = 462.640(Ft.) Downstream (outlet) Elevation = 458.400(Ft.) Runoff /Flow Distance = 660.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.907(Ft.) Top of street segment elevation = 462.640(Ft.) End of street segment elevation = 458.400(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 12.000(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 [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) • Gutter hike from flowline = 2.380(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 Ha�lfm(s}thr,e'et crioss %secti.on.�gdata ;points:: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1983 gutter end 32.0000 0.5583 grade break 44.0000 0.7983 crown Channel including Gutter and area towards property Flow Width = 14.000(Ft.) Flow Area Velocity = 2.517(Ft /s) Flow Rate = Froude No. = 0.9488 Channel from outside edge of gutter towards grade Flow Width = 18.000(Ft.) Flow Area = Velocity = 4.681(Ft /s) Flow Rate = • Froude No. = 1.1344 Channel from grade break to crown: Flow Width = 12.000(Ft.) Flow Area = Velocity = 2.677(Ft/s) Flow Rate = Froude No. = 0.9865 line: 3.060(Sq.Ft) 7.701(CFS) break: 9.516(Sq.Ft) 44.540(CFS) 2.744(Sq.Ft) 7.346(CFS) Tab 9 0 Appendix C Nuisance Water Disposal System Summary and Sketches Design Calculation Innovative Communities Tentative Tract 34243 -• • • • I A I B C D E F G H I J K L M N 1' 0 1 IDS 44616 30-Jun-06 2 -:(mPS NUIS nq posa vv Tract 34243 4 6 Clarifier Well - Sand Filters - Percolation Chamber Field 8 8 NWDS SD Line Trib Area Resid Landscaping Total SandFilter Reqrd Perc Field Required 9 9 lD# House E Hs Eq Hs Calc Use Cap city Calc Len th Use 0 10 No. No. (Ac) No. (Sq No. No. (ea) (ea) (Cfs) SLF) (ea) LF (LF/ea), 1 11 count (F/2000) 1/ 40) (Jx1 37gph) I x3.8 (K M / N (M / N) DB#1 1A 1-1thru1 -5 5.78 22 ]12 13 1B 1-6 thru 1 -9 2.83 9 14 2 2-1thru 2-4 5.35 22 15 DB#2 3 3-1 thru3-3 2.48 10 16 4 4-1 thru4-3 1.35 7 16,800 8.4 18 Totals 17.79 l 70 1 8.4 79 1 2.0 2 1 0.01006 300 4 75.1 75.0 1 Maxwell Clarifier Well upstream of Sand Filter Array 1 Ea Required 1 Sand Filter = 137 gph, = 40 houses 2 Ea Required 1 House = 3.43 gph, = 2000 sf of Landscaping, = 3.8 LF of Perc Chamber in silty soil 300 Lf Required 1 Pump site = 417 gph, = 122 houses. 0 20 21 22 23 -- — �� CHAMBER SEPARATION 23 1 . 21 16 17 3 t. "0 19 5 2 18 4 ; F 'X W., w � w - m w Ja - 6' z > • FR a z Q T > U: W �.. 22 \/ \ The td .Of Z Z W 7 Manufactured and Installed by' X. 'TORRENT RESOURCES Q. 12 ARIZONA 602 /268 -0785 HEVA6A 702/365 -1234 - -�- — \� CALIFORNIA 661 /947 -9836 \� A2llc. POED70465 A, R00047067 B4, ADWR 363 CA llc. 526080, C -42, HAI. NM ltc. 9OSO4 GF04.-NV lit. 0635350 A U.S. Patent No. 4,913,330 - "nrademallk 1934, 1990,2004- 20 13 - - The referenced drawing and specifications are available on CAD either through our office or.web site. Ask for Drawing lRl 1104P. This detail is copyrighted (2004) but may, be used as is in construction plans without further release. For information on product application, individual project specifications or site. evaluation, contact our Design Staff for no- charge' �istance, in any phase of.yourplanning. 0 ITEM NUMBERS 1.. Manhole Cone - Modified, flat bottom. 2: Stabilized Backfill Compacted native in landscaped areas: 1 sack slurry in pavement. Clot r.� er we i f :. 3. Boiled Ring 5 Grate /Cover - Diameter as shown. Clean cast Iron with wording "Storm Water Only" in raised letters. Bolted in 2 locations and secured to cone with mortar. Rim elevation ±0.02' of plans. : 4. Graded Basin or Paving (by Others). . 5: Compacted Base Material (by Others). 5..PureFlo'" Debris Shield.- Rolled 16 Ga. steel X 24" length with vented anti- siphon and Internal :265" Max. SWO flattened expanded steel screen X 12" length. Fusion bonded epoxy coated.. 15. Min. 4' 0 Shaft - Drilled to maintain permeability of drainage soils.. . 7: Pre -cast Liner - 4000 PSI, concrete 48:' ID. X 54" OD. Centerin hole and align sections 16: Fabric Seal - U.V. Resi to maximize bearing surface. stant Geotextile To be removed by customer at protect completion. 8: Min. 6' 0 Drilled Shaft. 17. Absorbent - .Hydrophobic. Petrochemical Sponge. Min. ,1 f28 oz. capacity. - ui / 7 cie r 9. Support Bracket - Formed 12. Ga. steel: Fusion bonded epoxy coated. 18. Connector Pipe 4" 0 5ch. 40 PVC. To can Ir► 10. Overflow Pipe - 5ch. 40 PVC mated to drainage pipe at base seal. 19: Vented Antf- Siphon intake with flow regulator. 20. Intake Screen - 5ch. 40 PVC 0:120" modified slotted well screen with 32 slots per row /ft. 11; Drainage Pipe ADS highway grade with TRI -A coupler. Suspend pipe during baekfill 48" overall length with TRI -C end cap. operations to prevent buckling or breakage. Diameter as noted. 21. Freeboard Depth Varies with inlet pipe elevation. Increase primary /secondary settling Base Seal - Geotextile, poly liner or concrete slurry. chamber depths as needed to maintain all inlet pipe elevations above connector f 'Rock Clean and washed, sized between 3/8" and 1-1/2" to best complement P e overflow. p soil conditions. 22. inlet Pipe (by Others). ni tfr/h�'�j0� 14:'F1oFast° Drainage Screen - 5ch. 40 PVC 0.120" slotted well screen with 32 slots 23. Moisture Membrane - 6 mil. Plastic. Place securely against eccentric cone and hole sidewall. per row /ft. 96" overall length with TRI -B coupler. Used in lieu of slurry in landscaped areas. • 36' CLEAR SPACE - 6" NUISANCE VATER INLE FROM 5ffTTl.1W6 C14AM 8 ,rR FINE SAND, 33" DEEP FILTER FABRIC COURSE ROCK FOOTING -/� STEEL GRATE, THREE. (3) SECTIONS W413 SUPPORT SEAN NATIVE GROUND AIR YEAT ASSENLY . . . MODIFIED PRECAST UTILITY: VAULT (TVO PIECES) / -4 "DRAIN LINE -- ARCH-TYPE LEACH LINE ELEVATION VIEW 'COURSE ROCK REVISIONS:. APPROVED 08 21 01 CHRIS A. VOGT CITY ENGINEER. RCE 44250 F (V1 SAND FIL TER STANDARD 370 SHEET 1 OF 7 Tab 10 Appendix D Design Reference Documents Geotechnical and Percolation Test Reports . . SCS Soil Classification Map /Hydrologic Soil Group Time of Concentration Nomograph - Initial Sub -Area . Rainfall Patterns - % of Design Storm Total Volume Rational Rainfall Intensity Table -- io yr & ioo yr Rational Runoff Index Numbers Runoff Coefficient Curve - (Soil Group B, AMC II) Street Capacity Nomographs Curb Inlet Capacity Nomographs Reinforced Concrete. Pipe — D -Load Table Miscellaneous Documents Innovative Communities Tentative Tract 34243 :2/20/2005 15:46 7603d57315 IC EARTH SYSTEMS PAGE 02/03 PAGE 02/03 Earth Systems Southwest ?9,8118 Country Club Drive • Bermuda Dunce, CA 92203 (760) 345 -1588 (000) 924 -7015 raX (760) 345 -73is r. December 19, 2005 File No.: 10 109-04 Innovative Communities 05 -12 -796 200 East Washington Avenue, Suite 100 Escondido, California 92025 Attentions: Mr. Brad Fomon Subject: Infiltration Testing for Storm Water Retcntion Basin Design Project; Proposed Residential Subdivision 80 -700 Avenue 58 . La Quinta, California Dear Mr. Fomon; This report presents the findings of infiltrometer testing conducted for the proposed residential subdivision to be located at 80 -700 Avenue 58 lia the City of La Quinta, Riverside CounstyI California. The purpose of the testing was to detem. ire the appropriate infiltration rate to be used in design of the storm water retention basin. The retention basin is to be located in the center of the Proposed developmt;nt, as shown on the attached Figure 1. Infiltration Testing The purpose of the infiltration testing was to determine the appropriate infiltration rate to be used with an appropriate factor of safety in designing the storm water retention basin. The approximate locations of the tests are shown on Figure 1. Three infiltration test borings w;rc drilled to depths of appr9ximately 7, 8, and 10 feet below the existing ground surface. These borings were located in the vicinity of the proposed retention basins. The borings were drilled on December 8, 2005 using an 8 -inch outside diameter hollow -stem auger, powered by a CME 55 track - mounted drilling rig. A 31 /a -iucb diameter perforated pipe was set in each borehole and the annulus was backfilled with % -inch sized gravel. The testing was accomplished on December 12, 2005. The testing was completed according to the guidelines of the U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater. Test results are presented in Table 1.. Table x — Infiltration Test Results Test Bottom of Hole Water Head Flow Rate Hydraulic Conductivity ID I -I (South) (feet) 8.0 (feet) 2.6 (urn,) (in /hr) (gaUsf/day) 1 -2 (Center) 7.0 2.4 0.19 0.27 0.7 11.1 12 18.1 1 -3 (North) 10.0 1.0 0.14 1.7 25.6 1G/ LL/ LCIU' , 1:2/20/2005 15'd6 7603457315 EARTH SYSTEMS PAGE 03/03 • • December 19, 2005 A44a Infiltration Rate -2- File No.: 10109 -04 05- 1.2.796 The designer of the storm water retention basin should decide on an appropriate factor of safety to apply to reported infiltration rates. Infiltration of storm water through the bottom of the basin may be significantly less than the values given over time because of siltation of the basin bottom and development of a film from road oils from paved streets. Maintenance of the retentions basin is crucial if no factor of safety is applied. Maintenance may include periodically scarlfying the bottom of the basin to open soil pores clogged by siltation, oils, or vegetation growtb. A siltand oil trap placed at influent points may be considered to reduce the potential for reduction in; the infiltration rate of soils. We appreciate this vpportunity to provide our professional services. Should you have ;any questions or comments, pleas#- contact our office at (760) 345 -1588. Respectfully submitted, QAOFESS�pH EA�RTH SYSTTLMq SOUTHWEST ey, GP Project Letter /jern /csh/reb Distribution: 2/lnnovative Communities 1/RC File 2/13D File lei j� • f ��,f � Craig S. Hill >� CE 38234 EARTH SYSTEMS SOUTHWEST CE 39234 "P. 3131W a ti 1 e t� '.y. ::� r - � ", � � J ,�- � �.` e ' * tE `��• f � �� '�"���x, mac v15 �,� � G'. i 1. tGbA- i �� j. -176 `� � r����_,- f ! .�� ,�•'- _1J,.A� .rl t I T`� � � ���Cf;�'%� � AIV 4 � }' f r1{ �.� r �. i � ". � � i� di �- 3rT� F � � ] •.1 Q'�y �r, r, t. Q ♦..;F, aw yC.# � fr '^, Q9Tt :�.� _r � ��•1 ' � e �I ��� r - � '� �' nl. ' 10 y1 e � �- C+� t �.: i �^�•'L�`r* ty i✓ k s a .s r -. � ;� t s _> 1{ r }1 t M Yt 1Ft� p ° I'illlh�t!�'� I�I�it i Ma B M f. }7 : I17 Sul r 0. AVENUE 52� La Quinta MaB r ,p J �i- CdG r 9 ji r A .p%�� •h� { S• t ccam�,�, - y�.�, �' � .y,7 �`�.� -:: � �- Ui �Y Y i�r � CpA f }" 31, ' d " s ' "'r �` s °'T .e _ � gsri..rr •t y' t ,"fi�r.' � ry"A.rs 4,a Fill 32164 j 1 �t� ' w s e. . -.s r ir > a L - j • _ ;,, mg ralrk- itM -.y2 a ✓.t f CpA -nrT 4o"',x far o �,�qt �, 'x Ll✓F K °E° �s% � Y �� -u' �,.�.ry -+ry�g t[ A �, � Art ,ak ;,- e�.try ,�r. Q, 4L R; ,� .lh, ��? k' Yt i s� i t�� •., tf ,�;tYA y y E �4 • y, 'w � y :� e, j"' '. r �Y 'i`hlr 3 �t -® •.,y �' i. s r A`ti. ��/}qnt• /[e 7:� O �,I � ri R tit %, .{ f A 'r'• w It ,� "'tf'r!` { .•cwy irl... � '°c '. �tS kr`i s 7 � - f 1q 1 p,�.•� VvIiJ ..• G � , `�`i.-�4. ^fit' c6�1Yfw - �,.4.t,�s •1#.��.r'" '`'�y�,.Cx�;i'` i "� y. ;i- �r 3yy� � r) + J �� k•,e�,sis a...r, 5i'. Ry t.i'r P ul �rs1 .;.y { -f• l`��� � te �1.�P.%.a (�-sq �, 1 � t�,. - ^� . SA i S 1 •Ytij'•,.,,�FR r �� L -3 �'Sy J 1 { � .v� t?+�SF"�'`,�'�,�+ i } 1a� r 1 . *-� l 'ir i�•, -,t'i lr �., k 3 ,{. ., l Y! :{ "```i���l,. AU W 4,1Xi'T i� y* y, �� r (> �:� df�3, 7► P' Er � t S`� y +i s ' � f' �. ,,y -_4„�' � r a� ���ar x ��I I k,A � v r���,��'A�". ` �. ) � ZV'� .�M :r r � n� i r-�i `• — A ��4 � ..F 1{ .�.�a� �j � dFfi ��f:1 C �5 ="IP 1, +1►1r R. 7 E. 1 7'30" 1990000 FEET RIVERSIDE COUNTY, CALIFORNIA 77 TABLE 12. =Soil and water features nee of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare," "brief," and "perched" The symbol < means less than; > means greater than] Hydro- Flooding High water table Bedrock Soil name and logic map symbol group Frequency Duration Months Depth Kind' Months Depth Hardness Ft I� naaiana. BA. Borrow pits: B P. Bull Trail: BtE----------------- Caen: - - -- aD------------ Ca'on Variant: �b D ------ °---------- Carrizo: CcC ------------- - - i Carsitas• CdC, Cd E, C hC, C k B . CfB ------------------ Carsitas Variant: C m B, C m E___-- -_____ Chuckawalla: Co B, Co D, CnC, C n E. ,:: •o a Cp6 > ---------------- .Fluvaquents: Fa------------------- Fluvents: Fe------------------- Gilman: G a B, G bA, G b B, GeA. GcA, GdA, GfA ------ Gravel pits and dumps: G P. Impperial: IeA---------- - ------- IfA------------------ ImC I: Impperial part_______ Gullied land part., Im�erial: oC I Impperial part _ _ _ _ _ _ _ Gullied land part. Indio: IP,'I.s---------------- Ir,It ---=------------ Lithic Torripsamments: SRI. Lithic Torripsamments part. •,�k outcrop part. B A A A A A C B D A/D B B 11 D .B B None - - - - -- -------- - - - - -- ----=- - - - - -- None - - - - -- ------- -- - - -- ----- - - - - -- None - - - - -- -------------- --------- -- Rare------- ---=---- - - - - -- ------ - - - - -- None------ ------- ------ ------ - - - - -- None - - - -- ------- -- - - - -- ---=-- - - - - -- None - - -- -- =------- - - - - =- None-------------- - - - --- None------ -------- - - - - -- None------ -------------- Frequent--- Very long_____ Occasional__ Very brief _ _ _ _ Rare Apr-Sep ---- Jan -Dec__ _ - - - - - - -- -------- - - - - -- ------ - - - - -- None------ -------- - - - - -- I ------ = - - - -- None__:___ None ------ None ------ None------ -------- - - - - -- None ------ ------ - - - - -- .None - - - - -- - -= -- - - -- >6.0 ------=- - - - - -- ----- - - - - -- > 6.0 -------------- -------- --- > 6.0 -------- - - - - -- ----- - - - - -- > 6.0 -------- - - - - -- ---- - - - - - -- > 6.0 -------------- -= --------- 2.0-4.0 Apparent_____ Jan - Dec___ >6.0 -------------- ----------- > 6.0 -------- - - - - -- - ---- - - - - -- >6.0 _ 3.0 -5.0 Apparent_____ Jan - Dec___ 0.5 -2.0 Apparent_____ Jan- Dec___ >6,0 - - - - - - - - - - - - - - - - - - - - - - - - - 56;0' a.0 -5.0 - ----- = - = - -- -.-=-- =' -_�- >6..O -----------=-------------- 1.0 -3.0 ---- Jan - Dec - -_: >6.0 -------- - - - - -- ------ - - - - -- 1.5• -5.0 1 Apparent. -___ ------------ 3.0 -5.0 Apparent_ -:__ Jan- Dec___- - >60 --=- - - - - -- > 60 ---- - -- - -- > 60 ---- - - - - -- >60 ----- - - - - -- >60 ---- - - - - -- > 60 ------- 6-20 Rippable. >60 ---- - = - - -- >60 ---- - - - - -- > 60 ---- - - - - -- > 60 -=-- - - - - -- > 60 ---- - - - - -- 560. >60 >60 ---= - - - - =- > 60 --=- - - - - -- > 60 ---- : - - - -- >60 >66, >60 DI None ------ I------------- -I--- - - - - - -- -I >6.0 --------------- ------- -----I 1 -10 Hard. I L Tc' LIMITAT.IONS: 100 1000 90 Mozimum Length =1000 2• Maximum Te •_ areo = 10 Acres 900 80 d .5 800 . 70 o I1 700. 60 x` v . , °' 0 500 300 6 . Q a ° .200 7 ... 600 E o. 50 ry E c ° ioo C. y ,'' v- C 6i ° 60 58 8 0 500 0 0 c 3$ > w a . 35 0 400: 30 _ Undeveloped +__04-)r_ a v 350 � 25 Good Cover "E ' E Undeveloped 0 Fair Cover . 8 A14 300 E ;v 20 Z Undeveloped. .6 0. w _ ... t9 Poor :Cover -0 c . 3 l2 15 a ;�: 2.50. ., 18° 17 Single. Fomlly v -50 2 16 . c • v 16 (I/4 Acre). 17 E'. c. rn o 15 14 _ Commercial 0 I 18 19 _ J 200 13 (POV 20 1v- C 12 ,Zl a� ,W o 150 ° �, 9 KEY 25' -- . c. E L•- H�- TcbK --Tc' c .. EXAMPLE: 30 W 7 (I) L =550 ; H.= 5.0, K = Single Famil Y( I/4. Ac.) E . Development , Tc F 1266 min. 35 100 (2).L -550, N =5.0, K = Commercial 5 Development, Tc= 9.7:fnin. - 40 4 :. Reference; Bibliography =.ifem No. .35. RCFC ek.: WCD . J"JYt7ROLOCY 1� /JANUAL TIME Or. ..CONCENTRATION ..FOR. INITIAL 'SU8AREA PLATE ..0-3 :. . 0 0 < gD z n. r DURATION FREQUENCY. MINUTES. DURATION •.- .FREQUENCY Z' DURATION F.REOUENCY RAINFALL m PER HOUR c� CATHEDRAL' CITY. I CHERRY VALLEY ( CORONA. I - j DESERT .HOT C z . DURATION FREQUENCY YEAR YEAR. m 100 YEAR D 10 YEAR 100 1'0 100 U) 10 100 ' v. . YEAR YEAR r• .p 6.76. 'S 3.65 C � ' 3.10 i.78 5 4.39 rnD 6 3.73 3.41 6:08 6 3.30. D .6 2.84. 4.38 6 6.76 5 3.23 4.94 . 7 e' 3.15 5.56 5.15 7 3.03 Z . N 4.07 7 3.95' 3.62 0 . 6 2.96 4:53 9 2.95 4.81 8 9 2.82: 2.64. 4..2e- 3.9T 8 9 2�t7. 3:81' DURATION FREQUENCY. MINUTES. DURATION •.- .FREQUENCY DURATION 'FREQUENCY DURATION F.REOUENCY RAINFALL INTENSITY - INCHES. PER HOUR CATHEDRAL' CITY. I CHERRY VALLEY ( CORONA. I - j DESERT .HOT SPRINGS ELSINORE - MILOOMAR DURATION FREQUENCY. MINUTES. DURATION •.- .FREQUENCY DURATION 'FREQUENCY DURATION F.REOUENCY 10 300 MINUTES MINUTES MINUTES DURATION FREQUENCY YEAR YEAR. 10' YEAR. 100 YEAR 10 YEAR 100 1'0 100 MINUTES 10 100 YEAR YEAR YEAR YEAR 6.76. 'S 3.65 S.s9' S 3.10 i.78 5 4.39 6 3.73 3.41 6:08 6 3.30. 4.97 .6 2.84. 4.38 6 6.76 5 3.23 4.94 . 7 e' 3.15 5.56 5.15 7 3.03 4.56 7 Z.64 4.07 7 3.95' 3.62 6:0.8 5:56 6 2.96 4:53 9 2.95 4.81 8 9 2.82: 2.64. 4..2e- 3.9T 8 9 2�t7. 3:81' 8 3:35 5:15 7 8 .2.75 4.21 2.58 3.3 95 2.34 3.60 9' 3.13 4.81. .9 2,44 3.7 10 .11 2.77 2.62 4.52 4.28 .10 11 2.49 2.36 3.7.5 10 .2.22 3.43 10 2.94 4.52 10 12 2..49 4:07' 12 2.25 3.56 3.39 11. 1.2. 2.12 3':27. 1'1. 2.78 4.28 11' 2:.32 3.54 2.21 3.39. 13' 2.38'. 3.88. 13 2.16 3..25 13 2.04 1.96 3,..24 '.3.02 12 2.1.2' 3:.25 14 2.28 3..72' 14 2'.07 3.12 l4 1.89 2.92' 13 14 2.53 3.88 13 2.04 3.13 .. 2.42 3.72 14 1:97.. 3.02 15 1'6 2.14 2:11. 3.58 '3.32 15 16 1:99 1.92 3 :0'0' TS 1.'83 2.82 15 2.32 3.58 15 1.7 2..04 3.3Z 17 1.86 2.90 2.80 1.6 17 1.77 I 2.73 3b 2.24 3. <t 16 1.91 Z.92 2.85 Z.83,.' 18 1..97 3'.22 18 1.80 2'.71 18 ..72 1..68 2.66 2:58 17 2'.16 ' 3.32 .17 1..80 -2.7.5' 29 1.93 3.12 19 1.75 2.64 19 1.63. 2..52, 18 19 2.09 3:22 19 I.75 2.67 2.03 3.12. 19 1:70 2.60• 20 22 1.85.. 1.75 3.03 2'.86 20 22 1.70 1.61 2.56 20 1.59 2.46 20 1.97 3.0'3 20 .2t 1.67 2.72 26 1.54 2.43 2.32 22' 24 1.52 2.35 22 1.86 2..86 22 1.66 2.54 1.59. 2.43 26 1.59 2.60 26 1'.47' 2.22 26 ,1.46 1.40 2.25 2.17. 24 1.77 - .2.72' 2.i 1.52 2.33' 2B 1.5Z 2.49 28 1.41 2.1'3 28 1.3'6 2:09 28 1..69 1'.62 2.60 26 1.46 2.2♦ 30 1.46 2.39. 30' 1.36 - 2.05 30 .28 2.49 28 1.41' 2.16 . ' 32 1.41 • 2.30. 32 1':31. 1...98 32 1.31 1.27 2.02 1.96 30 32 1.55 2.39 . 30 . 1'.37 2.09 34 36 1.36 1.32 2.22. 2.15 .34' 1.27 1.91 34 1:23 1.90 3a 1.50 1.s5 2.30 32 1.33 2.03'. 38 1.28 2.09. 36. 38 1.23 1.20 1'.85 36 1.20 38 1. 40 2.22. 2.15 34 36'. 1.29 .1.97 1.80 38 I.17 1.81 1.36 2.09 38 1.25 1.92 �.0 1.24 2.02 40 '1.16, 1.75 40' 1:14 1.76 40. 1.22 1.87 45' 50 1.16 1.09 1.89 1.78 45 1.09 1.64 45 1.08 1.66 45 1.32 1.23 2.02 1..89 •40 1.19 1.82 55 1.03 1.68 50 55 1.03 1•.55 50 1.03 I.58. 50 1.16 1.78 45 1:.13 1.72• 66 .98 1.60. .6'0 .94 .93 1.47 1.40 55' .98 1.51 55 1:09 1.68 50 55 1.07 1.64 1.02 60 •9t 1.4.5 60 1.0.4 1.60 b0 1.5.6 65 .94 1.53' 65 .89 1.34 65 1.40' .98 1.50. 70 75 .90 1.46. 70 .85 1.29 70 .90 .8.7 2.35 65 70 .99 1:.53 65 .94 1,44 80 .86 :83 .1!. 1.35 75 80 .82' 1.24 75 .84 •95 •9'1 I.46'. 70 75 ..91' 1.39 85 .BO' 1.3I 85 ..79 .77 1.20 1.1.6 8.0 85 .82 1.26 1.23 80 .1.41 .88 I.35 .e'0 .. as .85 1.31 85 :83 1.27 SLOPE _ .580 SLOPE .= .550 SLOPE _ .480 SLOPE _ .580 SL.OPE r M M. U1 tD' 24 -HOUR STORM. 6: z..TIKE ` 'PERIOD S�N.IN PERIOD 30-KIN PERIOD IS-N2N 30 -NIN' PERI00 PERI00. TIKE, 5 -MIN lO�NIN 15=N3N 30 -MIN' �• /�� PER.ZOO. PERIOD. PERI00 PERIOD PERIOD TINE PERI00 S =MIN' PERI00 TINE PERIOD .i5�mm 30-KIN 60-NIN TIME f 1 1.3 2.6. 8.5 PERIOD .PERIOD 'PERIOD 15-NLN r 3' 1.3 '2.6'. .3..7 4.9. 10.0 1 2 .5. 1.1 1.7 _3.6' �9 1.7 PERIOD PERIOD, .•LL E J 1.3 '' d.:5 3.3. 5:1. 33.9 3* - .6 :6 1.2 1.3. 1.9 2.1 4.3 50 lg I 2 .2 .51.2 e9 . 2.5 . 5 3.3 ..3,3. ' .41.9 i+.♦ .�. .:6 1:4 'Z:2` ♦..8' i.9 S1 's2 .; 9 3 .3 :3 .7 .1.3. - 50 2.6 ` y� y - 6 1.8 3.3 3.4 e.6 '29.9 7.3' S .6 1.4 5.3 4:0.' .6 1.8 2.1 .51 2.6 r T 1.5 4.4 .20.3 8.4 6 7 .7 7.5 2.4 .5.8 53 S4 2.1. 5 �3 �e .. 2.8 52 53 2.9 e 1.8' 4.2 9.0 e .7 . 1.6 2.4 6.8 55 •2.1 2.2 6. .3 I.0 2.9' S4 3.4 . ' "3.8 5.3 12.3. 9 7 1.6 2.5 9.0 56'. 2.3 7 .3 1:0 3.8' 55 3,4. ' 0 13 II 1.5 .5.1 '6�.4 17c6 30. .7 3.6 2.6 '2.7 11.6 .57 2.4 8 ..9 .4 3.2 -.4.6 56 2.3 2.3 I2 1.6 I.S. 'S.9 16.1 4.2 11 .7 .7 1.6 1 -is 2.8 . 14.4 25.1 58 .' .2.'4. 10 .4 .4 .1.3 1.5 6.3 8.2 'S7 2.7 13 2.2 7.3� 12 .B ' 1.7 .' 3.0 4.♦ 59 2.5' .11 .5 1.3 7.0 58 2.6 ' 14 2.2 8.5 13 ' .8 1:7 3.2 - 60 2.6 12 .5 1.6 7.3. 59 2.6 15 '2.2 14.1, 14 .8 . 1.8 3.6 61 3.1 13 .5 1.8 10.8 60 2:5 '16 2.N. 14.1 15' .8 '3.8 4.3 62. 3.6' '14 .5 2.0 11.4 " 61 2.4 ' 17 2.6 3.8 16 •8 1.8" 4.7' 63 3.9 35 .. :5 2.1 I0.4 ?2 2.3 ' . IB 2.7 2.4 17 .8 2:0 5.4 64 4.2 16' .6 2.5 8.5 63 1.9 19 2.0 . 18 .8 Z.O. .. 6.2 .65 4.7 17 .6 3.0 1.4 64 3.9 20' . 2.7 .. .. 19 .8 2.1 6.9 66 5.6 18 .7 3:3 1.9 65 .4 . 21 3.3 3:9 22 3.1. 21 .8 2.5 10:6 ..68.-' 20 .8 4.3 1.2 67 .3 ' 23 '. 22 .8 2 8 14.5 - 69. . .6 21 .6 3..0 .1.1 68 .3 ' 24 3:0 310 23 .8 3.0 3.4 70 .5 22. .7 4.0 I.Q. .69 25 '• 3:1 24 .9 '. 3.0 71 23 .8 3.6 .9 70 .5 2b ♦.2 25 -.g 3.5 72 .2 . 24 .8 3:5 .e. �1 .5 . 27 5.0 26' '.9 3.9 25 .9, 511 72 .4 28. 3.5 73 .4 T 29 6.8 28 29. :94.5 27 `28 I.0 ' ' 6.8 T4 . 75 '.4 ' N D 30 31 7.3 '8.2 30 .9 .' .9 4.8 5.1 29 1.0 1.0 4.6 5.3 .3 .2 32 5.9 31 .9 6.7 30 1.1 5.1 77 .3 ' 33 2.0. 32 .9 8.1' 3r 1.2 4.7 78 ..4 ' 34 1.8 10.3 31 Z •1 35 !. 3: 1.0 2.8 33. 1.5 .8 g0 .2 .6 36 6 35 3.0 I.1 34 1.5 .6 8!' .3 .D 36' 1.0 .S 351.6 . 2.0 82 .3 r - 37 1.0' 36 1.7 .9 83 .3 r 38•' 1.1 '37 1:9 ,81 84 .2 T� 39 1.1 38 2.0. .5 BS .3 i • 7 .. `i 1.1 39 2.1 .7 86 .2 . 42 1.2 _ 40 2.2 .5 87' .3 1� 0 1.3 1.4 41 - 42 I.5 1.5 .6 Be 89 .Z ' • .. 44 45 1.4 4'3 2.0 .5 .5 90 .3 .2 1. i . 46 1.5 1.5 44 45 2.0 1.9 .5 .5 91 92 .2 .2. 'I • 47 48 1.6 46 1.9 .4 93. .2. ' 1 .. 1.6 47 .1.7 48 .1.8 .4 .4. 94 95 .2. . .2 Z 96 .2 NOTES: I. 3 and 6 -hour potterns based on the Indio area thunderstorm of September 24,1939. 2: 24 -hour patteins'based on the general storm of March 2 a 3,1938, RUNOFF INDEX NUMBERS 'OF HYDROLOGIC `C SOIL -COVER COMPLEXES FOR PERVIOUS AREAS_ AMC II Cover .Type (3 ) Quality. of soil Group NATURAL COVERS -: Cover (2) A B C' D Barren (Rockland, eroded andegraded land) '78 86' 91. 93 . ... Chaparrel; Broadleaf (Manzonita Poor' 53 ceanothus and scrub oak) 70 80 85 Fair 40 63: 75 81' Chaparrel Good 31. 57 71: 78 Narrowleaf (Chamise and redshank) Poor 7.1 82 Be. 91 " Grass Fair 55 72 81 • ..Annual or. .Pereruiial 86 Poor 67 -78 86 89 Fair :. 50_ 69 79 • 84 ' Good 38 61 74. ' 80 Meadows or.Cienegas (Areas. with s :easOAallY- high water. table, Poor 69 Principal vegetation is sod. formin 77 85. Be Fair 5.1 70 80 84 . .9 grass.) Good Open Brush 30 58 72 .78 (Soft 'wood shrubs buckwheat Poor 62 . , sage; ,etc.) 76 84 88 . Fair 46 66 77 83 Good. 41 63 75 Woodland 81 (Coniferous or broadleaf trees Poor 45 66 Canopy densit ,predominate. Fair 77 83 Y is:- 50 percent) 36 60 73 79 Woodland Good 28 55 70 .77 , Grass (Coniferous or broadleaf trees with c ''' Poor 57, 73 density nopy. 82. 86 Y from 20 to 50 percent) Fair 44 65. 77. 82 Good. 33 58 72 79. URBAN. COVERS - Residential or Commercial Landscaping (Lawn, .shrubs., etc.) Good 32' 56. 69. 75 • Turf . (Irrigated and mowed grass) Poor 58' 74 83 87' Fair. 44 65 77 82. Good 33: 58 72 7'9. AGRICULTURAL COVERS - Fallow (Land plowed but not tilled or seeded) 76 85 90 '92. • RUNOFF: INDEX. !-JYDR©LUGY, &JANUAL FOR NUMBERS. PERVIOUS AREAS i PLATE E -6.1 h of vo RUNOFF INDEX NUMBERS 0F: HYDROLOGI ' sOII; -COVER COMPLE XES FOR. PERVIOUS. II Cover Type (3) Quality of Soil. Group AGRICULTURAL COVERS Cover (2) A. B. C. D (cont.) - Legumes, Close Seeded. (Alfalfa, sweetclover, timothy, etc.) Poor 66 77 85 89 Orchards, Deciduous Good 58 72 81 $5 (Apples, apricots,.pears, walnuts, etc' :) See Note 4J. Orchards, Evergreen (citrus, avocados, etc.) Poor. 57 73 82 86 . Fair 44 65 77 82 Pasture, D Good rYland 33. 58 72 79 (Annual grasses) Poor 67 78 86, 89 Fair 50 69 7'9 84 Pasture;. Irrigated Good 38 61 `74 80. (Legumes .and perennial Poor grass) 58 74 83 . 87 Fair 44 65. 77 82 Good 33 58 72 79 Row Crops . (Field .crops - tomatoes, sugar beets; 'etc.) Poor 72 8.1 88..91 Good. 67 78 85 Sn►a11 Grain 89 (Wheat, oats, barley, etc.) Poor 65. 76 84 88 Good. 63 _Vineyard .75 83 87 See Note 4 Notes: 1.. All runoff index (AMC (RI) numbers are for Aritecederit Moisture.CondYt:i II;. on 2• Quality of cover definitions: Poor - Heavily '.grazed or cent of the Vegularly.burned areas. ground s.urface:is Less than 50 ..per_ and tree canopy, by plant cover or b Fair"moderate ' coverywith: 50 rush face percent to 75. percent of the Protected' ground sur; Good -Heavy or�dense cover with .more surface protected. 75 per-' the ground 3. See Plate C -2 for a deta -lad description of cove r .types.. 4 • Use. runoff :index numbers .based on . under "Cover . ground cc)ver.type. See discussion �'YPe Descriptions'! on P* rate C -2. 5.. Reference Biblio g., rah P y item 17.. RC FC & WIC D RUNOFF INDEX NU�OIBERS 7 YDROL06Y ANUAL . FOR ( ► PERVIOUS AREAS PLATE E- 6.1(2of 2 ) ,. • ^� s ____ N r/�a/ G,�r (� /`� -��t /sue �eN �� r�css< y .76 0; 3 O�i�Oi Rc�`io z OF 9 /o 1, /0 8 4 6 3. 9 . 2 Jr -4 i •3 5 3 25 2.5 o° .04 .2 - .. v •.off o. .2.. �:: r • — h Giir6 • Locn/ D�jeicssierf (nJ 64treou of P /uL,c Rood iVogi'o q Division (lap Two Mash O C 0 Norco Jrcc/ for C✓ rn C, iy 0/ e-a, -.G 01�6171§ 1171.9 al /o.jv REQUIRED LOAD FOR REINFORCED . CONCRETE PIPE LAID PER STD. DWG. 2 - D t77 CASE M B.EDDING`. g� /ZE / S / •- '/.75 2 3' •4 ., B DERrt! OF COlrElT /N FEEr . . : '. i. `. T . B E?YPE _ �5.. Cciaere�e 6beifil/ /500 2000 /2 f19� 2 -0lZ 15 /LOO �. I J. 36r - 30 • _ %lOJ /000° � 5/.. /306 ' - . • /500• 42. S4. r oo . e7o 4od s7 1/00 /400 48 7800' / 9� lTOO 54 7g 50 � /OS0 • . UVOStriGted � .trio /9 /.9so �. !!en=h. wMllh with Cose $ bedding Cal -gated Jor . Pro #CliOn Ca�ditian. "f0'lrihh'Cose blddWV M'lreie :W°;s greater•'//�orr. /0'"e fa) or t31 as'sria ddor Co /Ca 9 id rn note /oled 41 Oilab Cood/tiar TisnCh' W -dffi O.D. —2 O -Loads in this tohei ffd�& &s/ g= and sh own an the pro %ecf dio+rin' 047A_ Safely fa iKOTF This is hrbe raed for oveiaoe .soil cnirdfians. hlcreose 1 road /actor= or- !B e f or .Case 2! Jai Coss r ; ssi1 sao/ysrs /9d /esfes gnroter eoiih /doss: Live /aod - / f/ -ZG, S -/6 'lrnch. Mar Eort/i /aod- //O iYhere =1S having loci Cohes/ve vaAW srist, - p of (I rS1Q/!S lormu/oJ. D-hads - Amiloted for Projection Cu�d-tlon. NOTES' ffheie Cover is and 'W greater than /O� ArCeads /o'., use (o/ of 01 be%• ttEFERtcJYCE4 (O %Case/ heddin 9 /n %be asap rrilh the O�oads shorn o� Lfis s/ieet for vo/Ues of W Aot exceeding die �ij /lwrinp. m ' 7Y'� %5'torgi0e 4ear less REV1S10its °� terra LOS -ANGELES COUXTr Z F�0 00 m diometsi '' 22'forpips TZ'oa to=- n �aveter 2 MAN COlK7ROL Ot5TR1CZ a LOAD %r pipe 9d of /ess in 4rl=Wtex 'r0 2.. TQBIE FOR` mire • �-'afreeds. the above vo /aes, ese' Optron Ai.-/ os shown aq t N; 2 of t!►k slandorD. (btUse Oplioo NaZ on sheet NaZ. °' ' -56 carar/ad.wtvoe ' S� < .8 =37 DESIGN OF'rZE1NFORCED E / sedrahres .. ,CO... ,TE .PIPE t2-54 sHrnT or r2 Tab 11 Appendix E Drainage Area Maps Exhibit 1 _• Pre - Development Topography & Drainage Exhibit 2: Post Development Hydrology Map Street and Lot Layout Drainage Areas Storm Drainage and Retention System Innovative Communities :� Tentative Tract 34243