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31798i� p Hydrology /Hydraulic Study of Driveway and Jefferson Street FOR TR -31798 Watermark villas, La Quinta, CA January 2006 u By FOMOTOR ENGINEERING 225 S CIVIC DR., SUITE 1 -5 PALM SPRINGS, CA 92262 OFFICE (760)323 -1842 FAX (760)323 -1742 ir � TYPICAL DRIVEWAY RUNOFF CALCULATIONS The Rational Method was used to calculate peak runoff rates as prescribed by the Riverside County Flood Control and Water Conservation Hydrology Manual. RESULTS Area 1 = section of street flowing into the driveway. Area 2 = driveway. See Typical Driveway - Drainage Exhibit ID AREA acres Q cfs Area 1 0.004 0.030 Area 2 0.024 0.121 Total Runoff flowing into the slotted inlet = 0.151 cfs = 67.8 gpm. See Rational Method Results. Trench Inlet Capacity The Volume Runoff = 61.24 cu.ft. Trench adopted = ACO DRAIN FG 200 trench system (parts: 803) with 660 catch basin and Ductile Iron grate (Class E -Loads 135,000 Ibs; 2,323 psi) Typical driveway exhibit drawing, runoff calculation using rational method and Grate intake calculation are attached in the Appendix. DISCUSSIONS: The calculation to handle a flow of 0.15 cfs was analyzed for one (3.28 ft) meter length of the trench drain system (assuming flow will be concentrated to one meter length) provided by the manufacturer is attached. As noted in the manufacturer comment only 58% of the grate open area (in one meter length) is used to intercept the total design flow. No bypass is anticipated. JEFFERSON STREET CAPACITY The hydrologic calculation for Jefferson Street was performed based on Riverside county flood control district for a 10 year and 100 year storm event. Street flow (Hydraulic) Analysis for Jefferson Street was also performed and observed that depth of flow on the pavement ranges for 0" to 2.7" and 0" to 3.5" for a 10 year and 100 year event respectively. The results obtained were not significant for inundating the street. Hydrologic/ hydraulic calculation and map for street capacity analysis are attached in the Appendix. 2� G f XIQN:Iddv . 1- .l DERIVEWAY ANALYSIS y f 0 . \ TG28:29 � •., DO �� goo \tK AR 1 p'`° TG29.00 20 . 5 sq. ft. 0047 Ac. / tK J ARE 2 Q� 1059.82 sq.ft. 0 0.024 Ac: Ln w (.6 cfl Q �V� 00 LQ of rn N PI LIZ c C7 �S BUILDING i r--�, 0 N d 3 ° � 7s FF 34.50 � >8 �cf PAD 30.00 9pi� NORTH GFF 23.96 0 15 30 SCALE I"=30' t/t1/1" Riverside County Rational. Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1.989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/15/05 File:wmvdwy.out ------------------------------------------------------------------ - - - - -- TR 31798 WATERMARK VILLAS TYPICAL DRIVEWAY DRAINAGE RATIONAL METHOD 100 YEAR STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ 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(ln /Hr) Slope of intensity duration curve = 0.5800 Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 15.240(Ft.) Top (of initial area) elevation = 29.950(Ft.) Bottom (of initial area) elevation = 29.630(Ft.) Difference in elevation = 0.320(Ft.) Slope = 0.02100 s(percent)= 2.10 TC = k(0.300) *[(length"3) /(elevation change))"0.2 Warring: TC computed to be less than 5 min program 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 COMMERCIAL subarea type Runoff Coefficient = 0.888 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 9 Pervious area fraction = 0.3.00; impervious fraction = 0.900 Initial. subarea runoff = 0.030(CFS) Total. initial stream area = 0.005(Ac.) Pervious area fraction = 0.3.00 . ++++++++++++++++++++++-4..++++++..+++++++ ++ + + + + + + ++ +-1. + + + +.A- +i-+ + + ++-I + + + ++ Process from Point /Station 2.000 to Point /Station 3:000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 29.630(Ft.) End of street segment elevation = 24.950(Ft.) Length of street segment = 6.6.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 8.000(Ft.) Distance from crown to crossf all grade break = 7.990(Ft.) Slope from gutter to grade break (v /hz) = 0.000 Slope from grade break to crown (v /hz) = 0.000 Street flow is on [2] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.000 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 0.030(CFS) Depth of flow = 0.003(Ft.), Average velocity = . 0.631(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.000(Ft.) Flow velocity = 0.63(Ft /s) Travel time = 1.76 min. TC = 6.76 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.886 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 aoil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 5.679(ln /Hr) for a 100.0 year storm Subarea runoff = 0.121(CPS) for 0.024(Ac.) Total runoff = 0.151(CFS) Total area = 0.029(Ac Street flow at end of street = 0.151(CFS) Half street flow at end of street = 0.075(CFS) Depth of flow = 0.008 (Ft .), Average velocity = 1.198(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 8.000(Ft.) End of computations, total study area = 0.03 (Ac.) The following figures may be used for a unit hydrograph study of the same area Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 6 111 ACO (DRAIN"" .FG .200 _H_igh ._Capacity. , Presloped, Fiberglass Trench System Outlet End Cap 6' dia. 457 mm Il8') Locking Botts -, I 183 cm 161eetl 254 mm (101) 1 200 mm `?s Closing End Cap ACO now provides the industry with a precision engineered solution for high capacity drainage requirements. The ACO FG 200 Drainage System combines high strength, corrosion resistant polyester (tan) or vinylester (gray) fiberglass with an innovative design. Channels have an 8' internal width with the additional feature of a built -in slope of 1.04 %. These features promote quick evacua- tion of large volumes of standing or surface liquids. The wider interior width allows not only for increased hydraulic capacity but also for an efficient means of handling solids. The system's sixteen sloped channels are each six feet in length and chan- nel depth varies from 5.75 to 17.75 inches. Four neutral channels and twelve inch sidewall extensions are available to lengthen the system. Up to 192 feet of continuously sloped channel can be assembled using FG 200 Sidewall Extensions. The lightweight channel design of the ACO FG 200 System allows for excep- tionally rapid installation. The heaviest six foot channel and grate frame is easily handled since it weighs only 40 pounds. Prior to installation, each channel is fitted with a frame using three pairs of countersunk bolts. The FG 200 frame is equipped with concrete anchors (one pair per every 18 inches). Frames are available in 6, 12 or 18 foot lengths, thus allowing channel units to be installed in these lengths. Ductile iron grating is recommended for extra heavy duty applications. These 18 inch grates are securely locked to the sturdy grate frame with two 18/8 stainless steel 112" bolts. For lighter duty applications, ACO provides galvanized or stainless steel mesh grating based on mechanical or chemical requirements. These three foot grates are locked down to the frame with four countersunk bolts per grate. For extreme chemical condi- tions, vinylester fiberglass bar grating is available in three foot lengths (see page 24 for grating options). Accessory components include catch basin, universal end caps, universal outlet caps, 6' flumed bottom outlet and sidewall extensions, to provide a high degree of flexibility when design- ing the system. Custom outlets are available upon customer request. The FG 200 Catch Basin comes with cast iron frame and grate. These basins may be used with any channel to serve as an outlet point for the trench system. Knockouts to accept trench are easily fabricated in the catch basin walls on the job site. FG 200 System Overview End 801 802 803 804 805 R Depth -- - -- - - - 5.75' T- = 801N (fits all channels) No. 880 Li Catch Basin (fits all channels) 256 mm 8' - 200 mm 5.75' - 17.75' 146 mm . 451 mm These numbers are intended to provide general assista.rice only. ACO has developed a. sophisticated computer aided program. which is available to customers. This s)nlem will assist in designing the cometl drainage solution based ora the pl.�)nica.l and topographical fealu.res (?f The individual site. 17be end deplbs i.nclrr.de grate franc of 7.5 inches (38 ruin.). For end depths of cbannels with sidewa.11 extensions add 72" (300nzym). "To calculate bolding cgpacQ)y of cba.n.nel rant with sidewall exlensi.ons add an additional29gal1onsforeacb 6foo1 unit. 96'0' (16 channel sections) 1.04% slope 17 806N 860 861 ® 9 Closing Outlet End Cap End Cap 02725/ACP Buy Line 4490 ACO DRAIN 811 812 1 813 814 815 8161 5.82 811N 815N 6.50 165 8.3 (fits all channels) 211 5.82 Flumed 802 Bottom 184 Outlet 0.68 4 6.24 6' dia. W3`'`��8..009 End Depth 17.75" Hydraulic Capacity and End Depths FG 200 System Channel End Depth' Holding' Single Channel Channel w /Sidewall Number in. mm Capacity Est. Est. Est. Est. (gallons) CFS GPM US GPM 801 6.50 165 8.3 0.47 211 5.82 2612 801N 6.50 165 8.3 0.47 211 5.82 2612 802 7.25 184 10.1 0.68 305 6.24 2801 W3`'`��8..009 -20:3 w9,1, lxg" 804 8.75 222 13.7 1.18 530 7.12 3195 805 i 9.50 242 15.5 1.46 655 7.57 3397 806 10.25 7.61 17.3 1.75 785 8.03 3604 806N 10.25 261 17.3 1.75 785 8.03 3604 807 11.00 279 19.1 2.06 925 8.50 3815 808 11.75 299 20.9 2.39 1072 8.97 4026 809 12.50 318 22.7 2.72 1221 9.45 4241 810 13.25 337 24.5 3.07 1378 9.93 4457 811 14.00 356 26.3 3.44 1544 10.42 4677 811N 14.00 356 26.3 3.44 1544 10.42 4677 812 14.75 375 28.1 3.81 1710 10.92 4901 813 15.50 394 29.9 4.19 1880 11.42 5125 814 16.25 413 31.7 4.58 2056 11.93 5354 815 17.00 432 33.5 4.99 2240 12.44 5583 815N 17.00 432 33.5 4.99 2240 12.44 5583 816 17.75 451 35.3 5.40 2424 12.96 5816 7 111 s 4 ! t + �.' •' " , . , J ^ �, J .... , II 'I .a .. - - r?r"az�rc`"'� +°� �. �- e . �tiKF,2'� `p'R r'�.,�, `s'_r "c�34sr. t 155 mm - . hh�gq✓z 4'c�a+„a'-`�'is,'a',,� _•4 f ry �X �xr t�� (6.1)' Galvanized Steel 5meter ��\ Cr�. .o Trash Bucket ay' : O 119.691 Q I " i x.c -i .�� �•,d�� r,1 "' "jv ,ids r r y01 �q: � t .,t�'�j �K _ �r -.a" •,�v' fat :4 la •{ 582 mm 'I r' a- c�'r -:r -•..'. 122.9') - l { i i...:_ DvZ ib r G b G r t l yx . � _ �,• � . - Wc"�.'.. ,,�. _ t 4 yrb 2,_r�'. -: � y < Channel f Inlet Knockouts ` � ..� �+,: .. .. E. -_ w «� Catch Basins - 900 Series C ,• - 6' dia. Knockout s x� The 900 Series Catch Basin is the same width as `�Knockoul - `• Foul Air 315 mm 112.4') - ` y the NW 100 System Channels.-It can be used with Catch 902 Catch w 4'd'ia.rsch.35 ' « a any style ACID NW 100 grate. Trash buckets, In Catch Basin Basin t • a ' a galvanized; stainless or plastic material, are avail -, r - Note: 901 Catch Basin foul air trap located on end. - t; able -for easy removal of debris. Knockout panels a' ;,; are provided on either end of the catch basin for' r - connection with channels. ` 320 mm 500 mm i (12.4') (19.69') + ]r 335 mm ,•; Top (13.2 °) Section S` 335 mm Mid ' (13.2') Section i 360 mm �: Bottom (14.27 Section } ' (Two types) 714 mm z �. •r rv.., ` .... a , . _. -..r.. + v� of Jx • F, (28.1') i• - GatchM, i7fi s ;�6:0..0�Series� � � `' 6' dia. Knockouts J. The 600 Series Catch Basin is •12.6' � 4 wide and can be used with the NW S 100 Channels. Designed for large • 1 capacity applications, the 600 Series `500 mm 125 mm Modular. Catch Basins Ir features a cast iron rim and ledge 119.697 (12.8') molded into the basin. Fiberglass or Modular catch basins with extensions cast iron grates are offered. 600 Series are available for the NW 100 and NW ' Trash buckets, in galvanized or ;T Two heights: 200 "s 602: 698 mm ystems. These stackable, modu- I stainless steel, are available for easy F, w (27.57 lar units have center sections to � v removal of debris. Knockout anes Knockt l '0 . � •, .�' and 604: ' 63 extend the catch basin to meet depth- .: are provided on either end of the Y: )041 mm , j - catch basin for connection wither (4 1') requirements. , the channels. x � Y Knockouts for plumbing connections i 6 dia. ` Knockouts are also provided. 24 111 ACO DRAIN' FG 200 Grate Systems and Fiberglass Catch Basin Class C: Heavy Duty For heavy loads to 60 ton gross vehicle weight, 10 wheel load at slow to moderate speed. For pneumatic tireforklifts, tractor - trailers. Class E: Extra Heavy Duty For high speed traffic of 60 ton. gross vehicle weight, 10 ton wheel load, including solid tire forklift traffic. Nigh resistance to impacting from steel containers, struts or rrzetal wh. eels. Ductiletiorir(801,1 = J.81,61).` For dynamic loads and hard wheel forklifts. System includes six foot fiberglass channel with angle iron frames, 4 - 18` ductile iron slotted grates, and 8 stainless steel locking bolts (2 per grate). 200 - 216 lbs. (complete 6 ft. unit). Cast Iron Slotted (8012 - 8162). For frequent loads and heavy traffic. System includes six foot fiberglass channel with angle iron frame, 4 - 18" cast iron slotted grates and 8 stain- less steel locking bolts (2 per grate). 200 - 216 lbs. (complete 6 ft. unit). Stainless Steel Mesh (8014 - 8164) For high corrosion resistance, food Processing. Includes six foot fiber- glass channel with stainless steel frame, 2 three foot stainless mesh grates and 8 stainless bolts (4 per grate). 75 - 88 lbs. (complete 6 ft. unit). Galvanized'Steel Mesh (8013 - 8163). For high flow areas, allows larger fluid volumes and debris to enter. System includes six foot fiberglass channel with angle iron frame, 2 three foot gal- vanized mesh grates and 8 stainless steel bolts (4 per grate). 75 - 88 lbs. (complete 6 ft. unit). Vinylester Fiberglass (8015 - 8165) . For high chemical resistance or non - conductivity. System includes six foot fiberglass channel with attached vinylester rails, 2 three foot vinylester fiberglass bar grates. 55 - 65 lbs. (complete 6 ft. unit). Catch Basin (8806) The FG 200 Catch Basin is a 2 toot by 2 toot tapered unit. It can be used in conjunction with either ACO Fiberglass System, FG 100 or FG 200. Knockouts to accept trench inlets or plumbing connections are easily fabricated on the job site. All units come standard with a cast iron grate and frame. 55 lbs. (complete unit) NOTE: 1 foot = 30.48 cm; 1 inch = 2.54 cm; 1 lb. = .454 kg Grating Intake Calculation Based on empirical data from experimentation Design Data Catchment slope 9.3 % (Slope perpendicular to run) Head of water approaching grating Design flow rate 4.3 I/s 0.24 in 0.15 cfs (Liquid run off in from catchment area) FG200 type Length of grating run 1 m 3.28 ft Design lateral inflow 4.3 I /s /m 0.046 cfs /ft Catchment surface Type Concrete Catchment surface Roughness 0.015 Head of water approaching grating from pavement 6.2 mm 0.24 in Inlet flow rate due to static head 0.0 I/s ACO DRAIN channel FG200 type General Information Date: 1.26.06 ACO Contact: Todd Farrow PROJECT: Watermark Villas Contact: Oam Company: Fomotor Engineering mug . ACO drain Tel. No: 760.323.1842 Fax No: - . email: oam @fomotor.com Notes The grating is hydraulically suitable for this application. The FG200 slotted ductile grate will discharge the required flows using 58% of the open area. No bypass is anticipated. The head of water is a mathematical value calculated from the design data. Please refer to the ACO Drain Surface Drainage Recommendation Sheet for a full list of notes. (This G.I.C. represents the concentrated flow to 1 m length of trench at 9.3% perpindicular slope) Recommended Grating Data and Results Type: D.I. Slotted Material: Ductile Iron Part No. 93893 Ref. No: DS05 -542G REV B Note: The grating recommended must be used in a channel that has adequate hydraulic capacity. For further information on the correct sizing of channels please contact your nearest ACO Office Water is bypassing the grate when the Hydraulic efficiency exceeds 100% Copyright ACO Polymer Products Inc. Limited Unauthorised reproduction strictly prohibited. All reasonable care has been taken in compiling and calculating the information issued. Grating intake area: 131 in / meter Hydraulic efficiency: 58 % ACO Polymer Products, Inc. 12080 Ravenna Road P.O. Box 245 Chardon, OH 44024 Tel: (440) 285 -7000 �t Fax: (440) 285 -8517 Toll Free: (800) 543 -4764 www.acousa.com Hydraulic calculation ACO DRAIN° Technical Services Department Project : Watermark Villas Project No. Input W Width Trench System : FG200 Invert type : Sloping Run no. : Run "A" / 2.74m Of FG200 t: d s a b c d e f 9 h i W Width mm 203 Upstream Invert mm 184 Downstream Invert [mm] 212 Length m 1 2.74 Long. slope ( %) --F—[0/01 1 0.00 Kinematic viscosity (ce /s) :0.01 Catchment Area (m?) : 0 Roughness (Strickler -Wert) : 95 Run length (m) : 2.74 Rainfall Intensity (mm /hr) : 0 Impermeability factor : 0 Results Outflow (I /s) :1.42 Max. velocity (m /s) : 0.63 Min. freeboard (mm) : 170.32, X = 0.00 m Channel capacity ( %) : 5.30 Max. permissible channel length (m) Notes ACO Polymer Products, Inc Tel: 440 - 285 -7000 email: support @acousa.com 12080 Ravenna Road, P.O. Box 245 Fax: 440 - 285 -8517 www.acousa.com Chardon, Ohio 44024 Copythl 0 ACO Techrologies plc Hydraulic calculation for ACO TRENCH systems (Based on the differential equation for steady, non - uniform, flow in open channels) Project: Watermark Villas Client: Fomotor Engineering "A" Run: Run / 2.74m Of FG200 Level of Liquid Clear Height (mm)184 186 189 192 194 197 200 203 205 208 212 Flow Depth (mm) I13 15 17 19 20 22 23 24 24 24 I15 2.74 m 0% Datum 50 50 100 100 150 150 200 _ -. ..:�, .:.... `.. 200 (mm) (mm) Velocity and Flow Rate (m/s) (Its) (Its) 0.8 1.5 1.5 0.6 - ----- - ----- 0.5 0.2 _ - - - - - -- 0 0.5 1 1.5 2 2.5 m Input p -- --- - - - --- Flow velocity (m /s) Copyright ACO Polymer Products, Inc. Liquid: Water — — — — I/s Outflow ) ( Unauthorised reproduction strictly prohibited. Kinematic viscosity (cmt /s) : 0.01 ACO DRAIN° SVstem: FG200 Vertical scale 1: Roughnesscoeffident: 95 Horizontal scale 1: Plat number: 05.542H REVA Date: 12/292005 Outlet type: 660 Catch Basin ACO Polymer Products, Inc Results NOTE: The calculation assumes that flow within the channel is not Ravenna Road, P.O. Box 245 , Chardwd on, Ohlo 44024 Discharge (IltfesfseC): 1.42 restricted by outlet. 100% capacity relates to water touching Tet:440 -285 -7000 INN Minimum freeboard (mm): 170.32, X = 0.00 m the underside of the grating at any point along the run. e—il: 440-285-8517 ppor @ com email: su Channel capacity (%): 5.30 w `Acoumoom GopY^ghl7 ACO Technologies plc Hydraulic calculation ACO DRAIN° Technical Services Department oil Project : Watermark Villas Project No. Input w width Trench System : FG200 Invert type : Sloping Run no. : Run 'B" / 2m Of K1 00S t: a, L L x a b c d e f 9 h i W Width mm 203 Upstream Invert mm 184 Downstream Invert [mm] 212 Length _J_JTJ 2.74 Long. slope 1 1% 0.00 Kinematic viscosity (cm2 /s) :0.01 Catchment Area (mz) :0 Roughness (Strickler -Wert) :95 Run length (m) :2.74 Rainfall Intensity (mm /hr) : 0 Impermeability factor : 0 Results Outflow (I /s) : 2.14 Max, velocity (m /s) : 0.71 Min. freeboard (mm) : 161,79, X = 0.00 m Channel capacity ( %) : 7.93 Max. permissible channel length (m) Notes ACO Polymer Products, Inc Tel: 440 - 285 -7000 email: support@acousa.com 12080 Ravenna Road, P.O. Box 245 Fax: 440 - 285 -8517 www.acousa.com Chardon, Ohio 44024 Copyright 0 ACO Technologies plc Hydraulic calculation for ACO TRENCH systems (Based on the differential equation for steady, non - uniform, flow in open channels) Level of Liquid Clear Height (mm)184 185 188 192 195 197 200 203 Flow Depth (mm) C2 23 26 28 29 30 m 31 32 2.74 50- too- 150- 200- (mm) Project: Watermark Villas Client: Fomotor Engineerin Run: Run "B" / 2m Of K1 TOs 206 208 212 32 32 119 50 100 150 200 (mm) Velocity and Flow Rate (m /s) (IIS) (Us) 0.8 2.5 , 2.5 2 — — 2 0.4 _ - 0.2 0.5 _ - - - - - - - - - - - - - - — — - - - - - - - - - - -- - - - - - -- 0.5 --- --- 0 0.5 1 1.5 2 2.5 m Input - Liquid: Water Kinematic viscosity (cm'ls) : 0.01 ACO DRAIN ° System: FG200 Roughness coefficient: 95 Outlet type: 660 Catch Basin Results Discharge (litres/sec): 2.14 Minimum freeboard (mm): 161.79, X = 0.00 m Channel capacity ( %): 7.93 eopyNni- Acu iemnalogles pic - ---- - - - --- Flow velocity (m /s) — — — — Outflow (I /s) Vertical scale 1: Horizontal scale 1: NOTE: The calculation assumes that flow within the channel is not restricted by outlet. 100% capacity relates to water touching the underside of the grating at any point along the run. Copyright ACO Polymer Products. Inc. Unauthorised reproduction strictly prohibited. Plot number: 05 -542H REV A ACO Polymer Products, Inc 12080 Ravenna Road, P.O. Box 245 Chardon, Ohio 44024 Tel: 440-28S -7000 Fax: 440.285.8517 email: wpport@x corn wwwacooacom E 8r LE JEFFERSON STREET ANALYSIS HYDROLOGY-JEFFERSON STREET TRACT 31798 WATERMARK VILLAS 2w WL VARIAIU ad lid PROPOSED LANDSCAPE w 51* LOT I'mmy TO CURB FACE VARES Ir VARIES pmwm WALL SM 13� Easm r RAMS W� an & QFTIER —Cam Puw I r I MEW AIL 2% _C1.7X Ir WE SOCK" EOSTNG AG Plllift� TYPICAL SECTION — JEFFERSON STREET MAJOR ARTERIAL NOT TO SCALE NORTH 0 120 240 360 480 SCALE 1'-120' RIM FLOOR OF FIRST COIIARKTY BANE, SE WORN== OF A%MX 52 AND jyn)m sy PER GRAVING RM BY AM P011110 DAIM JJNE 1. 2= M iMISH FLOOR - 21.23 FEET BASIS OF MARINO IS RE SOUTH Z08F X /4 OF SWRF" 114. UrM.% T. a S, It 7 E. Err,01 C" OF AVXX 52 PER TRACT 21889 WL 210 -38/52 BOND N W5I`O7 E. MIX] t 7' 73 Lu IFOW 0 2, W �01 Zz N, f W Cal W FT i 1 cc LJ I it � ELI rl mZ T _17 T17. < T-1 - ---- ----- ------------ ----------------- — - ------------- --------------------- --- FOMOTOR ENGINEERING = SL CIVIC DRIVE. SUM 1-5 P" W"wm. CA, 9221W (180) 323 -1842 FAX (760) 323 -1742 J J a LEGEND HP HIGH POINT Up < LOW POINT NO NATURAL GROUD FF FINISH FLOOR PAD PAD ELEVATION L- LENGTH TO; TOP OF GRADE IW INVERT GB CATCH BASIN S SLOPE CITY OF LA QUINTA HYDROLOGY root F1 TRACT 31798 WATMUW MUAS— JEFFERSON SWdEEr sK I Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/24/04 File:WMVILLAS4.out ------------------------------------------------------------------------ WATERMARK VILLAS - TR 31798 JEFFERSON STREET 10 YEAR STORM AREAS: 1,2 ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 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 = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 AREA 1 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.160(Ft.) Top (of initial area) elevation = 32.400(Ft.) Bottom (of initial area) elevation = 30.810(Ft.) Difference in elevation = 1.590(Ft.) Slope = 0.01334 s(percent)= 1.33 TC = k(0.323) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 5.183 min. Rainfall intensity = 4.056(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.863 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.735(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 AREA 2 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 30.810(Ft.) End of street segment elevation = 28.760(Ft.) Length of street segment = 543.850(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 51.000(Ft.) Distance from crown to crossfall grade break = 49.000(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 = 29.000(Ft.) Slope from curb to property line (v /hz) = 2.000 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 = 2.415(CFS) Depth of flow = 0.367(Ft.), Average velocity = 1.535(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.027(Ft.) Flow velocity = 1.54(Ft /s) Travel time = 5.90 min. TC = 11.09 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.848 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 2.610(In /Hr) for a 10.0 year storm Subarea runoff = 2.125(CFS) for 0.960(Ac.) Total runoff = 2.861(CFS) Total area = 1.170(Ac.) Street flow at end of street = 2.861(CFS) Half street flow at end of street = 2.861(CFS) Depth of flow = 0.385(Ft.), Average velocity = 1.598(Ft /s) Flow width (from curb towards crown)= 12.897(Ft.) Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering_ Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/24/04 File:WMVILLAS4.out ------------------------------------------------------------------------ WATERMARK VILLAS - TR 31798 JEFFERSON STREET 100 YEAR STORM AREAS: 1,2 ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ 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 1.000 to Point /Station 2.000 AREA 1 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.160(Ft.) Top (of initial area) elevation = 32.400(Ft.) Bottom (of initial area) elevation = 30.810(Ft.) Difference in elevation = 1.590(Ft.) Slope = 0.01334 s(percent)= 1.33 TC = k(0.323) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 5.183 min. Rainfall intensity = 6.622(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.875 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.217(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 AREA 2 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 30.810(Ft.) End of street segment elevation = 28.760(Ft.) Length of street segment = 543.850(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 51.000(Ft.) Distance from crown to crossfall grade break = 49.000(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 L= 29.000(Ft.) Slope from curb to property line (v /hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.000(CFS) Depth of flow = 0.422(Ft.), Average velocity = 1.732(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.776(Ft.) Flow velocity = 1.73(Ft /s) Travel time = 5.23 min. TC = 10.42 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.865 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 4.417(In /Hr) for a 100.0 year storm Subarea runoff = 3.670(CFS) for 0.960(Ac.) Total runoff = 4.887(CFS) Total area = 1.170(Ac. Street flow at end of street = 4.887(CFS) Half street flow at end of street = 4.887(CFS) Depth of flow = 0.447(Ft.), Average velocity = 1.817(Ft /s) Flow width (from curb towards crown)= 16.008(Ft.) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------- - - - - -- WATERMARK VILLAS JEFFERSON STREET CAPACITY 10 YR FLOOD Program License Serial Number 4004 -------------------------------------------------------------------- * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 32.400(Ft.) Downstream (outlet) Elevation = 28.800(Ft.) Runoff /Flow Distance = 623.500(Ft.) Maximum flow rate in channel(s) = 3.600(CFS) -------------------------------------------------------------- - - - - -- Top of street segment elevation = 32.400(Ft.) End of street segment elevation = 28.800(Ft.) Length of street segment = 623.500(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 50.000(Ft.) Distance from crown to crossfall grade break = 48.000(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 = 9.000(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 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.8467 right of way 9.0000 0.6667 top of curb 9.0000 0.0000 flow line 11.0000 0.1667 gutter end 11.0000 0.1667 grade break 59.0000 1.1267 crown Depth of flow = 0.386(Ft.) Average velocity = 1.986(Ft /s) Total flow rate in 1/2 street = 3.600(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 12.986(Ft.) Average flow velocity = 1.99(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.606(Sq.Ft) Velocity = 2.774(Ft/s) Flow Rate = 1.682(CFS) Froude No. = 0.8882 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. = 0.0000 Channel from grade break to crown: Flow Width = 10.986(Ft.) Flow Area = 1.207(Sq.Ft) Velocity = 1.590(Ft /s) Flow Rate = 1.918(CFS) Froude No. = 0.8452 Total flow rate in'street = 3.600(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------------- WATERMARK VILLAS JEFFERSON STREET CAPACITY 100 YR FLOOD Program License Serial Number 4004 -------------------------------------------------------------------- * ** Street Flow Analysis * ** Upstream (headworks) Elevation = 32.400(Ft.) Downstream (outlet) Elevation = 28.800(Ft.) Runoff /Flow Distance = 623.500(Ft.) Maximum flow rate in channel(s) = 6.100(CFS) -------------------------------------------------------------- - - - - -- Top of street segment elevation = 32.400(Ft.) End of street segment elevation = 28.800(Ft.) Length of street segment = 623.500(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 50.000(Ft.) Distance from crown to crossfall grade break = 48.000(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 = 9.000(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 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 0.8467 right of way 9.0000 0.6667 top of curb 9.0000 0.0000 flow line 11.0000 0.1667 gutter end 11.0000 0.1667 grade break 59.0000 1.1267 crown Depth of flow = 0.448(Ft.) Average velocity = 2.254(Ft/s) Total flow rate in 1/2 street = 6.100(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 16.062(Ft.) Average flow velocity = 2.25(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.729(Sq.Ft) Velocity = 3.161(Ft /s) Flow Rate = 2.305(CFS) Froude No. = 0.9225 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. = 0.0000 Channel from grade break to crown: Flow Width = 14.062(Ft.) Flow Area = 1.977(Sq.Ft) Velocity = 1.920(Ft /s) Flow Rate = 3.796(CFS) Froude No. = 0.9021 Total flow rate in street = 6.100(CFS) r r� Jonathan Guzman From: KStock1929 @aol.com Sent: Monday, February 20, 2006 12:21. PM To: jonathan @fomotor.com Subject: INNOVATIVE - WATERMARK VILLAS JONATHAN: WITH REGARDS TO YOUR QUESTIONS ABOUT THE ROOF DRAINAGE OVER THE DRIVEWAY RAMPS AT THE WATERMARK VILLAS PROJECT, LET ME CLARIFY THIS ISSUE FOR YOU. OUR ROOFS DO NOT EXTEND BEYOND THE FIRST FLOOR DECKS AND WALKWAYS. ALL OF THE ROOF OVERHANGS ARE INSIDE OF THE LOWER LEVEL DECKS AND ALL OF THE ROOF WATER COLLECTED BY THE DOWNSPOUTS AND GUTTERS ARE CONNECTED TO THE DECK DRAINAGE SYSTEM. NONE OF THE ROOF WATER WILL END UP DRAINING INTO THE DRIVEWAY RAMPS. I HAVE ATTACHED A PARTIAL CROSS SECTION OF THE BUILDING SHOWING THE CONDITION AT THE DRIVEWAY RAMP, YOU CAN CLEARLY SEE THE ROOF OVERHANG IS 3'-4" INSIDE OF THE LOWER DECK LEVEL WHICH IS ADJACENT TO AND DIRECTLY OVER THE DRIVEWAY RAMP. KEN STOCKTON - ARCHITECT 26500 WEST AGOURA RD. #844 CALABASAS, CA. 91302 (818) 888 -9443 fax: (818) 888 -9604 kstockton@stocktonarchitects.com 2/20/2006 Page 1 of 1 Om Gharty From: Roger Williams [ RWilliams @torrentresources.com] Sent: Thursday, February 16, 2006 2:47 PM To: om @fomotor.com Subject: Watermark Villas Project - La Quinta Om, as we understand it from checking with local geotechnical firms, soils surcharge is a consideration normally applied to domestic well operation, when pumping water out of the ground might result in subsidence at the surface of the ground. What we are doing with our drainage systems is intermittantly recharging water into the subgrade, which should have the opposite effect. We would recommend, however, that the overall drilled depth of the pilothole be increased to approximately 40 feet, and that a reasonable offset is maintained away from each wellhead and any adjacent structural members. Regards, Roger L. Williams Technical Marketing Representative TORRENT RESOURCES, Inc. The watermark for drainage solutions hftp://www.TorrentResources.com (p) 602.268.0785 (f) 602.288 -4038 ... an evolution of McGuckin Drilling 2/20/2006 { R= 30 LNSULATION= - GfLf'MG %fAa ' CALIFORNIA. FRAMED ` ROOF As° PER SRuT. . ; , STUCCO �GL'C- ::RETURN . TQ;�R00>= °-:SHT'6.® FRONT • ' r INSULATLON ' MIN. � PALL EXTE1RIbR , HALL AS; ... .. _ TUG -O PONY _._. -- _ -- -- — r ; ; WATERRRWF" EGKI NG; CATION �J WALL MTp HAN ®RAIL 1 :8 _.. .� .. 51TE RET. 'AAL'L'S.;A5 ENO VNC'S b SEA G.{V�IL ENGENEERINO, PLANS_ F,- F R/ MP SLOPES; DRAI NA6 rtROU6.W WPERPLUM5fN .. r Drainage Study FOR Watermark Villas �20 Acres, located at the Northwest intersection of Avenue 52 and �k Jefferson Street, in the City of La Quinta, CA f Date: October 25, 2005 For: Watermark Villas. By: FOMOTOR ENGINEERING 225 S Civic Drive, Suite 1 -5 Palm Springs, Ca. 92262 Office (760) 323 -1842 Fax: (760) 323 -1742 i TABLE OF CONTENTS Summary Introduction Analysis and Design Methodology ' Proposed Stormwater Management Plan Retention Basin Sizing Basi-i Capacity Sizing Stormdrain Pipe System Sizing Catch Basins Sizing Sandfilters and Leach lines length 1 Appendix 1 - Stormwater Runoff Volume Computation for Basin Sizing Unit Hydrograph — Developed Condition Summary 100 year — 3 hour I 100 year — 6 hour 100 year — 24 hour Appendix 2 — Si zing Stromdrain Pipe System Rational Method — Drainage Calculations Rational Method — Development Condition Summary Q100 calculations Q10 calculations Hydrology Grade Line — Pipe sizing calculations Storm drain system No.1 — Plan View ' Y Summary Report HGL Computations HGL Profile (exhibits) Storm drain system No.2 — Plan View Summary Report HGL Computations HGL Profile (exhibits) Storm drain system No.3 — Plan View Summary Report HGL Computations HGL Profile (exhibits) Pipe sizing calculations- Avenue 52 Offsite Flow to Retention Basin Catch Basin Sizing Calculations EXHIBIT 1 - ONSITE UNDEVELOPED CONDITION EXHIBIT 2 - ONSITE DEVELOPED CONDITION EXHIBIT 3 - STORM DRAIN SYSTEM EXHIBIT 4 - OFF'SITE DRAINAGE — JEFFERSON STREET EXHIBIT 5 - OFFSITE DRAINAGE — AVENUE 52 r F 11 . Watermark Villas �k Preliminary Hydrology Study October 25, 2005 SUMMARY ' Introduction The 20 acre pr( ect site is located on the north west corner of the intersection between Avenue 52 and Jefferson Street in the City of La Quinta, California. The site is currently mostly vacant, with a 31 Unit Condominium F,i roject proposed thereon. The site slopes to the southwest, with an approximately 6 foot drop, from the northeast corner to the southwest corn ;) r, at a 0.7% slope. Existing onsite stormwater runoff is directed to Avenue 52. The purpose oflthis study is: • to provide hydrologic calculations to accommodate design storms up to the 100 year frequency and 24 -hour event; and ds for flood protection for the on site and off site runoff. • to design facilities and metho Analysis and Design Methodology 9Y The hydrology l';tudy was performed under the guidelines of the Riverside Country Flood Control and Water Control District (RCFCD) Hydrology Manual I The Rational Nithod was used to calculate peak runoff rates, and the Synthetic Unit Hydrograph was used to calculate runoff volumes as prescribed by the Riverside County Flood Control and Water Conservation Hj�drology Manual. 'E Computer prognims were used for: Pipe sizing, using Manning's formula. • Modeling storm drain system. • Rainfall intensity values Proposed Stornnwater Management Plan The entire runoff from the storm event will be conveyed to grate inlets and catch basins at entrance; a stormdrain pipe ;3ystem is proposed to collect and convey the stormwater runoff into an open retention basin proposed E,it the southwest corner of the site. The design of this development will not cause any increase in flood boundaries, levels or frequencies in any area outside'Ethe development. The existing drakinage conditions from outside of project boundaries should not affect project area study. (See Jefferson Street and Avenue 52 profiles). Onsite street welm designed not to carry stormwater. (see street section detail — Developed Condition Plan). ll The stormwater 6ollected by the driveways will be conveyed to a grate inlet located at the subterranean parking and pumj)ed to natural surface. Retention Basin,,Sizing The proposed retention basin is designed to contain the 100 year storm event due to the development. The 100 year and 2 year frequencies storm runoff Hydrographs, peak flow rates and runoff volumes were computed far 23.45 acres draining to the proposed retention basin. The total drainagii area of 23.45 acre includes project's area and public street to the centerline. i� I W:Vobs2003\Matt\AVEN1JE 52\HYDROLOGY\HYD STUDYWYDROLOGY REPORT- 102505.doc j E j 1, The 3 hour storm ,governed for the peak discharge rate, with a peak flow rate of 40.43 cfs. The storm runoff 'volume was 4.2 acre feet for the 100 year — 24 hour storm. 1 1 1 1 Results Area (23.45 acres) — Developed Condition 100 year 24 hour Runoff = 184,351 cu.ft.= 4.23 Ac.ft. The capacity of the retention basin is approximately 6.6 acre feet (289,400 cu.ft) > 4.2 acre feet (184,350 cu.ft) required, therefore it will adequately retain the runoff from the development. The water depth is 5.9 feet. 2.1 ft of freeboard between water surface and natural ground is provided when the 100 year storm is contained in the retention basin. Water surface elevation = 21.9 Top of Retention Basin = 24.0 Avenue 52 Flowline Elevation = 25.16 As a factor of safety percolation rate was not considered in the retention basin design. The size of the proposed retention basin may be further reduced if percolation is considered. See Stormwater Runoff Computations Basin Capacity ' Bottom elevation = 16.0 ft Water Surface elevation = 21.9 ft Bottom area = Ab = 18,461 sq.ft Water Surface Area = A,,,= 44,122 sq. ft Slope 4:1 Total Storage Capacity = 184,619 cu.ft.>184,351 cu. ft. required Sizing Stormdraiin Pipe System Rational Method was used to define Q,00 for pipe sizing. Hydrology Grade Line was used to verify the storm drain system as a pressure system, the water level in the retention basin was set above crown of the storm drain pipe. One foot of freeboard is provided when the 100 year storm is contained in the retention basin. See Sizing Stormdrain Pipe System See Developed condition and Storm Drain System Maps Sizing Catch Basins Los Angeles County Flood Control District Design Manual was used for catch basin sizing. Results Catch Basin:: Q W des V Description ign _ _ CB #1 1.10 4 6.43 ;CURB OPENING 4" GUTTER DEPRESSION CB#2 _ _ 0 .89 4 7:.65 CURB OPENING 4" GUTTER DEPRESSION -------------------------------------------------- CB #3 ------ 8160 - - - - -- ------------ 4 4 .00 - - - -- ------ CURB OPENING 4 -- GUTTER DEPRESSION ------------------------------- CB#4 - -- --------- 3A8 ---;------------------------------------------------------------------------------ 4 - 4.69 11-------------- - - - - -- ;CURB OPENING 4" GUTTER DEPRESSION CB#5 267 4 3.00 iCURB OPENING 4" GUTTER DEPRESSION See Catch Basin Sizing Calculations. W:Uobs2003\Matt\AVENUE 52V4YDROLOGY\HYD STUDY\HYDROLOGY REPORT- 102505.doc 2 . Sizing Sandfilters and Leach lines length City of La Quinta Standard drawing No.307 was used for sandfilters and leach lines length sizing. NUMBER OF SANDFILTERS Number of homes = 251 No of sandfilter = 251 homes / 40 homes /sand filter = 6.28 sandfilter ADOPTED = 9 sand filters (one sandfilter per leach line) LEACH LINE LENGTH Soil condition: Sandy soil Storm Drain System 1 { Number of homes = 8 buildings' 8 apartment/building + duplex = 66 homes Leach Line Length = 66 homes' 1.9 If /home = 125.4 If ADOPTED = 130 If = 2 Leach Lines of 65 If each Storm Drain System 2 Number of homes = 17 buildings " 8 apartment/building = 136 homes Leach Line Length = 136 homes " 1.9 If /home = 258.4 If ADOPTED = 280 If = 4 Leach Lines of 70 If each Storm Drain System 3 Number of homes = 6 buildings * 8 apartment/building = 48 homes Leach Line Length = 48 homes * 1.9 If /home = 91.2 If `ADOPTED = 100 If = 2 Leach Lines of 50 If each Offsite Street Runoff ADOPTED = 1 leach line of 70 If W:Uobs2003\MattWVENUE 52\HYDROLOGY\HYD STUDY\HYDROLOGY REPORT -032505.doc 3 Appendix 1 Stormwater Runoff Volume Computation For Basin Sizing 1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 08/24/04 File: wtrmark13100.0ut ' +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method 1 RCFC & WCD Manual date - April 1978 Fomotor Engineering, Palm Springs, CA - SIN 788 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 1 --------- ------- --- ----------- ------ ----------=---------------- = - - - -- WATERMARK VILLAS AT SilverRock Ranch DEVELOPED CONDITION 100 YEAR STORM - 3 HOUR DURATION ---------------------------------------------------------------=---- Drainage Area = 23.45(Ac.) = 0.037 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 23.45(Ac.) = 0.037 Sq. Mi. Length along longest watercourse = 1620.43(Ft.) Length along longest watercourse measured to centroid = 435.16(Ft.) Length along longest watercourse = 0.307 Mi. Length along longest watercourse measured to centroid = 0.082 Mi. Difference in elevation = 7.24(Ft.) Slope along watercourse = 23.5908 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.049 Hr. Lag time = 2.93 Min. 25% of lag time = 0.73 Min. 40% of lag time = 1.17 Min. Unit time = 5.00 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] 23.45 0.70 16.41 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 23.45 2.25 52.76 STORM EVENT (YEAR) 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 7Year Rainfall = 2.250(In) Point rain (area averaged) = 2.250(In) Areal adjustment factor = 99.99 W ' Adjusted average point rain = 2.250(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 23.450 56.00 0.500 Total Area Entered = 23.45(Ac.) 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 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.500 ---- ---- ----- ----- ---------- -- -------- ------------------------------- t Hydrograph ' VALLEY S -Curve -- - - -Uni - - - -- - - - - - -- ------------------------------------------------- Unit Hydrograph Data ' Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 170.684 37.833 8.941 I 2 0.167 341.368 45.465 10.745 3 0.250 512.052 10.106 2.388 4 0.333 682.736 4.239 1.002 5 0.417 853.420 2.357 0.557 ----------------------------------------------------------------------- Sum = 100.000 Sum= 23.633 ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 2 0.08 1.30 0.351 0.17 1.30 0.351 0.281 - -- 0.281 0.07 0.07 3 0.25 1.10 0.297 0.281 0.02 4 0.33 1.50 0.405 0.281 - -- 0.12 5 0.42 1.50 0.405 0.281 - -- 0.12 ' 6 0.50 1.80 0.486 0.281 0.21 7 0.58 1.50 0.405 0.281 - -- 0.12 8 0.67 1.80 0.486 0.281 - -- 0.21 9 0.75 1.80 0.486 0.281 0.21 I 10 0.83 1.50 0.405 __- 0.281 0.12 11 0.92 1.60 0.432 0.281 - -- 0.15 12 1.00 1.80 0.486 0.281 - -- 0.21 13 1.08 2.20 0.594 0.281 0.31 I 14 1.17 2.20 0.594 ___ 0.281 0.31 15 1.25 2.20 0.594 0.281 - -- 0.31 16 1.33 2.00 0.540 0.281 - -- 0.26 ' 17 1.42 2.60 0.702 0.281 0.42 18 1.50 2.70 0.729 --_ 0.281 0.45 19 1.58 2.40 0.648 0.281 - -- 0.37 20 1.67 2.70 0.729 0.281 - -- 0.45 it 21 1.75 3.30 0.891 0.281 0.61 22 1.83 3.10 - -- 0.837 0.281 0.56 23 1.92 2.90 0.783 0.281 - -- 0.50 24 2.00 3.00 0.810 0.281 0.53 25 2.08 3.10 - -- 0.837 0.281 0.56 26 2.17 4.20 1.134 0.281 - -- 0.85 27 2.25 5.00 1.350 0.281 - -- 1.07 28 2.33 3.50 0.945 0.281 0.66 29 2.42 6.80 - -- 1.836 0.281 1.55 30 2.50 7.30 1.971 0.281 - -- 1.69 31 2.58 8.20 2.214 0.281 - -- 1.93 ' 32 2.67 5.90 1.593 0.281 1.31 33 2.75 2.00 - -- 0.540 0.281 0.26 34 2.83 1.80 0.486 0.281 - -- 0.21 35 2.92 1.80 0.486 0.281 - -- 0.21 36 3.00 0.60 0.162 0.281 0.081 0.08 Sum = 100.0 Sum = 17.1 Flood volume = Effective rainfall 1.42(In) times Total area 23.4 (Ac.) / ((In) / (Ft.) ] = 2.8 (Ac.Ft) soil loss = 0.83(In) Total soil loss = 1.614(Ac.Ft) Total rainfall = 2.25(In) Flood volume = 121182.8 Cubic Feet Total soil loss = 70325.4 Cubic Feet Peak flow rate of this hydrograph = 40.434(CFS) j +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M ----- - R u - - - -- - n o f f H y d r o g r a p h - - - -- - - ------ - - - - - - - - - - - - - - - - - - - ----------------- Hydrograph in 5 Minute intervals ((CFS)) Time( h+ m) Volume Ac_Ft--- 12_5 250 Q(CFS)-- 0- 37_5 - 0+ 5 - 0.0043 - - - - -- - - - - -- - - - - -- 0.63 Q - -- -50.0 0 +10 0.0138 1.38 VQ ' 0 +15 0.0211 1.06 Q 0 +20 0.0316 1.52 VQ 0 +25 0.0494 2.59 V Q 0 +30 0.0737 3.52 IVQ ' 0 +35 0.0995 3.74 IVQ 0 +40 0.1260 3.85 Q 0 +45 0.1577 IV 4.61 VQ ' 0 +50 0.1855 4.04 VQ 0 +55 0.2093 3.45 I QV 1+ 0 0.2374 4.07 I Q 1+ 5 0.2759 5.60 VQ 1 +10 0.3233 6.88 VQ 1 +15 0.3729 7.20 ( Q j 1 +20 0.4201 6.86 1 QV i 1 +25 1 +30 0.4738 0.5401 7.79 Q 9.64 Q 1 +35 0.6058 9.54 QV 1 +40 0.6719 9.59 Q VI 1 +45 0.7534 11.83 QV 1 1 +50 0.8444 13.22 Q V 1 +55 0.9311 12.58 Q V 2+ 0 .1.0159 12.32 Q1 V 2+5 1.1038 12.76 2 +10 1.2118 15.68 2 +15 1.3555 20.87 2 +20 1.4955 20.32 2 +25 1.6660 24.77 2 +30 1.9068 34.97 2+35 2.1853 40.43 2 +40 2.4503 38.48 2 +45 2.6129 23.60 2 +50 2.6861 10.63 2 +55 2.7.346 7.05 3+ 0 2.7650 4.41 3+ 5 2.7768 1.71 3 +10 2.7803 0.51 i 3 +15 2.7817 0.20 i 3 +20 --------------------------- 2.7820 0.05 i - - - - -- v Q v II Q V Q VI Q !Q Q I I Q Q Q Q i IQ v 2 V , 2 v V II Q IVQ V !Q VV I VI V V V v V r� U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 08/24/04 File: wtrmark16100.out +++++++++++++++++±+++++++++++++++++++++++ +...... + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Fomotor Engineering, Palm Springs, CA - SIN 788 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- WATERMARK VILLAS AT SilverRock Ranch DEVELOPED CONDITION 100 YEAR STORM - 6 HOUR DURATION -------------------------------------------------------------------- Drainage Area = 23.45(Ac.) = 0.037 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 23.45(Ac.) = 0.037 Sq. Mi. Length along longest watercourse = 1620.43(Ft.) Length along longest watercourse measured to centroid = 435.16(Ft.) Length along longest watercourse = 0.307 Mi. Length along longest watercourse measured to centroid = 0.082 Mi. Difference in elevation = 7.24(Ft.) Slope along watercourse = 23.5908 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.049 Hr. Lag time = 2.93 Min. 25% of lag time = 0.73 Min. 40% of lag time = 1.17 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] 23.45 1.20 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] 23.45 2.75 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = Weighting[1 *2] 28.14 Weighting[1 *2] 64.49 1.200(In) Area Averaged 100 -Year Rainfall = 2.750(In) Point rain (area averaged) = 2.750(In) Areal adjustment factor = .99.99 % Adjusted average point rain = 2.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious ' 23.450 56.00 0.500 Total Area Entered = 23.45(Ac.) 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 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low loss rate (decimal) --------------------------------------------------- 0.500 ------------------ U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time W of lag Distribution Unit Hydrograph (hrs) Graph W (CFS) --------------------------------------------------------------------- 1 0.083 170.684 37.833 8.941 -2 .0.167 341.368 45.465 10.745 3 0.250 512.052 10.106 2.388 4 0.333 682.736 4.239 1.002 5 0.417 853.420 2.357 0.557 ----------------------------------------------------------------------- Sum = 100.000 Sum= 23.633 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.165 0.281 0.082 0.08 2 0.17 0.60 0.198 0.281 0.099 0.10 3 0.25 0.60 0.198 0.281 0.099 0.10 4 0.33 0.60 0.198 0.281 0.099 0.10 5 0.42 0.60 0.198 0.281 0.099 0.10 1 6 0.50 0.70 0.231 0.281 0.115 0.12 7 0.58 0.70 0.231 0.281 0.115 0.12 8 0.67 0.70 0.231 0.281 0.115 0.12 9 0.75 0.70 0.231 0-.281 0.115 0.12 10 0.83 0.70 0.231 0.281 0.115 0.12 11 0.92 0.70 0.231 0:.281 0.115 0.12 12 1.00 0.80 0.264 0.281 0.132 0.13 13 1.08 0.80 0.264 0.281 0.132 0.13 14 1.17 0.80 0.264 0.281 0.132 0.13 15 1.25 0.80 0.264 0.281 0.132 0.13 16 17 1.33 0.80 1.42 0.80 0.264 0.264 0..281 0.281 0.132 0.132 0.13 0.13 18 1.50 0.80 0.264 0.281 0.132 0.13 19 1.58 0.80 0.264 0.281 0.132 0.13 1 20 1.67 0.80 0.264 0.281 0.132 0.13 t s 11 d �J i1 1 f kl 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 1.75 0.80 0.264 0.281 0.132 0.13 1.83 0.80 0.264 0.281 0.132 0.13 1.92 0.80 0.264 0.281 0.132 0.13 2.00 0.90 0.297 0.281 - -- 0.02 2.08 0.80 0.264 0.281 0.132 0.13 2.17 0.90 0.297 0.281 - -- 0.02 2.25 0.90 0.297 0.281 - -- 0.02 2.33 0.90 0.297 0.281 - -- 0.02 2.42 0.90 0.297 0.281 - -- 0.02 2.50 0.90 0.297 0.281 - -- 0.02 2.58 0.90 0.297 0.281 - -- 0.02 2.67 0.90 0.297 0.281 - -- 0.02 2.75 1.00 0.330 0.281 - -- 0.05 2.83 1.00 0.330 0.281 - -- 0.05 2.92 .1.00 0.330 0.281 - -- 0.05 3.00 1.00 0.330 0.281 - -- 0.05 3.08 1.00 0.330 0.281 - -- 0.05 3.17 1.10 0.363 0.281 - -- 0.08 3.25 1.10 0.363 0.281 - -- 0.08 3.33 1.10 0.363 0.281 - -- 0.08 3.42 1.20 0.396 0.281 - -- 0.12 3.50 1.30 0.429 0.281 - -- 0.15 3.58 1.40 0.462 0.281 - -- 0.18 3.67 1.40 0.462 0.281 - -- 0.18 3.75 1.50 0.495 0.281 - -- 0.21 3.83 1.50 0.495 0.281 - -- 0.21 3.92 1.60 0.528 0.281 - -- 0.25 4.00 1.60 0.528 0.281 - -- 0.25 4.08 1.70 0.561 0.281 - -- 0.28 4.17 1.80 0.594 0.281 - -- 0.31 4.25 1.90 0.627 0.281 - -- 0.35 4.33 2.00 0.660 0.281 - -- 0.38 4.42 2.10 0.693 0.281 - -- 0.41 4.50 2.10 0.693 0.281 - -- 0.41 4.58 2.20 0.726 0.281 - -- 0.45 4.67 2.30 0.759 0.281 - -- 0.48 4.75 2.40 0.792 0.281 - -- 0.51 4.83 2.40 0.792 0.281 - -- 0.51 4.92 2.50 0.825 0.281 - -- 0.54 5.00 2.60 0.858 0.281 - -- 0.58 5.08 3.10 1.023 0.281 - -- 0.74 5.17 3.60 1.188 0.281 - -- 0.91 5.25 3.90 1.287 0.281 - -- 1.01 5.33 4.20 1.386 0.281 - -- 1.10 5.42 4.70 1.551 0.281 - -- 1.27 5.50 5.60 1.848 0.281 - -- 1.57 5.58 1.90 0.627 0.281 - -- 0.35 5.67 0.90 0.297 0.281 - -- 0.02 5.75 0.60 0.198 0.281 0.099 0.10 5.83 0.50 0.165 0.281 0.082 0.08 5.92 0.30 0.099 0.281 0.049 0.05 6.00 0.20 0.066 0.281 0.033 0.03 Sum = 100.0 Sum = 17.5 Flood volume = Effective rainfall 1.46(In) times area 23.4(Ac.) /[(In) /(Ft.)] = 2.8(Ac.Ft) Total soil loss = 1.29(In) Total soil loss = 2.526(Ac.Ft) Total rainfall = 2.75(In) Flood volume = 124030.1 Cubic Feet Total -------------------------------------------------------------- soil loss = 110040.6 Cubic Feet - - - - -- 1 L I t I� Peak -------------------------------------------------------------------- flow rate of this hydrograph 31.824(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) --------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 0+ 5 0.0051 0.74 Q 0 +10 0.0173 1.77 VQ 0 +15 0.0321 2.15 V Q 0 +20 0.0477 2.27 V Q 0 +25 0.0638 2.33 V Q 0 +30 0.0809 2.49 VQ 0 +35 0.0993 2.67 VQ 0 +40 0.1179 2.71 VQ 0 +45 0.1366 2.72 VQ 0 +50 0.1554 2.73 Q 0 +55 0.1742 2.73 Q 1+ 0 0.1941 2.88 Q 1+ 5 0.2151 3.06 Q 1 +10 0.2364 3.10 Q 1 +15 0.2579 3.11 I Q 1 +20 0.2794 3.12 I Q 1 +25 0.3008 3.12 QV 1 +30 0.3223 3.12 QV 1 +35 0.3438 3.12 QV i 1 +40 0.3653 3.12 Q V 1 +45 0.3868 3.12 I Q V i 1 +50 0.4083 3.12 I Q V 1 +55 0.4298 3.12 I Q V 2+ 0 0.4442 2.08 Q V I i 2+ 5 0.4571 1.87 Q V 2 +10 0.4695 1.81 IQ V 2 +15 0.4745 0.72 Q V I i 2 +20 0.4779 0.50 Q V 2 +25 0.4809 0.44 Q V 2 +30 0.4836 0.38 Q V 2 +35 0.4862 0.38 Q V i 2 +40 0.4888 0.38 Q V i 2 +45 0.4934 0.67 Q V 2 +50 0.5005 1.03 IQ V I 2 +55 0.5081 1.11 Q V 3+ 0 0.5160 1.14 Q V 3+ 5 0.5240 1.16 Q V 3 +10 0.5340 1.45 Q V i 3 +15 0.5465 1.81 Q 3 +20 0.5595 1.89 IQ V 3 +25 0.5747 2.22 I Q V 3 +30 0.5946 2.88 I Q V 3 +35 0.6195 3.61 I Q V i 3 +40 0.6476 4.08 Q V 3 +45 0.6786 4.51 I Q V 3 +50 0.7124 4.91 Q V 3 +55 0.7490 5.30 Q V 4+ 0 0.7882 5.69 Q IV 4 +10 0.8767 6.77 Q I V 4 +15 0.9284 7.51 Q I V 4 +20 0.9855 8.28 Q I V 4 +25 1.0478 9.06 I QI V 4 +30 1.1135 9.54 QI V I I I 4 +35 1.1822 9.97 QI V I i 4 +40 1.2557 10.67 V 4 +45 1.3343 11.42 I IQ V I i f 4 +50 1.4161 11.88 Q V I 4 +55 1.5009 12.31 Q IV I 5+ 0 1.5905 13.01 I Q I V 5+ 5 1.6934 14.94 I Q V 5 +10 1.8194 18.30 I Q I V 5 +15 1.9668 21.40 IQ V 5 +20 2.1316 23.93 i Q V 5 +25 2.3173 26.97 Q V 5 +30 2.5365 31.82 Q V 5 +35 2.7062 24.64 Q V 5 +40 2.7716 9.50 I Q V 5 +45 2.8003 4.16 I Q V 5 +50 2.8214 3.06 Q V 5+55 2.8336 1.78 Q V 6+ 0 2.8414 1.13 Q V 6+ 5 2.8456 0.61 Q V 6 +10 2.8468 0.17 Q V 6 +15 2.8472 0.06 Q V 6 +20 ----------------------------------------------------------------- 2.8473 0.02 Q I - - - - -- V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 08/24/04 File: wtrmarkl24100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Fomotor Engineering, Palm Springs, CA - SIN 788 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- WATERMARK VILLAS AT SilverRock Ranch DEVELOPED CONDITION 100 YEAR STORM - 24 HOUR DURATION Drainage Area = 23.45(Ac.) = 0.037 Sq. Mi. - Drainage-Area for Depth -Area Areal Adjustment = 23.45(Ac.) 0.037 Sq. Mi. Length along longest watercourse = 1620.43(Ft.) Length along longest watercourse measured to centroid = 435.16(Ft.) Length along longest watercourse = 0.307 Mi. Length along longest watercourse measured to centroid = 0.082 Mi. Difference in elevation = 7.24(Ft.) Slope along watercourse = 23.5908 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.049 Hr. Lag time = 2.93 Min. 25% of lag time = 0.73 Min. 40% of lag time = 1.17 Min. Unit time = 5.00 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] 23.45 1.60 37.52 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 23.45 4.80 112.56 STORM EVENT (YEAR) = 100.00 ri 1 Area Averaged 2 -Year Rainfall 1.600(In) Area Averaged 100 -Year Rainfall = 4.800(In) Point rain (area averaged) = 4.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.800(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious $ 23.450 56.00 0.500 Total Area Entered = 23.45(Ac.) 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 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 -- - Unit time ' (for 24 hour storm duration) Distribution Unit Hydrograph Soil --------------------------------------------------------------- low loss rate (decimal) = 0.500 - - - - -- 1 1 U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- _ Unit Hydrograph -- - Unit time - - - -- - period -Data Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 170.684 37.833 8.941 2 0.167 341.368 45.465 10.745 3 0.250 512.052 10.106 2.388 4 0.333 682.736 4.239 1.002 5 0.417 853.420 2.357 0.557 ----------------------------------------------------------------------- Sum = 100.000 Sum= 23.633 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.038 0.498 0.019 0.02 2 0.17 0.07 0.038 0.496 0.019 0.02 3 0.25 0.07 0.038 0.494 0.019 0.02 4 0.33 0.10 0.058 0.492 0.029 0.03 5 0.42 0.10 0.058 0.490 0.029 0.03 6 0.50 0.10 0.058 0.488 0.029 0.03 7 0.58 0.10 0.058 0.487 0.029 0.03 8 0.67 0.10 0.058 0.485 0.029 0.03 9 0.75 0.10 0.058 0.483 0.029 0.03 10 0.83 0.13 0.077 0.481 0.038 0.04 11 0.92 0.13 0.077 0.479 0.038 0.04 12 1.00 0.13 0.077 0.477 0.038 0.04 13 1.08 0.10 0.058 0.475 0.029 0.03 14 1.17 0.10 0.058 0:473 0.029 0.03 15 1.25 0.10 0.058 0.471 0.029 0.03 16 1.33 0.10 0.058 0.470 0.029 0.03 17 1.42 0.10 0.058 0.468 0.029 0.03 18 1.50 0.10 0.058 0.466 0.029 0.03 19 1.58 0.10 0.058 0.464 0.029 0.03 1 20 1.67 0.10 0.058 0.462 0.029 0.03 21 1.75 0.10 0.058 0.460 0.029 0.03 22 1.83 0.13 0.077 0.458 0.038 0.04 23 1.92 0.13 0.077 0.457 0.038 0.04 24 2.00 0.13 0.077 0.455 0.038 0.04 25 2.08 0.13 0.077 0.453 0.038 0.04 26 2.17 0.13 0.077 0.451 0.038 0.04 27 2.25 0.13 0.077 0.449 .0.038 0.04 28 2.33 0.13 0.077 0.447 0.038 0.04 29 2.42 0.13 0.077 0.446 0.038 0.04 30 2.50 0.13 0.077 0.444 0.038 0.04 31 2.58 0.17 0.096 0.442 0.048 0.05 32 2.67 0.17 0.096 0.440 0.048 0.05 33 2.75 0.17 0.096 0.438 0.048 0.05 34 2.83 0.17 0.096 0.436 0.048 0.05 35 2.92 0.17 0.096 0.435 0.048 0.05 36 3.00 0.17 0.096 0.433 0.048 0.05 37 3.08 0.17 0.096 0.431 0.048 0.05 38 3.17- 0.17 0.096 0.429 0.048 0.05 39 3.25 0.17 0.096 0.427 0.048 0.05 40 3.33 0.17 0.096 0.426 0.048 0.05 41 3.42 0.17 0.096 0.424 0.048 0.05 42 3.50 0.17 0.096 0.422 0.048 0.05 43 3.58 0.17 0.096 0.420 0.048 0.05 44 3.67 0.17 0.096 0.419 0.048 0.05 45 3.75 0.17 0.096 0.417 0.048 0.05 46 3.83 0.20 0.115 0.415 0.058 0.06 47 3.92 0.20 0.115 0.413 0.058 0.06 48 4.00 0.20 0.115 0.412 0.058 0.06 49 4.08 0.20 0.115 0.410 0.058 0.06 50 4.17 0.20 0.115 0.408 0.058 0.06 51 4.25 0.20 0.115 0.406 0.058 0.06 52 4.33 0.23 0.134 0.405 0.067 0.07 53 4.42 0.23 0.134 0.403 0.067 0.07 54 4.50 0.23 0.134 0.401 0.067 0.07 55 4.58 0.23 0.134 0.399 0.067 0.07 56 4.67 0.23 0.134 0.398 0.067 0.07 57 4.75 0.23 0.134 0.396 0.067 0.07 58 4.83 0.27 0.154 0.394 0.077 0.08 59 4.92 0.27 0.154 0.393 0.077 0.08 60 5.00 0.27 0.154 0.391 0.077 0.08 61 5.08 0.20 0.115 0.389 0.058 0.06 62 5.17 0.20 0.115 0.388 0.058 0.06 63 5.25 0.20 0.115 0.386 0.058 0.06 64 5.33 0.23 0.134 0.384 0.067 0.07 65 5.42 0.23 0.134 0.382 0.067 0.07 66 5.50 0.23 0.134 0.381 0.067 0.07 67 5.58 0.27 0.154 0.379 0.077 0.08 68 5.67 0.27 0.154 0.377 0.077 0.08 69 5.75 0.27 0.154 0.376 0.077 0.08 70 5.:83 0.27 0.154 0.374 0.077 0.08 71 5.92 0.27 0.154 0.372 0.077 0.08 72 6.00 0.27 0.154 0.371 0.077 0.08 73 6.08 0.30 0.173 0.369 0.086 0.09 74 6.17 0.30 0.173 0.368 0.086 0.09 75 6:25 0.30 0.173 0.366 0.086 0.09 76 6.;33 0.30 0.173 0.364 0.086 0.09 77 6:42 0.30 0.173 0.363 0.086 0.09 78 6.50 0.30 0.173 0.361 .0.086 0.09 79 6.58 0.33 0.192 0.359 0.096 0.10 80 6.67 0.33 0.192 0.358 0.096 0.10 � I 81 6.75 0.33 0.192 0.356 0.096 0.10 82 6.83 0.33 0.192 0.355 0.096 0.10 83 6.92 0.33 0.192 0.353 0.096 0.10 84 7.00 0.33 0.192 0.351 0.096 0.10 85 7.08 0.33 0.192 0.350 0.096 0.10 86 7.17 0.33 0.192 0.348 0.096 0.10 87 7.25 0.33 0.192 0.347 0.096 0.10 88 7.33 0.37 0.211 0.345 0.106 0.11 89 7.42 0.37 0.211 0.343 0.106 0.11 90 7.50 0.37 0.211 0.342 0.106 0.11 91 7.58 0.40 0.230 0.340 0.115 0.12 92 7.67 0.40 0.230 0.339 0.115 0.12 93 7.75 0.40 0.230 0.337 0.115 0.12 94 7.83 0.43 0.250 0.336 0.125 0.12 95 7.92 0.43 0.250 0.334 0.125 0.12 96 8.00 0.43 0.250 0.332 0.125 0.12 97 8.08 0.50 0.288 0.331 0.144 0.14 98 8.17 0.50 0.288 0.329 0.144 0.14 99 8.25 0.50 0.288 0.328 0.144 0.14 100 8.33 0.50 0.288 0.326 0.144 0.14 101 8.42 0.50 0.288 0.325 0.144 0.14 102 8.50 0.50 0.288 0.323 0.144 0.14 103 8.58 0.53 0.307 0.322 0.154 0.15 104 8.67 0.53 0.307 0.320 0.154 0.15 105 8.75 0.53 0.307 0.319 0.154 0.15 106 8.83 0.57 0.326 0.317 - -- 0.01 107 8.92 0.57 0.326 0.316 - -- 0.01 108 9.00 0.57 0.326 0.314 - -- 0.01 109 9.08 0.63 0.365 0.313 - -- 0.05 110 9.17 0.63 0.365 0.311 - -- 0.05 ill 9.25 0.63 0.365 0.310 - -- 0.05 112 9.33 0.67 0.384 0.308 - -- 0.08 113 9.42 0.67 0.384 0.307 - -- 0.08 114 9.50 0.67 0.384 0.305 - -- 0.08 115 9.58 0.70 0.403 0.304 - -- 0.10 116 9.67 0.70 0.403 0.302 - -- 0.10 117 9.75 0.70 0.403 0.301 - -- 0.10 118 9.83 0.73 0.422 0.300 - -- 0.12 119 9.92 0.73 0.422 0.298 - -- 0.12 120 10.00 0.73 0.422 0.297 - -- 0.13 121 10.08 0.50 0.288 0.295 0.144 0.14 122 10.17 0.50 0.288 0.294 0.144 0.14 123 10.25 0.50 0.288 0.292 0.144 0.14 124 10:33 0.50 0.288 0.291 0.144 0.14 125 10.42 0.50 0.288 0.290 0.144 0.14 126 10.50 0.50 0.288 0.288 0.144 0.14 127 10.58 0.67 0.384 0.287 - -- 0.10 128 10.67 0.67 0.384 0.285 - -- 0.10 129 10.75 0.67 0.384 0.284 - -- 0.10 130 10.83 0.67 0.384 0.283 - -- 0.10 131 10.92 0.67 0.384 0.281 - -- 0.10 132 11.00 0.67 0.384 0.280 - -- 0.10 133 11.08 0.63 0.365 0.278 - -- 0.09 134 11.17 0.63 0.365 0.277 - -- 0.09 135 11.25 0.63 0.365 0.276 - -- 0.09 136 11.33 0.63 0.365 0.274 - -- 0.09 137 11.42 0.63 0.365 0.273 - -- 0.09 138 11.50 0.63 0.365 0.272 - -- 0.09 139 11.58 0.57 0.326 0.270 - -- 0.06 140 11.67 0.57 0.326 0.269 - -- 0.06 141 11.75 0.57 0.326 0.268 - -- 0.06 142 11.83 0.60 0.346 0.266 - -- 0.08 143 11.92 0.60 0.346 0.265 - -- 0.08 144 12.00 0.60 0.346 0.264 - -- 0.08 145 12.08 0.83 0.480 0.262 - -- 0.22 146 12.17 0.83 0.480 0.261 - -- 0.22 147 12.25 0.83 0.480 0.260 - -- 0.22 148 12.33 0.87 0.499 0.258 - -- 0.24 149 12.42 0.87 0.499 0.257 - -- 0.24 150 12.50 0.87 0.499 0.256 - -- 0.24 151 12.58 0.93 0.538 0.254 - -- 0.28 152 12.67' 0.93 0.538 0.253 - -- 0.28 153 12.75 0.93 0.538 0.252 - -- 0.29 154 12.83 0.97 0.557 0.251 - -- 0.31 155 12.92 0.97 0.557 0.249 - -- 0.31 156 13.00 0.97 0.557 0.248 - -- 0.31 157 13.08 1.13 0.653 0.247 - -- 0.41 158 13.17 1.13 0.653 0.246 - -- 0.41 159 13.25 1.13 0.653 0.244 - -- 0.41 160 13.33 1.13 0.653 0.243 - -- 0.41 161 13.42 1.13 0.653 0.242 - -- 0.41 162 13.50 1.13 0.653 0.241 - -- 0.41 163 13.58 0.77 0.442 0.239 - -- 0.20 164 13.67 0.77 0.442 0.238 - -- 0.20 165 13.75 0.77 0.442 0.237 - -- 0.20 166 13.83 0.77 0.442 0.236 - -- 0.21 167 13.92 0.77 0.442 0.235 - -- 0.21 168 14.00 0.77 0.442 0.233 - -- 0.21 169 14.08 0.90 0.518 0.232 - -- 0.29 170 14.17 0.90 0.518 0.231 - -- 0.29 171 14.25 0.90 0.518 0.230 - -- 0.29 172 14.33 0.87 0.499 0.229 - -- 0.27 173 14.42 0.87 0.499 0.227 - -- 0.27 174 14.50 0.87 0.499 0.226 - -- 0.27 175 14.58 0.87 0.499 0.225 - -- 0.27 176 14.67 0.87 0.499 0.224 - -- 0.28 177 14.75 0.87 0.499 0.223 - -- 0.28 178 14.83 0.83 0.480 0.222 - -- 0.26 179 14.92 0.83 0.480 0.221 - -- 0.26 180 15.00 0.83 0.480 0.219 - -- 0.26 181 15.08 0.80 0.461 0.218 - -- 0.24 182 15.17 0.80 0.461 0.217 - -- 0.24 183 15.25 0.80 0.461 0.216 - -- 0.24 184 15.33 0.77 0.442 0.215 - -- 0.23 185 15.42 0.77 0.442 0.214 - -- 0.23 186 15.50 0.77 0.442 0.213 - -- 0.23 187 15.58 0.63 0.365 0.212 - -- 0.15 188 15.67 0.63 0.365 0.211 - -- 0.15 189 15.75 0.63 0.365 0.210 - -- 0.16 190 15.83 0.63 0.365 0.208 - -- 0.16 191 15.92 0.63 0.365 0.207 - -- 0.16 192 16.00 0.63 0.365 0.206 - -- 0.16 193 16.08 0.13 0.077 0.205 0:.038 0.04 194 16.17 0.13 0.077 0.204 0.038 0.04 195 16.25 0.13' 0.077 0.203 0.038 0.04 196 16.33 0.13 0.077 0.202 0.038 0.04 197 16.42 0.13 0.077 0.201 0`.038 0.04 198 16.50 0.13 0.077 0.200 0.038 0.04 199 16.58 0.10 0.058 0.199 0.029 0.03 200 16.67 0.10 0.058 0.198 0.029 0.03 201 16.75 0.10 0.058 0.197 0.029 0.03 202 16.83 .0.10 0.058 0.196 0.029 0.03 r 203 16.92 0.10 0.058 0.195 0.029 0.03 204 17.00 0.10 0.058 0.194 0.029 0.03 205 17.08 0.17 0.096 0.193 0.048 0.05 206 17.17 0.17 0.096 0.192 ,0.048 0.05 207 17.25 0.17 0.096 0.191 0.048 0.05 208 17.33 0.17 0.096 0.190 0.048 0.05 209 17.42 0.17 0.096 0.189 0.048 0.05 210 17.50 0.17 0.096 0.188 0.048 0.05 211 17.58 0.17 0.096 0.187 0.048 0.05 212 17.67 0.17 0.096 0.186 0.048 0.05 213 17.75 0.17 0.096 0.185 0.048 0.05 214 17.83 0.13 0.077 0.185 0.038 0.04 215 17.92 0.13 0.077 0.184 0.038 0.04 216 18.00 0.13 0.077 0.183 0.038 0.04 217 18.08 0,13 0.077 0.182 0.038 0.04 218 18.17 0.13 0.077 0.181 0.038 0.04 219 18.25 0.13 0.077 0.180 0.038 0.04 220 18.33 0.13 0.077 0.179 0.038 0.04 221 18.42 0.13 0.077 0.178 0.038 0.04 222 18.50 0.13 0.077 0.177 0.038 0.04 223 18.58 0.10 0,058 0.177 0.029 0.03 224 18.67 0.10 0.058 0.176 0.029 0.03 225 18.75 0.10 0.058 0.175 0.029 0.03 226 18.83 0.07 0.038 0.174 0.019 0.02 227 18.92 0.07 0,038 0.173 0.019 0.02 228 19.00 0.07 0.038 0.172 0.019 0.02 229 19.08 0.10 0.058 0.172 0.029 0.03 230 19.17 0.10 0.058 0.171 0.029 0.03 231 19.25 0.10 0.058 0.170 0.029 0.03 232 19.33 0.13 0.077 0.169 0.038 0.04 233 19.42 0.13 0.077 0.168 0.038 0.04 234 19.50 0.13 0.077 0.168 0.038 0.04 235 19.58 0.10 0.058 0.167 0.029 0.03 236 19.67 0.10 0,058 0.166 0.029 0:03 237 19.75. 0.10 0,058 .0.165 0.029 0.03 238 19.83 0.07 0.038 0.165 0.019 0.02 239 19.92 0.07 0.038 .0.164 0.019 0.02 240 20.00 0.07 0.038 0.163 0.019 0.02 241 20.08 0.10 0.058 0.162 0.029 0.03 242 20.17 0.10 0.058 0.162 0.029 0.03 243 20.25 0.10 0.058 0.161 0.029 0.03 244 20.33 0.10 0.058 0.160 0.029 0.03 245 20.42 0.10 0.058 0.160 0.029 0.03 246 20.50 0.10 0.058 0.159 .0.029 0.03 247 20.58 0.10 0.058 0.158 0.029 0.03 248 20.67 0.10 0.058 0.158 0.029 0.03 249 20.75 0.10 0.058 0.157 0.029 0.03 250 20.83 0.07 0.038 0.156 0.019 0.02 251 20.92 0.07 0.038 0.156 0.019 0.02 252 21.00 0.07 0.038 0.155 0.019 0.02 253 21.08 0.10 0.058 0.154 0.029 0.03 254 21.17 0.10 0.058 0.154 0.029 0.03 255 21.25 0.10 0.058 0.153 0.029 0.03 256 21.33 0.07 0.038 0.153 0.019 0.02 257 21.42 0.07 0.038 0.152 0.019 0.02 258 21.50 .0.07 0.038 0.152 0.019 0.02 259 21.58 0.10 0.058 0.151 0.029 0.03 260 21.67 0.10 0.058 0.150 0.029 0.03 261 21.75 0.10 0.058 0.150 0.029 0.03 262 21.83 0.07 0.038 0.149 0.019 0.02 263 21.92 0.07 0..038 0.149 0.019 0.02 u 264 22.00 0.07 0.038 0.148 0.019 265 22.08 0.10 0.058 0.148 0.029 266 22.17 0.10 0.058 0.147 0.029 267 22.25 0.10 0.058 0.147 0.029 268 22.33 0.07 0.038 0.146 0.019 269 22.42 0.07 0.038 0.146 0.019 270 22.50 0.07 0.038 0.146 0.019 271 22.58 0.07 0.038 0.145 0.019 272 22.67 0.07 0.038 0.145 0.019 273 22.75 0.07 0.038 0.144 0.019 274 22.83 0.07 0.038 0.144 0.019 275 22.92 0.07 0.038 0.144 0.019 276 23.00 0.07 0.038 0.143 0.019 277 23.08 0.07 0.038 0.143 0.019 278 23.17 0.07 0.038 0.143 0.019 279 23.25 0.07 0.038 0.142 0.019 280 23.33 0.07 0.038 0.142 0.019 281 23.42 0.07 0.038 0.142 0.019 282 23.50 0.07 0.038 0.141 0.019 283 23.58 0.07 0.038 0.141 0.019 284 23.67 0.07 0.038 0.141 0.019 285 23.75 0.07 0.038 0.141 0.019 286 23.83 0.07 0.038 0.141 0..019 287 23.92 0.07 0.038 0.141 0.019 288 24.00 0.07 0.038 0.140 0.019 Sum = 4.2(Ac.Ft) 0.02 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 26.0 Peak flow rate of this hydrograph = 9.720(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Sum = 100.0 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 Flood volume = Effective rainfall 2.17(In) ' times area 23.4(Ac.) /[(In) /(Ft.)] _ 0 +10 Total soil loss = 2.63(In) Total soil loss = 5.147(Ac.Ft) ' Total rainfall = 4.80(In) Flood volume = 184350.6 Cubic Feet 0 +20 Total soil loss = 224223.5 Cubic Feet Sum = 4.2(Ac.Ft) 0.02 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 26.0 Peak flow rate of this hydrograph = 9.720(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0012 0.17 Q 0 +10 0.0038 0.38 VQ 0 +15, 0.0067 0.42 VQ i 0 +20 0.0104 0.53 V Q 0 +25 0.0148 0.64 V Q i 0 +30 0.0194 0.67 V Q 0 +35 0.0240 0.68 V Q i 0 +40 0.0287 0.68 V Q 0 +45 0.0334 0.68 V Q 0 +50 0.0387 0.77 V Q 0 +55 0.0447 0.87 V Q 1+ 0 0.0508 0.89 V Q 1+ 5 0.0564 0.82 V Q 1 +10 0.0614 0.72 V Q 1 +15 0.0662 0.70 V Q 1 +20 0.0709 0.69 V Q 1 +25 0.0756 0.68 V Q 1 +30 0.0803 0.68 V Q 1 +35 0.0850 0.68 V Q 1 +40 0.0897 0.68 V Q 1 +45 0.0944 0.68 V Q 1 +50 0.0996 0.77 V Q 1 +55 0.1056 0.87 V Q 2+ 0 0.1118 0.89 IV Q 2+ 5 0.1180 0.90 IV Q 2+10 0.1243 0.91 IV Q 2 +15 0.1305 0.91 V Q 2+20 0.1368 0.91 IV Q 2 +25 0.1430 0.91 Q 2 +30 0.1493 0.91 IV V Q 2 +35 0.1561 0.99 IV Q 2 +40 0.1637 1.10 V Q 2 +45 0.1714 1.12 V Q 2 +50 0.1792 1.13 V Q 2 +55 0.1870 1.13 V Q 3+ 0 0.1948 1.13 V Q 3+ 5 0.2026 1.13 V Q 3 +10 0.2104 1.13 IV Q 3 +15 0.2182 1.13 V Q 3 +20 0.2261 1.13 V Q 3 +25 0.2339 1.13 V Q 3 +30 0.2417 1.13 V Q 3 +35 0.2495 1.13 I V Q 3 +40 0.2573 1.13 V Q 3 +45 0.2651 1.13 V Q 3 +50 0.2736 1.22 I V Q 3 +55 0.2827 1.32 V Q 4+ 0 0.2919 1.35 V Q 4+ 5 0.3013 1.36 V Q 4 +10 0.3107 1.36 V Q 4 +15 0.3200 1.36 V Q 4 +20 0.3300 1.45 V Q 4 +25 0.3407 1.55 I V Q 4 +30 0.3515 1.57 I V Q 4 +35 0.3624 1.58 V Q 4 +40 0.3734 1.59 I V Q 4 +45 0.3843 1.59 V Q 4 +50 0.3959 1.67 V Q 4 +55 0.4081 1.78 V Q 5+ 0 0.4205 1.80 V Q 5+ 5 •0.4318 1.64 I V Q 5 +10 0.4417 1.44 I VQ 5 +15 0.4513 1.39 VQ 5 +20 0.4613 1.46 VQ 5 +25 0.4720 1.55 V Q 5 +30 0.4829 1.57 I V Q 5 +35 0.4944 1.67 V Q 5 +40 0.5066 1.78 V Q 5 +45 0.5190 1.80 V Q 5 +50 0.5315 1.81 I V Q 5 +55 0.5440 1.82 I V Q 6+ 0 0.5565 1.82 V Q 6+ 5 0.5696 1.90 V Q 6 +10 0.5834 2.00 V Q 6 +15 0.5974 2.03 V Q 6 +20 0.6114 2.04 V Q i 6 +25 0.6255 2.04, I V Q 6 +30 0.6395 2.04 V Q 6 +35 0.6542 2.13 V Q 6 +40 0.6696 2.23 V Q 6 +45 0.6851 2.25 I V QI 6 +50 0.7007 2.26 I V QI 6 +55 0.7163 2.27 1 V QI 7+ 0 0.7319 2.27 I V QI 7+ 5 .0.7476 2.27 I V QI 7 +10 0.7632 2.27 V Q 7 +15 0.7788 2.27 V QI 7 +20 0.7951 2.36 I V Q 7 +25 0.8120 2.46 V Q 7+30 0.8291 2.48 V Q 7 +35 0.8468 2.58 V Q 7 +40 0.8653 2.69 V Q 7 +45 0.8840 2.71 V Q 7 +50 0.9033 2.80 V 7 +55 0.9234 2.91 V Q IQ 8+ 0 0.9436 2.94 V Q 8+ 5 0.9651 3.12 V Q 8 +10 0.9880 3.33 I V Q 8 +15 1.0112 3.37 I V Q 8 +20 1.0346 3.39 V Q 8 +25 1.0581 3.40 V Q 8 +30 1.0815 3.40 V Q 8 +35 1.1055 3.49 V Q 8 +40 1.1303 3.59 V Q 8 +45 1.1552 3.62 I V Q 8 +50 1.1713 2.33 I QIV 8 +55 1.1768 0.80 I Q IV 9+ 0 1.1801 0.48 IQ IV 9+ 5 1.1851 0.72 I Q IV 9 +10 1.1925 1.08 I Q V 9 +15 1.2008 1.21 I Q IV 9 +20 1.2109 1.45 I Q IV 9 +25 1.2227 1.72 I Q IV 9 +30 1.2351 1.80 I Q IV 9 +35 1.2490 2.02 I Q 9 +40 1.2647 2.28 V Q IV 9 +45 1.2809 2.36 QQ 9 1.2987 2.58 +50 V I 9 +55 1.3182 2.83 I IQV 10+ 0 1.3383 2.91 I IQV 10+ 5 1.3597 3.12 I Q 10 +10 1.3827 3.33 I I Q 10 +15 1.4059 3.38 I I Q 10 +20 1.4293 3.39 Q 10 +25 1.4527 3.40 I Q 10 +30 1.4762 3.40 Q 10 +35 1.4967 2.99 Q V 10 +40 1.5139 2.50 Q V 10 +45 1.5306 2.41 Q V 10 +50 1.5471 2.40 QI V 10 +55 1.5636 2.40 Q) V 11+ 0 1.5804 2.44 I QI V 11+ 5 1.5962 2.30 QI V 11 +10 1.6108 2.12 I Q V 11 +15 1.6253 2.11 I Q V 11 +20 1.6400 2.12 Q V 11 +25 1.6547 2.14 Q V ,y IS 11 +30 1.6697 2.18 11 +35 1.6825 1.86 11 +40 1.6928 1.48 11 +45 1.7026 1.42 11 +50 1.7135 1.59 11 +55 1.7259 1.80 12+ 0 1.7389 1.88 12+ 5 1.7605 3.13 12 +10 1.7923 4.62 12 +15 1.8265 4.97 12 +20 1.8631 5.31 12 +25 1.9018 5.62 12 +30 1.9411 5.70 12 +35 1.9831 6.09 12 +40 2.0281 6.55 12 +45 2.0741 6.67 12 +50 2.1217 6.91 12 +55 2.1710 7.17 13+ 0 2.2209 7.24 13+ 5 2.2770 8.15 13 +10 2.3405 9.22 13 +15 2.`4059 9.48 13 +20 2.4720 9.61 13 +25 2.5388 9.69 13 +30 2.6057 9.72 13 +35 2.6598 7.86 .13 +40 2.6985 5.62 13 +45 2.7339 5.14 13 +50 2.7681 4.96 .13 +55 2.8016 4.87 14+ 0 2.8354 4.90 14+ 5 2.8740 5.61 14 +10 2.9186 6.47 14 +15 2.9646 6.68 14 +20 3.0101 6.61 14 +25 3.0547 6.48 14 +30 3.0992 6.46 14 +35 3.1437 6.47 14 +40 3.1884 6.48 14 +45 3.2332 6.51 14 +50 3.2770 6.37 14 +55 3.3197 6.19 15+ 0 •3.3621 6.17 15+ 5 3.4035 6.00 15 +10 3.4435 5.81 15 +15 3.4834 5.79 15 +20 3.5222 5.63 15 +25 3.5596 5.44 15 +30 3.5969 5.42 .15 +35 3.6295 4.74 15 +40 3.6566 3.93 15 +45 3.6825 3.77 15 +50 3.7082 3.72 15 +55 3.7336 3.70 16+ 0 3.7593 3.73 16+ 5 3.7777 2.67 16 +10 3.7872 1.38 16 +15 .3.7947 1.09 16 +20 3.8014 0.97 16 +25 3.8077 0.91 16 +30 3.8139 0.91 Q Q Q Q Q Q Q • • • V v v v v v I I v Q v vQI V QI I v QQ v Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q I Q V Q Q V QI v QI v Q Qv QV Q V Q v Q v) Q VI Q v Q v Q v Q �v QQ ( v Q I v Q V Q iQ I V Q i V Q I I v Q Q I I Vv Q I v Q V Q V v v I v V v Or 16 +35 3.8196 0.82 16 +40 3.8245 0.72 I QQ I I I V 16 +45 3.8293 0.70 16 +50 3.8340 0.69 I Q I I I V 16 +55 3.8387 0.68 I Q I V 17+ 0 3.8434 0.68 Q V 17+ 5 3.8493 0.85 I Q V 17 +10 3.8566 1.06 Q V 17 +15 3.8642 1.10 I Q I V 17 +20 3.8719 1.12 I Q 17 +25 3.8798 1.13 Q I I I V 17 +30 3.8876 1.13 Q I V 17 +35' 3.8954 1.13 Q i V 17 +40 3.9032 1.13 Q ` V 17 +45 3.9110 1.13 Q V: 17 +50 3.9183 1.05 Q V 17 +55 3.9248 0.95 Q V 18+ 0 3.9311 0.92 Q V 18 +10 3.9437 0.91 Q ' V 18 +15 3.9499 0.91 Q V 18 +20 3.9562 0.9.1 Q V 18 +25 3.9624 0.91 Q I V 18 +30 3.9687 0.91 Q V 18 +35 3.9743 0.82 Q I V 18 +40 3.9793 0.72 Q i V 18 +45 3.9841 0.70 Q I I V 18 +50 3.9882 0.60 I Q V 18 +55 3.9916 0.49 Q V 19+ 0 3.9948 0.47 Q I I V 19+ 5 3.9986 0.55 Q I V 19 +10 4.0030 0.64 Q ` V 19 +15 4.0076 0.67 Q I V 19 +20 4.0128 0.76 I Q 19 +25 4.0188 0.87 Q i i V 19 +30 4.0250 0.89 I Q I V 19 +35 4.0306 0.82 I Q I i V 19 +40 4.0356 0.72 Q I I V 19 +45 4.0404 0.70 I Q I V 19 +50 4.0445 0.60 Q V 19 +55 4.0479 0.49 Q V 20+ 0 4.0511 0.47 IQ I V 20+ 5 4.0549 0.55 Q I. I I V 20 +10 4.0593 0.64 Q I I I V 20 +15 4.0639 0.67 Q I I I V 20 +20 4.0685 0.68 Q I V 20 +25 4.0732 0.68 Q = I V 20 +30 4.0779 0.68 Q ( I V 20 +35 4.0826 0.68 Q I I I V 20 +40 4.0873 0.68 Q I I V 20 +45 4.0920 0.68 I Q I I V 20 +50 4.0961 0.60 Q I I I V 20 +55 4.0995 0.49 Q I I I V 21+ 0 4.1027 0.47 Q I I V 21+ 5 4.1065 0.55 Q V 21 +10 4.1109 0.64 Q V 21 +15 4.1155 0.67 Q I I V 21 +20 4.1195 0.59 Q f V 21 +25 4.1229 0.49 Q V 21 +30 4.1261 0.47 Q V 21 +35 4.1299 0.55 Q I V 21 +40 4.1343 0.64 I Q I I I VI 21 +45 4.1389 0.67 I Q I I I VI 21 +50 4.1430 0.59 I Q I I I VI 21 +55 4.1464 0.49 IQ I I I VI 22+ 0 4.1496 0.47 IQ I I I VI 22+ 5 4.1534 0.55 I Q I I I VI 22 +10 4.1578 0.64 I Q I I I VI 22 +15 4.1624 0.67 Q I I I V 22 +20 4.1664 0.59 I Q I I I VI 22 +25 4.1698 0.49 Q I I I VI 22 +30 4.1730 0.47 Q I I 22 +35 4.1762 0.46 Q i i f VI 22 +40 4.1793 0.45 Q V 22 +45 4.1825 0.45 Q V 22 +50 4.1856 0.45 Q V 22 +55 4.1887 0.45 Q V 23+ 0 4.1918 0.45 Q V 23+ 5 4.1950 0.45 Q V 23 +10 4.1981 0.45 Q V 23 +15 4.2012 0.45 Q V 23 +20 4.2043 0.45 Q V 23 +25 4.2075 0.45 Q V 23 +30 4.2106 0.45 Q V 23 +35 4.2137 0.45 Q V 23 +40 4.2169 0.45 Q V 23+45 4.2200 0.45 Q V 23 +50 4.2231 0.45 Q IQ V 23 +55 4.2262 0.45 I V 24+ 0 4.2294 0.45 IQ V 24+ 5 4.2313 0.28 Q V 24 +10 4.2318 0.08 Q V 24 +15 4.2320 0.03 Q I I VI 24 +20 ----------------------------------------------------------------- 4.2321 0.01 Q I I V - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 08/24/04 File: wtrmark1310.out .++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Fomotor Engineering, Palm Springs, CA - SIN 788 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------- - - - - -- WATERMARR VILLAS AT SilverRock Ranch DEVELOPED CONDITION 10 YEAR STORM - 3 HOUR DURATION -------------------------------------------------------------------- Drainage Area = 23.45(Ac.) = 0.037 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 23.45(Ac.) = 0.037 Sq. Mi. Length along longest watercourse = 1620.43(Ft.) Length along longest watercourse measured to centroid = 435.16(Ft.) Length along longest watercourse = 0.307 Mi. Length along longest watercourse measured to centroid = 0.082 Mi. Difference in elevation = 7.24(Ft.) Slope along watercourse = 23.5908 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.049 Hr. Lag time = 2.93 Min. 25% of lag time = 0.73 Min. 40% of lag time = 1.17 Min. Unit time = 5.00 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] 23.45 0.70 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] 23.45 2.25 STORM EVENT (YEAR) = 10.00 Area Averaged 2 -Year Rainfall = Weighting[1 *2] 16.41 Weighting[1 *2] 52.76 0.700(In) ' Area Averaged 100 -Year Rainfall = 2.250(In) f Point rain (area averaged) = 1.338(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.338(In) Sub -Area Data: t Area(Ac.) Runoff Index Impervious 23.450 56.00 0.500 Total Area Entered = 23.45(Ac.) 1 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 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) ' - Soil low loss rate (decimal) --------------------------------------------------------------- 0.500 U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit-time-period Time of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ' --------------------------------------------------------------------- 1 0.083 170.684 37.833 8.941 2 0.167 341.368 45.465 10.745 3 0.250 512.052 10.106 2.388 ' 4 0.333 5 0.417 682.736 853.420 4.239 2.357 1.002 0.557 ----------------------------------------------------------------------- Sum = 100.000 Sum= 23.633 ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.209 0.281 0.104 0.10 2 0.17 1.30 0.209 0.281 0.104 0.10 3 0.25 1.10 0.177 0.281 0.088 0.09 4 0.33 1.50 0.241 0.281 0.120 0.12 5 0.42 1.50 0.241 0.281 0 120 0.12 t 6 0.50 1.80 0.289 0.281 0.01 7 0.58 1.50 0.241 0.281 0.120 0.12 8 0.67 1.80 0.289 0.281 - -- 0.01 9 0.75 1.80 0.289 0.281 - -- 0.01 10 0.83 1.50 0.241 0.281 0.120 0.12 11 0.92 1.60 0.257 0.281 0.128 0.13 12 1.00 1.80 0.289 0.281 0.01 13 1.08 2.20 0.353 - -- 0.281 0.07 14 1.17 2.20 0.353 0.281 0.07 15 1.25 2.20 0.353 0.281 - -- 0.07 ' 16 17 1.33 2.00 1.42 2.60 0.321 0.417 0.281 - -- 0.281 0.04 0.14 18 1.50 2.70 0.433 0.281 0.15 19 1.58 2.40 0.385 0.281 - -- 0.10 1 20 1.67 2.70 0.433 0.281 - -- 0.15 f F1 1 1 f� 21 1.75 3.30 0.530 0.281 - -- 0.25 22 1.83 3.10 0.498 0.281 - -- 0.22 23 1.92 2.90 0.465 0.281 - -- 0.18 24 2.00 3.00 0..482 0.281 - -- 0.20 25 2.08 3.10 0.498 0.281 - -- 0.22 26 2.17 4.20 0.674 0.281 - -- 0.39 27 2.25 5.00 0.803 0.281 - -- 0.52 28 2.33 3.50 0.562 0.281 - -- 0.28 29 2.42 6.80 1.091 0.281 - -- 0.81 30 2.50 7.30 1.172 0.281 - -- 0.89 31 2.58 8.20 1.316 0.281 - -- 1.04 32 2.67 5.90 0.947 0.281 - -- 0.67 33 2.75 2.00 0.321 0.281 - -- 0.04 34 2.83 1.80 0.289 0.281 - -- 0.01 35 2.92 1.80 0.289 0.281 - -- 0.01 36 3.00 0.60 0.096 0.281 0.048 0.05 Sum = 100.0 Sum = 7.5 Flood volume = Effective rainfall 0.63(In) times area 23.4(Ac.) /[(In) /(Ft.)] = 1.2(Ac.Ft) Total soil loss = 0.71(In) Total soil loss = 1.391(Ac.Ft) Total rainfall = 1.34(In) Flood volume = 53274.2 Cubic Feet Total soil loss = 60582.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 21.346(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0064 0.93 VQ 0 +10 0.0206 2.05 V Q 0 +15 0.0355 2.16 V 0 +20 0.0518 2.38 V Q I it 0 +25 0.0708 2.74 VQ I i 0 +30 0.0831 1.80 Q 0 +35 ,0.0943 1.62 QV 0 +40 0.1051 1.57 QV 0 +45 0.1087 0.52 Q V 0 +50 0.1177 1.31 V 1 I 0 +55 0.1352 2.54 IQ QV 1+ 0 0.1472 1.75 Q V 1+ 5 0.1553 1.16 IQ V I i 1 +10 0.1665 1.64 Q V 1 +15 0.1781 1.67 Q V 1 +20 0.1876 1.38 Q V 1 +25 0.2009 1.94 Q V 1 +30 0.2218 3.04 Q V 1 +35 0.2423 2.98 Q V 1 +40 0.2631 3.01 Q V 1 +45 0.2930 4.34 Q VI 1 +50 0.3285 5.17 Q V 1+55 2 + 0 0.3934 4.63 Q IV V 2+ 5 0.4271 4.89 I Q I V 2 +10 0.4727 6.63 Q I V 2 +15 0.5396 9.71 I Q V 2 +20 0.6043 9.39 I Q V' 2 +25 0.6871 12.03 Q 2 +30 0.8118 18.09 2 +35 0.9588 21.35 2 +40 1.0978 20.18 2 +45 1.1759 11.34 Q 2 +50 1.2008 3.63 Q 2 +55 1.2112 1.50 3+ 0 1.2177 0.95 IQ Q 3+ 5 1.2216 0.57 Q 3 +10 1.2225 0.13 Q 3 +15 1.2228 0.05 Q 3 +20 ----------------------------------------------- 1.2230 0.03 Q - - - - -- V Q V Q Q V V V V1 VII V' V V V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 1 Study date 08/24/04 File: wtrmark1610.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Fomotor Engineering, Palm Springs, CA - SIN 788 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- WATERMARK VILLAS AT SilverRock Ranch DEVELOPED CONDITION 10 YEAR STORM - 6 HOUR DURATION --------------------------------------------------------------------- Drainage.Area = 23.45(Ac.) = 0.037 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 23.45(Ac.) = 0.037 Sq. Mi. Length along longest watercourse = 1620.43(Ft.) 1 Length along longest watercourse measured to centroid = 435.16(Ft.) Length along longest watercourse = 0.307 Mi. Length along longest watercourse measured to centroid = 0.082 Mi. Difference in elevation = 7.24(Ft.) Slope along watercourse = 23.5908 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.049 Hr. Lag time = 2.93 Min. 25% of lag time = 0.73 Min.. t, 40% of lag time = 1.17 Min. Unit time 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 23.45 1.20 28.14 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 23.45 2.75 64.49 STORM EVENT (YEAR) = 10.00 Area Averaged 2 -Year Rainfall = 1.200(In) IArea Averaged 100 -Year Rainfall = 2.750(In) 1 Point rain (area averaged) = 1.838(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.838(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 23.450 56.00 0.500 Total Area Entered = 23.45(Ac.) 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 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F). (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low loss rate (decimal) = ---- ---- ----- ----- ---------- -- -------- 0.500 - ------------------------------ U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data �, ------------ - -------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 --------------------------------------------------------------------- 1 0.083 170.684 37.833 8.941 2 0.167 341.368 45.465 10.745 3 0.250 512.052 10.106 2.388 4 0.333 682.736 4.239 1.002 5 0.417 853.420 2.357 0.557 ----------------------------------------------------------------------- Sum = 100.000 Sum= 23.633 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.110 0.281 0.055 0.06 2 0.17 0.60 0.132 0.281 0.066 0.07 3 0.25 0.60 0.132 0.281 0.066 0.07 4 0.33 0.60 0.132 0.281 0.066 0.07 5 0.42 0.60 0.132 0.281 0.066 0.07 6 0.50 0.70 0.154 0.281 0.077 0.08 7 0.58 0.70 0.154 0.281 0.077 0.08 8 0.67 0.70 0.154 0.281 0.077 0.08 9 0.75 0.70 0.154 0.281 0.077 0.08 10 0:.83 0.70 0.154 0.281 0.077 0.08 11 0:32 0.70 0.154 0.281 0.077 0.08 12 1.00 0.80 0.176 0.281 0.088 0.09 13 1.08 0.80 0.176 0.281 0.088 0.09 14 1.17 0.80 0.176 0.281 0.088 0.09 15 1.25. 0.80 0.176 0.281 0.088 0.09 16 17 1..33 0.80 1.42 0.80 0.176 0.176 0.281 0.281 0.088 0.088 0.09 0.09 18 1.50 0.80 0.176 0.281 0.088 0.09 19 1.58 0.80 0.176 0.281. 0.088 0.09 l 20 1.67 0-.80 0.176 0.281 0.088 0.09 1 21 1.75 0.80 0.176 0.281 0.088 0.09 22 1.83 0.80 0.176 0.281 0.088 0.09 23 1.92 0.80 0.176 0.281 0.088 0.09 24 2.00 0.90 0.198 0.281 0.099 0.10 25 2.08 0.80 0.176 0.281 0.088 0.09 26 2.17 0.90 0.198 0.281 0.099 0.10 27 2.25 0.90 0.198 0.281 0.099 0.10 28 2.33 0.90 0.198 0.281 0.099 0.10 29 2.42 0.90 0.198 0.281 0.099 0.10 30 2.50 0.90 0.198 0.281 0.099 0.10 31 32 2.58 2.67 0.90 0.90 0.198' 0.198 0.281 0.281 0.099 0.099 0,10 0.10 33 2.75 1.00 0.221 0.281 0.110 0.11 34 2.83 1.00 0.221 0.281 0.110 0.11 35 36 2.92 3.00 1.00 1.00 0.221 0.221 0.281 0.281 0.110 0.110 0.11 0.11 37 3.08 1.00 0.221 0.281 0.110 0.11 38 3.17 1.10 0.243 0.281 0.121 0.12 39 3.25 1.10 0.243 0.281 0.121 0.12 40 3.33 1.10 0.243 0.281 0.121 0.12 41 3.42 1.20 0.265 0.281 0.132 0.13 42 3.50 1.30 0.287 0.281 - -- 0.01 43 3.58 1.40 0.309 0.281 0.03 44 3.67 1.40 0.309 0.281 ___ 0.03 45 3.75 1.50 0.331 0.281 - -- 0.05 46 3.83 1.50 0.331 .0.281 - -- 0.05 47 3.92 1.60 0.353 0.281 0.07 48 4.00 1.60 0.353 0.281 ___ 0.07 49 4.08 1.70 0.375 0.281 - -- 0.09 50 4.17 1.80 0.397 0.281 - -- 0.12 51 4.25 1.90 0.419 0.281 - -- 0.14 52 4.33 2.00 0.441 0.281 0.16 53 4.42 2.10 0.463 0.281 - -- 0.18 54 55 4.50 4.58 2.10 2.20 0.463 0.485 0.281 0.281 - -- 0.18 0.20 56 4.67 2.30 0.507 0.281 ___ 0.23 57 4.75 2.40 0.529 0.281 - -- 0.25 I 58 59 4.83 4.92 2.40 2.50 0.529 0.551 0.281 0.281 - -- - -- 0.25 0.27 60 5.00 2.60 0.573 0.281 - -- 0.29 61 5.08 3.10 0.684 0.281 - -- 0.40 62 5.17 3.60 0.794 0.281 - -- 0.51 63 5.25 3.90 0.860 0.281 - -- 0.58 64 5.33 4.20 0.926 0.281 - -- 0.65 65 5.42 4.70 1.036 0.281 - -- 0.76 66 5.50 5.60 1.235 0.281 0.95 ' 67 5.58 1.90 0.419 0.281 ___ 0.14 68 5.67 0.90 0.198 0.281 0.099 0.10 69 5.75 0.60 0.132 0.281 0.066 0.07 70 5.83 0.50 0.110 0.281 0.055 0.06 71 5.92 0.30 0.066 0.281 0.033 0.03 72 6.00 0.20 0.044 0.281 0.022 0.02 Sum = Flood 100.0 volume = Effective rainfall 0.89(In) Sum = 10.7 times area 23 .4 (Ac.) / [ (In) / (Ft.) ] = 1.7 (Ac.Ft) Total soil loss = 0.95(In) Total soil loss = 1.848(Ac.Ft) Total rainfall 1:84(In) Flood volume = 75899.8 Cubic Feet Total soil loss = 80517.5 Cubic Feet -------------------------------------------------------------- - - - - -- Peak flow rate of this hydrograph 19.062(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a.p h -7 ------------------------------------------------------------------ Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume AC.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0034 0.49 Q I 0 +10 0.0116 1.18 V Q I 0 +15 0.0214 1.43 V Q 0 +20 0.0319 1.52 V Q 0 +25 0.0426 1.56 V Q 0 +30 0.0541 1.66 V Q 0 +35 0.0663 1.78 V Q 0 +40 0.0788 1.81 V Q 0 +45 0.0913 1.82 VQ 0 +50 0.1039 1.82 VQ 0 +55 0.1164 1.82 VQ 1+ 0 0.1297 1.92 VQ 1+ 5 0.1437 2.04 VQ 1 +10 0.1580 2.07 VQ 1 +15 0.1723 2.08 VQ 1 +20 0.1867 2.09 Q 1 +25 0.2010 2.09 Q 1 +30 0.2154 2.09 1 +35 0.2298 2.09 QV i 1 +40 0.2441 2.09 QV 1 +45 0.2585 2.09 QV i 1 +50 0.2729 2.09 Q V 1 +55 0.2872 2.09 Q V 2+ 0 0.3023 2.18 Q V 2+ 5 0.3174 2.20 Q V i 2 +10 0.3327 .2.21 Q V 2 +15 0.3486 2.31 Q V 2 +20 0.3647 2.34 Q V 2 +25 0.3808 2.34 Q V 2 +30 0.3970 2.35 Q V 2 +35 0.4131 2.35 Q V 2 +40 0.4293 2.35 Q VI 2 +45 0.4461 2.44 Q V 2 +50 0.4638 2.56 Q V i 2 +55 0.4816 2.59 Q V 3+ 0 0.4995 2.60 I Q V 3+ 5 0.5175 2.61 I Q V 3 +10 0.5361 2.71 Q V 3 +15 0.5556 2.82 I Q V 3 +20 0.5752 2.85 Q V 3 +25 0.5956 2.96 Q V 3 +30 0.6090 1.95 I Q V 3 +35 0.6146 0.82 Q V f 3 +40 0.6199 0.76 Q V 3 +45 0.6260 0.89 Q V 3 +50 0.6334 1.08 Q V 3 +55 0.6427 1.34 Q V 4+ 0 0.6537 1.60 Q V 4+ 5 0.6665 1.86 Q V 4 +10 0.6825 2..32 Q V 4 +15 0.7019 2.82 Q V 4 +20 0.7248 3.33 Q I V 4 +25 0.7513 3.85 ( Q I V 4 +30 0.7800 4.17 I Q I V 4 +35 0.8107 4.46 Q I V I 4 +40 0.8447 4.93 QI VI 4 +45 0.8820 5.42 I Q V 4 +50 0.9215 5.74 I IQ IV 4 +55 0.9630 6.02 I I Q I V I 5+ 0 1.0077 6.49 I Q I V 5+ 5 1.0613 7.78 I Q I V 5 +10 1.1303 10.02 I Q V 5 +15 1.2136 12.10 I i Q V 5 +20 1.3086 13.79 Q V 5 +25 1.4175 15.82 QV 5 +30 1.5488 19.06 V Q 5 +35 1.6470 14.26 I Q V 5 +40 1.6867 5.77 IQ V 5 +45 1.7099 3.37 Q V 5 +50 1.7245 2.11 Q V 5 +55 1.7329 1.22 Q V 6+ 0 1.7384 0.81 Q V 6+ 5 1.7413 0.41 Q V 6 +10 1.7421 0.12 Q V 6 +15 1.7423 0.04 Q V 6 +20 ---------------------------=------------------------------------- 1.7424 0.01 Q - - V - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 08/24/04 File: wtrmarkl2410.out j+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Fomotor Engineering, Palm Springs, CA - SIN 788 I ------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------- ------- --- ----------- ------ --------------------------------- `VATERMARR VILLAS AT SilverRock Ranch DEVELOPED CONDITION ' 10 YEAR STORM - 24 HOUR DURATION --------------------------------------------------------------------- Drainage Area = 23.45(Ac.) = 0.037 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 23.45(Ac.) = 0.037 Sq. Mi. Length along longest watercourse = 1620.43(Ft.) Length along longest watercourse measured to centroid = 435.16(Ft.) Length along longest watercourse = 0.307 Mi. Length along longest watercourse measured to centroid = 0.082 Mi. Difference in elevation = 7.24(Ft.) Slope along watercourse = 23.5908 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.049 Hr. Lag time = 2.93 Min. 1 25% of lag time = 0.73 Min. 40% of lag time = 1.17 Min. Unit time = 5.00 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] 23.45 1.60 37.52 100 YEAR Area rainfall data: 1 Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 23.45 4.80 112.56 STORM EVENT (YEAR) = 10.00 Area Averaged 2 -Year Rainfall = 1.600(ln) Id 1 Area Averaged 100 -Year Rainfall = 4.800(In) Point rain (area averaged) = 2.917(In) Areal adjustment factor = 100.00 W Adjusted average point rain = 2.916(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious I 23.450 56.00 0.500 Total Area Entered = 23.45(Ac.) 1 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 1.000 0.281 Sum (F) = 0.281 Area averaged mean soil loss (F) (In /Hr) = 0.281 Minimum soil loss rate ((In /Hr)) = 0.140 (for 24 hour storm duration) Soil low loss rate (decimal) = ---- ---- ----- ----- ---------- -- -------- 0.500 - ------------------------------ U n i t H y d r o g r a p h VALLEY S -Curve -- Y--------- - - - - -- Unit -------------------------------------------- Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 170.684 37.833 8.941 2 0.167 341.368 45.465 10.745 3 0.250 512.052 10.106 2.388 4 0.333 682.736 4.239 1.002 5 1 0.417 853.420 2.357 0.557 ----------------------------------------------------------------------- Sum = 100.000 Sum= 23.633 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.023 0.498 0.012 0.01 2 0.17 0.07 0.023 0.496 0.012 0.01 3 0.25 0.07 0.023 0.494 0.012 0.01 4 0.33 0.10 0.035 0.492 0.017 0.02 5 0.42 0.10 0.035 0.490 0.017 0.02 6 0.50 0.10 0.035 0.488 0.017 0.02 7 0.58 0.10 0.035 0.487 0.017 0.02 8 0.67 0.10 0.035 0.485 0.017 0.02 9 0-.75 0.10 0.035 0.483 0.017 0.02 10 0.83 0.13 0.047 0.481 0.023 0.02 11 0.92 0.13 0.047 0.479 0.023 0.02 12 1.00 0.13 0.047 0.477 0.023 0.02 13 1.08 0.10 0.035 0.475 0.017 0.02 14 1.17 0.10 0.035 0.473 0.017 0.02 15 1.25 0.10 0.035 0.471 0.017 0.02 16 17 1.33 0.10 1.42 0.10 0.035 0.035 0.470 0.468 0.017 0.017 0.02 0.02 18 1.50 0.10 0.035 0.466 0.017 0.02 19 1.58 0.10 0.035 0.464 0.017 0.02 I20 1.67 0.10 0.035 0.462 0.017 0.02 Ci 'I t t 1 21 1.75 0.10 0.035 0.460 0.017 0.02 22 1.83 0.13 0.047 0.458 0.023 0.02 23 1.92 0.13 0.047 0.457 0.023 0.02 24 2.00 0.13 0.047 0.455 0.023 0.02 25 2.08 0.13 0.047 0.453 0.023 0.02 26 2.17 0.13 0.047 0.451 0.023 0.02 27 2.25 0.13 0.047 0.449 0.023 0.02 28 2.33 0.13 0.047 0.447 0.023 0.02 29 2.42 0.13 0.047 0.446 0.023 0.02 30 2.50 0.13 0.047 0.444 0.023 0.02 31 2.58 0.17 0.058 0.442 0.029 0.03 32 2.67 0.17 0.058 0.440 0.029 0.03 33 2.75 0.17 0.058 0.438 0.029 0.03 34 2.83 0.17 0.058 0.436 0.029 0.03 35 2.92 0.17 0.058 0.435 0.029 0.03 _36 3.00 0.17 0.058 0.433 0.029 0.03 37 3.08 0.17 0.058 0.431 0.029 0.03 38 3.17 0.17 0.058 0.429 0.029 0.03 39 3.25 0.17 0.058 0.427 0.029 0.03 40 3.33 0.17 0.058 0.426 0.029 0.03 41 3.42 0.17 0.058 0.424 0.029 0.03 42 3.50 0.17 0.058 0.422 0.029 0.03 43 3.58 0.17 0.058 0.420 0.029 0.03 44 3.67 0.17 0.058 0.419 0.029 0.03 45 3.75 0.17 0.058 0.417 0.029 0.03 46 3.83 0.20 0.070 0.415 0.035 0.03 47 3.92 0.20 0.070 0.413 0.035 0.03 48 4.00 0.20 0.070 0.412 0.035 0.03 49 4.08 0.20 0.070 0.410 0.035 0.03 50 4.17 0.20 0.070 0.408 0.035 0.03 51 4.25 0.20 0.070 0.406 0.035 0.03 52 4.33 0.23 0.082 0.405 0.041 0.04 53 4.42 0.23 0.082 0.403 0.041 0.04 54 4.50 0.23 0.082 0.401 0.041 0.04 55 4.58 0.23 0.082 0.399 0.041 0..04 56 4.67 0.23 0.082 0.398 0.041 0.04 57 4.75, 0.23 0.082 0.396 0.041 0.04 58 4.83 0.27 0.093 0.394 0.047 0.05 59 4.92 0.27 0.093 0.393 0.047 0.05 60 5.00 0.27 0.093 0.391 0.047 0.05 61 5.08 0.20 0.070 0.389 0.035 0.03 62 5.17 '0.20 0.070 0.388 0.035 0.03 63 5.25 0.20 0.070 0.386 0.035 0.03 64 5.33 0.23 0.082 0.384 0.041 0.04 65 5.42 0.23 0.082 0.382 0.041 0.04 66 5.50 0.23 0.082 0.381 0.041 0.04 67 5.58 0.27 0.093 0.379 0.047 0.05 68 5.67 0.27 0.093 0.377 0.047 0.05 69 5.75 0.27 0.093 0.376 0.047 0.05 70 5.83 0.27 0.093 0.374 0.047 0.05 71 5.92 0.27 0.093 0.372 0.047 0.05 72 6.00 0.27 0.093 0.371 0.047 0.05 73 6.08' 0.30 0.105 0.369 0.052 0.05 74 6.17 0.30 0.105 0.368 0.052 0.05 75 6.25 0.30 0.105 0.366 0.052 0.05 76 6.33 0.30 0.105 0.364 0.052 0.05 77 6.42 0.30 0.105 0.363 0.052 0.05 78 6.50 0.30 0.105 0.361 0.052 0.05 79 6.58 0.33 0.117 0.359 0.058 0.06 80 6.67 0.33 0.117 0.358 0.058 0.06 81 6.75 0.33 0.117 0.356 0.058 0.06 L� 82 6.83 0.33 0.117 0.355 0.058 0.06 83 6.92 0.33 0.117 0.353 0.058 0.06 84 7.00 0.33 0.117 0'.351 0.058 0.06 85 7.08 0.33 0.117 0.350 0.058 0.06 86 7.17- 0.33 0.117 0.348 0.058 0.06 87 7.25 0.33 0.117 0.347 0.058 0.06 88 7.33 0.37 0.128 0.345 0.064 0.06 1 89 7.42 0.37 0.128 0.343 0.064 0.06 90 7.50 0.37 0.128 0.342 0.064 0.06 91 7.58 0.40 0.140 0.340 0.070 0.07 92 93 7.67 7.75 0.40 0.40 0.140 0.140 0.339 0.337 0.070 0.070 0.07 0.07 94 7.83 0.43 0.152 0.336 0.076 0.08 95 7.92 0.43 0.152 0.334 0.076 0.08 96 8.00 0.43 0.152 0.332 0.076 0.08 1 97 8.08 0.50 0.175 0.331 0.087 0.09 98 8.17 0.50 0.175 0.329 0.087 0.09 99 8.25 0.50 0.175 0.328 0.087 0.09 100 8.33 0.50 0.175 0.326 0.087 0.09 101 8.42 0.50 0.175 0.325 0.087 0.09 102 8.50 0.50 0.175 0.323 0.087 0.09 103 8.58 0.53 0.187 0.322 0.093 0.09 104 8.67 0.53 0.187 0.320 0.093 0.09 105 8.75 0.53 0.187 0.319 0.093 0.09 106 8.83 0.57 0.198 0.317 0.099 0.10 107 8.92 0.57 0.198 0.316 0.099 0.10 108 9.00 0.57 0.198 0.314 0.099 0.10 109 9.08 0.63 0.222 0.313 0.111 0.11 110 9.17 0.63 0.222 0.311 0.111 0.11 I 111 112 9.25 9.33 0.63 0.67 0.222 0.233 0.310 0.308 0.111 0.117 0.11 0.12 113 9.42 0.67 0.233 0.307 0.117 0.12 114 9.50 0.67 0.233 0.305 0.117 0.12 115 116 9.58 9.67 0.70 0.70 0.245 0.245 0.304 0.302 0.122 0.122 0.12 0.12 117 9.75 0.70 0.245 0.301 0.122 0.12 118 9.83 0.73 0.257 0.300 0.128 0.13 119 9.92 0.73 0.257 0.298 0.128 0.13 1 120 10.00 0.73 0.257 0.297 0.128 0.13 121 10.08 0.50 0.175 0.295 0.087 0.09 122 10.17 0.50 0.175 0.294 0.087 0.09 123 10.25 0.50 0.175 0.292 0.087 0.09 124 10.33 0.50 0.175 0.291 0.087 0.09 125 10.42 0.50 0.175 0.290 0.087 0.09 126 10.50 0.50 0.175 0.288 0.087 0.09 127 10.58 0.67 0.233 0.287 0.117 0.12 I 128 10.67 0.67 0.233 0.285 0.117 0.12 129 10.75 0.67 0.233 0.284 0.117 0.12 130 10.83 0.67 0.233 0.283 0.117 0.12 131 10.92 0.67 0.233 0.281 0.117 0.12 132 11.00 0.67 0.233 0.280 0.117 0.12 133 11.08 0.63 0.222 0.278 0.111 0.11 134 135 11.17 11.25 0.63 0.63 0.222 0.222 0.277 0.276 0.111 0.111 0.11 0.11 136' 11.33 0.63 0.222 0.274 0.111 0.11 137 11.42 0.63 0.222 0.273 0.111 0.11 138 11.50 0.63 0.222 0.272 0.111 0.11 139 11.58 0.57 0.198 0.270 0.099 0.10 140 11.67 0.57 0.198 0.269 0.099 0.10 141 11.75 0.57 0.198 0.268 0.099 0.10 I142 11.83 0.60 0.210 0.266 0.105 0.10 i 143 11.92 0.60 0.210 0.265 0.105 0.10 144 12.00 0.60 0.210 0.264 0.105 0.10 145 12.08 0.83 0.292 0.262 - -- 0.03 146 12.17 0.83 0.292 0.261 0.03 147 12.25 0.83 0.292 0.260 ___ 0.03 148 12.33 0.87 0.303 0.258 - -- 0.04 149 12.42 0.87 0.303 0.257 - -- 0.05 1 150 12.50 0.87 0.303 0.256 0.05 151 12.58 0.93 0.327 0.254 =__ 0.07 152 12.67 0.93 0.327 0.253 - -- 0.07 1 153 154 12.75 12.83 0.93 0.97 0.327 0.338 0.252 0.251 - -- 0.07 0.09 155 12.92 0.97 0.338 0.249 0.09 156 13.00 0.97 0.338 0.248 - -- 0.09 ' 157 158 13.08 13.17 1.13 1.13 0.397 0.397 0.247 0.246 - -- 0.15 0.15 159 13.25 1.13 0.397 0.244 =__ 0.15 160 13.33 1.13 0.397 0.243 - -- 0.15 161 13.42 1.13 0.397 0.242 0.15 162 13.50 1.13 0.397 0.241 =__ 0.16 163 13.58 0.77 0.268 0.239 - -- 0.03 164 13.67 0.77 0.268 0.238 - -- 0.03 165 13.75 0.77 0.268 0.237 0.03 166 13.83 0.7.7 0.268 0.236 =_= 0.03 167 13.92 0.77 0.268 0.235 - -- 0.03 168 14.00 0.77 0.268 0.233 - -- 0.03 169 14.08 0.90 '0.315 0.232 0.08 170 14.17 0.90 0.315 0.231 =__ 0.08 171 14.25 0.90 0.315 0.230 - -- 0.09 172 14.33 0.87 0.303 0.229 - -- 0.07 173 14.42 0.87 0.303 0.227 - -- 0.08 174 14.50 0.87 0.303 0.226 - -- 0.08 175 14.58 0.87 0.303 0.225 - -- 0.08 176 177 14.67 14.75 0.87 0.87 0.303 0.303 0.224 0.223 - -- 0.08 0.08 178 14.83 0.83 0.292 0.222 0.07 179 14.92 0.83 0.292 0.221 - -- 0.07 180 15.00 0.83 0.292 0.219 0.07 1 181 15.08 0.80 0.280 0.218 =__ 0.06 182 15.17 0.80 0.280 0.217 - -- 0.06 183 15.25 0.80 0.280 0.216 - -- 0.06 184 15.33 0.77 0.268 0.215 - -- 0.05 185 15.42 0.77 0.268 0.214 0.05 186 15.50 0.77 0.268 0.213 - -- 0.06 187 15.58 0.63 0.222 0.212 - -- 0.01 188 15.67 0.63 0.222 0.211 0.01 1 189 15.75 0.63 0.222 0.210 __- 0.01 190 15.83 0.63 0.222 0.208 - -- 0.01 191 15.92 0.63 0.222 0.207 - -- 0.01 192 16.00 0 -63 0.222 0.206 - -- 0.02 193 16.08 0.13 0.047 0.205 0.023 0.02 194 16.17 0.13 0.047 0.204 0.023 0.02 195 16.25 0.13 0.047 0.203 0.023 0.02 1 196 16.33 0.13 0.047 0.202 0.023 0.02 197 16.42 0.43 0.047 0.201 0.023 0.02 198 16.50 0.13 0.047 0.200 0.023 0.02 199 200 16.58 16.67 0.10 0.10 0.035 0.035 0.199 0.198 0.017 0.017 0.02 0.02 201 16.75 0.10 0.035 0.197 0.017 0.02 202 16.83 0.10 0.035 0.196 0.017 0.02 203 16.92 0.10 0.035 0.195 0.017 0.02 1 ' 204 17.00 0.10 0.035 0.194 0.017 0.02 18.25 205 17.08 0.17 0.058 0.193 0.029 0.03 0.13 206 17.17 0.17 0.058 0.192 0.029 0.03 0.047 207 17.25 0.17 0.058 0.191 0.029 0.03 1 208 17.33 0.17 0.058 0.190 0.029 0.03 209 17.42 0.17 0.058 0.189 0.029 0.03 210 17.50 0.17 0.058 0.188 0.029 0.03 ' 211 17.58 0.17 0.058 0.187, 0.029 0.03 212 17.67 0.17 0.058 0.186 0.029 0.03 213 17.75 0.17 0.058 0.185 0.029 0.03 214 215 17.83 17.92 0.13 0.13 0.047 0.047 0.185 0.184 0.023 0.023 0.02 0.02 216 18.00 0.13 0.047 0.183 0.023 0.02 217 18.08 0.13 0.047 0.182 0.023 0.02 218 18.17 0.13 0.047 0.181 0.023 0.02 ' 219 18.25 0.13. 0.047 0.180 0.023 0.02 220 18.33 0.13 0.047 0.179 0.023 0.02 221 18.42 0.13 0.047 0.178 0.023 0.02 222 18.50 0.13 0.047 0.177 0.023 0.02 223 1 18.58 0.10 0.035 0.177 0.017 0.02 224 18.67 0.10 0.035 0.176 0.017 0.02 225 18.75 0.10 0.035 0.175 0.017 0.02 241 226 18.83 0.07 0.023 0.174 0.012 0.01 20.17 227 18.92 0.07 0.023 0.173 0.012 0.01 0.10 228 19.00 0.07 0.023 0.172 0.012 0.01 0.035 229 19.08 0.10 0.035 0.172 0.017 0.02 1 230 19.17 0.10 0.035 0.171 0.017 0.02 231 19.25 0.10 0.035 0.170 0.017 0.02 232 19.33 0.13 0.047 0.169 0.023 0.02 ' 233 234 19.42 19.50 0.13 0.13 0.047 0.047 0.168 0.168 0.023 0.023 0.02 0.02 235 19.58 0.10 0.035 0.167 0.017 0.02 236 19.67 0.10 0.035 0.166 0.017 0.02 237 238 19.75 19.83 0.10 0.07 0.035 0.023 0.165 0.165 0.017 0.012 0.02 0.01 239 19.92 0.07 0.023 0.164 0.012. 0.01 240 20.00 0.07 0.023 0.163 0.012 0.01 241 20.08 0.10 0.035 0.162 0.017 0.02 242 1 20.17 0.10 0.035 0.162 0.017 0.02 243 20.25 0.10 0.035 0.161 0.017 0.02 244 20.33 0.10 0.035 0.160 0.017 0.02 245 20.42 0.10 0.035 0.160 0.017 0.02 246 20.50 0.10 0.035 0.159 0.017 0.02 247 20.58 0.10 0.035 0.158 0.017 0.02 248 20.67 0.10 0.035 0.158 0.017 0.02 260 249 20.75 0.10 0.035 0.157 0.017 0.02 21.75 250 20.83 0.07 0.023 0.156 0.012 0.01 0.07 251 20.92 0.07 0.023 0.156 0.012 0.01 0.023 252 21.00 0.07 0.023 0.155 0.012 0.01 1 25.3 21.08 0.10 0.035 :0.154 0.017 0.02 254 21.17 0.10 0.035 °0.154 0.017 0.02 255 21.25 0.10 0.035 0.153 0.017 0.02 ' 256 257 21.33 21.42 0.07 0.07 0.023 0.023 0.153 0.152 0.012 0.012 0.01 0.01 258 21.50 0.07 0.023 :.0.152 0.012 0.01 259 21.58 0.10 0.035 °0.151 0.017 0.02 260 21.67 0.10 0.035 :0.150 0.017 0.02 261 21.75 0.10 0.035 0.150 0.017 0.02 262 21.83 0.07 0.023 0.149 0.012 0.01 263 21.92 0.07 0.023 0.149 0.012 0.01 264 22.00 0.07 0.023 0.148 0.012 0.01 1 t 265 22.08 0.10 0.035 0.148 0.017 0.02 266 22.17 0.10 0.035 0.147 0.017 0.02 267 22.25 0.10 0.035 0.147 0.017 0.02 268 22.33 0.07 0.023 0.146 0.012 0.01 269 22.42 0.07 0.023 0.146 0.012 0.01 270 22.50 0.07 0.023 0.146 0.012 0.01 271 22.58 0.07 0.023 0.145 0.012 0.01 272 22.67 0.07 0.023 0.145 0.012 0.01 273 22.75 0.07 0.023 0.144 0.012 0.01 274 22.83 0.07 0.023 0.144 0.012 0.01 275 22.92 0.07 0.023 0.144 0.012 0.01 276 23.00 0.07 0.023 0.143 0.012 0.01 277 23.08 0.07 0.023 0.143 0.012 0.01 278 23.17 0.07 0.023 0.143 0.012 0.01 279 23.25 0.07 0.023 0.142 0.012 0.01 280 23.33 0.07 0.023 0.142 0.012 0.01 281 23.42 0.07 0.023 0.142 0.012 0.01 282 23.50 0.07 0.023 0.141 0.012 0.01 283 23.58 0.07 0.023 0.141 0.012 0.01 284 23.67 0.07 0.023 0.141 0.012 0.01 285 23.75 0.07 0.023 0.141 0.012 0.01 286 23.83 0.07 0.023 0.141 0.012 0.01 287 23.92 0.07 0.023 0.141 0.012 0.01 288 24.00 0.07 0.023 0.140 0.012 0.01 Sum = 100.0 Sum = 13.5 Flood volume = Effective rainfall 1.12(In) times area 23.4 (Ac. ) / [ (In) / (Ft.) ] = 2.2 (Ac.Ft) Total soil loss = 1.79(In) Total soil loss = 3.502(Ac.Ft) ' Total rainfall = 2.92(In) Flood volume = 95707.0 Cubic Feet Total soil loss = 152544.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 3.663(CFS)---------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M --------------- R- u -n -o -f f -H y d r o g r a p h ' - - - - - -- ----------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ii C� 0+ 5 0.0007 0.10 Q I 0 +10 0.0023 0.23 Q f 0 +15 0.0041 0.26 VQ 0 +20 0.0063 0.32 VQ i 1 0 +25 0 +30 0.0090 0.0118 0.39. 0.40 VQ VQ 0 +35 0.0146 0.41 VQ 0 +40 0.0174 0.41 VQ 0 +45 0.0203 0.41 VQ ' 0 +50 0.0235 0.47 VQ 0 +55 0.0271 0.53 V Q 1+ 0 0.0309 0.54 V Q 1+ 5 0.0343 0.50 VQ ' 1 +10 0.0373 0.44 VQ 1 +15 0.0402 0.42 .VQ I 1 +20 0.0431 0.42 VQ i ii C� 1 +25 0.0459 0.41 VQ 1 +30 0.0488 0.41 VQ 1 +35 0.0516 0.41 VQ 1 +40 0.0545 0.41 VQ 1 +45 0.0573 0.41 IQ 1 +50 0.0605 0.47 IQ 1 +55 0.0642 0.53 IVQ 2+ 0 0.0679 0.54 IVQ 2+ 5 0.0717 0.55 IVQ 2 +10 0.0755 0.55 VQ 2 +15 0.0793 0.55 VQ 2 +20 0.0831 0.55 VQ 2 +25 0.0869 0.55 VQ 2 +30 0.0907 0.55 VQ 2 +35. 0.0949 0.60 VQ 2 +40 0.0994 0.67 VQ 2 +45 0.1041 0.68 VQ 2 +50 0.1089 0.69 VQ 2 +55 0.1136 0.69 Q 3+ 0 0.1184 0.69 Q 3+ 5 0.1231 0.69 Q 3 +10 0.1279 0.69 Q 3 +15 0.1326 0.69 Q 3 +20 0.1374 0.69 Q 3 +25 0.1421 0.69 Q 3 +30 0.1469 0.69 Q 3 +35 0.1516 0.69 Q 3 +40 0.1564 0.69 Q 3 +45 0.1611 0.69 I Q 3 +50 0.1662 0.74 I QV 3 +55 0.1718 0.80 Q 4+ 0 0.1774 0.82 Q 4+ 5 0.1831 0.82 Q 4 +10 0.1888 0.83 Q 4 +15 0.1945 0.83 Q 4 +20 0.2005 0.88 Q 4 +25 0.2070 0.94 Q 4 +30 0.2136 0.96 I Q 4 +35 0.2202 0.96 I QV 4 +40 0.2269 0.97 I QV 4 +45 0.2335 0.97 I QV 4 +50 0.2405 1.02 I Q 4 +55 0.2480 1.08 i Q 5+ 0 0.2555 1.09 I Q 5+ 5 0.2624 1.00 I QV 5 +10 0.2684 0.87 ( QV 5 +15 0.2742 0.85 I QV 5 +20 0.2803 0.89 I Q V 5 +25 0.2868 0.94 Q V 5 +30 0.2934 0.96 Q V 5 +35 0.3004 1.01 I QV 5 +40 0.3078 1.08 ( QV 5 +45 0.3153 1.09 I QV 5 +50 0.3229 1.10 QV 5 +55 0.3305 1.10 Q V 6+ 0 0..3381 1.10 Q V 6+ 5 0.3461 1.16 Q V 6 +10 0.3545 1.22 Q V 6 +15 0.3630 1.23 Q V 6 +20 0.3715 1.24 Q V 6 +25 0.3800 1.24 Q V l ' 6 +30 0.3886 1.24 Q V 6 +35 0.3975 1.29 Q V 6 +40 0.4068 1.36 Q V 6 +45 ..0.4163 1.37 Q V 6 +50 0.4257 1.38 Q V 6 +55 0.4352 1.38 Q V 7+ 0 0.4447 1.38 Q V 7+ 5 0.4542 1.38 Q V 7 +10 0.4637 1.38 Q V 7 +15 0.4732 1.38 Q V 7 +20 0.4831 1.43 Q V 7 +25 0.4934 1.49 Q V 7 +30 0.5038 1.51 I Q V 7 +35 0.5145 1.57 I Q V 7 +40 0.5258 1.63 Q V 7 +45 0.5371 1.65 Q V 7 +50 0.5489 1.70 Q V 7 +55 0.5610 1.77 Q V 8+ 0 0.5733 1.78 Q V 8+ 5 0.5864 1.89 Q V 8 +10 0.6003 2.02 Q V 8 +15 0.6144 2.05 Q 8 +20 0.6286 2.06 IV Q V 8 +25 0.6429 2.07 Q V 8 +30 0.6571 2.07 Q V 8 +35 0.6717 2.12 8 +40 0.6868 2.18 8 +45 0.7019 2.20 I Q V 8 +50 0.7174 2.26 I Q V 8 +55 0.7334 2.32 I QI V 9+ 0 0.7495 2.34 I Q V 9+ 5 0.7664 2.45 QQ 9 +10 0.7841 2.57 I V V 9 +15 0.8020 2.60 I Q V 9 +20 0.8204 2.67 Q V 9 +25 0.8392 2.74 Q V 9 +30 0.8581 2.75 I Q V 9 +35 0.8775 2.81 I IQ V 9 +40 0.8973 2.87 I Q V 9 +45 0.9172 2.89 Q V 9 +50 0.9374 2.95 Q V 9 +55 0.9582 3.01 Q V 10+ 0 0.9790 3.03 i I Q V 10+ 5 0.9974 2.67 10 +10 1.0127 2.23 I Q I V 10 +15 1.0274 2.13 Q I V 10 +20 1.0418 2.09 Q V 10 +25 1.0561 2.07 Q VI 10 +30 1.0703 2.07• I Q V 10 +35 1.0864 2.33 I Q VI 10 +40 1.1046 2.64 Q V 10 +45 1.1232 2.71 Q V 10 +50 1.1421 2.74 Q V 10 +55 1.1611 2.76 IV 11+ 0 1.1801 2.76 I IQ Q IV 11+ 5 1.1988 2.71 Q IV 11 +10 1.2170 2.64 Q I V 11 +15 1.2351 2.63 Q I V 11 +20 1.2531 2.62 Q I V 11 +25 1.2712 2.62 Q i V 11 +30 1.2892 2.62 Q I V 11 +35 1.3066 2.52 Q I V 11 +40. 1.3230 2.39 QI I V 11 +45 1.3393 2.36 I QI I V I 11 +50 1.3559 2.40 I QI I V I 11 +55 1.3728 2.46 I QI I V I 12+ 0 1.3898 2.47 I QI I V 12+ 5 .1.4022 1.80 I Q I I V 12 +10 1.4092 1.01 I 12 +15 1.4150 0.85 I QQ I V 12 +20 1.4213 0.91 I Q V 12 +25 1.4283 1.02 I Q = V 12 +30 1.4357 1.08 I Q I I V 12 +35 1.4449 1.33 Q V 12 +40 1.4561 1.62 Q V 12 +45 1.4678 1.70 Q V 12 +50 1.4806 1.86 Q V 12 +55 1.4946 2.03 Q V 13+ 0 1.5090 2.09 Q V 13+ 5 1.5273 2.65 Q V 13 +10 1.5501 3.32 Q V 13 +15 1.5741 3.48 Q V 13 +20 1.5987 3.57 Q V 13 +25 1.6237 3.63 Q V 13 +30 1.6489 3.66 Q V 13 +35 1.6665 2.54 I Q V "13 +40 1.6747 1.19 I Q V 13 +45' 1.6810 0.92 Q V 13 +50 1.6866 0.82 I Q I V 13 +55 1.6919 0.77 I Q I V 14+ 0 1.6974 0.80 Q I V 14+ 5 -1.7060 1.25 Q I V 14 +10 1.7183 1.78 Q I IV 14 +15 1.7315 1.92 Q I I IV 14+20 1.7445 1.89 Q I V 14 +25 1.7570 1.82 I Q I IV 14 +30 1.7695 1.81 ( Q I I V 14 +35 1.7821 1.83 Q V 14 +40 1.7948 1.85 Q I V 14 +45 1.8078 1.88 I Q I V ,- 14 +50 1.8202 1.80 I Q I V 14 +55 1.8319 1.70 I Q I V 15+ 0 1.8436 1.70 Q V 15+ 5 1.8547 1.61 Q I V 15 +10 1.8651 1.51 Q V 15 +15 1.8755 1.51 Q I I V 15 +20 1.8852 1.42 Q I V 15 +25 1.8943 1.31 I Q I I V 15 +30 1.9033 1.31 Q I V 15 +35 1.9095 0.91 I Q I I V 15 +40 1.9124 0.42 IQ I 15 +45 1.9148 0.34 Q I V 15 +50 1.9169 0.32 IQ. I V 15 +55 1.9191 0.32 I ( V 16+ 0 1.9214 0.34 IQ Q V 16+ 5 1.9244 0.43 IQ I V 16 +10 1.9280 0.52 I Q I V 16 +15 1.9317 0.54 I Q I V 16 +20 1.9354 0.55 I Q V 16 +25 1.9392 0.55 Q V 16 +30 1.9430 0.55 Q V 16 +35 1.9465 0.50 Q V 16 +40 1.9495 16 +45 1.9524 16 +50 1.9553 16 +55 1.9581 17+ 0 1.9610 17+ 5 1.9645 17 +10 1.9690 17 +15 1.9736 17 +20 1.9783 17 +25 1.9830 17 +30 1.9878 17 +35 1.9925 17 +40 1.9973 17 +45 2.0020 17 +50 2.0064 17 +55 2.0104 18+ 0 2.0142 18+ 5 2.0181 18 +10 2.0219 18 +15 2.0257 18 +20 2.0295 18 +25 2..0333 18 +30 2.0371 18 +35 2.0405 18 +40 2.0435 18 +45 2.0464 18 +50 2.0489 18 +55 2.0510 19+ 0 2.0530 19+ 5 2.0552 19 +10 2.0579 19 +15 2.0607 19 +20 2.0639 19 +25 2.0675 19 +30 2.0713 19 +35 2.0747 19 +40 2.0777 19 +45 2.0806 19 +50 2.0831 19 +55 2.0852 20+ 0 2.0872 20+ 5 2.0894 20 +10 2.0921 20 +15 2.0949 20 +20 2.0977 20 +25 2.1006 20 +30 2.1034 20 +35 2.1063 20 +40 2.1091 20 +45 2.1120 20 +50 2..1145 20 +55 2.1165 21+ 0 2.1185 21+ 5 2.1208 21 +10 2.1235 21 +15 2.1263 21 +20 2.1287 21 +25 2•.1308 21 +30 2.1327 21 +35 2.1350 21 +40 2.1377 0.44 Q ( I V 0.42 IQ I I V 0.41 Q ( V 0.41 Q V 0.52 Q V 0.64 I Q I V 0.67 Q I V 0.68 Q V 0.69 Q V 0.69 Q I V 0.69 I Q V 0.69 i Q V 0.64 I Q V 0.57 I Q V 0.56 I Q V 0.55 I Q V 0.55 Q V 0.55 Q V 0.55 Q V 0.55 Q V 0.55 Q V 0.50 Q V 0.44 Q V 0.42 Q V 0.36 � � 0.30 iQQ i V 0.28 Q V 0.33 0.39 Q I V 0.40 Q V 0.46 Q I V 0.53 Q I V 0.54 Q V 0.50 IQ ( I V 0.44 Q I V 0.36 Q V 0.30 IQ I I V 0.28 Q I V 0.33 Q V 0.39 Q V 0.40 Q V 0.41 Q I V 0.41 Q I v 0.41 Q V 0.41 IQ V 0.41 IQ I V 0.41 IQ V 0.36 IQ ( V I 0.28 IQ V 0.33 � 0.39 iQQ � V 0.40 Q V 0.36 I 0.30 iQ i V 0.28 IQ I V 0.33 Q i V 0.39 Q I ( V 21 +45 2.1405 0.40 IQ I I ( V 21 +50 2.1430 0.36 IQ I I I V( 21 +55 2.1450 0.30 IQ ( I I VI 22+ 0 2.1470 0.28 (Q ( ( I VI 22+ 5 2.1493 0.33 IQ I I i VI 22 +10 2.1520 0.39 IQ I I I VI 22 +15 2.1548 0.40 IQ I I I VI 22 +20 2.1572 0.36 IQ I I I VI 22 +25 2.1593 0.30 Q I I I Vi 22 +30 2.1612 0.28 Q ( ( ( V 22+35 2.1632 0.28 Q 22 +40 2.1651 0.28 Q i Vi 22 +45 2.1670 0.28 Q I V 22 +50 2.1689 0.28 Q I V 22 +55 2.1708 0.28 Q V 23+ 0 2.1727 0.28 Q I V 23+ 5 2.1746 0.28 Q I V 23 +10 2.1765 0.28 Q V 23 +15 2.1784 0.28 Q VI 23 +20 2.1803 0.28 Q VI 23 +25 2.1822 0.28 Q V 23 +30 2.1841 0.28 Q V 23 +35 2.1860' 0.28 Q V 23 +40 2.1879 0.28 Q VI 23 +45 2.1898 0.28 Q V 23 +50 2.1917 0.28 Q Vi 23 +55 2.1936 0.28 IQ VI 24+ 0 2.1955 0.28 IQ I VI 24+ 5 2.1966 0.17 Q I I VI 24 +10 2.1970 0.05 Q I VI 24 +15 2.1971 0.02 Q VI 24 +20 2.1971 0.01 ----------------------------------------------------------------- Q I I I V - - - - -- Sandfilter Sizing Calculations. ! o SANDFILTER SIZING CALCULATIONS NUMBER OF SANDFILTERS Number of homes = 251 ' No of sandfilter = 251 homes / 40 homes /sand filter = 6.28 sandfilter ADOPTED = 7 sand filters ' LEACH LINE LENGTH For Sandy soil Storm Drain System 1- Tributary Areas 2; 3; 4; 5; 7; 8; 9; 10 Number of homes = 8 buildings * 8 apartment/building + duplex = 66 homes Leach Line Length = 66 homes * 1.9 If /home = 125.4 If ' ADOPTED = 130 If = 2 Leach Lines of 65 If each ' Storm Drain System 2 - Tributary Areas 1; 6; 11; 12; 13; 14; 15; 16; 17; 18 Number of homes = 17 buildings * 8 apartment/building = 136 homes ' Leach Line Length = 136 homes * 1.9 If /home = 258.4 If ' ADOPTED = 280 If = 4 Leach Lines of 70 If each Storm Drain System 3 - Tributary Areas 19; 20; 21; 22; 23 Number of homes = 6 buildings * 8 apartment/building = 48 homes ' Leach Line Length = 48 homes * 1.9 If /home = 91.2 If ! ADOPTED = 100 If = 2 Leach Lines of 50 If each Offsite Street Runoff - Tributary Areas 19; 20; 21; 22; 23 ADOPTED = 1 leach line of 70 If waisAS adtd uqe rpw rojS Butzis Z xgpueddV RATIONAL METHOD Drainage Calculations Q,00 and Qio at Retention Basin Drainaae areas Storm Drain System 1- Tributary Areas 2; 3; 4; 5; 7; 8; 9; 10 Storm Drain System 2 - Tributary Areas 1; 6; 11; 12; 13; 14; 15; 16; 17; 18 Storm Drain System 3 - Tributary Areas 19; 20; 21; 22; 23 Offsite Street Runoff - Tributary Areas 24; 25; 26 Tc: Time of concentration I (in /hr): Rainfall Intensity, were interpolated from Plate D-4.1 Page 2 of 6 — Cathedral City Q100 - QI00 SDI + 0100 SD2 * (Tc SDI/ Tc SD2) + 0100 SD3 * (I SDI/ I SD3) + 0100 OffST * (TC SDI/ Tc OffST) Q100 = 76.47 cfs QIO - Q10 SDI + Q10 SD2 * (Tc SDI/ Tc SD2) + Q10 SD3 * () SDI/ I SD3) + Q10 OffST * TC SDI/ Tc OffST) Q10 = 45.51 cfs Q1oo cfs Tc min I in /hr Q10 cfs Tc min I in /hr SD 1 36.36 9.91 4.55 21.89 10.15 2.79 SD 2 28.44 12.17 4.04 16.96 12.52 2.55 SD 3 13.40 6.37 5.89 8.05 6.44 3.55 Offsite St. 1 11.68 17.54 3.03 6.71 19.20 1.75 Tc: Time of concentration I (in /hr): Rainfall Intensity, were interpolated from Plate D-4.1 Page 2 of 6 — Cathedral City Q100 - QI00 SDI + 0100 SD2 * (Tc SDI/ Tc SD2) + 0100 SD3 * (I SDI/ I SD3) + 0100 OffST * (TC SDI/ Tc OffST) Q100 = 76.47 cfs QIO - Q10 SDI + Q10 SD2 * (Tc SDI/ Tc SD2) + Q10 SD3 * () SDI/ I SD3) + Q10 OffST * TC SDI/ Tc OffST) Q10 = 45.51 cfs I - .. ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/17/04 File:WMVILLAS.out ------------------------------------------------------------------------ WATERMARR VILLAS TR 31798 100 YEAR STORM EVENT STORM DRAIN SYSTEM NO.1 AREAS: 2; 3; 4; 5; 7; 8; 9; 10 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN 788 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 3.000 to Point /Station 4.000 AREA 2 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 311.900(Ft.) Top (of initial area) elevation = 32.000(Ft.) Bottom (of initial area) elevation = 27.800(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01347' s(percent)= 1.35 TC = k(0.323) *[(length^3) /(elevation change)]A0.2 Initial area time of concentration = 7.603 min. Rainfall intensity = 5.303(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.870 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 = 0.200; Impervious fraction = 0.800 I w +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 6.000 AREA 3 * * ** INITIAL AREA NVALUATION * * ** Initial subarea runoff = 4.384(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.200 Difference in elevation = 3.900(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 6.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 25.320(Ft.) Downstream point /station elevation = 21.250(Ft.) ' Pipe length = 446.54(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.384(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.384(CFS) Normal flow depth in pipe = 9.34(In.) Flow top width inside pipe = 14.54(In.) .Critical Depth = 10.18(In.) Pipe flow velocity = 5.45(Ft /s) Travel time through pipe = 1.36 min. Time of concentration (TC) = 8.97 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 6.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 ' Stream flow area = 0.950(Ac.) Runoff from this stream = 4.384(CFS) Time of concentration = 8.97 min. Rainfall intensity = 4.818(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 6.000 AREA 3 * * ** INITIAL AREA NVALUATION * * ** Initial area flow distance = 326.700(Ft.) Top (of initial area) elevation = 29.400(Ft.) Bottom (of initial area) elevation = 25.500(Ft.) Difference in elevation = 3.900(Ft.) Slope = 0.01194 s(percent)= 1.19 TC = k(0.323) *HlengthA3) /(elevation change)] 0.2 Initial area time of concentration = 7.934 min. Rainfall intensity = 5.173(In /Hr) for a' 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.870 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 6.658(CFS) Total initial stream area = 1.480(Ac.) Pervious area fraction = 0.200 1 �1 1 t +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 6.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 6.658(CFS) Time of concentration = 7.93 min. Rainfall intensity = 5.173(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.384 8.97 4.818 2 6.658 7.93 5.173 Largest stream flow has longer or shorter time of concentration Qp = 6.658 + sum of Qa Tb /Ta 4.384 * 0.885 = 3.879 Qp = 10.537 Total of 2 main streams to confluence: Flow rates before confluence point: 4.384 6.658 Area of streams before confluence: 0.950 1.480 Results of confluence: Total flow rate = 10.537(CFS) Time of concentration = 7.934 min. Effective stream area after confluence = 2.430(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 10.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.250(Ft.) Downstream point /station elevation = 19.080(Ft.) Pipe length 127.15(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.537(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.537(CFS) Normal flow depth in pipe = 11.82(In.) Flow top width inside pipe = 17.09(In.) Critical Depth = 14.98(In.) Pipe flow velocity = 8.56(Ft /s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 8.18 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 10.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 10.537(CFS) Time of concentration = 8.18 min. Rainfall intensity = 5.082(In /Hr) Program is now starting with Main Stream No. 2 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 10.000 AREA 4 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 585.100(Ft.) Top (of initial area) elevation = 32.000(Ft.) Bottom (of initial area) elevation = 25.200(Ft.) Difference in elevation = 6.800(Ft.) Slope =. 0.01162 s(percent)= 1.16 TC = k(0.323) *[(length^3) /(elevation change)]A0.2 Initial area time of concentration = 10.070 min. Rainfall intensity = 4.505(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.866 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 9.793(CFS) Total initial stream area = 2.510(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 10.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.510(Ac.) Runoff from this stream = 9.793(CFS) Time of concentration = 10.07 min. Rainfall intensity = 4.505(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.000 to Point /Station 9.000 AREA 5 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 298.400(Ft.) Top (of initial area) elevation =. 27.500(Ft.) Bottom (of initial area) elevation = 25.700(Ft.) Difference in elevation = 1.800(Ft.) ' Slope = 0.00603 s(percent)= 0.60 TC = k(0.323) *[(length'3) /(elevation change)]A0.2 Initial area time of concentration = 8.771 min. Rainfall intensity = 4.881(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 t I , - 1 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.890(CFS) Total initial stream area = 1.390(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 10.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.200(Ft.) Downstream point /station elevation = 19.080(Ft.) Pipe length = 120.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.890(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 5.890(CFS) Normal flow depth in pipe 16.64(In.) Flow top width inside pipe = 22.13(In.) Critical Depth = 10.29(In.) Pipe flow velocity = 2.54(Ft /s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 9.56 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 10.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.390(Ac.) Runoff from this stream = 5.890(CFS) Time of concentration = 9.56 min. Rainfall intensity = 4.642(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 10.537 8.18 5.082 2 9.793 10.07 4.505 3 5.890 9.56 4.642 Largest stream flow has longer or shorter time of concentration Qp = 10.537 + sum of Qa Tb /Ta 9.793 * 0.812 = 7.956 Qa Tb /Ta 5.890 * 0.855 = 5.038 Qp = 23.531 Total of 3 main streams to confluence: Flow rates before confluence point: 10.537 9.793 5.890 Area of streams before confluence: 2.430 2.510 1.390 Results of confluence: 1 Total flow rate = 23.531(CFS) Time of concentration = 8.181 min. Effective stream area after confluence = 6.330(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 13.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.080(Ft.) Downstream point /station elevation = 18.580(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.531(CFS) Nearest computed pipe diameter =- 24.00(In.) Calculated individual pipe flow 23.531(CFS) Normal flow depth in pipe = 18.75(In.) Flow top width inside pipe = 19.84(In.) Critical Depth = 20.66(In.) Pipe flow velocity = 8.94(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.26 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 13.000 to Point /Station 18.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.580(Ft.) Downstream point /station elevation = 18.330(Ft.) Pipe length = 242.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.531(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 23.531(CFS) Normal flow depth in pipe = 28.55(In.) Flow top width inside pipe = 34.55(In.) Critical Depth = 18.30(In.) Pipe flow velocity = 3.61(Ft /s) Travel time through pipe = 1.12 min. Time of concentration (TC) = 9.38 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 13.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.330(Ac.) Runoff from this stream = 23.531(CFS) Time of concentration = 9.38 min. Rainfall intensity = 4.695(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++±+++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 18.000 AREA 7 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 287.900(Ft.) Top (of initial area) elevation = 27.000(Ft.) 1 I o Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00764 s(percent)= 0.76 TC = k(0.323) *((length"3) /(elevation change)1^0.2 Initial area time of concentration = 8.246 min. Rainfall intensity = 5.058(In /Hr) for a 100.0 year storm APARTMENT subarea type - Runoff Coefficient = 0.869 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.583(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.200 j+++++++++++++++++++++++++++++++++++++++ + + + + + + ± + + + + + + + ± + + +.. + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.583(CFS) Time of concentration = 8.25 min. Rainfall intensity = 5.058(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 15.000 to Point /Station .16.000 AREA 8 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 388.100(Ft.) Top (of initial area) elevation = 30.600(Ft.) Bottom (of initial area) elevation = 26.600(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01031 s(percent)= 1.03 ' TC = k(0.323) *H length^3) /(elevation change)]^0.2 Initial area time of concentration = 8.753 min. Rainfall intensity = 4.886(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.868 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = .16.364(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 18.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** 1 1-i i Upstream point /station elevation = 22.310(Ft.) Downstream point /station elevation = 18.330(Ft.) Pipe length = 308.24(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.364(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow = 6.364(CFS) Normal flow depth in pipe = 10.79(In.) Flow top width inside pipe = 13.48(In.) Critical Depth = 12.21(In.) Pipe flow velocity = 6.73(Ft /s) Travel time through pipe = 0.76 min. Time of concentration (TC) = 9.52 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: I In Main Stream number: 3 Stream flow area = 1.500(Ac.) Runoff from this stream = 6.364(CFS) Time of concentration = 9.52 min. Rainfall intensity = 4.655(In /Hr) Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.000 to Point /Station 18.000 AREA 9 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 685.600(Ft.) Top (of initial area) elevation = 29.600(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00700 s(percent)= 0.70 TC = k(0.323) *HlengthA3) /(elevation change)]A0.2 Initial area time of concentration = 11.874 min. Rainfall intensity = 4.094(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.863 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.030(CFS) Total initial stream area = 1.140(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 1.140(Ac.) Runoff from this stream = 4.030(CFS) Time of concentration = 11.87 min. i Rainfall intensity = 4.094(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 23.531 9.38 4.695 2 1.583 8.25 5.058 3 6.364 9.52 4.655 4 4.030 11.87 4.094 Largest stream flow has longer or shorter time of concentration Qp = 23.531 + sum of Qb Ia /Ib 1.583 * 0.928 = 1.469 Qa Tb /Ta 6.364 * 0.985 = 6.270 Qa Tb /Ta 4.030 * 0.790 = 3.182 Qp = 34.453 Total of 4 main streams to confluence: Flow_ rates before confluence point: 23.531 1.583 6.364 4.030 Area of streams before confluence: 6.330 0.360 1.500 1.140 Results of confluence: Total flow rate = 34.453(CFS) Time of concentration = 9.376 min. Effective stream area after confluence = 9.330(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 20.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.330(Ft.) Downstream point /station elevation = 18.200(Ft.) Pipe length = 123.33(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.453(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 34.453(CFS) Normal flow depth in pipe = 36.94(In.) Flow top width inside pipe = 27.35(In.) Critical Depth = 21.82(In.) Pipe flow velocity = 3.84(Ft /s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 9.91 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 20.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.330(Ac.) Runoff from this stream = 34.453(CFS) Time of concentration = 9.91 min. Rainfall intensity = 4.547(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 20.000 I AREA 10 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 109.000(Ft.) Top (of initial area) elevation = 26.200(Ft.) Bottom (of initial area) elevation = 23.000(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.02936 s(percent)= 2.94 TC = k(0.323) *[(length ^3) /(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program 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 APARTMENT subarea type ' Runoff Coefficient = 0.876 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 = 0.200; Impervious fraction = 0.800 1 Initial subarea runoff = 2.843(CFS) Total initial stream area = .0.480(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 20.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.480(Ac.) Runoff from this stream = 2.843(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.762(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1 34.453 9.91 4.547 2 2.843 5.00 6.762 Largest stream flow has longer time of concentration - Qp 34.453 + sum of Qb Ia /Ib 2.843 * 0.672 = 1.911 1 Qp = 36.364 Total of 2 main streams to confluence: Flow rates before confluence point: 34.453 2.843 Area of streams before confluence: 9.330 0.480 I 1 Results of confluence: 1 Total flow rate = 36.364(CFS) Time of concentration 9.911 min. Effective stream area after confluence = 9.810(Ac.) End of computations, total study area = 9.81 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 � I Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4' ' Rational Hydrology Study Date: 08/18/04 File:WMVILLAS2.out -------------------------0---------------------------------------------- _ WATERMARK VILLAS - TR 31798 100 YEAR STORM 100 year storm 60 minute intensity = 1.600(In /Hr) STORM DRAIN SYSTEM NO.2 Storm event year = 100.0 AREAS: 1; 6; 11; 12; 13; 14; 15; 16; 17; 18 I ------------------------------------------------------------------------ ********* Hydrology * * * * * * * * ** 1 hour intensity = 1.600(In /Hr) Study Control Information Slope of intensity duration curve = 0.5800 English (in -lb) Units used in input data file ------------------------------------------------------------ --- --------- Fomotor Engineering, Palm Springs, CA - SIN 788 1 - ----------------------------------------------------------------------- Rational Method Hydrology Program based on Process from Point /Station 21.000 to Point /Station 23.000 Riverside County Flood Control & Water Conservation District AREA 11 * * ** INITIAL AREA EVALIIATION * * ** 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 21.000 to Point /Station 23.000 AREA 11 * * ** INITIAL AREA EVALIIATION * * ** Initial area flow distance = 537.130(Ft.) 1 Top (of initial area) elevation = 31.690(Ft.) Bottom (of initial area) elevation = 27.200(Ft.) Difference in elevation = 4.490(Ft.) Slope = 0.00836 s(percent)= 0.84, I TC = k(0.323) *[(length ^3) /(elevation change)]^0.2 Initial area time of concentration = 10.394 min. Rainfall intensity = 4.423(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.866 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 = 0.200; Impervious fraction = 0.800 . ' Initial subarea runoff = 3.445(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 23.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.900(Ac.) Runoff from this stream = 3.445(CFS) Time of concentration = 10.39 min. Rainfall intensity = 4.423(In /Hr) ' Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 22.000 to Point /Station 23.000 AREA 12 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 560.920(Ft.) Top (of initial area) elevation = 31.690(Ft.) Bottom (of initial area) elevation = 27.200(Ft.) Difference in elevation = 4.490(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.323) *[(length"3) /(elevation change)] ^0.2 Initial area time of concentration = 10.668 min. Rainfall intensity = 4.357(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.865 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 = 0.200; Impervious fraction = 0.800 ' Initial subarea runoff = 4.674(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 22.000 to Point /Station 23.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 4.674(CFS) Time of concentration = 10.67 min. ' Rainfall intensity = 4.357(In/Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + ± + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 AREA 1 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 421.900(Ft.) Top (of initial area) elevation = 30.400(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00806 s(percent)= 0.81 ' TC = k(0.323) *[(length'3) /(elevation change) ]A0.2 Initial area time of concentration = 9.507 min. Rainfall intensity— 4.658(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.867 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 = 0.200; Impervious fraction = 0.800 ` Initial subarea runoff = 5.250(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 23.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 24.120(Ft.) Downstream point /station elevation = 21.910(Ft.) ' Pipe length = 402.28(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.250(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.250(CFS) Normal flow depth in pipe = 10.83(In.) Flow top width inside pipe = 17.62(In.) Critical.Depth = 10.59(In.) Pipe flow velocity = 4.73(Ft /s) Travel time through pipe = 1.42 min. Time of concentration (TC) - 10.92 min. ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 23.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** tThe following data inside Main Stream is listed: In Main Stream number: 3 .Stream flow area = 1.300(Ac.) Runoff from this stream = 5.250(CFS) Time of concentration = 10.92 min. Rainfall intensity = 4.297(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 3.445 10.39 4.423 2 4.674 10.67 4.357 3 5.250 10.92 4.297 Largest stream flow has longer time of concentration Qp = 5.250 + sum of Qb Ia /Ib ' 3.445 * 0.972 = 3.347 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 24.000 to Point /Station 25.000 AREA 13 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 490.850(Ft.) Top (of initial area) elevation = 29.800(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 2.800(Ft.) ' Slope = 0.00570 s(percent)= 0.57 TC = k(0.323) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 10.823 min. Rainfall intensity = 4.320(In /Hr) for a 100.0 year storm ' APARTMENT subarea type u Qb Ia /Ib 4.674 * 0.986 = 4.610 Qp = 13.207 ' Total of 3 main streams to confluence: Flow rates before confluence point: 3.445 4.674 5.250 Area of streams before confluence: 0.900 1.240 1.300 ' Results of confluence: Total flow rate = 13.207(CFS) Time of concentration = 10.925 min. Effective stream area after confluence = 3.440(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 23.000 to Point /Station 25.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.910(Ft.) Downstream point /station elevation = 21.380(Ft.) Pipe length = 69.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.207(CFS) Nearest computed pipe diameter = 21.00(In.) ' Calculated individual pipe flow = 13.207(CFS) Normal flow depth in pipe = 16.45(In.) Flow top width inside pipe = 17.30(In.) Critical Depth = 16.23(In.) ' Pipe flow velocity = 6.54(Ft /s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 11.10 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 23.000 to Point /Station 25.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.440(Ac.) ' Runoff from this stream = 13.207(CFS) Time of concentration = 11.10 min. Rainfall intensity = 4.257(In /Hr) ' Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 24.000 to Point /Station 25.000 AREA 13 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 490.850(Ft.) Top (of initial area) elevation = 29.800(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 2.800(Ft.) ' Slope = 0.00570 s(percent)= 0.57 TC = k(0.323) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 10.823 min. Rainfall intensity = 4.320(In /Hr) for a 100.0 year storm ' APARTMENT subarea type u t 1 1 1 1 1 1 Runoff Coefficient = 0.865 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.961(CFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 24.000 to Point /Station 25.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.060(Ac.) Runoff from this stream = 3.961(CFS) Time of concentration = 10.82 min. Rainfall intensity = 4.320(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.207 11.10 4.257 2 3.961 10.82 4.320 Largest stream flow has longer time of concentration Qp = 13.207 + sum of Qb Ia /Ib 3.961 * 0.985 = 3.903 Qp = 17.109 Total of 2 main streams to confluence: Flow rates before confluence point: 13.207 3.961 Area of streams before confluence: 3.440 1.060 Results of confluence: Total flow rate = 17.109(CFS) Time of concentration = 11.102 min. Effective stream area after confluence = 4.500(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 27.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.380(Ft.) Downstream point /station elevation = 19.590(Ft.) Pipe length = 250.46(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.109(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.109(CFS) Normal flow depth in pipe = 17.72(In.) Flow top width inside pipe = 21.10(In.) 1 1 17.109 11.71 4.128 Critical Depth = 17.89(In.) Pipe flow velocity = 6.88(Ft /s) Travel time through pipe = 0.61 min. 1 Time of concentration (TC) = 11.71 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 27.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.500(Ac.) Runoff from this stream = 17.109(CFS) Time of concentration = 11.71 min. Rainfall intensity = 4.128(In /Hr) Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 26.000 to Point /Station 27.000 AREA 14 * * ** INITIAL AREA NVALUATION * * ** Initial area flow distance = 264.690(Ft.) Top (of initial area) elevation = 28.180(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) ' Difference in elevation = 3.380(Ft.) Slope = 0.01277 s(percent)= 1.28 TC = k(0.323) *[(lengthA3) /(elevation change) ]A0.2 Initial area time of concentration = 7.196 min. Rainfall intensity = 5.475(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.871 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.578(CFS) Total initial stream area = 0.960(Ac.) ' Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 26.000 to Point /Station 27.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.960(Ac.) Runoff from this stream = 4.578(CFS) ' Time of concentration = 7.20 min. Rainfall intensity = 5.475(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall.Intensity No. (CFS) (min) (In /Hr) 1 1 17.109 11.71 4.128 2 4.578 7.20 5.475 Largest stream flow has longer time of concentration Qp = 17.109 + sum of Qb Ia /Ib 4.578 * 0.754 = 3.452 Qp = 20.561 1 Total of 2 main streams to confluence: Flow rates before confluence point: 17.109 4.578 ' Area of streams before confluence: 4.500 0.960 Results of confluence: Total flow rate = 20.561(CFS) Time of concentration = 11.709 min. Effective stream area after confluence = 5.460(Ac.) ' ......................................................... + + ++ + + + + + + + ++ Process from Point /Station 27.000 to Point /Station 30.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.590(Ft.) Downstream point /station elevation = 19.420(Ft.) Pipe length = 33.67(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 20.561(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 20.561(CFS) Normal.flow depth in pipe = 20.67(In.) Flow top width inside pipe = 22.87(In.) Critical Depth = 19.05(In.) Pipe flow velocity = 6.29(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 11.80 min. ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 27.000 to Point /Station 30.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: l Stream flow area = 5.460(Ac.) Runoff from this stream = 20.561(CFS) Time of concentration = 11.80 min. Rainfall intensity = 4.110(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++±+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 AREA 6 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 471.700(Ft.) Top (of initial area) elevation = 31.000(Ft.) ' Bottom (of initial area) elevation = 26.100(Ft.) Difference in elevation 4.900(Ft.) Slope = 0.01039 s(percent)= 1.04 TC = k(0.323) *[(1ength^3) /(elevation change)] ^0.2 I u 1 I� LJ u Initial area time of Rainfall intensity = APARTMENT subarea type Runoff Coefficient = 0.86' Decimal fraction soil grog Decimal fraction soil groi Decimal fraction soil groi Decimal fraction soil gro, RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = concentration = 9.448 min. 4.675(In /Hr) for a 100.0 year storm p A = 0.000 p B = 1.000 P C = 0.000 p D = 0.000 = 56.00 0.200; Impervious fraction 3.931(CFS) 0.970(Ac.) 0.200 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 30.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** upstream point /station elevation = 19.590(Ft.) Downstream point /station elevation = 19.420(Ft.) Pipe length = 64.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.931(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow' = 3.931(CFS) Normal flow depth in pipe = 11.43(In.) Flow top width inside pipe = 17.33(In.) Critical Depth = 9.10(In.) Pipe flow velocity = 3.32(Ft /s) Travel time through pipe = - 0.33 min. Time of concentration (TC) = 9.77 min. ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 30.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.931(CFS) Time of concentration = 9.77 min. Rainfall intensity = 4.584(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 to Point /Station 29.000 AREA 15 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 138.480(Ft.) Top (of initial area) elevation =. 27.900(Ft.) Bottom (of initial area) elevation = 25.400(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.01805 s(percent) =:. 1.81 TC = k(0.323) *[(length^3) /(elevation change)]^0.2 Initial area time of concentration = 5.181 min. Rainfall intensity = 6.623(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.875 ' Decimal fraction soil group A = 0.000 1 I ' 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.102(CFS) - Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.500(Ft.) Downstream point /station elevation = 19.420(Ft.) Pipe length = 47.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.102(CFS) Nearest computed pipe diameter =- 12.00(In.) ' Calculated individual pipe flow 1.102(CFS) Normal flow depth in pipe 7.76(In.) Flow top width inside pipe = 11.47(In.) Critical Depth = •5.30(In.) Pipe flow velocity = 2.05(Ft /s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 5.56 min. i . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.190(Ac.) Runoff from this stream = 1.102(CFS) Time of concentration = 5.56 min. Rainfall intensity = 6.355(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In /Hr) 1 20.561 11.80 4.110 2 3.931 9.77 4.584 3 1.102 5.56 6.355 Largest stream flow has longer time of concentration Qp = 20.561 + sum of ' Qb Ia /Ib 3.931 * 0.897 = 3.525 Qb Ia /Ib ' 1.102 * 0.647 = 0.712 QP = 24.798 Total of 3 main streams to confluence: Flow rates before confluence point: 20.561 3.931 1.102 Area of streams before confluence: 5.460 0.970 0.190 l� 1 I� r-� Ilu 1 Results of confluence: Total flow rate = Time of concentration Effective stream area 24.798(CFS) 11.798 min. after confluence = 6.620(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 32.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.420(Ft.) Downstream point /station elevation = 18.940(Ft.) Pipe length = 59.21(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.798(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 24.798(CFS) Normal flow depth in pipe = 19.83(In.) Flow top width inside pipe = 23.85(In.) Critical Depth = 20.90(In.) Pipe flow velocity = 7.92(Ft /s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 11.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 32.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.620(Ac.) Runoff from this stream = 24.798(CFS) Time of concentration = 11.92 min. Rainfall intensity = 4.085(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 32.000 AREA 16 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 102.860(Ft.) Top (of initial area) elevation = 27.290(Ft.) Bottom (of initial area) elevation = 25.220(Ft.) Difference in elevation = 2.070(Ft.) Slope = 0.02012 s(percent)= 2.01 TC = k(0.323) *((length'3) /(elevation change)1 ^0.2 Warning: TC computed to be less than 5 min.; program 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 APARTMENT subarea type Runoff Coefficient = 0.876 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.888(CFS) Total initial stream area = 0.150(Ac.) Pervious area fraction = 0.200 r. .+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 32.000 ' * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.150(Ac.) ' Runoff from this stream = 0.888(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.762(In /Hr) Summary. of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 24.798 11.92 4.085 2 0.888 5.00 6.762 Largest stream flow has longer time of concentration ' Qp = 24.798 + sum of Qb Ia /Ib 0.888 * 0.604 = 0.537 ' Qp = 25.335 Total of 2 main streams to confluence: Flow rates before confluence point: 24.798 0.888 Area of streams before confluence: 6.620 0.150 ' Results of confluence: Total flow rate = 25.335(CFS) Time of concentration = 11.922 min. ' Effective stream area after confluence 6.770(Ac.) - +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 32.000 to Point /Station 35.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size)-**** ' Upstream point /station elevation = 18.940(Ft.) Downstream point /station elevation = 18.410(Ft.) Pipe length = 76.41(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.335(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 25.335(CFS)' Normal flow depth in pipe = 21.70(In.) Flow top width inside pipe = 21.44(In.) Critical Depth = 21.11(In.) Pipe flow velocity - 7.39(Ft /s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 12.09 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 32.000 to Point /Station 35.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 34.000 to Point /Station 35.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 The following data inside Main Stream is listed: The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.770(Ac.) Runoff from this stream = 25.335(CFS) ' Time of concentration = 12.09 min. Rainfall intensity = 4.051(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 33.000 to Point /Station 34.000 AREA 17 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 71.680(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 25.500(Ft.) Difference in elevation = 1.500(Ft.) ' Slope = 0.02093 s(percent)= 2.09 TC = k(0.323) *[(length"3) /(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program 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 APARTMENT subarea type Runoff Coefficient = 0.876 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.487(CFS) ' Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.200 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 34.000 to Point /Station 35.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 22.660(Ft.) Downstream point /station elevation = 18.410(Ft.) Pipe length = 73.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.487(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 2.487(CFS) 1 Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 8.90(In.) Critical Depth = 8.30(In.) Pipe flow velocity = 9.48(Ft /s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 5.13 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 34.000 to Point /Station 35.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 The following data inside Main Stream is listed: I ' In Main Stream number: 2 Stream flow area = 0.420(Ac.) Runoff from this stream = 2.487(CFS) Time of concentration = 5.13 min. Rainfall intensity = 6.662(In /Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) ' 1 25.335 12.09 4.051 2 2.487 5.13 6.662 Largest stream flow has longer time of concentration Qp = 25.335 + sum of Qb Ia /Ib 2.487 * 0.608 = 1.512 Qp = 26.847 Total of 2 main streams to confluence: Flow rates before confluence point: 25.335 2.487 Area of streams before confluence: ' 6.770 0.420 ' Results of confluence: Total flow rate = 26.847(CFS) Time of concentration = 12.095 min. Effective stream area after confluence = 7.190(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 35.000 to Point /Station 60.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.410(Ft.) Downstream point /station elevation = 18.200(Ft.) ' Pipe length = 34.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.847(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 26.847(CFS) ' Normal flow depth in pipe = 20.95(In.) Flow top width inside pipe = 27.54(In.) Critical Depth = 21.21(In.) ' Pipe flow velocity = 7.34(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 12.17 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 35.000 to Point /Station 60.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.190(Ac.) ' Runoff from this stream = 26.847(CFS) Time of concentration .= 12.17 min. Rainfall intensity = 4.036(In /Hr) Program is now starting with Main Stream No. 2 1 �- +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 36.000 to Point /Station 60.000 AREA 18 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 94.000(Ft.) 1 Top (of initial area) elevation = 25.000(Ft.) Bottom (of initial area) elevation = 23.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.02128 s(percent)= 2.13 TC = k(0.323) *H length"3) /(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program 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 APARTMENT subarea type Runoff Coefficient = 0.876 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.665(CFS) Total initial stream area = 0.450(Ac.) ' Pervious area fraction = 0.200 �. +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 36.000 to Point /Station 60.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.450(Ac.) Runoff from this stream = 2.665(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.762(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) ' 1 26.847 12.17 4.036 2 2.665 5.00 6.762 Largest stream flow has longer time of concentration Qp = 26.847 + sum of Qb Ia /Ib 2.665 * 0.597 = 1.591 Qp = 28.438 ' Total of 2 main streams to confluence: ,Flow rates before confluence point: 26.847 2.665 Area of streams before confluence: ' 7.190 0.450 Results of confluence: 1 Total flow rate = 28.438(CFS) Time of concentration = 12.172 min. Effective stream area after confluence = 7.640(Ac.) End of computations, total study area = 7.64 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/19/04 File:WMVILLAS3.out ------------------------------------------------------------------------ WATERMARK VILLAS - TR 31798 STORM DRAIN SYSTEM NO.3 100 YEAR STORM EVENT AREAS 19; 20; 21; 22; 23 ********* Hydrology Study Control Information * * * * * * * * ** - English (in -lb) Units used in input data file ------ -------- ------ ----- --- ------ ----- ----- -------------------------- Fomotor Engineering, Palm Springs, CA - SIN 788 ' ------------------------------------------------------------------------ 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 37.000 to Point /Station 38.000 AREA 19 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 164.660(Ft.) ' Top (of initial area) elevation = 27.400(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01579 s(percent)= 1.58. TC = k(0.323) *[(1engthA3) /(elevation change)]A0.2 Initial area time of concentration = 5.704 min. Rainfall intensity 6.264(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.874 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.862(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 38.000 to Point /Station 40.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 22.200(Ft.) Downstream point /station elevation = 21.250(Ft.) Pipe length 35.12(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.862(CFS) - Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.862(CFS) ' Normal flow depth in pipe = 5.47(In.) Flow top width inside pipe = 8.79(In.) Critical Depth = 7.48(In.) Pipe flow velocity = 6.63(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.79 min. +++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 38.000 to Point /Station 40.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.862(CFS) Time of concentration = 5.79 min. Rainfall intensity = 6.209(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 39.000 to Point /Station 40.000 AREA 20 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 244.120(Ft.) Top (of initial area) elevation = 27.400(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01065 s(percent)= 1.07 TC = k(0.323) *[(length ^3) /(elevation change))A0.2 ' Initial area time of concentration = 7.224 min. Rainfall intensity = 5.462(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.871 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.380(CFS) 1 Total initial stream area = 0.290(Ac.) Pervious area fraction = 0.200 t 1 [I d +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 39.000 to Point /Station 40.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.290(Ac.) Runoff from this stream = 1.380(CFS) Time of concentration = 7.22 min. Rainfall intensity = 5.462(In /Hr) Summary of stream data: Stream • Flow rate TC No.. (CFS) (min) 1 1.862 5.79 2 1.380 7.22 Largest stream flow has longer or Qp = 1.862 + sum of Qa . Tb /Ta 1.380 * 0.802 = Qp = 2.968 Rainfall Intensity (In /Hr) 6.209 5.462 shorter time of concentration 1.106 Total of 2 main streams to confluence: Flow rates before confluence point: 1.862 1.380 Area of streams before confluence: 0.340 0.290 Results of confluence: Total flow rate = 2.968(CFS) Time of concentration = 5.792 min. Effective stream area after confluence = 0.630(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 40.000 to Point /Station 42.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.250(Ft.) Downstream point /station elevation = 19.980(Ft.) Pipe length = 58.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.968(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.968(CFS) Normal flow depth in pipe = 6.47(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 8.86(In.) Pipe flow velocity = 6.88(Ft /s) Travel time through pipe = 0.14 min. Time of concentration (TC) 5.93 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 40.000 to Point /Station 42.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is.listed: In Main Stream number: 1 ' Stream flow area = 0.630(Ac.) Runoff from this stream = 2.968(CFS) Time of concentration = 5.93 min. Rainfall intensity = 6.122(In /Hr) Program is now starting with Main Stream No. 2 Total of 2 main streams to confluence: Flow rates before confluence point: 2.968 2.355 Area of streams before confluence: 0.630 0.560 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 Process from Point /Station 41.000 to Point /Station 42.000 AREA 21 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 369.240(Ft.) Top (of initial area) elevation = 28.000(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00867 s(percent)= 0.87 TC = k(0.323) *Hlength"3) /(elevation change)]'0.2 Initial area time of concentration = 8.883 min. Rainfall intensity = 4.845(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.868 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 = 0.200; Impervious fraction = 0.800 1 Initial subarea runoff = 2.355(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.200 i - +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 41.000 to Point /Station 42.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 1 Stream flow area = 0.560(Ac.) Runoff from this stream = 2.355(CFS) Time of concentration = 8.88 min. Rainfall intensity = 4.845(In /Hr) Summary of stream data: Stream Flow rate, TC Rainfall Intensity 1 No. (CFS) (min) (In /Hr) 1 2.968 5.93 6.122 I 2 2.355 8.88 4.845 Largest stream flow has longer or shorter time of concentration Qp = 2.968 + sum of Qa Tb 2:355 * 0.668 668 = 1.573 _ Qp . 4.542 Total of 2 main streams to confluence: Flow rates before confluence point: 2.968 2.355 Area of streams before confluence: 0.630 0.560 1 I Results of confluence: Total flow rate = 4.542(CFS) Time of concentration = 5.934 min. Effective stream area after confluence = 1.190(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 42.000 to Point /Station 44.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.980(Ft.) Downstream point /station elevation = 19.500(Ft.) Pipe length = 95.16(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.542(CFS) Nearest computed pipe diameter - 15.00(In.) Calculated individual pipe flow = 4.542(CFS) Normal flow depth in pipe = 12.16(In.) I Flow top width inside pipe = 11.75(In.) Critical Depth = 10.37(In.) Pipe flow velocity = 4.26(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 6.31 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 Process from Point /Station 42.000 to Point /Station 44.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.190(Ac.) Runoff from this stream = 4.542(CFS) Time of concentration = 6.31 min. Rainfall intensity =. 5.910(In /Hr) Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 43.000 to Point /Station 44.000 AREA 22 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 162.920(Ft.) Top (of initial area) elevation = 26.000(Ft.) Bottom (of initial area) elevation = 24.300(Ft.) ' Difference in elevation = 1.700(Ft.) Slope = 0.01043 s(percent)= 1.04 TC = k(0.323) *[(length'3) /(elevation change)]^0.2 Initial area time of concentration = 6.170 min. Rainfall intensity = 5.985(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.873 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.494(CFS) Total initial stream area = 0.860(Ac.) 1 I Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 43.000 to Point /Station 44.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 4.494(CFS) Time of concentration = 6.17 min. Rainfall intensity = 5.985(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.542 6.31 5.910 2 4.494 6.17 5.985 Largest stream flow has longer time of concentration Qp = 4.542 + sum of ' Qb Ia /Ib 4.494 * 0.987 = 4.438 Qp = 8.979 Total of 2 main streams to confluence: Flow rates before confluence point: 4.542 4.494 Area of streams before confluence: 1.190 0.860 1 Results of confluence: Total flow rate = 8.979(CFS) Time of concentration = 6.307 min. Effective stream area after confluence = 2.050(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 44.'000 to Point /Station 46.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.500(Ft.) Downstream point /station elevation = 18.200(Ft.) ' Pipe length = 39.71(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.979(CFS) Nearest computed pipe diameter = 15.00(In.) 1 Calculated individual pipe flow = 8.979(CFS) Normal flow depth in pipe = 9.86(In.) Flow top width inside pipe = 14.24(In.) Critical Depth = 13.86(In.) Pipe flow velocity = 10.50(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.37 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 44.000 to Point /Station 46.000 1 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 i Stream Flow rate TC No. (CFS) (min) 1 8..979 6.37 2 4'.789 5.55 Largest stream flow has longer Qp. =. 8.979 + sum of Qb 4.789 Qp = 1:3.399 Total of 2 main s Flow rates before 8.979 Rainfall Intensity (In /Hr) 5.876 6.368 time of concentration Ia /Ib 0.923 = 4.415 Creams to confluence: confluence point: 4.789 `a The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.050(Ac.) Runoff from this stream = 8.979(CFS) Time of concentration = 6.37 min. Rainfall intensity = 5.876(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 45.000 to Point /Station 46.000 AREA 23 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 162.920(Ft.) Top (of initial area) elevation = 25.900(Ft.) i Bottom (of initial area) elevation = 23.000(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.01780 s(percent)= 1.78 TC = k(0.323) *[(length"3) /(elevation change)] ^0.2 1 Initial area time of concentration = 5.545 min. Rainfall intensity = 6.368(In /Hr) for a 1.00.0 year storm APARTMENT subarea type Runoff Coefficient = 0.875 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.789(CFS) Total initial stream area = 0.860(Ac.) Pervious area fraction = 0.200 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 45.000 to Point /Station 46.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 4.789(CFS) Time of concentration = 5.55 min. Rainfall intensity = 6.368(In /Hr) Summary of stream data: 1 i Stream Flow rate TC No. (CFS) (min) 1 8..979 6.37 2 4'.789 5.55 Largest stream flow has longer Qp. =. 8.979 + sum of Qb 4.789 Qp = 1:3.399 Total of 2 main s Flow rates before 8.979 Rainfall Intensity (In /Hr) 5.876 6.368 time of concentration Ia /Ib 0.923 = 4.415 Creams to confluence: confluence point: 4.789 `a Area of streams before confluence: 2.050 0.860 Results of confluence: Total flow rate = 13.399(CFS) Time of concentration = 6.370 min. Effective stream area after confluence = 2.910(Ac.) End of computations, total study area = 2.91 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4' Rational Hydrology Study Date: 08/24/04 File:WMVILLAS4.out ---=-------------------------------------------------------------------- WATERMARK VILLAS - TR 31798 STREET FLOW CONVEYED TO RETENTION BASIN 100 YEAR STORM AREAS: 24; 25; 26 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English-(in -lb) Units used in input data file " Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ 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 47.000 to Point /Station 48.000 AREA 24 ****,INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.160(Ft.) Top (of initial area) elevation = 32.400(Ft.) Bottom (of initial area) elevation = 30.810(Ft.) Difference in elevation = 1.590(Ft.) Slope = .0.01334 s(percent)= 1.33 TC = k(0.323) *[(1ength^3) /(elevation change)]"0.2 Initial area time of concentration = 5.183 min. Rainfall intensity = 6.622(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.875 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.217(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.200 L +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 48.000 to Point /Station 49.000 AREA 25 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 30.810(Ft.) End of street segment elevation = 28.760(Ft.) Length of street segment = 543.850(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 51.000(Ft.) Distance from crown to crossfall grade break = 49.000(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 = 29.000(Ft.) Slope from curb to property line (v /hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade.break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.000(CFS) Depth of flow = 0.422(Ft.), Average velocity = 1.732(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.776(Ft.) Flow velocity = 1.73(Ft /s) Travel time = 5_.23 min. TC = 10.42 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.865 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 = 0.200; Impervious fraction = 0.800 ' Rainfall intensity = 4.417(In /Hr) for a 100.0 year storm Subarea runoff = 3.670(CFS) for 0.960(Ac.) Total runoff = 4.887(CFS) Total area = 1.170(Ac.) Street flow at end of street = 4.887.(CFS) I Half street flow at end of street = 4.887(CFS) Depth of flow = 0.447(Ft.), Average velocity = 1.817(Ft /s) Flow width (from curb towards crown)= 16.008(Ft.) it +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 49.000 to Point /Station 50.000 AREA 26 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 28.760(Ft.) End of street segment elevation = 25.160(Ft.) Length of street segment = 921.080(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 = 41.000(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 = 32.000(Ft.) Slope from curb to property line (v /hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 End of computations, total study area = 3.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 ' Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.942(CFS) t Depth of flow = 0.547(Ft.), Average velocity = 2.191(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.001(Ft.) Flow velocity = 2.19(Ft /s) Travel time = 7..01 min. TC = 17.42 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.856 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 3.278(In /Hr) for a 100.0 year storm Subarea runoff = 6.793(CFS) for 2.420(Ac.) Total runoff = 11.681(CFS) Total area = 3.590(Ac.) Street flow at end of street = 11.681(CFS) Half street flow at end of street = 11.681(CFS) Depth of flow = 0.574(Ft.), Average velocity = 2.280(Ft /s) Flow width (from curb towards crown) = 22.353(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 20.160(Ft.) Downstream point /station elevation = 18.200(Ft.) Pipe length = 71.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.681(CFS) ' Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 11.681(CFS) Normal flow depth in pipe = 10.80(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 15.61(In.) Pipe flow velocity = 10.54(Ft /s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 17.54 min. End of computations, total study area = 3.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Results Total flow rate 11.681(CFS) Time of concentration (TC) 17.54 min. End of computations, total study area = 3.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program ram CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/18/04 File:WMVILLAS.out ' ------------------------------------------------------------------ - - - - -- WATERMARK VILLAS TR 31798 10 YEAR STORM EVENT STORM DRAIN SYSTEM NO.1 AREAS: 2; 3; 4; 5; 7; 8; 9; 10 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** , English (in -lb) Units used in input data file ---=-------------------------------------------------------------------- Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 10.00 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 = 10.0 Calculated rainfall intensity data: ' 1 hour intensity = 0.980(In /Hr) . Slope of intensity duration curve = 0.5800 •+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 4.000 AREA 2 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 311.900(Ft.) Top (of initial area) elevation = 32.000(Ft.) Bottom (of initial area) elevation = 27.800(Ft.) ' Difference in elevation = 4.200(Ft.) Slope = 0.01347 s(percent)= 1.35 TC = k(0.323) *[(lengthA3) /(elevation change))^0.2 Initial area time of concentration = 7.603 min. Rainfall intensity = 3.248(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.856 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 = 0.200; Impervious fraction = 0:800 Initial subarea runoff = 2.641(CFS) Total initial stream area = 0.950(Ac.) ' Pervious'area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 6.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 25.320(Ft.) ' Downstream point /station elevation = 21.250(Ft.) Pipe length = 446.54(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.641(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 2.641(CFS) ' Normal flow depth in pipe = 7.95(In.) Flow top width inside pipe = 11.35(In.) Critical Depth = 8.35(In.) Pipe flow velocity = 4.78(Ft /s) Travel time through pipe = 1.56 min. Time of concentration (TC) = 9.16 min. ' ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +' Process from Point /Station 4.000 to Point /Station 6.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.950(Ac.) Runoff from this stream = 2.641(CFS) Time of concentration = 9.16 min. Rainfall intensity = 2.915(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 5.000 to Point /Station 6.000 AREA 3 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 326.700(Ft.) Top (of initial area) elevation = 29.400(Ft.) Bottom (of initial area) elevation = 25.500(Ft.) Difference in elevation = 3.900(Ft.) Slope = 0.01194 .s(percent)= 1.19 TC = k(0.323) *[(length ^3) /(elevation change)]'0.2 Initial area time of concentration = 7.934 min. Rainfall intensity = 3.169(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.855 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.011(CFS) Total initial stream area = 1.480(Ac.) Pervious area fraction = 0.200 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 6.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 4.011(CFS) Time of concentration = 7.93 min. Rainfall intensity = 3.169(In /Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.641 9.16 2.915 2 4.011 7.93 3.169 Largest stream flow has longer or shorter time of concentration Qp = 4.011 + sum of Qa Tb /Ta ' 2.641 * 0.866 = 2.288 Qp = 6.299 Total of 2 main streams to confluence: ' Flow rates before confluence point: 2.641 4.011 Area of streams before confluence: ' 0.950 1.480 ' Results of .confluence: Total flow rate = 6.299(CFS) Time of concentration = 7.934 min. Effective stream area after confluence = 2.430(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 10.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.250(Ft.) Downstream point /station elevation = 19.080(Ft.) ' Pipe length = 127.15(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.299(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.299(CFS) Normal flow depth in pipe = 9.66(In.) Flow top width inside pipe = 14.37(In.) Critical Depth = 12.15(In.) Pipe flow velocity = 7.54(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 8.21 min. ++++++++++++++++++++ +++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 10.000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.430(Ac.) Runoff from this stream = 6.299(CFS) Time of concentration = 8.21 min. Rainfall intensity = 3.105(In /Hr) .Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 10.000 AREA 4 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 585.100(Ft.) Top (of initial area) elevation = 32.000(Ft.) Bottom (of initial area) elevation = 25.200(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.01162 s(percent)= 1.16 TC = k(0.323) *[(length'3) /(elevation change)1^0.2 Initial area time of concentration = 10.070 min. Rainfall intensity = 2.759(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.850 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.890(CFS) Total initial stream area = 2.510(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 10.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside_Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.510(Ac.) Runoff from this stream = 5.890(CFS) Time of concentration = 10.07 min. Rainfall intensity = 2.759(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++±+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.000 to Point /Station 9.000 AREA 5 * * ** INITIAL... AREA EVALUATION * * ** Initial area flow distance = 298.400(Ft.) Top (of initial area) elevation = 27.500(Ft.) Bottom (of initial area) elevation = 25.700(Ft.) Difference in elevation = 1.800(Ft.) Slope = 0.00603 s(percent)= 0.60 ' TC = k(0.323) *[(length"3) /(elevation change)1"0.2 Initial area time of concentration = 8.771 min. Rainfall intensity = 2.989(In /Hr) for a 10.0 year storm APARTMENT subarea type ' Runoff Coefficient = 0.853 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.546(CFS) Total initial stream area = 1.390(Ac.) Pervious area fraction = 0.200 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 10.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.200(Ft.) Downstream point /station elevation = 19.080(Ft.) ' Pipe length = 120.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.546(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 3.546(CFS) Normal flow depth in pipe = 13.08(In.) Flow top width inside pipe = 20.36(In.) . Critical Depth = 8.22(In.) Pipe flow velocity = 2.25(Ft /s) Travel time through pipe = 0.89 min. Time of concentration (TC) = 9.66 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 10.000 ' * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 ' Stream flow area = 1.390(Ac.) Runoff from this stream = 3.546(CFS) Time of concentration = 9.66 min. Rainfall intensity = 2.826(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity 1 No. (CFS) (min) (In /Hr) 1 6.299 8.21 3.105 ' 2 5.890 10.07, 2.759 3 3.546 9.66 2:.826 Largest stream flow has longer or shorter time of concentration Qp = 6.299 + sum of ' Qa Tb /Ta 5.890 * 0.816 = 4.805 Qa Tb /Ta ' 3.546 * 0.850 = 3.014 IQp = 14 .118 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + # + + + + + + ++ Process from Point /Station 13.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.330(Ac.) 1 Total of 3 main streams to confluence: Flow rates before confluence point: 6.299 5.890 3.546 Area of streams before confluence: 2.430 2.510 1.390 Results of confluence: '- Total flow rate = 14.118(CFS) Time of concentration = 8.215 min. _ Effective stream area after confluence 6.330(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 13.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.080(Ft.) Downstream point /station elevation = 18.580(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.118(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.118(CFS) Normal flow depth in pipe = 14.43(In.) Flow top width inside pipe = 19.48(In.) Critical Depth = 16.75(In.) Pipe flow velocity = 8.01(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 8.30 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 13.000 to Point /Station 18.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.580(Ft.) Downstream point /station elevation = 18.330(Ft.) Pipe length = 242.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 14.118(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated, individual pipe flow = 14.118(CFS) Normal flow depth in pipe = 22.97(In.) 1 Flow top width inside pipe = 30.36(In.) Critical Depth = 14.72(In.) Pipe flow velocity = 3.20(Ft /s) Travel time through pipe = 1.26 min. Time of concentration (TC) = 9.56 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + # + + + + + + ++ Process from Point /Station 13.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.330(Ac.) 1 hl r Runoff from this stream = 14.118(CFS) Time of concentration = 9.56 min. Rainfall intensity = 2.843(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 18.000 AREA 7 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 287.900(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00764 s(percent)= 0.76 TC = k(0.323) *[(length ^3) /(elevation change)]^0.2 Initial area time of concentration = 8.246 min. Rainfall intensity = 3.098(In /Hr) for a 10. APARTMENT subarea type Runoff Coefficient = 0.855 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 21 = 56 00 0 year storm ' Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.953(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.200 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 0.953(CFS) Time of concentration = 8.25 min. ' Rainfall intensity = 3.098(In /Hr) Program is now starting with Main Stream No. 3 1 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 15.000 to Point /Station 16.000 AREA 8 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 388.100(Ft.) Top (of initial area) elevation = 30.600(Ft.) Bottom (of initial area) elevation = 26.600(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01031 s(percent)= 1.03 ' TC = k(0.323) *[(length ^3) /(elevation changeH A 0.2 Initial area time of concentration = 8.753 min. Rainfall intensity = 2.993(In /Hr) for a 10.0 year storm APARTMENT subarea type ' Runoff Coefficient = 0.853 1 1 1 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.831(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.200 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 18.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 22.310(Ft.) Downstream point /station elevation = 18.330(Ft.) Pipe length = 308.24(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 3.831(CFS) Nearest computed pipe diameter - 12.00(In.) Calculated individual pipe flow = 3.831(CFS) Normal flow depth in pipe = 9.30(In.) Flow top width inside pipe = 10.02(In.). Critical Depth = 9.98(In.) Pipe flow velocity = 5.86(Ft /s) Travel time through pipe = 0.88 min. Time of concentration (TC) = 9.63 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.500(Ac.) Runoff from this stream = 3.831(CFS) Time of concentration = 9.63 min. Rainfall intensity = 2.832(In /Hr) Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.000 to Point /Station 18.000 AREA 9 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 685.600(Ft.) Top (of initial area) elevation = 29.600(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00700 s(percent)= 0.70 TC = k(0.323) *HlengthA3) /(elevation change)]"0.2 Initial area time of.concentration = 11.874 min. ' Rainfall intensity = 2.508(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.847 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 I �1 I - � I I ... � I � I I I n I * 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.421(CFS) Total initial stream area = 1.140(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.000 to Point /Station 18.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 1.140(Ac.) Runoff from this stream = 2.421(CFS) Time of concentration = 11.87 min. Rainfall intensity = 2.508(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 14.118 9.56 2.843 2 0.953 8.25 3.098 3 3.831 9.63 2.832 4 2.421 11.87 2.508 Largest stream flow has longer or shorter time of concentration Qp = 14.118 + sum of Qb Ia /Ib 0.953 * 0.918 = 0.875 Qa Tb /Ta 3.831 * 0.993 = 3.804 Qa Tb /Ta 2.421 * 0.805 = 1.950 Qp = 20.747 Total of 4 main streams to confluence: Flow rates before confluence point: 14.118 0.953 3.831 2.421 Area of streams before confluence: 6.330 0.360 1.500 1.140 Results of confluence: Total flow rate = 20.747(CFS) Time of concentration = 9.562 min. Effective stream area after confluence = 9.330(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 20.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.330(Ft.) Downstream point /station elevation = 18.200(Ft.) Pipe length = 123.33(Ft.) Manning's N = 0.013 I V. No. of pipes = 1 Required pipe flow = 20.747(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 20.747(CFS) Normal flow depth in pipe = 28.22(In.) Flow top width inside pipe = 29.64(In.) Critical Depth = 17.55(In.) Pipe flow velocity = 3.49(Ft /s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 10.15 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 20.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.330(Ac.) Runoff from this stream = 20.747(CFS) Time of concentration = 10.15 min. Rainfall intensity = 2.746(In /Hr). Program is now starting with Main Stream No. 2 .,_ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 20.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.480(Ac.) 1 +++++++++++++.+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ i Process from Point /Station 19.000 to Point /Station 20.000 AREA 10 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 109.000(Ft.) Top (of initial area) elevation = 26.200(Ft.) Bottom (of initial area) elevation = 23.000(Ft.) Difference in elevation = 3.200(Ft.) 1 Slope = 0.02936 s(percent)= 2.94 TC = k(0.323) *Hlength^3) /(elevation change)]'0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.141(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.864 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.717(CFS) Total initial stream area = 0.480(Ac.) Pervious area fraction = 0.200 .,_ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 20.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.480(Ac.) 1 Runoff from this stream = 1.717(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.141(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In /Hr) 1 20.747 10.15 2.746 2 1.717 5.00 4.141 Largest stream flow has longer time of concentration Qp = 20.747 + sum of Qb Ia /Ib 1.717 * 0.663 = 1.139 Qp = 21.886 Total of 2 main streams to confluence: Flow rates before confluence point: 20.747 1.717 Area of streams before confluence: 9.330 0.480 Results of confluence: Total flow rate = 21.886(CFS) Time of concentration = 10.152 min. Effective stream area after confluence = 9.810(Ac.) End of computations, total study area = 9.81 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 i [I i_l 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/18/04 File:WMVILLAS2.out ----------------------------------------------------------7------------- WATERMARK VILLAS - TR 31798 10 YEAR STORM STORM DRAIN SYSTEM NO.2 AREAS: 1; 6; 11; 12; 13; 14; 15; 16; 17; 18 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 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 = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 23.000 AREA 11 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 537.130(Ft.) Top (of initial area) elevation = 31.690(Ft.) Bottom (of initial area) elevation = 27.200(Ft.) Difference in elevation = 4.490(Ft.) Slope = 0.00836 s(percent),= 0.84 TC = k(0.323) *[(length^3) /(elevation change)]"0.2 Initial area time of concentration = 10.394 min. Rainfall intensity = 2.709'(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.850 Decimal fraction soil group A-'= 0.000 Decimal fraction soil group B F 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 = 0.200; Impervious fraction = 0.800 L Initial subarea runoff = 2.072(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +' Process from Point /Station 21.000 to Point /Station 23.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 1 Stream flow area = 0.900(Ac.) Runoff from this stream = 2.072(CFS) Time of concentration = 10.39 min. Rainfall intensity = 2.709(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 22.000 to Point /Station 23.000 AREA 12 ****.INITIAL AREA EVALUATION * * ** Initial area flow distance = 560.920(Ft.) Top (of initial area) elevation = 31.690(Ft.) Bottom (of initial area) elevation = 27.200(Ft.) Difference in elevation = 4.490(Ft.) Slope = 0.00800 s(percent)= 0.80 ' TC = k(0.323) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 10.668 min. Rainfall intensity = 2.668(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.849 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 = 0.200; Impervious fraction = 0.800 1 Initial subarea runoff = 2.810(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.200 Process from Point /Station 22.000 to Point /Station 23.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 2.810(CFS) Time of concentration = 10.67 min. Rainfall intensity = 2.668(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ± + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 1.000 to Point /Station 2.000 AREA 1 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 421.900(Ft.) L Ll u 111 Top (of initial area) elevation = 30.400(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00806 s(percent)= 0.81 TC = k (0.323) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 9.507 min. Rainfall intensity = 2.853(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.852 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.159(CFS) Total initial stream area = 1.300(Ac.) - Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 23.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 24.120(Ft.) Downstream point /station elevation = 21.910(Ft.) Pipe length = 402.28(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.159(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.159(CFS) Normal flow depth in pipe = 8.89(In.) Flow top width inside pipe = 14.74(In.) Critical Depth = 8.59(In.) Pipe flow velocity = 4.17(Ft /s) Travel time through pipe = 1.61 min. Time of concentration (TC) 11.12 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 23.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.300(Ac.) Runoff from this stream = 3.159(CFS) Time of concentration = 11.12 min. Rainfall intensity = 2.606(In /Hr) Summary of stream data: rStream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 " 2.072 10.39 2.709 I,. 2 2.810 10.67 2.668 3 Largest 3.159 stream 11.12 2.606 flow has longer time of concentration . Qp = 3.159 + sum of Qb Ia /Ib ' 2.072 * 0.962 = 1.993 I,. Initial area flow distance = 490.850(Ft.) Top (of initial area) elevation = 29.800(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00570 s(percent)= 0.57 TC = k(0.323) *[(length'3) /(elevation change))"0.2 Initial area time of concentration = 10.823 min. Rainfall intensity = 2.646(In /Hr) for a 10.0 year storm APARTMENT subarea type Qb Ia /Ib 2.810 * 0.976 = 2.744 QP = 7.895 Total of 3 main streams to confluence: Flow rates before confluence point: 2.072 2.810 3.159 Area of streams before confluence: 0.900 1.240 1.300 ' Results of confluence: Total flow rate = 7.895(CFS) Time of concentration = 11.116 min. ' Effective stream area after confluence = 3.440(Ac.) +++++++++++++++++± +++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 23.000 to Point /Station 25.000 �• * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.910(Ft.) Downstream point /station elevation = 21.380(Ft.) Pipe length = 69.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.895(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 7.895(CFS) Normal flow depth in pipe = 12.89(In.) Flow top width inside pipe = 16.23(In.) Critical Depth = 13.06(In.) Pipe flow velocity = 5.83(Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 11.32 min. ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 23.000 to Point /Station 25.000 ' * * ** CONFLUENCE OF.MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.440(Ac.) I Runoff from this stream = 7.895(CFS) Time of concentration = 11.32 min. Rainfall intensity = 2.579(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 24.000 to Point /Station 25.000 ' AREA 13 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 490.850(Ft.) Top (of initial area) elevation = 29.800(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00570 s(percent)= 0.57 TC = k(0.323) *[(length'3) /(elevation change))"0.2 Initial area time of concentration = 10.823 min. Rainfall intensity = 2.646(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 I 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 = 0.200; Impervious fraction = 0.800 ' Initial subarea runoff = 2.381(CFS) Total initial stream area = 1.060(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + ++ Process from Point /Station 24.000 to Point /Station 25.000 ' * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.060(Ac.) ' Runoff from this stream = 2.381(CFS) Time of concentration = 10.82 min. Rainfall intensity = 2.646(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity. No. (CFS) (min) (In /Hr) 1 7.895 11.32 2.579 2 2.381 10.82 2.646 Largest stream flow has longer time of concentration Qp = 7.895 + sum of Qb Ia /Ib 2.381 * 0.975 = 2.321 Qp = 10.216 Total of 2 main streams to confluence: ' Flow rates before confluence point: 7.895 2.381 Area of streams before confluence: 3.440 1.060 Results of confluence: Total flow rate = 10.216.(CFS) Time of concentration = 11.315 min. _ Effective stream area after confluence 4.500(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 25.000 to Point /Station 27.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 21.380(Ft.) Downstream point /station elevation = 19.590(Ft.) Pipe length = 250.46(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.216(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 10.216(CFS) Normal flow depth in pipe 13.73(In.) Flow top width inside pipe = 19.98(In.) I . Critical Depth = 14.29(In.) Pipe flow velocity = 6.13(Ft /s) Travel time through pipe = 0.68 min. Time of concentration (TC) _ •12.00 min. + k+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 25.000 to Point /Station 27.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.500(Ac.) Runoff from this stream = 10.216(CFS) Time of concentration = 12.00 min. Rainfall intensity = 2.493(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 26.000 to Point /Station 27.000 AREA 14 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 264.690(Ft.) Top (of initial area) elevation = 28.180(Ft.) Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 3.380(Ft.) Slope = 0.01277 s(percent)= 1.28 TC ,= k(0.323) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 7.196 min. Rainfall intensity =' 3.353(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.857 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.759(CFS) Total initial stream area = 0.960(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 26.000 to Point /Station 27.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.960(Ac.) Runoff from this stream = 2.759(CFS) Time of concentration = 7.20 min. Rainfall intensity = 3.353(In/Hr) Summary of stream data: Stream Flow rate TC No. .(CFS) (min) 1 10.216 12.00 Rainfall Intensity (In /Hr) 2.493 17 1 it 2 2.759 7.20 3.353 Largest stream flow has longer time of concentration Qp = 10.216 + sum of Qb Ia /Ib 2.759 * 0.743 = 2.051 Qp = 12.268 Total of 2 main streams to confluence: Flow rates before confluence point: 10.216 2.759 Area of streams before confluence: 4.500 0.960 Results of confluence: Total flow rate = 12.268(CFS) Time of concentration = 11.996 min. Effective stream area after confluence = 5.460 (Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 27.000 to Point /Station 30.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.590(Ft.) Downstream point /station elevation = 19.420(Ft.) Pipe length = 33.67(Ft.) Manning's N = 0.013 No. of pipes .= 1 Required pipe flow = 12.268(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.268(CFS) Normal flow depth in pipe = 15.70(In.) Flow top width inside pipe = 22.83(In.) Critical Depth = 15.09(In.) Pipe flow velocity = 5.64(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 12.10 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 27.000 to Point /Station 30.000. * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.460(Ac.) Runoff from this stream = 12.268(CFS) Time of concentration = 12.10 min. Rainfall intensity = 2.481(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 AREA 6 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 471.700(Ft.) Top (of initial area) elevation = 31.000(Ft.) Bottom (of initial area) elevation = 26.100(Ft.) Difference in elevation = 4.900(Ft.) Slope = 0.01039 s(percent)= 1.04 TC = k(0.323) * [ (length'3) / (elevation change))'0.2 ' Initial area time. of concentration = 9.448 min. Rainfall intensity = 2.863(In /Hr) for a 10.0 year storm APARTMENT subarea type ' Runoff Coefficient = 0.852 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.366(CFS) ' Total initial stream area = 0.970(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 30.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.590(Ft.) Downstream point /station elevation = 19.420(Ft.) Pipe length = 64.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.366(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow = 2.366(CFS) Normal flow depth in pipe = 9.39(In.) Flow top width inside pipe = 14.52(In.) Critical Depth = 7.37(In.) Pipe flow velocity = 2.93(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 9.82 min. 1 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 30.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.970(Ac.) Runoff from this stream = 2.366(CFS) Time of concentration = 9.82 min. ' Rainfall intensity = 2.800(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 28.000 to Point /Station 29.000 AREA 15 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 138.480(Ft..) Top (of initial area) elevation = 27.900(Ft.) Bottom (of initial area) elevation = 25.400(Ft.) ' Difference in elevation = 2.500(Ft.) Slope = 0.01805 s(percent)= 1.81 TC = k(0.323) *[(lerigth^3) /(elevation change)]"0.2 ' Initial area time of concentration = 5.181 min. Rainfall intensity 4.057(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.863 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.665(CFS) Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.500(Ft.) Downstream point /station elevation = 19.420(Ft.) Pipe length = 47.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.665(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.665(CFS) Normal flow depth in pipe = 7.20(In.) Flow top width inside pipe = 7.21(In.) Critical Depth = 4.45(In.) Pipe flow velocity = 1.76(Ft /s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 5.63 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 29.000 to Point /Station 30.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.190(Ac.) Runoff from this stream = 0.665(CFS) Time of concentration = 5.63 .min. Rainfall intensity = 3.867(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 12.268 12.10 2.481 2 2.366 9.82 2.800 3 0.665 5.63 3.867 Largest stream flow has longer time of concentration Qp = 12.268 + sum of Qb Ia /Ib 2.366 * 0.886 = 2.096 Qb Ia /Ib 0.665 * 0.642 = 0.427 Qp = 14.790 Total of 3 main streams to confluence: Flow rates before confluence point: 12.268 2.366 0.665 Area of streams before confluence: 5.460 0.970 0.190 ' Results of confluence: Total flow rate = 14.790(CFS) ' Time of concentration = 12.095 min. _ Effective stream area after confluence 6.620(Ac.) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 32.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 19.420(Ft.) Downstream point /station elevation = 18.940(Ft.) Pipe length = 59.21(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 14.790(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow = 14.790(CFS) Normal flow depth in pipe = 18.00(In.) ' Flow top width inside pipe = 14.70(In.) Critical Depth = 17.11(In.) Pipe flow velocity = 6.74(Ft /s) Travel time through pipe = 0.15 min. ' Time of concentration (TC) = 12.24 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 32.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.620(Ac.) Runoff from this stream = 14.790(CFS) Time of concentration = 12.24 min. ,. Rainfall intensity = 2.464(In /Hr) Program is now starting with Main Stream No. 2 i 1 i I� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 32.000 AREA 16 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 102.860(Ft.) Top (of initial area) elevation = 27.290(Ft.) Bottom (of initial area) elevation = 25.220(Ft.) Difference in elevation = 2.070(Ft.) Slope = 0.02012 s(percent)= 2.01 TC = k(0.323) *[(lengthA3) /(elevation change) ]"0.2 Warning: TC computed to be less than 5 mina; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.141(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.864 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.537(CFS) Total initial stream area = Pervious area fraction = 0.200 0.150(AC.) ++.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 32.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.150(Ac.) Runoff from this stream = 0.537(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.141(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 14.790 12.24 2.464 2 0.537 5.00 4.141 Largest stream flow has longer time of concentration Qp = 14.790 + sum of Qb Ia /Ib 0.537 * - 0.595 = 0.319 Qp = 15:110 Total of 2 main streams to confluence: Flow rates before confluence point: 14.790 0.537 Area of streams before confluence: 6.620 0.150 Results of confluence: Total flow rate = 15.110(CFS) Time of concentration 12.242 min. Effective stream area after confluence = 6.770(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 32.000 to Point /Station 35.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.940(Ft.) Downstream point /station elevation = 18.410(Ft.) Pipe length = 76.41(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.110(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.110(CFS) Normal flow depth in pipe = 16.27(In.) Flow top width inside pipe = 22.43(In.) Critical Depth = 16.82(In.) Pipe flow velocity = 6.67(Ft /s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 12.43 min. ++++++++++++++++++++++++++++++ +++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 32.000 to Point /Station 35.000 CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.770(Ac.) Runoff from this stream = 15.110(CFS) Time of concentration = 12.43 min. ' Rainfall intensity = 2.442(In /Hr) Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 33.000 to Point /Station 34.000 AREA 17 * * ** INITIAL AREA NVALUATION * * ** ' - Initial area flow distance = 71.680(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 25.500(Ft.) Difference in elevation = 1.500(Ft.) ' Slope = 0.02093 s(percent)= 2.09 TC = k(0.323) *[(lengthA3) /(elevation change) ]A0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. ' Initial area time of concentration = 5.000 min. Rainfall intensity = 4.141(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.864 t Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 1 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 ' Initial subarea runoff = 1.502(CFS) Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.200 +++++++++++++++++"++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 34.000 to Point /Station 35.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 22.660(Ft.) Downstream point /station elevation = 18.410(Ft.) Pipe length = 73.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.502(CFS) ' Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 1.502(CFS) Normal flow depth in pipe = 3.84(In.) ' Flow top width inside pipe = 8.90(In.) Critical Depth = 6.77(In.) Pipe flow velocity = 8.36(Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.15 min. t +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 34.000 to Point /Station. 35.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: 1 I In Main Stream number: 2 Stream flow area = 0.420(Ac.) Runoff from this stream = 1.502(CFS) Time of concentration = 5.15 min. Rainfall intensity = 4.072(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 15.110 12.43 2.442 2 1.502 5.15 4.072 Largest stream flow has longer time of concentration Qp = 15.110 + sum of Qb Ia /Ib 1.502 * 0.600 = 0.901 Qp = 16.010 Total of 2 main streams to confluence: Flow rates before confluence point: 15.110 1.502 Area of streams before confluence: 6.770 0.420 ' Results of confluence: Total flow rate = 16.010(CFS) Time of concentration = 12.433 min. Effective stream area after confluence = 7.190(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 35.000 to Point /Station 60.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 18.410(Ft.) ' Downstream point /station elevation = 18.200(Ft.) Pipe length = 34.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.010(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 16.010(CFS) Normal flow depth in pipe = 17.84(In.) Flow top width inside pipe = 20.97(In.) Critical Depth = 17.31(In.) Pipe flow velocity = 6.40(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.52 min. ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 35.000 to Point /Station 60.000 ' * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 ' Stream flow area = 7.190(Ac.) Runoff from this stream = 16.010(CFS) Time of concentration = 12.52 min. Rainfall intensity = 2.432(In /Hr) ' Program is now starting with Main Stream No. 2 I I .- +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 36.000 to Point /Station 60.000 AREA 18 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 94.000(Ft.) Top (of initial area) elevation = 25.000(Ft.) Bottom (of initial area) elevation = 23.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.02128 s(percent)= 2.13 TC = k(0.323) *[(length"3) /(elevation change)]'0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.141(In /Hr) for a 10.0 year -storm APARTMENT subarea type Runoff Coefficient = 0.864 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.610(CFS) Total initial stream area = 0.450(Ac.) Pervious area fraction = 0.200 .++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 36.000 to Point /Station 60.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.450(Ac.) Runoff from this stream = 1.610(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.141(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 16.010 12.52 2:432 2 1.610 5.00 4.141 Largest stream flow has longer time of concentration Qp = 16.010 + sum of Qb Ia /Ib 1.610 * 0.587 = 0.945 Qp = 16.955 Total of 2 main streams to confluence: Flow rates before confluence point: 16.010 1.610 Area of streams before confluence: 7.190 0.450 Results of confluence: Total flow rate = 16.955(CFS) Time of concentration = 12.522 min. Effective stream area after confluence = 7.640(Ac.) End of computations, total study area = 7.64 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 1 1 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/19/04 File:WMVILLAS3.out WATERMARK VILLAS - TR 31798 STORM DRAIN SYSTEM NO.3 10 YEAR STORM EVENT AREAS 19; 20; 21; 22; 23 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN 788 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual tStorm event (year) = , 10.00 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 = 10.0 Calculated rainfall intensity data: l hour intensity = 0.980(In /Hr) ' Slope of intensity duration curve = 0.5800 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 37.000 to Point /Station 38.000 AREA 19 * * ** INITIAL AREA EVALIIATION * * ** Initial area flow distance = 164.660(Ft.) Top (of initial area) elevation = 27.400(Ft.) Bottom (of initial area) elevation - 24.800(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01579 s(percent)= 1.58 TC = k(0.323) *[(lengthA3) /(elevation change)] "0.2 Initial area time of concentration = 5.704 min. Rainfall intensity = 3.837(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.861 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 = 0.200; Impervious fraction = 0.800 1 Initial subarea runoff = 1.124(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 38.000 to Point /Station 40.000 1 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 22.200(Ft.) Downstream point /station elevation = 21.250(Ft.) ' Pipe length = 35.12(Ft.) Manning's.N = 0.013 No. of pipes = 1 Required pipe flow 1.124(CFS) - Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.124(CFS) Normal flow depth in pipe = 4.03(In.) Flow top width inside pipe = 8.95(In.) Critical Depth = I 5.84(In.) Pipe flow velocity = 5.87(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.80 min. ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 38.000 to Point /Station 40.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.340(Ac.) ' Runoff from this stream = 1.124(CFS) Time of concentration = 5.80 min. Rainfall intensity = 3.798(In /Hr) 1 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 39.000 to Point /Station 40.000 AREA 20 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 244.120(Ft.) Top (of initial area) elevation = 27.400(Ft.) ' Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 2.600(Ft.) • Slope = 0.01065 s(percent)= 1.07 TC = k(0.323) *[(lengthA3) /(elevation change) ]A0.2 Initial area time of concentration = 7.224 min. Rainfall intensity = 3.346(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.857 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 = 0.200; Impervious fraction = 0.800 ' Initial subarea runoff = 0.832(CFS) Total initial stream area = 0.290(Ac.) Pervious area fraction 0.200 n +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 39.000 to Point /Station 40.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.290(Ac.) Runoff from this stream = 0.832(CFS) Time of concentration = 7.22 min. Rainfall intensity = 3.346(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1.124 5.80 3.798 2 0.832 7.22 3.346 Largest stream flow has longer or shorter time of concentration Qp = 1.124 + sum of Qa Tb /Ta 0.832 * 0.803 = 0.668 Qp = 1.792 Total of 2 main streams to confluence: Flow rates before confluence point: 1.124 0.832 Area of streams before confluence: 0.340 0.290 Results of confluence: Total flow rate = 1.792(CFS) Time of concentration = 5.804 min. Effective stream area after confluence = 0.630(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 40.000 to Point /Station 42.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.250(Ft.) Downstream point /station elevation = 19.980(Ft.) Pipe length = 58.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.792(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.792(CFS) Normal flow depth in pipe = 5.74(In.) Flow top width inside pipe = 8.65(In.) Critical Depth = 7.36(In.) Pipe flow velocity = 6.02(Ft /s) Travel time through pipe = 0.16 min. Time.of concentration (TC) = 5.97 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + ++ Process from Point /Station 40.000 to Point /Station 42.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 i ' Stream flow area = 0.630(Ac.) Runoff from this stream = 1.792(CFS) Time of concentration = 5.97 min. ' Rainfall intensity = 3.738(In /Hr) Program is now starting with Main Stream No. 2 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 41.000 to Point /Station 42.000 AREA 21 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 369.240(Ft.) Top (of initial area) elevation = 28.000(Ft.) ' Bottom (of initial area) elevation = 24.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00867 s(percent)= 0.87 TC = k(0.323) *H length^3) /(elevation change)]^0.2 Initial area time of concentration = 8.883 min. Rainfall intensity = 2.967(In /Hr) for a 10.0 year storm ' APARTMENT subarea type Runoff Coefficient = 0.853 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.418(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 41.000 to Point /Station 42.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' Total of 2 main streams to confluence: Flow rates before confluence point: 1.792 1.418 Area of streams before confluence: ' 0.630 0.560 The following data inside Main Stream is listed: In Main Stream number: 2 ' Stream flow area = 0.560(Ac.) Runoff from this stream = 1.418(CFS) Time of concentration = 8.88 min. Rainfall intensity = 2.967(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In /Hr) 1 1.792 5.97 3.738 2 1.418 8.88 2.967 Largest stream flow has longer or shorter time of concentration Qp = 1.792 + sum of Qa Tb /Ta ' 1.418 * 0.672 = 0.952 - Qp 2.744 ' Total of 2 main streams to confluence: Flow rates before confluence point: 1.792 1.418 Area of streams before confluence: ' 0.630 0.560 Results of confluence: ' Total flow rate = 2.744(CFS) Time of concentration = 5.966 min. Effective stream area after confluence = 1.190(Ac.) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 42.000 to Point /Station 44.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** upstream point /station elevation = 19.980(Ft.) Downstream point /station elevation = 19.500(Ft.) Pipe length = 95.16(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 2.744(CFS) Nearest computed pipe diameter - 15 *.00(In.) Calculated individual pipe flow = 2.744(CFS) Normal flow depth in pipe = 8.36(In.) ' Flow top width inside pipe = 14.90(In.) Critical Depth = 7.98(In.) Pipe flow velocity = 3.90(Ft /s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 6.37 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 42.000 to Point /Station 44.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.190(Ac.) ' Runoff from this stream = 2.744(CFS) Time of concentration = 6.37 min. Rainfall intensity = 3.598(In /Hr) Program is now starting with Main Stream No. 2 �I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 43.000 to Point /Station 44.000 AREA 22 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 162.920(Ft.) Top (of initial area) elevation = 26.000(Ft.) Bottom (of initial area) elevation = 24.300(Ft.) Difference in elevation = 1.700(Ft.) Slope 0.01043 s(percent)= 1.04 TC = k(0.323) *[(length'3) /(elevation change)]^0.2 Initial area time of concentration = 6.170 min. Rainfall intensity = 3.666(In /Hr) for a 10.0 year storm - APARTMENT subarea type Runoff Coefficient = 0.860 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.711(CFS) Total initial stream area = 0.860(Ac.) I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 44.000 to Point /Station 46.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 43.000 to Point /Station 44.000 * * ** CONFLUENCE OF MAIN STREAMS. * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 2.711(CFS) Time of concentration = 6.17 min. Rainfall intensity = 3.666(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) ' 1 2.744 6.37 3.598 2 2.711 6.17 3.666 Largest stream flow has longer time of concentration Qp = 2.744 + sum of ' Qb Ia /Ib 2.711 * 0.981 = 2.661 Qp = 5.405 Total of 2 main streams to confluence: Flow rates before confluence point: 2.744 2.711 Area of streams before confluence: ' 1.190 0.860 Results of confluence: Total flow rate = 5.405(CFS) Time of concentration = 6.372 min. Effective stream area after confluence = 2.050(Ac.) " +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 44.000 to Point /Station 46.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.500(Ft.) Downstream point /station elevation = 18.200(Ft.) Pipe length 39.71(Ft.) Manning's N = 0.013 - No. of pipes = 1 Required pipe flow - 5.405(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.405(CFS) Normal flow depth in pipe = 8.41(In.) Flow top width inside pipe = 10.99(In.) Critical Depth = 11.22(In.) Pipe flow velocity = 9.19(Ft /s) ' Travel time through pipe = 0.07 min. Time of concentration (TC) = 6.44 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 44.000 to Point /Station 46.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** i. 11 1 1 L I The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.050(Ac.) Runoff from this stream = 5.405(CFS) Time of concentration = 6.44 min. Rainfall intensity = 3.575(In /Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +` + + + + + + + + + + + + + + + ++ Process from Point /Station 45.000 to Point /Station 46.000 AREA 23 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 162.920(Ft.) Top (of initial area) elevation = 25.900(Ft.) Bottom (of initial area) elevation = 23.000(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.01780 s(percent)= 1.78 TC = k(0.323) *[(lengthA3) /(elevation change) ]A0.2 Initial area time of concentration = 5.545 min. Rainfall intensity = 3.900(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.862 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.891(CFS) Total initial stream area = 0.860(Ac.) Pervious area fraction = 0.200 ' +++++++++++++++++++++++++++++++++++++++ + + + ++ + + + ++ + + + + + + + + ++ + + + + ++ + + + ++ Process from Point /Station 45.000 to Point /Station 46.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 2.891(CFS) Time of concentration = 5.55 min. Rainfall intensity = 3.900(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 5.405 6.44 3.575 2 2.891 5.55 3.900 Largest stream flow has longer time of concentration Qp = 5.405 + sum of Qb Ia /Ib 2.891 * 0.917 = 2.650 QP = 8.054 Total of 2 main streams to confluence: Flow rates before confluence point: 5.405 2.891 Area of streams before confluence: 2.050 0.860 Results of confluence: Total flow rate = 8.054(CFS) Time of concentration = 6.444 min. Effective stream area after confluence = 2.910(Ac.) End of computations, total study area = 2.91 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 08/24/04 File:WMVILLAS4.out WATERMARK VILLAS - TR 31798 STREET FLOW CONVEYED TO RETENTION BASIN 10 YEAR STORM AREAS: 24; 25; 26 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** 1 English (in -lb) Units used in input data file 1 ------------------------------------------------------------------------ Fomotor Engineering, Palm Springs, CA - SIN. 788 ' ------------------------------------------------------------------------ Rational Method Hydrology Program based on - "Riverside County Flood Control & Water Conservation District 1978 hydrology manual ,. Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) ' For the [ Cathedral City J 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 = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) ' Slope of intensity duration curve = 0.5800 ' . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 47.000 to Point /Station 48.000 AREA 24 * ** *'INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.160(Ft.) Top (of initial area) elevation = 32.400(Ft.) Bottom (of initial area) elevation = 30.810(Ft.) Difference in elevation = 1.590(Ft.) Slope = 0.01334 s(percent)= 1.33 ' t TC = k(0.323) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 5.183 min. Rainfall intensity = 4.056(In /Hr) for a 10.0 year storm APARTMENT subarea type ' Runoff Coefficient = 0.863 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 = 0.200; Impervious fraction = 0.800 1 ' Initial subarea runoff = 0.735(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 48.000 to Point /Station 49.000 AREA 25 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 30.810(Ft.) End of street segment elevation = 28.760(Ft.) Length of street segment = 543.850(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 51.000(Ft.) Distance from crown to crossfall grade break = 49.000(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 = 29.000(Ft.) ' Slope from curb to property line (v /hz) = 2.000 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 = 2.415(CFS) Depth of flow = 0.367(Ft.), Average velocity = 1'.535(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.027(Ft.) Flow velocity = 1.54(Ft /s) Travel time = 5.90 min. TC = 11.09 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.848 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 2.610(In /Hr) for a 10.0 year storm ' Subarea runoff = 2.125(CPS) for 0.960(Ac.) Total runoff = 2.861(CFS) Total area = 1.170(Ac.) Street flow at end of street = 2.861(CFS) Half street flow at end of street = 2.861(CFS) Depth of flow = 0.385(Ft.), Average velocity = 1.598(Ft /s) Flow width (from curb towards crown)= 12.897(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 49.000 to Point /Station 50.000 AREA 26 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 28.760(Ft.) End of street segment elevation = 25.160(Ft.) Length of street segment = 921.080(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 = 41.000(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 = 32.000(Ft.) Slope from curb to property line (v /hz) = 2.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.819(CFS) Depth of flow = 0.467(Ft.), Average velocity = 1.922(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.031(Ft.) Flow velocity = 1.92(Ft /s) Travel time = 7.99 min. TC = 19.07 min. Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.836 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 1.905(In /Hr) for a 10.0 year storm Subarea runoff = 3.855(CFS) for 2.420(Ac.) Total runoff = 6.715(CFS) Total area = 3.590(Ac.) Street flow at end of street = 6.715(CFS) Half street flow at end of street = 6.715(CFS) Depth of flow = 0.487(Ft.), Average velocity = 1.990(Ft /s) Flow width (from curb towards crown)= 18.020(Ft.) +++++.+++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 20.160(Ft.) Downstream point /station elevation = 18.200(Ft.) Pipe length = 71.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.715(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.715(CFS) Normal flow depth in pipe = 8.63(In.) Flow top width inside pipe = 14.83(In.) Critical Depth = 12.50(In.) Pipe flow velocity = 9.20(Ft /s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 19.20 min. End of computations, total study area = 3.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 Results : Total flow rate = 6.715(CFS) Time of concentration (TC) = 19.20 min. End of computations, total study area = 3.59 (Ac.) e r e i t The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number = 56.0 HYDROLOGY GRADE LINE Pipe Sizing Calculations Hydrology Grade Line Three independent storm drain systems were considered to modeling the storm drain system proposed. Drainage areas Storm Drain System 1 with tributary Areas 2; 3; 4; 5; 7; 8; 9; 10 Storm Drain System 2 with tributary Areas 1; 6; 11; 12; 13; 14; 15; 16; 17; 18 Storm Drain System 2 with tributary Areas 19; 20; 21; 22; 23 1• 1 i Project file: sd- 101205.stm No. Lines: 249 10 -24 -2005 Hydraflow Storm Sewers 2003 Hydraflow Plan View 77 Project file: sd- 101205.stm No. Lines: 249 10 -24 -2005 Hydraflow Storm Sewers 2003 77 2 79 71 86 76 78 74 89 B 173 60 68 87 81 68 80 79 1 131 67 1 21 210 102 129 1 60 1 217 107 24 120 y 220 126 118 62 2 108 128 2 117 61 2 1 122 11e 237 213 06 12111 227 160 1 60 / 22e 212 114 10 07 40 X 113 48 / 43 1694 47 16 228 168 40 04 49 96 49 24 193 38 14 13 2 � 20 72 241 168 38 18 122 23 204 � 168 - 1 11 232 240 1 '� B 8 201 10 231 164 37 7 176 3B 28 0 192 196 �p - 6 140 41 143 1 180 71 W8 199 161 174 179 181 914 7 160 Ou9all 14A87 182 183 173 140 1�� 17 172 177 .. 17 178 Project file: sd- 101205.stm No. Lines: 249 10 -24 -2005 Hydraflow Storm Sewers 2003 rr r� rw "r , rr - r� �rr M ar r r r rri rr SxOrm ewer Profile . ' . PrO;. fie: sd- lo1205.stm Elev. (ft) 37.01 32.00 27.00 22.00 17.00 12.00 -L 0 } 40 25 50 75 100 125 150 175 200 225 250 275 300 Reach (ft) Hydraflow Storm Sewers 2003 M`M -M M Mao M M M M M wrtorm ewer P"rofile, - Pro;. file: sd-101205-stm Elev. (ft) 40.00 5.00 25.00 Mimi 11101011111111 1 1110111011011011 In= 0 ni I I I I I I ,NMI 20.00 111011101111MMI 111 OEM imm ====== 15.00 0 50 100 150 200 250 300 350 400 450 500 Reach (ft) Hydraflow Storm Sewers 2003 Morm "Te P"rolile" 'm an mPromjfile: sdM-101205.Mstm Elev. (ft) 37.00 33,00 29.00 PRO as a a MW- 25.00 MEBIMMINE'lMl No Now 21.00 an- - 17.00 0 25 50 75 100 125 150 175 200 Reach (ft) 225 250 275 300 325 350 Hydraflow Storm Sewers 2003 as a a .r er r rr ors rr ar r� rr r r �r rr r ar r r rr r Storm Sewer Profile Pro;. file: sd- 101205.stm Elev. (ft) 37.00 M- .. n: 5 32.00 Ln -- - - - -. . - ........... L : 147 -- - -- - -- L-rfrl �5 -- - -Ln: 146 –.._. )_ 3 (in) _ -- _n: ._ 2- 30 -(+n)— 30 (in) — -- 0 in T i i 27.00 22.00 17.00 12.00 0 50 100 150 200 250 300 350 400 450 500 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 37.00 3.00 - ME a I Lam W�% Er=W.M 9.00 I E1010011 Jill I'MI'MI IFfillm 25.00 1114W Moon �Nnm BE Minna m MIMIE, ill M! I IMMIN =I ill WON - 21.00 HE 17.00 0 50 100 150 200 250 300 Reach (ft) 350 400 450 500 Hydraflow, Storm Sewers 2003 1 Storm Sewer Summary Report Page 1 t 1 t Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 51.92 42 c 13.0 16.20 16.29 0.692 22.00* 22.03' 0.34 End 2 51.92 42 c 6.0 16.29 16.33 0.667 22.37 *" 22.39' 0.34 1 3 51.67 42 c 7.0 16.33 16.38 0.714 22.73' 22.75* 0.34 2 4 51.67 42 c 8.0 16.38 16.44 0.750 23.09' 23.11 * 0.34 3 5 49.50 42 c 56.0 16.44 16.84 0.714 23.44' 23.58* 0.31 4 6 33.32 42 c 44.0 16.84 17.16 0.727 ' 23.89* 23.94' 0.14 5 7 3.96 30 c 40.0 18.16 18.45 0.725 24.08' 24.08* 0.01 6 8 3.96 30 c 35.0 18.45 18.70 0.714 24.09' 24.09' 0.01 7 9 2.86 30 c 62.0 18.70 19.25 0.887 24.09* 24.10' 0.00 8 10 2.20 30 c 35.0 19.25 19.56 0.886 24.10' 24.10' 0.00 9 11 1.98 18 c 72.0 20.56 21.20 0.889 24.11' 24.13* 0.02 10 12 1.76 18 c 27.0 21.20 21.44 0.889 24.16' 24.16' 0.01 11 13 1.54 18 c 45.0 21.44 21.84 0.889 24.17' 24.18* 0.02 12 14 0.88 12 c 42.0 22.34 22.71 0.881 24.20' 24.23' 0.03 13 15 0.44 12 c 78.0 22.71 23.40 0.885 24.25 24.26 0.00 14 16 0.22 12 c 81.0 23.40 24.12 0.889 24.27 24.35 0.04 15 17 0.66 12 c 22.0 20.75 21.41 3.000 24.10' 24.11 0.01 9 18 0.44 12 c 22.0 21.41 22.07 3.000 24.12* 24.12' 0.00 17 19 0.22 12 c 9.0 22.07 22.34 3.000 24.13' 24.13' 0.00 18 20 0.22 12 c 27.0 22.34 23.15 3.000 24.13 24.13 0.00 19 21 0.22 12 c 26.0 22.07 22.85 3.000 24.13* 24.13' 0.00 18 22 0.44 12 c 24.0 22.34 22.58 1.000 24.20' 24.20' 0.00 13 23 0.22 12 c 51.0 22.58 23.09 1.000 24.21' 24.21 * 0.00 22 24 0.22 12 c 29.0 22.71 23.00 1.000 24.25' 24.26' 0.00 14 25 0.25 12 c 19.0 18.83 19.40 3.000 22.73* 22.73' 0.00 2 26 2.17 18 c 10.0 18.44 18.64 2.000 23.44* 23.45* 0.02 4 27 2.17 18 c 12.0 18.64 18.88 2.000 23.46* 23.47* 0.02 26 28 1.92 18 c 31.0 18.88 19.50 2.000 23.49' 23.50' 0.01 27 29 1.75 12 c 15.0 20.00 20.45 3.000 23.51' 23.54' 0.06 28 30 0.50 12 c 23.0 20.45 21.14 3.000 23.60' 23.60' 0.00 29 31 0.25 12 c 24.0 21.14 21.86 3.000 23.61' 23.61* 0.00 30 32 1.25 12 c 15.0 20.45 20.90 3.000 23.60* 23.62* 0.04 29 Project File: sd- 101205.stm Number of lines: 249 TRun Date: 10 -24 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; • Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 2 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. - 33 0.25 12 c 23.0 20.90 21.59 3.000 23.66* 23.66* 0.00 32 34 0.75 12 c 36.0 20.90 21.98 3.000 23.66* 23.68* 0.02 32 35 0.50 12 c 16.0 21.98 22.46 3.000 23.69* 23.70' 0.01 34 36 0.25 12 c 24.0 22.46 23.18 3.000 23.70 23.70 0.01 35 37 29.36 42 c 28.0 17.16 17.30 0.500 24.08* 24.10' 0.10 6 38 28.47 42 c 70.0 17.30 17.65 0.500 24.20* 24.26' • 0.06 37 39 28.47 30 c 34.0 18.65 18.82 0.500 24.32' 24.48' 0.39 38 40 13.09 30 c 16.0 18.82 18.90 0.500 24.87* 24.89' 0.08 39 41 13.09 30 c 19.0 18.90 18.96 0.316 24.97' 24.99* 0.06 40 42 12.86 30 c 28.0 18.96 19.05 0.321 25.05' 25.08* 0.08 41 43 12.63 30 c 40.0 19.05 19.18 0.325 25.16' 25.19' 0.05 42 44 12.45 30 c 39.0 19.18 19.30 0.308 25.25' 25.28' 0.15 43 45 10.42 30 c 57.0 19.30 19.48 0.316 25.43* 25.47' 0.04 44 46 10.24 30 c 35.0 19.48 19.59 0.314 25.50* 25.52' 0.05 45 47 10.06 30 c 69.0 19.59 19.81 0.319 25.57' 25.61' 0.10 46 48 7.54 30 c 38.0 19.81 19.93 0.316 25.71 * 25.72' 0.02 47 49 7.36 30 c 12.0 19.93 19.97 0.333 25.74* 25.75' 0.01 48 50 7.36 30 c 67.0 19.97 20.18 0.313 25.75* 25.77' 0.04 49 51 7.18 30 c 14.0 20.18 20.22 0.286 25.81' 25.82' 0.01 50 52 5.56 30 c 9.0 20.22 20.25 0.333 25.83* 25.83* 0.02 51 53 5.38 24 c 40.0 20.75 20.88 0.325 25.86* 25.88' 0.03 52 54 0.18 24 c 5.0 20.88 20.98 2.000 25.91* 25.91 0.00 53 55 5.20 24 c 7.0 20.88 20.90 0.286 25.91' 25.92* 0.03 53 56 5.20 24 c 40.0 20.90 21.03 0.325 25.95' 25.97' 0.02 55 57 5.02 24 c 32.0 21.03 21.13 0.312 25.99* 26.01' 0.03 56 58 2.95 24 c 36.0 21.13 21.25 0.333 26.04* 26.04* 0.01 57 59 2.78 18 c 48.0 21.75 22.23 1.000 26.05' 26.08* 0.03 58 60 2.61 18 c 21.0 22.23 22.44 1.000 26.11' 26.12' 0.03 59 61 1.76 18 c 39.0 22.44 22.83 1.000 26.15' 26.16' 0.02 60 62 1.59 12 c 20.0 23.33 23.53 1.000 26.18' 26.22* 0.05 61 63 0.68 12 c 22.0 23.53 23.75 1.000 26.27* 26.27* 0.02 62 64 0.34 12 c 39.0 23.75 24.14 1.000 26.29' 26.29* 0.00 63 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10-24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 3 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 65 0.17 12 c 36.0 24.14 24.50 1.000 26.30' 26.30' 0.00 64 66 0.17 12 c 29.0 24.14 24.43 1.000 26.29' 26.29' 0.00 63 67 0.91 12 c 8.0 23.53 23.61 1.000 26.27' 26.27* 0.01 62 68 0.74 12 c 42.0 23.61 24.03 1.000 26.29' 26.30* 0.01 67 69 0.57 12 c 24.0 24.03 24.27 1.000 26.31' 26.32' 0.01 68- 70 0.40 12 c 15.0 24.27 24.42 1.000 26.33' 26.33' 0.00 69 71 0.23 12 c 17.0 24.42 24.59 1.000 26.33' 26.33' 0.00 70 72 0.23 12 c 7.0 24.59 24.66 1.000 26.33' 26.33* 0.00 71 73 0.85 18 c 10.0 22.44 22.54 1.000 26.15' 26.15* 0.00 60 74 0.68 12 c 23.0 23.04 23.27 1.000 26.15' 26.16' 0.01 73 75 0.34 12 c 36.0 23.27 23.63 1.000 26.17' 26.18' 0.00 74 76 0.17 12 c 26.0 23.63 23.89 1.000 26.18' 26.18' 0.00 75 77 0.17 12 c 28.0 23.89 24.17 1.000 26.18' 26.18' 0.00 76 78 0.17 12 c 48.0 23.27 23.75 1.000 26.17' 26.18' 0.00 74 79 2.07 24 c 9.0 21.13 21.16 0.333 26.04* 26.04' 0.01 57 80 2.07 24 c 44.0 21.16 21.30 0.318 26.04' 26.05' 0.01 79 81 1.56 12 c 26.0 22.30 22.56 1.000 26.05' 26.10' 0.04 80 82 1.39 12 c 8.0 22.56 22.64 1.000 26.15* 26.16* 0.04 81 83 1.04 12 c 12.0 22.64 22.76 1.000 '26.20* 26.21 0.03 82 84 0.53 12 c 38.0 22.46 22.84 1.000 26.24' 26.25' 0.00 83 85 0.36 12 c 15.0 22.84 23.14 2.000 26.25* 26.25* 0.00 84 86 0.18 12 c 16.0 23.14 23.46 2.000 26.26* 26.26' 0.00 85 87 0.34 12 c 16.0 22.30 22.62 2.000 26.05' 26.05* 0.00 80 88 0.17 12 c 25.0 22.62 23.12 2.000 26.06' 26.06' 0.00 87 89 0.35 12 c 8.0 22.64 22.80 2.000 26.20' 26.20' 0.00 82 90 0.18 12 c 17.0 22.80 23.14 2.000 26.20' 26.20' 0.00 89 91 0.17 12 c 6.0 22.80 22.92 2.000 26.20* 26.20* 0.00 89 92 0.34 12 c 15.0 22.76 23.21 3.000 26.24' 26.24' 0.00 83 93 0.17 12 c 14.0 23.91 24.33 3.000 26.24' 26.24* 0.00 92 94 0.23 12 c 7.0 20.55 20.76 3.000 25.16' 25.16' 0.00 42 95 0.23 18 c 12.0 20.76 21.12 3.000 25.16' 25.16* 0.00 94 96 1.85 18 c 18.0 20.30 20.40 0.556 25.43* 25.44* 0.01 44 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10-24 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 4 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 97 1.67 18 c 64.0 20.40 20.76 0.563 25.45' 25.47" 0.02 96 98 1.49 18 c 13.0 20.76 20.83 0.538 25.48' 25.48` 0.01 97 99 1.31 18 c 17.0 20.83 20.93 0.588 25.49` 25.49` 0.01 98 100 0.95 18 c 16.0 20.93 21.02 0.563 25.50' 25.50' 0.00 99 101 0.41 18 c 37.0 21.02 21.23 0.568 25.51 ` 25.51 0.00 100 102 0.23 12 c 61.0 21.73 22.08 0.574 25.51" 25.51' 0.00 101 103 0.18 12 c 8.0 20.90 21.14 3.000 25.45" 25.45' 0.00 96 104 0.18 12 c 19.0 21.14 21.71 3.000 25.45' 25.45" 0.00 103 105 0.18 12 c 29.0 21.33 22.20 3.000 25.49" 25.49' 0.00 98 106 0.36 12 c 32.0 21.43 22.39 3.000 25.50' 25.50' 0.00 99 107 0.18 12 c 25.0 22.39 23.14 3.000 25.51" 25.51" 0.00 106 108 0.54 12 c 15.0 21.52 21.97 3.000 25.51' 25.51' 0.01 100 109 0.36 12 c 22.0 21.97 22.63 3.000 25.51" 25.52' 0.00 108 110 0.18 12 c 20.0 22.63 23.23 3.000 25.52' 25.52" 0.00 109 111 0.18 12 c 18.0 21.97 22.51 3.000 25.51' 25.52" 0.00 108 112 0.18 12 c 24.0 22.63 23.35 3.000 25.52' 25.52' 0.00 109 113 2.34 18 c 32.0 20.81 21.45 2.000 25.71" 25.73" 0.01 47 114 2.16 18 c 23.0 21.45 21.91 2.000 25.74" 25.75' 0.02 113 115 0.72 18 c 30.0 21.91 22.51 2.000 25.77` 25.77" 0.00 114 116 0.54 12 c 16.0 23.01 23.33 2.000 25.77' 25.78" 0.01 115 117 0.36 12 c 15.0 23.33 23.63 2.000 25.78" 25.78' 0.00 116 118 0.18 12 c 16.0 23.63 23.95 2.000 25.79' 25.79" 0.00 117 119 0.18 12 c 13.0 23.33 23.59 2.000 25.78' 25.78` 0.00 116 120 1.44 12 c 20.0 22.41 22.81 2.000 25.77' 25.80" 0.04 114. 121 1.26 12 c 22.0 22.81 23.25 2.000 25.84" 25.87` 0.05 120 122 0.90 12 c 24.0 23.25 23.73 2.000 25.92" 25.93' 0.02 121 123 0.72 12 c 19.0 23.73 24.11 2.000 25.95" 25.96" 0.02 122 124 0.18 12 c 25.0 24.11 24.61 2.000 25.98' 25.98" 0.00 123 125 0.36 12 c 22.0 24.11 24.55 2.000 25.98' 25.98' 0.00 123 126 0.18 12 c 18.0 24.55 24.91 2.000 25.98' 25.98` 0.00 125 127 0.18 12 c 10.0 23.25 23.45 2.000 25.92" 25.92' 0.00 121 128 1.62 18 c 17.0 21.22 21.38 0.941 25.83" 25.84' 0.01 51 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 5 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 129 1.62 18 c 51.0 21.38 21.86 0.941 25.84' 25.85* 0.01 128 130 0.36 18 c 10.0 21.86 21.96 1.000 25.86* 25.86* 0.00 129 131. 0.18 12 c 55.0 22.46 22.98 0.945 25.86' 25.87* 0.00 130 132 1.26 12 c 5.0 22.36 22.41 1.000 25.86' 25.87' 0.03 129 133 1.08 12 c 40.0 22.41 22.79 0.950 25.90' 25.94* 0.04 132 134 0.54 12 c 15.0 22.79 22.93 0.933 25.97* 25.98' 0.01 133 135 0.18 12 c 37.0 22.93 23.28 0.946 25.98' 25.98* 0.00 134 136 0.18 12 c 11.0 22.41 22.51 0:909 25.90* 25.90' -0.00 132 137 0.36 12 c 25.0 22.79 23.03 0.960 25.97' 25.98' 0.00 133 138 0.18 12 c 27.0 23.03 23.29 0.963 25.98' 25.98' 0.00 137 139 0.18 12 c 19.0 22.93 23.11 0.947 25.98' 25.98' 0.00 134 140 16.18 30 c 120.0 17.84 19.00 0.967 23.89* 24.07* 0.13 5 141 15.58 30 c 4.0 19.00 19.02 0.500 24.20* 24.21 0.08 140 142 15.58 30 c 35.0 19.02 19.17 0.429 24.28' 24.34* 0.07 141 143 15.58 30 c 38.0 19.17 19.33 0.421 24.41' 24.46* 0.11 142 144 12.90 30 c 57.0 19.33 19.57 0.421 24.57* 24.63' 0.13 143 145 11.86 30 c 80.0 19.57 19.91 0.425 24.76* 24.83' 0.06 144 146 11.56 30 c 63.0 19.91 20.17 0.413 24.89' 24.94* 0.06 145 147 8.92 30 c 12.0 20.17 20.22 0.417 25.01* 25.01' 0.06 146 148 8.48 30 c 29.0 20.22 20.34 0.414 25.07* 25.08* 0.03 147 149 8.04 30 c 17.0 20.34 20.41 0.412 25.12* 25.12* 0.04 148 150 3.36 30 c 39.0 20.41 20.57 0.410 25.16' 25.16' 0.01 149 151 3.21 30 c 7.0 20.57 20.60 0.429 25.17' 25.17* 0.00 150 152 2.87 18 c 42.0 21.60 21.78 0.429 25.17' 25.20* - 0.03 151 153 2.53 18 c 4.0 21.78 21.81 0.750 25.24' 25.24' 0.02 152 154 2.19 18 c 88.0 21.81 22.44 0.716 25.26' 25.30* 0.02 153 155 2.19 12 c 23.0 22.94 23.11 0.739 25.32' 25.40* 0.09 154 156 1.70 12 c 18.0 23.11 23.24 0.722 25.49* 25.54' 0.05 155 157. 1.36 12 c 13.0 23.24 23.33 0.692 25.59' 25.61* 0.05 156 158 1.02 12 c 88.0 23.33 23.96 0.716 25.66' 25.73' 0.04 157 159 0.68 12 c 95.0 23.96 24.64 0.716 25.77' 25.81' 0.01 158 160 0.34 12 c 64.0 24.64 25.10 0.719 25.81 25.82 0.00 159 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 f I ], 4 r J 1 Storm Sewer Summary Report Page 6 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line. (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 161 0.34 12 c 21.0 22.74 23.37 3.000 25.59' 25.59* 0.00 156 162 0.49 12 'c 29.0 22.61 23.48 3.000 25.49* 25.50' 0.00 155 163 0.15 12 c 68.0 23.48 25.52 3.000 25.50 25.68 0.05 162 164 0.34 12 c 20.0 22.28 22.88 3.000 25.24' 25.24' 0.00 152 165 0.15 12 c 9.0 22.07 22.34 3.000 25.17' 25.17* 0.00 150 166 0.15 12 c 25.0 22.34 23.09 3.000 25.17* 25.17' 0.00 165 167 0.44 12 c 12.0 21.84 22.20 3.000 25.12' 25.12' 0.00 148 168 2.64 18 c 18.0 21.17 21.33 0.889 25.01' 25.02' 0.03 146 169 2.64 18 c 32.0 21.33 21.61 0.875 25.04' 25.06' 0.05 168 170 2.20 18 c 51.0 21.61 22.06 0.882 25.12' 25.14' 0.01 169 171 1.76 12 c 20.0 22.56 22.74 0.900 25.15' 25.20' 0.06 170 172 1.76 12 c 28.0 22.74 22.99 0.893 25.26' 25.33' 0.07 171 173 0.88 12 c 105.0 22.99 23.91 0.876 25.39' 25.46' 0.01 172 174 0.44 12 c 70.0 23.91 24.53 0.886 25.47 25.48 0.00 173 175 0.44 12 c 7.0 24.53 24.59 0.857 25.48 25.48 0.01 174 176 0.44 12 c 8.0 23.91 24.07 2.000 25.47* 25.47• 0.00 173 177 0.88 12 c 84.0 22.99 23.67 0.810 25.39' 25.44' 0.01 172 178 0.44 12 c 26.0 23.67 23.88 0.808 25.45* 25.46' 0.00 177 179 0.44 12 c 50.0 23.88 24.29 0.820 25.46' 25.47' 0.00 178 180 0.60 12 c 6.0 20.50 20.56 1.000 24.20' 24.20' 0.01 140 181 0.60 12 c 41.0 20.56 20.97 1.000 24.21' 24.22* 0.01 180 182 0.30 12 c 33.0 20.97 21.30 1.000 24.23* 24.24' 0.00 181 183 0.30 12 c 75.0 21.30 22.05 1.000 24.24* 24.24' 0.00 182 184 2.38 18 c 11.0 20.33 20.44 1.000 24.57' 24.58* 0.02 143 185 2.08 18 c 27.0 20.44 20.71 1.000 24.60' 24.61 0.02 184 186 1.78 18 c 29.0 20.71 21.00 1.000 24.62' 24.63• 0.02 185 187 1.04 12 c 30.0 21.50 22.10 2.000 24.65' 24.68' 0.02 186 188 0.22 12 c 51.0 22.10 23.12 2.000 24.70' 24.70* 0.00 187 189 0.52 12 c 23.0 22.10 22.56 2.000 24.70' 24.70' 0.00 187 190 0.22 12 c 28.0 22.56 23.12 2.000 24.71* 24.71' 0.00 189 191 0.44 12 c 24.0 21.50 21.98 2.000 24.65* 24.66' 0.00 186 192 0.22 12 c 28.0 21.98 22.54 2.000 24.66' 24.66' 0.00 191 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10-24 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; • Indicates surcharge condition. Hydraflow Storm Sewers 2003 f i 1 1 1 t 1 Storm Sewer Summary Report Page 7 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 193 0.30 12 c 21.0 21.21 21.63 2.000 24.62' 24.63' 0.00 185 194 0.30 12 c 5.0 20.94 21.04 2.000 24.60' 24.60' 0.00 184 195 0.30 12 c 31.0 21.04 21.66 2.000 24.60' 24.60' 0.00 194 196 0.74 12 c 10.0 21.07 21.22 1.500 24.76' 24.77' 0.01 144 197 0.74 12 c 96.0 21.17 22.61 1.500 24.77' 24.81' 0.02 196 198 0.44 12 c 39.0 22.61 23.20 1.513 24.83' 24.83` 0.00 197 199 4.68 24 c 40.0 20.91 21.11 0.500 25.16' 25.17' 0.03 149 200 4.53 24 c 35.0 21.11 21.29 0.514 25.20' 25.21' 0.02 199 201 4.23 24 c 39.0 21.29 21.49 0.513 25.24' 25.25' 0.02 200 202 4.08 24 c 5.0 21.49 21.52 0.600 25.27' 25.28' 0.02 201 203 3.93 24 c 5.0 21.52 21.55 0.600 25.30' 25.30' 0.00 202 204 3.93 24 c 34.0 21.55 21.72 0.500 25.30' 25.31 0.02 203 205 3.78 24 c 11.0 21.72 21.78 0.545 25.33' 25.33' 0.02 204 206 3.33 24 c 37.0 21.78 21.97 0.514 25.35' 25.36' 0.02 205 207 2.40 24 c 32.0 21.97 22.13 0.500 25.37* 25.38' 0.01 206 208 2.25 24 c 8.0 22.13 22.17 0.500 25.38' 25.39' 0.01 207 209 2.10 24 c 11.0 22.17 22.23 0.545 25.39' 25.39' 0.00 208 210 1.95 24 c 24.0 22.23 22.35 0.500 25.40* 25.40' 0.00 209 211 1.80 24 c 43.0 22.35 22.57 0.512 25.40' 25.40' 0.01 210 212 1.65 18 c 16.0 23.07 23.15 0.500 25.41' 25.41 * 0.01 211 213 1.35 18 c 35.0 23.15 23.33 0.514 25.42' 25.43' 0.01 212 214 1.05 18 c 5.0 23.33 23.36 0.600 25.44' 25.44' 0.00 213 215 0.90 18 c 12.0 23.36 23.42 0.500 25.44' 25.44* 0.00 214 216 0.75 12 c 21.0 23.92 24.03 0.524 25.44' 25.45* 0.01 215 217 0.45 12 c 52.0 24.03 24.29 0.500 25.46' 25.47* 0.01 216 218 0.30 12 c 37.0 24.29 24.48 0.514 25.48 25.48 0.00 217 219 0.15 12 c 44.0 24.48 24.70 0.500 25.48 25.48 0.00 218 220 0.30 12 c 14.0 24.03 24.17 1.000 25.46' 25.46' 0.00 216 221 0.15 12 c 31.0 24.17 24.48 1.000 25.47 25.47 0.00 220 222 0.15 12 c 10.0 22.49 22.69 2.000 25.27' 25.27' 0.00 201 223 0.30 12 c 11.0 23.83 .23.94 1.000 25.44' 25.44' 0.00 213 224 0.30 12 c 13.0 23.94 24.07 1.000 25.44' 25.44' 0.00 223 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10-24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 L- Storm Sewer Summary Report Page 8 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line . (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 225 0.15 12 c 32.0 24.07 24.39 1.000 25.44' 25.44' 0.00 224 226 0.30 12 c 14.0 23.65 23.79 1.000 25.42' 25.42' 0.00 212 227 0.15 12 c 12.0 23.79 23.91 1.000 25.43' 25.43` 0.00 226 228 0.15 12 c 5.0 23.17 23.22 1.000 25.39' 25.39' 0.00 208 229 0.15 12 c 21.0 23.22 23.43 1.000 25.39' 25.39' 0.00 228 230 0.15 12 c 35.0 22.11 22.81 2.000 25.20' 25.20' 0.00 199 231 0.30 12 c 15.0 22.29 22.44 1.000 25.24• 25.24' 0.00 200 232 0.15 12 c 60.0 22.44 23.04 1.000 25.24' 25.24' 0.00 231 233 0.15 12 c 6.0 23.35 23.47 2.000 25.40' 25.40' 0.00 210 -234 0.78 18 c 14.0 22.47 22.54 0.500 25.37' 25.38' 0.00 206 235 0.63 18 c 31.0 22.54 22.70 0.516 25.38' 25.38' 0.00 234 236 0.48 18 c 47.0 22.70 22.94 0.511 25.38' 25.38' 0.00 235 237 0.33 18 c 43.0 22.94 23.16 0.512 25.38' 25.38' 0.00 236 238, 0.33 18 c 9.0 23.16 23.21 0.556 25.38' 25.38' 0.00 237 239 0.18 18 c 42.0 23.21 23.42 0.500 25.38' 25.38' 0.00 238 240 0.15 12 c 12.0 22.52 22.64 1.000 25.30' 25.30' 0.00 202 241 0.15 12 c 40.0 22.64 23.04 1.000 25.30' 25.30' 0.00 240 242 0.45 12 c 5.0 22.78 22.88 2.000 25.35' 25.35' 0.00 205 243 0.15 12 c 4.0 22.88 22.96 2.000 25.35' 25.35' 0.00 242 244 0.15 12 c 19.0 22.96 23.34 2.000 25.35' 25.35' 0.00 243 245 0.30 12 c 27.0 22.88 23.42 2.000 25.35' 25.35' 0.00 242 246 0.15 12 c 16.0 23.42 23.74 2.000 25.36' 25.36' 0.00 245 247 0.15 12 c 7.0 23.86 23.93 1.000 25.44' 25.44" 0.00 214 248 0.15 12 c 36.0 23.93 24.29 1.000 25.44' 25.44' 0.00 247 249 0.18 18 c 3.0 23.42 23.44 0.667 25.38' 25.38' 0.00 239 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10-24 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss HGL Depth A rea Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy 7elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (soft) (f /s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) N N (ft) (K) (ft) 1 42 51.92 16.20 22.00 3.50 9.62 5.40 0.45 22.45 0.266 13.0 16.29 22.03 3.50 9.62 5.40 0.45 22.49 0.266 0.266 0.035 0.75 0.34 2 42 51.92 16.29 22.37 3.50 9.62 5.40 0.45 22.83 0.266 6.0 16.33 22.39 3.50 9.62 5.40 0.45 22.84 0.266 0.266 0.016 0.75 0.34 3 42 51.67 16.33 22.73 3.50 9.62 5.37 0.45 23.18 0.264 7.0 16.38 22.75 3.50 9.62 5.37 0.45 23.20 0.264 0.264 0.018 0.75 0.34 4 42 51.67 16.38 23.09 3.50 9.62 5.37 0.45 23.53 0.264 8.0 16.44 23.11 3.50 9.62 5.37 0.45 23.55 0.264" 0.264 0.021 0.75 0.34 5 42 49.50 16.44 23.44 3.50 9.62 5.15 0.41 23.85 0.242 56.0 16.84 23.58 3.50 9.62 5.14 0.41 23.99 0.242 0.242 0.136 0.75 0.31 6 42 33.32 16.84 23.89 3.50 9.62 3.46 0.19 24.07 0.110 44.0 17.16 23.94 3.50 9.62 3.46 0.19 24.12 0.110 0.110 0.048 0.75 0.14 ' 7 30 3.96 18.16 24.08 2.50 4.91 0.81 0.01 24.09 0.009 40.0 18.45 24.08 2.50 4.91 0.81 0.01 24.09 0.009 0.009 0.004 0.75 0.01 8 30 3.96 18.45 24.09 2.50 4.91 0.81 0.01 24.10 0.009 35.0 18.70 24.09 2.50 4.91 0.81 0.01 24.10 0.009 0.009 0.003 0.50 0.01 9 30 2.86 18.70 24.09 2.50 4.91 0.58 0.01 24.10 0.005 62.0 19.25 24.10 2.50 4.91 0.58 0.01 24.10 0.005 0.005 0.003 0.75 0.00 10 30 2.20 19.25 24.10 2.50 4.91 0.45 0.00 24.10 0.003 35.0 19.56 24.10 2.50 4.91 0.45 0.00 24.11 0.003 0.003 0.001 1.25 0.00 11 18 1.98 20.56 24.11 1.50 1.77 1.12 0.02 24.13 0.036 72.0 21.20 24.13 1.50 1.77 1.12 0.02 24.15 0.036 0.036 0.026 1.25. 0.02 12 18 1.76 21.20 24.16 1.50 1.77 1.00 0.02 24.17 0.028 27.0 21.44 24.16 1.50 1.77 1.00 0.02 24.18 0.028 0.028 0.008 0.50 0.01 13 18 1.54 21.44 24.17 1.50 1.77 0.87 0.01 24.18 0.022 45.0 21.84 24.18 1.50 1.77 0.87 0.01 24.19 0.022 0.022 0.010 1.50 0.02 14 12 0.88 22.34 24.20 1.00 0.79 1.12 0.02 24.22 0.061 42.0 22.71 24.23 1.00 0.79 1.12 0.02 24.24 0.061 0.061 0.026 1.50 0.03 15 12 0.44 22.71 24.25 1.00 0.79 0.56 0.00 24.26 0.015 78.0 23.40 24.26 0.86 0.72 0.61 0.01 24.27 0.014 0.015 0.011 0.50 0.00 16 12 0.22 23.40 24.27 0.87 0.72 0.30 0.00 24.27 0.003 81.0 24.12 24.35 0.23 0.13 1.64 0.04 24.39 0.296 0.150 0.121 1.00 0.04 17 12 0.66 20.75 24.10 1.00 0.79 0.84 0.01 24.11 0.034 22.0 21.41 24.11 1.00 0.79 0.84 0.01 24.12 0.034 0.034 0.008 1.10 0.01 18 12 0.44 21.41 24.12 1.00 0.79 0.56 0.00 24.13 0.015 22.0 22.07 24.12 1.00 0.79 0.56 0.00 24.13 0.015 0.015 0.003 0.85 0.00 19 12 0.22 22.07 24.13 1.00 0.79 0.28 0.00 24.13 0.004 9.0 22.34 24.13 1.00 0.79 0.28 0.00 24.13 0.004 0.004 0.000 0.85 0.00 20 12 0.22 22.34 24.13 1.00 0.79 0.28 0.00 24.13 0.004 27.0 23.15 24.13 0.98 0.78 0.28 0.00 24.13 0.003 0.004 0.001 1.00 0.00 21 12 0.22 22.07 24.13 1.00 0.79 0.28 0.00 24.13 0.004 26.0 22.85 24.13 1.00 0.79 0.28 0.00 24.13 0.004 0.004 0.001 1.00 0.00 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., - Critical depth assumed. Hydratlow Storm Sewers 2003 i M M M M M M == M == M M M w M M M Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vol Vol EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N ( %) (ft) (K) (ft) 22 12 0.44 22.34 24.20 1.00 0.79 0.56 0.00 24.20 0.015 24.0 22.58 24.20 1.00 0.79 0.56 0.00 24.21 0.015 0.015 0.004 0.50 0.00 23 12 0.22 22.58 24.21 1.00 0.79 0.28 0.00 24.21 0.004 51.0 23.09 24.21 1.00 0.79 0.28 0.00 24.21 0.004 0.004 0.002 1.00 0.00 24 12 0.22 22.71 24.25 1.00 0.79 0.28 0.00 24.26 0.004 29.0 23.00 24.26 1.00 0.79 0.28 0.00 24.26 0.004 0.004 0.001 1.00 0.00 25 12 0.25 18.83 22.73 1.00 0.79 0.32 0.00 22.73 0.005 19.0 19.40 22.73 1.00 0.79 0.32 0.00 22.73 0.005 0.005 0.001 1.00 0.00 26 18 2.17 18.44 23.44 1.50 1.77 1.23 0.02 23.47 0.043 10.0 18.64 23.45 1.50 1.77 1.23 0.02 23.47 0.043 0.043 0.004 0.75 0.02 27 18 2.17 18.64 23.46 1.50 1.77 1.23 0.02 23.49 0.043 12.0 18.88 23.47 1.50 1.77 1.23 0.02 23.49 0.043 0.043 0.005 0.70 0.02 28 18 1.92 18.88 23.49 1.50 1.77 1.09 0.02 23.50 0.033 31.0 19.50 23.50 1.50 1.77 1.09 0.02 23.51 0.033 0.033 0.010 0.50 0.01 29 12 1.75 20.00 23.51 1.00 0.79 2.23 0.08 23.58 0.242 15.0 20.45 23.54 1.00 0.79 2.23 0.08 23.62 0.241 0.242 0.036 0.75 0.06 30 12 0.50 20.45 23.60 1.00 0.79 0.64 0.01 23.61 0.020 23.0 21.14 23.60 1.00 0.79 0.64 0.01 23.61 0.020 0.020 0.005 0.70 0.00 31 12 0.25 21.14 23.61 1.00 0.79 0.32 0.00 23.61 0.005 24.0 21.86 23.61 1.00 0.79 0.32 0.00 23.61 0.005 0.005 0.001 1.00 0.00 32 12 1.25 20.45 23.60 1.00 0.79 1.59 0.04 23.64 0.123 15.0 20.90 23.62 1.00 0.79 1.59 0.04 23.66 0.123 0.123 0.018 1.10 0.04 33 12 0.25 20.90 23.66 1.00 0.79 0.32 0.00 23.66 0.005 23.0 21.59 23.66 1.00 0.79 0.32 0.00 23.66 0.005 0.005 0.001 1.00 0.00 34 12 0.75 20.90 23.66 1.00 0.79 0.96 0.01 23.68 0.044 36.0 21.98 23.68 1.00 0.79 0.95 0.01 23.69 0.044 0.044 0.016 1.10 0.02 35 12 0.50 21.98 23.69 1.00 0.79 0.64 0.01 23.70 0.020 16.0 22.46 23.70 1.00 0.79 0.64 0.01 23.70 0.020 0.020 0.003 1.10 0.01 36 12 0.25 22.46 23.70 1.00 0.79 0.32 0.00 23.70 0.005 24.0 23.18 23.70 0.52 0.41 0.60 0.01 23.71 0.017 0.011 0.003 1.00 0.01 37 42 29.36 17.16 24.08 3.50 9.62 3.05 0.14 24.22 0.085 28.0 17.30 24.10 3.50 9.62 3.05 0.14 24.24 0.085 0.085 0.024 0.70 0.10 38 42 28.47 17.30 24.20 3.50 9.62 2.96 0.14 24.34 0.080 70.0 17.65 24.26 3.50, 9.62 2.96 0.14 24.39 0.080 0.080 0.056 0.45 0.06 39 30 28.47 18.65 24.32 2.50 4.91 5.80 0.52 24.84 0.482 34.0 18.82 24.48 2.50 4.91 5.80 0.52 25.00 0.482 0.482 0.164 0.75 0.39 40 30 13.09 18.82 24.87 2.50 4.91 2.67 0.11 24.98 0.102 16.0 18.90 24.89 2.50 4.91 2.67 0.11 25.00 0.102 0.102 0.016 0.75 0.08 41 30 13.09 18.90 24.97 2.50 4.91 2.67 0.11 25.08 0.102 19.0 18.96 24.99 2.50 4.91 2.67 0.11 25.10 0.102 0.102 0.019 0.50 0.06 42 30 12.86 18.96 25.05 2.50 4.91 2.62 0.11 25.15 0.098 28.0 19.05 25.08 2.50 4.91 2.62 0.11 25.18 0.098 0.098 0.028 0.75 0.08 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydratlow Storm Sewers 2003 Hydraulic Grade Line Computations Page 3 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vol Vol EGL Sf Invert HGL Depth Area Vel Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) ( %) ( %) (ft) (K) (ft) 43 30 12.63 19.05 25.16 2.50 4.91 2.57 0.10 25.26 0.095 40.0 19.18 25.19 2.50 4.91 2.57 0.10 25.30 0.095 0.095 0.038 0.50 0.05 44 30 12.45 19.18 25.25 2.50 4.91 2.54 0.10 25.35 0.092 39.0 19.30 25.28 2.50 4.91 2.54 0.10 25.38 0.092 0.092 0.036 1.50 0.15 45 30 10.42 19.30 25.43 2.50 4.91 2.12 0.07 25.50 0.065 57.0 19.48 25.47 2.50 4.91 2.12 0.07 25.54 0.065 0.065 0.037 0.50 0.04 46 30 10.24 19.48 25.50 2.50 4.91 2.09 0.07 25.57 0.062 35.0 19.59 25.52 2.50 4.91 2.09 0.07 25.59 0.062 0.062 0.022 0.70 0.05 47 30 10.06 19.59 25.57 2.50 4.91 2.05 0.07 25.64 0.060 69.0 19.81 25.61 2.50 4.91 2.05 0.07 25.68 0.060 0.060 0.042 1.50 0.10 48 30 7.54 19.81 25.71 2.50 4.91 1.54 0.04 25.75 0.034 38.0 19.93 25.72 2.50 4.91 1.54 0.04 25.76 0.034 0.034 0.013 0.50 0.02 49 30 7.36 19.93 25.74 2.50 4.91 1.50 0.03 • 25.78 0.032 12.0 19.97 25.75 2.50 4.91 1.50 0.03 25.78 0.032 0.032 0.004 0.15 0.01 50 30 7.36 19.97 25.75 2.50 4.91 1.50 0.03 25.79 0.032 67.0 20.18 25.77 2.50 4.91 1.50 0.03 25.81 0.032 0.032 0.022 1.10 0.04 51 30 7.18 20.18 25.81 2.50 4.91 1.46 0.03 25.85 0.031 14.0 20.22 25.82 2.50 4.91 1.46 0.03 25.85 0.031 0.031 0.004 0.45 0.01 52 30 5.56 20.22 25.83 2.50 4.91 1.13 0.02 25.85 0.018 9.0 20.25 25.83 2.50 4.91 1.13 0.02 25.85 0.018 0.018 0.002 1.10 0.02 53 24 5.38 20.75 25.86 2.00 3.14 1.71 0.05 25.90 0.057 40.0 20.88 25.88 2.00 3.14 1.71 0.05 25.92 0.057 0.057 0.023 0.75 0.03 54 24 0.18 20.88 25.91 2.00 3.14 0.06 0.00 25.91 0.000 5.0 20.98 25.91 2.00 3.14 0.06 0.00 25.91 0.000 0.000 0.000 1.00 0.00 55 24 5.20 20.88 25.91 2.00 3.14 1.66 0.04 25.95 0.053 7.0 20.90 25.92 2.00 3.14 1.66 0.04 25.96 0.053 0.053 0.004 0.75 0.03 56 24 5.20 20.90 25.95 2.00 3.14 1.66 0.04 25.99 0.053 40.0 21.03 25.97 2.00 3.14 1.66 0.04 26.01 0.053 0.053 0.021 0.50 0.02 57 24 5.02 21.03 25.99 2.00 3.14 1.60 b.04 26.03 0.049 32.0 21.13 26.01 2.00 3.14 1.60 0.04 26.05 0.049 0.049 0.016 0.75 0.03 58 24 2.95 21.13 26.04 2.00 3.14 0.94 0.01 26.05 0.017 36.0 21.25 26.04 2.00 3.14 0.94 0.01 26.06 0.017 0.017 0.006 0.70 0.01 59 18 2.78 21.75 26.05 1.50 1.77 1.57 0.04 26.09 0.070 48.0 22.23 26.08 1.50 1.77 1.57 0.04 26.12 0.070 0.070 0.034 0.70 0.03 60 18 2.61 22.23 26.11 1.50 1.77 1.48 0.03 26.15 0.062 21.0 22.44 26.12 1.50 1.77 1.48 0.03 26.16 0.062 0.062 0.013 0.75 0.03 61 18 1.76 22.44 26.15 1.50 1.77 1.00 0.02 26.17 0.028 39.0 22.83 26.16 1.50 1.77 1.00 0.02 26.18 0.028 0.028 0.011 1.10 0.02 62 12 1.59 23.33 26.18 1.00 0.79 2.02 0.06 26.24 0.199 20.0 23.53 26.22 1.00 0.79 2.02 0.06 26.28 0.199 0.199 0.040 0.75 0.05 63 12 0.68 23.53 26.27 1.00 0.79 0.87 0.01 26.28 0.036 22.0 23.75 26.27 1.00 0.79 0.87 0.01 26.29 0.036 0.036 0.008 1.50 0.02 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow, Storm Sewers 2003 Hydraulic Grade Line Computations Page 4 Line Size Q Downstream Len Upstream Check JL Minor coeff loss HGL Depth Area Vol Vel EGL Sf Invert HGL Depth Area Vel Vol EGL Sf Ave Enrgy 7elev elev head elev elev elev head elev Sf loss (in) (ifs) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (soft) (ft1s) (ft) (ft) N N (ft) (K) (ft) 64 12 0.34 23.75 26.29 1.00 0.79 0.43 0.00 26.29 0.009 39.0 24.14 26.29 1.00 0.79 0.43 0.00 26.30 0.009 0.009 0.004 0.50 0.00 65 12 0.17 24.14 26.30 1.00 0.79 0.22 0.00 26.30 0.002 36.0 24.50 26.30 1.00 0.79 0.22 0.00 26.30 0.002 0.002 0.001 1.00 0.00 66 12 0.17 24.14 26.29 1.00 0.79 0.22 0.00 26.29 0.002 29.0 24.43 26.29 1.00 0.79 0.22 0.00 26.29 0.002 0.002 0.001 1.00 0.00 67 12 0.91 23.53 26.27 1,00 0.79 1.16 0.02 26.29 0.065 8.0 23.61 26.27 1.00 0.79 1.16 0.02 26.29 0.065 0.065 0.005 0.70 0.01 68 12 0.74 23.61 26.29 1.00 0.79 0.94 0.01 26.30 0.043 42.0 24.03 26.30 1.00 0.79 0.94 0.01 26.32 0.043 0.043 0.018 0.50 0.01 69 12 0.57 24.03 26.31 1,00 0.79 0.73 0.01 26.32 0.026 24.0 24.27 26.32 1.00 0.79 0.73 0.01 26.33 0.026 0.026 0.006 1.25 0.01 70 12 0.40 24.27 26.33 1.00 0.79 0.51 0.00 26.33 0.013 15.0 24.42 26.33 1.00 0.79 0.51 0.00 26.33 0.013 0.013 0.002 0.50 0.00 71 12 0.23 24.42 26.33 1.00 0.79 0.29 0.00 26.33 0.004 17.0 24.59 26.33 1.00 0.79 0.29 0.00 26.33 0.004 0.004 0.001 0.75 0.00 72 12 0.23 24.59 26.33 1.00 0.79 0.29 0.00 26.33 0.004 7.0 24.66 26.33 1.00 0.79 0.29 0.00 26.33 0.004 0.004 0.000 1.00 0.00 73 18 0.85 22.44 26.15 1,50 1.77 0.48 0.00 26.15 0.007 10.0 22.54 26.15 1.50 1.77 0.48 0.00 26.15 0.007 0.007 0.001 0.70 0.00 74 12 0.68 23.04 26.15 1.00 0.79 0.87 0.01 26.17 0.036 23.0 23.27 26.16 1.00 0.79 0.87 0.01 26.17 0.036 0.036 0.008 1.10 0.01 75 12 0.34 23.27 26.17 1.00 0.79 0.43 0.00 26.18 0.009 36.0 23.63 26.18 1.00 0.79 0.43 0.00 26.18 0.009 0.009 0.003 0.70 0.00 76 12 0.17 23.63 26.18 1.00 0.79 0.22 0.00 26.18 0.002 26.0 23.89 26.18 1.00 0.79 0.22 0.00 26.18 0.002 0.002 0.001 0.75 0.00 77 12 0.17 23.89 26.18 1.00 0.79 0.22 0.00 26.18 0.002 28.0 24.17 26.18 1.00 0.79 0.22 0.00 26.18 0.002 0.002 0.001 1.00 0.00 78 12 0.17 23.27 26.17 1.00 0.79 0.22 0.00 26.18 0.002 48.0 23.75 26.18 1.00 0.79 0.22 0.00 26.18 0.002 0.002 0.001 1.00 0.00 79 24 2.07 21.13 26.04 2.00 3.14 0.66 0.01 26.04 0.008 9.0 21.16 26.04 2.00 3.14 0.66 0.01 26.04 0.008 0.008 0.001 0.75 0.01 80 24 2.07 21.16 26.04 2.00 3.14 0.66 0.01 26.05 0.008 44.0 21.30 26.05 2.00 3.14 0.66 0.01 26.05 0.008 0.008 0.004 1.25 0.01 81 12 1.56 22.30 26.05 1.00 0.79 1.99 0.06 26.11 0.192 26.0 22.56 26.10 1.00 0.79 1.99 0.06 26.16 0.192 0.192 0.050 0.70 0.04 82 12 1.39 22.56 26.15 1.00 0.79 1.77 0.05 26.20 0.152 8.0 22.64 26.16 1.00 0.79 1.77 0.05 26.21 0.152 0.152 0.012 0.75 0.04 83 12 1.04 22.64 26.20 1.00 0.79 1.32 0.03 26.22 0.085 12.0 22.76 26.21 1.00 0.79 1.32 0.03 26.23 0.085 0.085 0.010 1.25 0.03 84 12 0.53 22.46 26.24 1.00 0.79 0.67 0.01 26.25 0.022 38.0 22.84 26.25 1.00 0.79 0.67 0.01 26.25 0.022 0.022 0.008 0.70 0.00 -7 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 5 Line Size q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vol EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) N N (ft) (K) (ft) 85 12 0.36 22.84 26.25 1.00 0.79 0.46 0.00 26.26 0.010 15.0 23.14 26.25 1.00 0.79 0.46 0.00 26.26 0.010 0.010 0.002 0.70 0.00 86 12 0.18 23.14 26.26 1.00 0.79 0.23 0.00 26.26 0.003 16.0 23.46 26.26 1.00 0.79 0.23 0.00 26.26 0.003 0.003 0.000 1.00 0.00 87 12 0.34 22.30 26.05 1.00 0.79 0.43 0.00 26.06 0.009 16.0 22.62 26.05 1.00 0.79 0.43 0.00 26.06 0.009 0.009 0.001 1.50 0.00 88 12 0.17 22.62 26.06 1.00 0.79 0.22 0.00 26.06 0.002 25.0 23.12 26.06 1.00 0.79 0.22 0.00 26.06 0.002 0.002 0.001 1.00 0.00 89 12 0.35 22.64 26.20 1.00 0.79 0.45 0.00 26.20 0.010 8.0 22.80 26.20 1.00 0.79 0.45 0.00 26.20 0.010 0.010 0.001 0.75 0.00 90 12 0.18 22.80 26.20 1.00 0.79 0.23 0.00 26.20 0.003 17.0 23.14 26.20 1.00 0.79 0.23 0.00 26.20 0.003 0.003 0.000 1.00 0.00 91 12 0.17 22.80 26.20 1.00 0.79 0.22 0.00 26.20 0.002 6.0 22.92 26.20 1.00 0.79 0.22 0.00 26.20 0.002 0.002 0.000 1.00 0.00 92 12 0.34 22.76 26.24 1.00 0.79 0.43 0.00 26.24 0.009 15.0 23.21 26.24 1.00 0.79 0.43 0.00 26.24 0.009 0.009 0.001 1.25 0.00 93 12 0.17 23.91 26.24 1.00 0.79 0.22 0.00 26.25 0.002 14.0 24.33 26.24 1.00 0.79 0.22 0.00 26.25 0.002 0.002 0.000 1.00 0.00 94 12 0.23 20.55 25.16 1.00 0.79 0.29 0.00 25.16 0.004 7.0 20.76 25.16 1.00 0.79 0.29 0.00 25.16 0.004 0.004 0.000 0.75 0.00 95 18 0.23 20.76 25.16 1.50 1.77 0.13 0.00 25.16 0.000 12.0 21.12 25.16 1.50 1.77 0.13 0.00 25.16 0.000 0.000 0.000 1.00 0.00 96 18 1.85 20.30 25.43 1.50 1.77 1.05 0.02 25.45 0.031 18.0 20.40 25.44 1.50 1.77 1.05 0.02 25.45 0.031 0.031 0.006 0.75 0.01 97 18 1.67 20.40 25.45 1.50 1.77 0.95 0.01 25.46 0.025 64.0 20.76 25.47 1.50 1.77 0.95 0.01 25.48 0.025 0.025 0.016 1.10 0.02 98 18 1.49 20.76 25.48 1.50 1.77 0.84 0.01 25.49 0.020 13.0 20.83 25.48 1.50 1.77 0.84 0.01 25.49 0.020 0.020 0.003 0.75 0.01 99 18 1.31 20.83 25.49 1.50 1.77 0.74 0.01 25.50 0.016 17.0 20.93 25.49 1.50 1.77 0.74 0.01 25.50 0.016 0.016 0.003 0.75 0.01 100 18 0.95 20.93 25.50 1.50 1.77 0.54 0.00 25.51 0.008 16.0 21.02 25.50 1.50 1.77 0.54 0.00 25.51 0.008 0.008 0.001 0.75 0.00 101 18 0.41 21.02 25.51 1.50 1.77 0.23 0.00 25.51 0.002 37.0 21.23 25.51 1.50 1.77 0.23 0.00 25.51 0.002 0.002 0.001 1.25 0.00 102 12 0.23 21.73 25.51 1.00 0.79 0.29 0.00 25.51 0.004 61.0 22.08 25.51 1.00 0.79 0.29 0.00 25.51 0.004 0.004 0.003 1.00 0.00 103 12 0.18 20.90 25.45 1.00 0.79 0.23 0.00 25.45 0.003 8.0 21.14 25.45 1.00 0.79 0.23 0.00 25.45 0.003 0.003 0.000 0.75 0.00 104 12 0.18 21.14 25.45 1.00 0.79 0.23 0.00 25.45 0.003 19.0 21.71 25.45 1.00 0.79 0.23 0.00 25.45 0.003 0.003 0.000 1.00 0.00 105 12 0.18 21.33 25.49 1.00 0.79 0.23 0.00 25.49 0.003 29.0 22.20 25.49 1.00 0.79 0.23 0.00 25.49 0.003 0.003 0.001 1.00 0.00 Project File: sd- 101205.stm Number of lines: 249 TRun Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 6 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vol Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (n) (ft) (ft) (sgft) (fig) (ft) (ft) N (ft) (ft) (ft) (n) (Sgft) (ft1S) (ft) (ft) N N (ft) (K) (ft) 106 12 0.36 21.43 25.50 1.00 0.79 0.46 0.00 25.50 0.010 32.0 22.39 25.50 1.00 0.79 0.46 0.00 25.51 0.010 0.010 0.003 0.70 0.00 107 12 0.18 22.39 25.51 1.00 0.79 0.23 0.00 25.51 0.003 25.0 23.14 25.51 1.00 0.79 0.23 0.00 25.51 0.003 0.003 0.001 1.00 0.00 108 12 0.54 21.52 25.51 1.00 0.79 0.69 0.01 25.51 0.023 15.0 21.97 25.51 1.00 0.79 0.69 0.01 25.52 0.023 0.023 0.003 0.75 0.01 109 12 0.36 21.97 25.51 1.00 0.79 0.46 0.00 25.52 0.010 22.0 22.63 25.52 1.00 0.79 0.46 0.00 25.52 0.010 0.010 0.002 0.75 0.00 110 12 0.18 22.63 25.52 1.00 0.79 0.23 0.00 25.52 0.003 20.0 23.23 25.52 1.00 0.79 0.23 0.00 25.52 0.003 0.003 0.001 1.00 0.00 111 12 0.18 21.97 25.51 1.00 0.79 0.23 0.00 25.52 0.003 18.0 22.51 25.52 1.00 0.79 0.23 0.00 25.52 0.003 0.003 0.000 1.00 0.00 112 12 0.18 22.63 25.52 1.00 0.79 0.23 0.00 25.52 0.003 24.0 23.35 25.52 1.00 0.79 0.23 0.00 25.52 0.003 0.003 0.001 1.00 0.00 113 18 2.34,. 20:81 25.71. 1.50 1.77 1.32 0.03 25.74 0.050 32.0 21.45 25.73 1.50 1.77 1.32 0.03 25.75 0.050 0.050 0.016 0.50 0.01 114 18 2.16 21,45 25.74 1.50 1.77 1.22 0.02 25.76 0.042 23.0 21.91 25.75 1.50 1.77 1.22 0.02 25.77 0.042 0.042 0.010 0.75 0.02 115 18 0.72 21.91 25.77 1.50 1.77 0.41 0.00 25.77 0.005 30.0 22.51 25.77 1.50 1.77 0.41 0.00 25.77 0.005 0.005 0.001 1.25 0.00 116 12 0.54 23,01 25.77 1.00 0.79 0.69 0.01 25.78 0.023 16.0 23.33 25.78 1.00 0.79 0.69 0.01 25.78 0.023 0.023 0.004 0.85 0.01 117 12 0.36 23.33 25.78 1.00 0.79 0.46 0.00 25.79 0.010 15.0 23.63 25.78 1.00 0.79 0.46 0.00 25.79 0.010 0.010 0.002 0.50 0.00 118 12 0.18 23.63 25.79 1.00 0.79 0.23 0.00 25.79 0.003 16.0 23.95 25.79 1.00 0.79 0.23 0.00 25.79 0.003 0.003 0.000 1.00 0.00 119 12 0.18 23.33 25.78 1.00 0.79 0.23 0.00 25.78 0.003 13.0 23.59 25.78 1.00 0.79 0.23 0.00 25.78 0.003 0.003 0.000 1.00 0.00 120 12 1.44 22.41 25.77 1.00 0.79 1.83 0.05 25.82 0.164 20.0 22.81 25.80 1.00 0.79 1.83 0.05 25.85 0.164 0.164 0.033 0.70 0.04 121 12 1.26 22.81 25.84 1.00 0.79 1.60 0.04 25.88 0.125 22.0 23.25 25.87 1.00 0.79 1.60 0.04 25.91 0.125 0.125 0.028 1.25 0.05 122 12 0.90 23.25 25.92 1.00 0.79 1.15 0.02 25.94 0.064 24.0 23.73 25.93 1.00 0.79 1.15 0.02 25.95 0.064 0.064 0.015 1.10 0.02 123 12 0.72 23.73 25.95 1.00 0.79 0.92 0.01 25.97 0.041 19.0 24.11 25.96 1.00 0.79 0.92 0.01 25.97 0.041 0.041 0.008 1.25 0.02 124 12 0.18 24.11 25.98 1.00 0.79 0.23 0.00 25.98 0.003 25.0 24.61 25.98 1.00 0.79 0.23 0.00 25.98 0.003 0.003 0.001 1.00 0.00 125 12 0.36 24.11 25.98 1.00 0.79 0.46 0.00 25.98 0.010 22.0 24.55 25.98 1.00 0.79 0.46 0.00 25.98 0.010 0.010 0.002 1.10 0.00 126 12 0.18 24.55 25.98 1.00 0.79 0.23 0.00 25.98 0.003 18.0 24.91 25.98 1.00 0.79 0.23 0.00 25.98 0.003 0.003 0.000 1.00 0.00 Project File: sd- 101205.stm Number of lines: 249 TRun Date: 10 -24 -2005 NOTES: ' Normal depth assumed., - Critical depth assumed. Hydraflow Storm Sewers 2003 M M= M == M= s M M M == M= M= Hydraulic Grade Line Computations Page 7 Line Size 0 Downstream Len Upstream Check JL Minor coeff loss HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy 7elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (n) (sgft) (mss) (ft) (ft) N (ft) (ft) (n) (ft) (sgft) (mss) (n) (ft) N N (n) (K) (ft) 127 12 0.18 23.25 25.92 1.00 0.79 0.23 0.00 25.92 0.003 10.0 23.45 25.92 1.00 0.79 0.23 0.00 25.92 0.003 0.003 0.000 1.00 0.00 128 18 1.62 21.22 25.83 1.50 1.77 0.92 0.01 25.84 0.024 17.0 21.38 25.84 1.50 1.77 0.92 0.01 25.85 0.024 0.024 0.004 0.45 0.01 129 18 1.62 21.38 25.84 1.50 1.77 0.92 0.01 25.85 0.024 51.0 21.86 25.85 1.50 1.77 0.92 0.01 25.87 0.024 0.024 0.012 0.75 0.01 130 18 0.36 21.86 25.86 1.50 1.77 0.20 0.00 25.86 0.001 10.0 21.96 25.86 1.50 1.77 0.20 0.00 25.86 0.001 0.001 0.000 0.50 0.00 131 12 0.18 22.46 25.86 1.00 0.79 0.23 0.00 25.86 0.003 55.0 22.98 25.87 1.00 0.79 0.23 0.00 25.87 0.003 0.003 0.001 1.00 0.00 132 12 1.26 22.36 25.86 1.00 0.79 1.60 0.04 25.90 0.125 5.0 22.41 25.87 1.00 0.79 1.60 0.04 25.91 0.125 0.125 0.006 0.75 0.03 133 12 1.08 22.41 25.90 1.00 0.79 1.38 0.03 25.93 0.092 40.0 22.79 25.94 1.00 0.79 1.38 0.03 25.97 0.092 0.092 0.037 1.25 0.04 134 12 0.54 22.79 25.97 1.00 0.79 0.69 0.01 25.98 0.023 15.0 22.93 25.98 1.00 0.79 0.69 0.01 25.98 0.023 0.023 0.003 0.75 0.01 135 12 0.18 22.93 25.98 1.00 0.79 0.23 0.00 25.98 0.003 37.0 23.28 25.98 1.00 0.79 0.23 0.00 25.98 0.003 0.003 0.001 1.00 0.00 136 12 0.18 22.41 25.90 1.00 0.79 0.23 0.00 25.90 0.003 11.0 22.51 25.90 1.00 0.79 0.23 0.00 25.90 0.003 0.003 0.000 1.00 0.00 137 12 0.36 22.79 25.97 1.00 0.79 0.46 0.00 25.98 0.010 25.0 23.03 25.98 1.00 0.79 0.46 0.00 25.98 0.010 0.010 0.003 1.10 0.00 138 12 0.18 23.03 25.98 1.00 0.79 0.23 0.00 25.98 0.003 27.0 23.29 25.98 1.00 0.79 0.23 0.00 25.98 0.003 0.003 0.001 1.00 0.00 139 12 0.18 22.93 25.98 1.00 0.79 0.23 0.00 25.98 0.003 19.0 23.11 25.98 1.00 0.79 0.23 0.00 25.98 0.003 0.003 0.000 1.00 0.00 140 30 16.18 17.84 23.89 2.50 4.91 3.30 0.17 24.06 0.156 120 19.00 24.07 2.50 4.91 3.30 0.17 24.24 0.156 0.156 0.187 0.75 0.13 141 30 15.5.8 1.9.00 24.20 .. 2.50 4.91 3.17 0.16 24.36 0.144 4.0 19.02 24.21 2.50 4.91 3.17 0.16 24.36 0.144 0.144 0.006 0.50 0.08 142 30 15.58 19.02 24.28 2.50 4.91 3.17 0.16 24.44 0.144 35.0 19.17 24.34 2.50 4.91 3.17 0.16 24.49 0.144 0.144 0.051 0.45 0.07 143 30 15.58 19.17 24.41 2.50 4.91 3.17 0.16 24.56 0.144 38.0 19.33 24.46 2.50 4.91 3.17 0.16 24.62 0.144 0.144 0.055 0.70 0.11 144 30 12.90 19.33 24.57 2.50 4.91 2.63 0.11 24.68 0.099 57.0 19.57 24.63 2.50 4.91 2.63 0.11 24.73 0.099 0.099 0.056 1.25 0.13 145 30 11.86 19.57 24.76 2.50 4.91 2.42 0.09 24.85 0.084 80.0 19.91 24.83 2.50 4.91 2.42 0.09 24.92 0.084 0.084 0.067 0.70 0.06 146 30 11.56 19.91 24.89 2.50 4.91 2.36 0.09 24.98 0.079 63.0 20.17 24.94 2.50 4.91 2.35 0.09 25.03 0.079 0.079 0.050 0.75 0.06 147 30 8.92 20.17 25.01 2.50 4.91 1.82 0.05 25.06 0.047 12.0 20.22 25.01 2.50 4.91 1.82 0.05 25.06 0.047 0.047 0.006 1.10 0.06 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 8 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Val EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) (%1 ( %1 (ft) (K) (ft) 148 30 8.48 20.22 25.07 2.50 4.91 1.73 0.05 25.11 0.043 29.0 20.34 25.08 2.50 4.91 1.73 0.05 25.13 0.043 0.043 0.012 0.75 0.03 149 30 8.04 20.34 25.12 2.50 4.91 1.64 0.04 25.16 0.038 17.0 20.41 25.12 2.50 4.91 1.64 0.04 25.16 0.038 0.038 0.007 0.85 0.04 150 30 3.36 20.41 25.16 2.50 4.91 0.68 0.01 25.16 0.007 39.0 20.57 25.16 2.50 4.91 0.68 0.01 25.17 0.007 0.007 0.003 0.75 0.01 151 30 3.21 20.57 25.17 2.50 4.91 0.65 0.01 25.17 0.006 7.0 20.60 25.17 2.50 4.91 0.65 0.01 25.17 0.006 0.006 0.000 0.70 0.00 152 18 2.87 21.60 25.17 1.50 1.77 1.62 0.04 25.21 0.075 42.0 21.78 25.20 1.50 1.77 1.62 0.04 25.24 0.075 0.075 0.031 0.85 0.03 153 18 2.53 21.78 25.24 1.50 1.77 1.43 0.03 25.27 0.058 4.0 21.81 25.24 1.50 1.77 1.43 0.03 25.27 0.058 0.058 0.002 0.70 0.02 154 18 2.19 21.81 25.26 1.50 1.77 1.24 0.02 25.29 0.044 88.0 22.44 25.30 1.50 1.77 1.24 0.02 25.32 0.043 0.044 0.038 0.70 0.02 155 12 2.19 22.94 25.32 1.00 0.79 2.79 0.12 25.44 0.378 23.0 23.11 25.40 1.00 0.79 2.79 0.12 25.52 0.378 0.378 0.087 0.75 0.09 156 12 1.70 23.11 25.49 1.00 0.79 2.16 0.07 25.57 0.228 18.0 23.24 25.54 1.00 0.79 2.16 0.07 25.61 0.228 0.228 0.041 0.75 0.05 157 12 1.36 23.24 25.59 1.00 0.79 . 1.73 0.05 25.64 0.146 13.0 23.33 25.61 1.00 0.79 1.73 0.05 25.66 0.146 0.146 0.019 1.10 0.05 158 12 1.02 23.33 25.66 1.00 0.79 1.30 0.03 25.69 0.082 88.0 23.96 25.73 1.00 0.79 1.30 0.03 25.76 0.082 0.082 0.072 1.50 0.04 159 12 0.68 23.96 25.77 1.00 0.79 0.87 0.01 25.78 0.036 95.0 24.64 25.81 1.00 0.79 0.87 0.01 25.82 0.036 0.036 0.035 0.50 0.01 160 12 0.34 24.64 25.81 1.00 0.79 0.43 0.00 25.82 0.009 64.0 25.10 25.82 0.72 0.60 0.56 0.00 25.82 0.012 0.011 0.007 1.00 0.00 161 12 0.34 22.74 25.59 1.00 0.79 0.43 0.00 25.59 0.009 21.0 23.37 25.59 1.00 0.79 0.43 0.00 25.59 0.009 0.009 0.002 1.00 0.00 162 12 0.49 22.61 25.49 1.00 0.79 0.62 0.01 25.50 0.019 29.0 23.48 25.50 1.00 0.79 0.62 0.01 25.51 0.019 0.019 0.005 0.50 0.00 163 12 0.15 23.48 25.50 1.00 0.79 0.19 0.00 25.50 0.002 68.0 25.52 25.68 0.16- 0.08 1.78 0.05 25.73 0.517 0.259 n/a 1.00 0.05 164 12 0.34 22.28 25.24 1.00 0.79 0.43 0.00 25.24 0.009 20.0 22.88 25.24 1.00 0.79 0.43 0.00 25.24 0.009 0.009 0.002 1.00 0.00 165 12 0.15 22.07 25.17 1.00 0.79 0.19 0.00 25.17 0.002 9.0 22.34 25.17 1.00 0.79 0.19 0.00 25.17 0.002 0.002 0.000 0.75 0.00 166 12 0.15 22.34 25.17 1.00 0.79 0.19 0.00 25.17 0.002 25.0 23.09 25.17 1.00 0.79 0.19 0.00 25.17 0.002 0.002 0.000 1.00 0.00 167 12 0.44 21.84 25.12 1.00 0.79 0.56 0.00 25.12 0.015 12.0 22.20 25.12 1.00 0.79 0.56 0.00 25.12 0.015 0.015 0.002 1.00 0.00 168 18 2.64 21.17 25.01 1.50 1.77 1.49 0.03 25.04 0.063 18.0 21.33 25.02 1.50 1.77 1.49 0.03 25.05 0.063 0.063 0.011 0.75 0.03 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: • Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 rr M MM i m m m M M M M r i M Hydraulic Grade Line Computations Page 9 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vol Vel EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) N N (ft) (K) (ft) 169 18 2.64 21.33 25.04 1.50 1.77 1.49 0.03 25.08 0.063 32.0 21.61 25.06 1.50 1.77 1.49 0.03 25.10 0.063 0.063 0.020 1.50 0.05 170 18 2.20 21.61 25.12 1.50 1.77 1.25 0.02 25.14 0.044 51.0 22.06 25.14 1.50 1.77 1.24 0.02 25.16 0.044 0.044 0.022 0.50 0.01 171 12 1.76 22.56 25.15 1.00 0.79 2.24 0.08 25.23 0.244 20.0 22.74 25.20 1.00 0.79 2.24 0.08 25.28 0.244 0.244 0.049 0.75 0.06 172 12 1.76 22.74 25.26 1.00 0.79 2.24 0.08 25.34 0.244 28.0 22.99 25.33 1.00 0.79 2.24 0.08 25.40 0.244 0.244 0.068 0.85 0.07 173 12 0.88 22.99 25.39 1.00 0.79 1.12 0.02 25.41 0.061 105 23.91 25.46 1.00 0.79 1.12 0.02 25.48 0.061 0.061 0.064 0.75 0.01 174 12 0.44 23.91 25.47 1.00 0.79 0.56 0.00 25.48 0.015 70.0 24.53 25.48 0.95 0.77 0.57 0.01 25.49 0.013 0.014 0.010 0.45 0.00 175 12 0.44 24.53 25.48 0.95 0.77 0.57 0.01 25.49 0.013 7.0 24.59 25.48 0.89 0.74 0.59 0.01 25.49 0.014 0.013 0.001 1.00 0.01 176 12 0.44 23.91 25.47 1.00 0.79 0.56 0.00 25.48 0.015 8.0 24.07 25.47 1.00 0.79 0.56 0.00 25.48 0.015 0.015 0.001 1.00 0.00 177 12 0.88 22.99 25.39 1.00 0.79 1.12 0.02 25.41 0.061 84.0 23.67 25.44 1.00 0.79 1.12 0.02 25.46 0.061 0.061 0.051 0.50 0.01 178 12 0.44 23.67 25.45 1.00 0.79 0.56 0.00 25.46 0.015 26.0 23.88 25.46 1.00 0.79 0.56 0.00 25.46 0.015 0.015 0.004 0.75 0.00 179 12 0.44 23.88 25.46 1.00 0.79 0.56 0.00 25.47 0.015 50.0 24.29 25.47 1.00 0.79 0.56 0.00 25.47 0.015 0.015 0.008 1.00 0.00 180 12 0.60 20.50 24.20 1.00 0.79 0.76 0.01 24.21 0.028 6.0 20.56 24.20 1.00 0.79 0.76 0.01 24.21 0.028 0.028 0.002 0.75 0.01 181 12 0.60 20.56 24.21 1.00 0.79 0.76 0.01 24.22 0.028 41.0 20.97 24.22 1.00 0.79 0.76 0.01 24.23 0.028 0.028 0.012 1.50 0.01 182 12 0.30 20.97 24.23 1.00 0.79 0.38 0.00 24.24 0.007 33.0 21.30 24.24 1.00 0.79 0.38 0.00 24.24 0.007 0.007 0.002 0.45 0.00 183 12 0.30 21.30 24.24 1.00 0.79 0.38 0.00 24.24 0.007 75.0 22.05 24.24 1.00 0.79 0.38 0.00 24.25 0.007 0.007 0.005 1.00 0.00 184 18 2.38 20.33 24.57 1.50 1.77 1.35 0.03 24.60 0.051 11.0 20.44 24.58 1.50 1.77 1.35 0.03 24.60 0.051 0.051 0.006 0.75 0.02 185 18 2.08 20.44 24.60 1.50 1.77 1.18 0.02 24.62 0.039 27.0 20.71 24.61 1.50 1.77 1.18 0.02 24.63 0.039 0.039 0.011 0.75 0.02 186 18 1.78 20.71 24.62 1.50 1.77 1.01 0.02 24.64 0.029 29.0 21.00 24.63 1.50 1.77 1.01 0.02 24.65 0.029 0.029 0.008 1.25 0.02 187 12 1.04 21.50 24.65 1.00 0.79 1.32 0.03 24.68 0.085 30.0 22.10 24.68 1.00 0.79 1.32 0.03 24.70 0.085 0.085 0.026 0.70 0.02 188 12 0.22 22.10 24.70 1.00 0.79 0.28 0.00 24.70 0.004 51.0 23.12 24.70 1.00 0.79 0.28 0.00 24.70 0.004 0.004 0.002 1.00 0.00 189 12 0.52 22.10 24.70 1.00 0.79 0.66 0.01 24.70 0.021 23.0 22.56 24.70 1.00 0.79 0.66 0.01 24.71 0.021 0.021 0.005 0.70 0.00 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 M r w W M M M r s M M M M M M w M M M Hydraulic Grade Line Computations Page 10 Line Size 0 Downstream Len Upstream Check JL Minor coeff loss Invert HG L Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ws) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N N (ft) (K) (ft) 190 12 0.22 22.56 24.71 1.00 0.79 0.28 0.00 24.71 0.004 28.0 23.12 24.71 1.00 0.79 0.28 0.00 24.71 0.004 0.004 0.001 1.00 0.00 191 12 0.44 21.50 24.65 1.00 0.79 0.56 0.00 24.66 0.015 24.0 21.98 24.66 1.00 0.79 0.56 0.00 24.66 0.015 0.015 0.004 0.50 0.00 192 12 0.22 21.98 24.66 1.00 0.79 0.28 0.00 24.66 0.004 28.0 22.54 24.66 1.00 0.79 0.28 0.00 24.66 0.004 0.004 0.001 1.00 0.00 193 12 0.30 21.21 24.62 1.00 0.79 0.38 0.00 24.63 0.007 21.0 21.63 24.63 1.00 0.79 0.38 0.00 24.63 0.007 0.007 0.001 1.00 0.00 194 12 0.30 20.94 24.60 1.00 0.79 0.38 0.00 24.60 0.007 5.0 21.04 24.60 1.00 0.79 0.38 0.00 24.60 0.007 0.007 0.000 0.45 0.00 195 12 0.30 21.04 24.60 1.00 0.79 0.38 0.00 24.60 0.007 31.0 21.66 24.60 1.00 0.79 0.38 0.00 24.60 0.007 0.007 0.002 1.00 0.00 196 12 0.74 21.07 24.76 1.00 0.79 0.94 0.01 24.77 0.043 10.0 21.22 24.77 1.00 0.79 0.94 0.01 24.78 0.043 0.043 0.004 0.45 0.01 197 12 0.74 21.17 24.77 1.00 0.79 0.94 0.01 24.79 0.043 96.0 22.61 24.81 1.00 0.79 0.94 0.01 24.83 0.043 0.043 0.041 1.10 0.02 198 12 0.44 22.61 24.83 1.00 0.79 0.56 0.00 24.83 0.015 39.0 23.20 24.83 1.00 0.79 0.56 0.00 24.84 0.015 0.015 0.006 1.00 0.00 199 24 4.68 20.91 25.16 2.00 3.14 1.49 0.03 25.19 0.043 40.0 21.11 25.17 2.00 3.14 1.49 0.03 25.21 0.043 0.043 0.017 0.75 0.03 200 24 4.53 21.11 25.20 2.00 3.14 1.44 0.03 25.23 0.040 35.0 21.29 25.21 2.00 3.14 1.44 0.03 25.25 0.040 0.040 0.014 0.75 0.02 201 24 4.23 21.29 25.24 2.00 3.14 1.35 0.03 25.27 0.035 39.0 21.49 25.25 2.00 3.14 1.35 0.03 25.28 0.035 0.035 0.014 0.75 0.02 202 24 4.08 21.49 25.27 2.00 3.14 1.30 0.03 25.30 0.033 5.0 21.52 25.28 2.00 3.14 1.30 0.03 25.30 0.033 0.033 0.002 0.75 0.02 203 24 3.93 21.52 25.30 2.00 3.14 1.25 0.02 25.32 0.030 5.0 21.55 25.30 2.00 3.14 1.25 0.02 25.32 0.030 0.030 0.002 0.15 0.00 204 24 3.93 21.55 25.30 2.00 3.14 1.25 0.02 25.32 0.030 34.0 21.72 25.31 2.00 3.14 1.25 0.02 25.33 0.030 0.030 0.010 0.70 0.02 205 24 3.78 21.72 25.33 2.00 3.14 1.20 0.02 25.35 0.028 11.0 21.78 25.33 2.00 3.14 1.20 0.02 25.35 0.028 0.028 0.003 0.75 0.02 206 24 3.33 21.78 25.35 2.00 3.14 1.06 0.02 25.36 0.022 37.0 21.97 25.36 2.00 3.14 1.06 0.02 25.37 0.022 0.022 0.008 1.10 0.02 207 24 2.40 21.97 25.37 2.00 3.14 0.76 0.01 25.38 0.011 32.0 22.13 25.38 2.00 3.14 0.76 0.01 25.39 0.011 0.011 0.004 0.70 0.01 208 24 2.25 22.13 25.38 2.00 3.14 0.72 0.01 25.39 0.010 8.0 22.17 25.39 2.00 3.14 0.72 0.01 25.39 0.010 0.010 0.001 0.75 0.01 209 24 2.10 22.17 25.39 2.00 3.14 0.67 0.01 25.40 0.009 11.0 22.23 25.39 2.00 3.14 0.67 0.01 25.40 0.009 0.009 0.001 0.50 0.00 210 24 1.95 22.23 25.40 2.00 3.14 0.62 0.01 25.40 0.007 24.0 22.35 25.40 2.00 3.14 0.62 0.01 25.40 0.007 0.007 0.002 0.45 0.00 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10-24 -2005 NOTES: " Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations - Page 11 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Val Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) ( %) N (ft) (K) (ft) 211 24 1.80 22.35 25.40 2.00 3.14 0.57 0.01 25.41 0.006 43.0 22.57 25.40 2.00 3.14 0.57 0.01 25.41 0.006 0.006 0.003 1.10 0.01 212 18 1.65 23.07 25.41 1.50 1.77 0.93 0.01 25.42 0.025 16.0 23.15 25.41 1.50 1.77 0.93 0.01 25.43 0,025 0.025 0.004 0.75 0.01 213 18 1.35 23.15 25.42 1.50 1.77 0.76 0.01 25.43 0.017 35.0 23.33 25.43 1.50 1.77 0.76 0.01 25.44 0,017 0.017 0.006 0.75 0.01 214 18 1.05 23.33 25.44 1.50 1.77 0.59 0.01 25.44 0.010 5.0 23.36 25.44 1.50 1.77 0.59 0.01 25.44 0.010 0.010 0.001 0.75 0.00 215 18 0.90 23.36 25.44 1.50 1.77 0.51 0.00 25.44 0.007 12.0 23.42 25.44 1.50 1.77 0.51 0.00 25.44 0,007 0.007 0.001 0.70 0.00 216 12 0.75 23.92 25.44 1.00 0.79 0.96 0.01 25.46 0.044 21.0 24.03 25.45 1.00 0.79 0.95 0.01 25.47 0.044 0.044 0.009 0.75 0.01 217 12 0.45 24.03 25.46 1.00 0.79 0.57 0.01 25.47 0.016 52.0 24.29 25.47 1.00 0.79 0.57 0.01 25.48 0.016 0.016 0.008 1.25 0.01 218 12 0.30 24.29 25.48 1.00 0.79 0.38 0.00 25.48 0.007 37.0 24.48 25.48 1.00 0.79 0.38 0.00 25.48 0.007 0.007 0.003 0.50 0.00 219 12 0.15 24.48 25.48 1.00 0.79 0.19 0.00 25.48 0.002 44.0 24.70 25.48 0.78 0.66 0.23 0.00 25.48 0.002 0.002 0.001 1.00 0.00 220 12 0.30 24.03 25.46 1.d0 0.79 0.38 0.00 25.47 0.007 14.0 24.17 25.46 1.00 0.79 0.38 0.00 25.47 0.007 0.007 0.001 1.10 0.00 221 12 0.15 24.17 25.47 1.00 0.79 0.19 0.00 25.47 0.002 31.0 24.48 25.47 0.99 0.78 0.19 0.00 25.47 0.002 0.002 0.001 1.00 0.00 222 12 0.15 22.49 25.27 1.00 0.79 0.19 0.00 25.27 0.002 10.0 22.69 25.27 1.00 0.79 0.19 0.00 25.27 0.002 0.002 0.000 1.00 0.00 223 12 0.30 23.83 25.44 1.00 0.79 0.38 0.00 25.44 0.007 11.0 23.94 25.44 1.00 0.79 0.38 0.00 25.44 0.007 0.007 0.001 0.45 0.00 224 12 0.30 23.94 25.44 1.00 0.79 0.38 0.00 25.44 0.007 13.0 24.07 25.44 1.00 0.79 0.38 0.00 25.44 0.007 0.007 0.001 1.10 0.00 225 12 0.15 24.07 25.44 1.00 0.79 0.19 0.00 25.44 0.002 32.0 24.39 25.44 1.00 0.79 0.19 0.00 25.44 0.002 0.002 0.001 1.00 0.00 226 12 0.30 23.65 25.42 1.00 0.79 0.38 0.00 25.43 0.007 14.0 23.79 25.42 1.00 0.79 0.38 0.00 25.43 0.007 0.007 0.001 0.70 0.00. 227 12 0.15 23.79 25.43 1.00 0.79 0.19 0.00 25.43 0.002 12.0 23.91 25.43 1.00 0.79 0.19 0.00 25.43 0.002 0.002 0.000 1.00 0.00 228 12 0.15 23.17 25.39 1.00 0.79 0.19 0.00 25.39 0.002 5.0 23.22 25.39 1.00 0.79 0.19 0.00 25.39 0.002 0.002 0.000 0.15 0.00 229 12 0.15 23.22 25.39 1.00 0.79 0.19 0.00 25.39 0.002 21.0 23.43 25.39 1.00 0.79 0.19 0.00 25.39 0.002 0.002 0.000 1.00 0.00 230 12 0.15 22.11 25.20 1.00 0.79 0.19 0.00 25.20 0.002 35.0 22.81 25.20 1.00 0.79 0.19 0.00 25.20 0.002 0.002 0.001 1.00 0.00 231 12 0.30 22.29 25.24 1.00 0.79 0.38 0.00 25.24 0.007 15.0 22.44 25.24 1.00 0.79 0.38 0.00 25.24 0.007 0.007 0.001 0.50 0.00 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydreflow Storm Sewers 2003 J Hydraulic Grade Line Computations Page 12 Line Size Q •. Downstream Len Upstream Check JL Minor coeff loss Invert HG L Depth Area Vel Vol EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev. elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) N N (ft) (K) (ft) 232 12 0.15 22.44 25.24 1.00 0.79 0.19 0.00 25.24 0.002 60.0 23.04 25.24 1.00 0.79 0.19 0.00 25.24 0.002 0.002 0.001 1.00 0.00 233 12 0.15 23.35 25.40 1.00 0.79 0.19 0.00 25.40 0.002 6.0 23.47 25.40 1.00 0.79 0.19 0.00 25.40 0.002 0.002 0.000 1.00 0.00 234 18 0.78 22.47 25.37 1.50 1.77 0.44 0.00 25.38 0.006 14.0 22.54 25.38 1.50 1.77 0.44 0.00 25.38 0.006 0.006 0.001 0.50 0.00 235 18 0.63 22.54 25.38 1.50 1.77 0.36 0.00 25.38 0.004 31.0 22.70 25.38 1.50 1.77 0.36 0.00 25.38 0.004 0.004 0.001 0.50 0.00 236 18 0.48 22.70 25.38 1.50 1.77 0.27 0.00 25.38 0.002 47.0 22.94 25.38 1.50 1.77 0.27 0.00 25.38 0.002 0.002 0.001 0.50 0.00 237 18 0.33 22.94 25.38 1.50 1.77 0.19 0.00 25.38 0.001 43.0 23.16 25.38 1.50 1.77 0.19 0.00 25.38 0.001 0.001 0.000 0.15 0.00 238 18 0.33 23.16 25.38 1.50 1.77 0.19 0.00 25.38 0.001 9.0 23.21 25.38 1.50 1.77 0.19 0.00 25.38 0.001 0.001 0.000 0.70 0.00 239 18 0.18 23.21 25.38 1.50 1.77 0.10 0.00 25.38 0.000 42.0 23.42 25.38 1.50 1.77 0.10 0.00 25.38 0.000 0.000 0.000 0.15 0.00 240 12 0.15 22.52 25.30 1.00 0.79 0.19 0.00 25.30 0.002 12.0 22.64 25.30 1.00 0.79 0.19 0.00 25.30 0.002 0.002 0.000 0.45 0.00 241 12 0.15 22.64 25.30 1.00 0.79 0.19 0.00 25.30 0.002 40.0 23.04 25.30 1.00 0.79 0.19 0.00 25.30 0.002 0.002 0.001 1.00 0.00 242 12 0.45 22.78 25.35 1.00 0.79 0.57 0.01 25.35 0.016 5.0 22.88 25.35 1.00 0.79 0.57 0.01 25.35 0.016 0.016 0.001 0.75 0.00 243 12 0.15 22.88 25.35 1.00 0.79 0.19 0.00 25.35 0.002 4.0 22.96 25.35 1.00 0.79 0.19 0.00 25.35 0.002 0.002 0.000 0.75 0.00 244 12 0.15 22.96 25.35 1.00 0.79 0.19 0.00 25.35 0.002 19.0 23.34 25.35 1.00 0.79 0.19 0.00 25.35 0.002 0.002 0.000 1.00 0.00 245 12 0.30 22.88 25.35 1.00 0.79 0.38 0.00 25.35 0.007 27.0 23.42 25.35 1.00 0.79 0.38 0.00 25.36 0.007 0.007 0.002 0.70 0.00 246 12 0.15 23.42 25.36 1.00 0.79 0.19 0.00 25.36 0.002 16.0 23.74 25.36 1.00 0.79 0.19 0.00 25.36 0.002 0.002 0.000 1.00 0.00 247 12 0.15 23.86 25.44 1.00 0.79 0.19 0.00 25.44 0.002 7.0 23.93 25.44 1.00 0.79 0.19 0.00 25.44 0.002 0.002 0.000 0.75 0.00 248 12 0.15 23.93 25.44 1.00 0.79 0.19 0.00 25.44 0.002 36.0 24.29 25.44 1.00 0.79 0.19 0.00 25.44 0.002 0.002 0.001 1.00 0.00 249 18 0.18 23.42 25.38 1.50 1.77 0.10 0.00 25.38 0.000 3.0 23.44 25.38 1.50 1.77 0.10 0.00 25.38 0.000 0.000 0.000 1.00 0.00 Project File: sd- 101205.stm Number of lines: 249 Run Date: 10 -24 -2005 NOTES: " Normal depth assumed., " Critical depth assumed. Hydrailow Storm Sewers 2003 Hydraflow Plan View _ i 1J �4 104 .� 103 47 41 42 95 43 96 45 46 40 44 14 39 13 22 �12 20 19 21 23 31 38 18 11 33 \ 0 /17 32 8 9 10 34 29 35 37 7 28 192 \36 188 ■ /6 27 142 195 19 189 25 187 140 143 1 2 3 4 5 \ 94185 186 1 181 144 _�' 19 Outfall 145 182 183 Project file: sd-1 01 205.stm No. Lines: 249 10 -24 -2005 Hydrallow Storm Sewers 2003 m .r Mr r" r r M MM M Storm Sewer Profile Pro;. file: Sd- 101205 -Stm Elev. (ft) 37.00 32.00 Liv 25 - - - - i 27.00 22.00 17.00 12.00 0 10 20 30 40 50 60 70 80 90 100 , Reach (ft) Hydraflow Storm Sewers 2003 Elev. (ft) 37.00 — . . ..... ..... . .. . .......... ................ .. . ................ .... ...... . ..... . . ..... ....... . .......... . .... -.— . ........ . . . . ...... . ... ..... . . . ...... ......... . . ........ . . . . . . . . ..... ... . ............... . ... . ................ Cr—r.4— 32.00 n: --- C—n.-2T Ln: 25— 111,99 In 30 1 n- 31 HEE 10 kill) 18 (ill) --- 10 kill) 12 (in) 12 (in) 12 (Ln)._ 27.00 ---- ----------------- - -- . ..... . ..... ..... . . . ..... . ... .. . ........ .. . .... . .... .. ....... 22.00 - ---- ---- — -- — �:::: 17.00 - -- - - ------- — ------- - -- ---- - ------- 12.00 Reach (ft) , I Hydraflow Storm Sewers 2003 M MI M M-M M M " r r M Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 37.00 33.00 29.00 25.00 21.00100-10-1 �Mll 17.00 0 10 20 30 40 50 60 70 80 90 100 110 Reach (ft) Hydraflow Storm Sewers 2003 MIMM M MM M M M M� M M MMMM -I= Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 38.00 ..... . ................ . ... . ... . ........ . ................... . ..... ..... . ... ........ .. . .... . ..... . ... ..... - ----- ........ . ........... . --------- -- - - -- - - ----- ------- . . . ............ . . . . . ... ............. . ................. . ....... .. - . .......................... ...... . . .. .. ....... . ... . ......... - - - ------------- -- . ..... .. .... . -- - - - --- - ----- . ..... . . ............ . - .............. . . ........ 34.00 - ------------------- . ..... .... . ...... .... . . . ............. - .............. ..... . . . .... ..... .. .... . . . ......... ... . ................... ... . . . ... . ....... ........ ............ . ... ... . . .......... . — ........ ...... . . ... .. . . ......... ------ . ........ . . .............. . . . . . . ............... ......... .... ..... ............ . . . ..... . . . . .............. . . .... ... ................ . . . . . .... . ...... . . . ........ . ... �u . . ....... . ................ - - -- .._ ---------------- . . . ...... ----------- - ..... . .............. . ....... ..... . .... . ................. . .. .......... ......--- ........I....._..- ........ 30.00 12 — (in) - -------- - — ----- I ........ . .... . ........ .. .. . . . ..... ... . . . .......... . ........ . . ... . ...... . . .... . ... . .... ............. . ...... . . . ......... . . . . ......... . .... . . . ......... 26.00 . .... . ------- . . . ....... . - ----- - ---- ............. - . ............. **-,* . ------- . ........ . . . ................... ... . ...... . ...... ..... . . . ........ . . . ..... . . . . ........ . 22.00 . . ....... . . . . ---- ----- - - ---------- . . ........ ........ .... ....... . . .... . . .. .. . ............. . .. . . . ... . .. . . ......... . . . .................. .................... ......... . ....... . ......... .............. . ..... . . ....... . .................... . . . ......... .... . . . .... . ........ ... . ................ . . . . . ............ . . . ....... . ...................... . . . . . 18.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 fflorm"Tewer Arolile' M. m am MPromjfile: sdm-101205.�stm Elev. (ft) 317.00 - ....... . ....... . ... . ........... . .. ......... .. . . . . . ..... . ........ . ............. . . . ... . ... . . . .......... .... . . ...... ... ...... . ........ ..... .... . . . . ... ............ . .. . . . ......... . . . . . . ......... . ......... ................ . ............ . .......... ... . ........ ....... ...... . ........ . . . . . ......... n: 32.00 42-147 1— L119 7 30 ji, I) IV kill) Ln: 11 Ln- 12 Ln: 13 (itT)-- '8-(in) 30 'inl 27.00 . . . ...... .. .. ............ ----- - - . ... ......... . . . ................ .. . . .. . ... .. . ....... . . ............ . ........ . .. ....... ..... . .. . ..... . ....... . . ..... ...... . .................. ...................... . . 22.00 - — ---------- 17.00 --------- - - ...... 12.00 0 50 100 150 200 250 300 350 400 450 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 35.00 31.00 27.00 23.00 W0111141 15.00 0 10 20 30 40 50 60 70 80 Reach (ft) 90 100 110 120 130 140 150 Hydraflow Storm Sewers 2003 oil 10 20 30 40 50 60 70 80 Reach (ft) 90 100 110 120 130 140 150 Hydraflow Storm Sewers 2003 M M M M'= M M� M M M M M M�M-M M r M Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 34.00 31.00 ................ . . .. . . .. . .......... . .... . ........ ....... .......... ....... . . ......... . ...... . . . . .......... ....... ........ .. . . ......... . .......... . .. . ............ . ...... . .. . ........ . .......... 28.00 25.00 -- — - -------- ------- LE: -- - - ---- ---------- .......... . . 22.00 — ------- . . ............. . ................ .... . . .. ............ . . ......... ------ . ..... .... . .... .......... ... . . .... .................... .. ..... . . .............. ------------- ----------- ----- . ........ ....... . .. . .... .. . . .................... ........ ........... 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 so IMIMM M M M M M MIMM M MMM Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 34.00 31.00 28.00 7 ........ . ........ .. . ...... . .................. .......... . .... - . ....... . ... ----- f8-(- ........... — ------- . . ........ ............ ... ........... .. ...... . . . . .. — -- - --------- La. — ------- T2 ........... . ............... -22---- Th) — ------ ----- — - — ------------ - - - - . . . . ... . ... - - -------- --I T(Fn . ............. ........ .... .................... ...... . . . ........ . .... . . . .... . ......... .. . ....... . ............. . . 25.00 -- ------------------- 22.00 .... . ........... ...... .................................. . . . . ......... ........ ....... . ........... . . . ................. . . . ........ . . ........ . . .......... . ...... .. . . . . . ............. .. . ...... ........ . .. . . . ......... .. . ................... . . . ... ........... . . . ...... . ...... . ...... -19.00 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) - Hydraflow Storm Sewers 2003 Hydraflow Plan View 10'2 3 -133 ��gr�� 00 126 139 i113g\9 221 217 107 4 129 54 220 14ql 2 12 5 3 239 225 216 106 10 23 119 117 128 51 238 22223 24a ^'14 10� �� M(116 237 213 227 226 212 236 160 97 113 48 211 99 233 103 47 15 � 229 f 210 159 125 43 96 !2 44 45 46 34 208 163 14 24 207 ' 13 22 2 43 � . 12 205 158 20 241 19 21 1 20`1 156 18 11 23 232 240 155 8 9 10 231 201 154 164 175 192 188 230 0 152 42 190 166 165 174 140 41 143 195 187 18 198 199 151 176 186 181 94 8144 150 197 7 145 9 182 183 148 173 146 68 169 170 17 172 177 Project file: sd- 101205.stm No. Li s. 9 10 -24 -2005 Hydraflow Storm Sewers 2003 a rIMI M ■s M M M M MIMI MIMI r r a r r M Storm Sewer Profile Fro;. file: sd- 101205.stm Elev. (ft) 39.00 34.00 29.00 24.00 19.00 14.00 9111M 0 25 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 Orm"TeMer P"lile' Proj. file: sd-101205.stm Elev. (ft) 36.00 32.013 MM m ME I I == I NEEMEME M- 28.00 24.00 IWW �����iiiii�� 20.00 16.00 0 25 50 75 100 125 150 175 Reach (ft) 200 225 Hydraflow Storm Sewers 2003 �����iiiii�� gorm"Iew'er ''' '.m m == m m m r m P Proj. file: sd- 101205 Elev. (ft) 34.00 31.00 - - -Ln:- Ln,:-1-89— --Ln:1,9D __ -. -- _ - - -- — -- Win — — - - - -- (!n- - -- - -�_ 12 in -- - - -- -- - - - - -- - — - - - - - -- 28.00 25.00 22.00 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M IM M M M M M w M-M M M Storm Sewer Profile Pro;. file: sd-101205-stm Elev. (ft) 38.00 -- — ------------- - - - ----- — ------ ------ --- -------- 34.00 ... . ....... ....... _._ ... ...... . . -- - --------- ........ ... . ... . . - — -------- -- - . . . . ...... . ....... ....... . . . . .. . . . .......... . ............... . . . . ......... . ...... . . ............ . ....... . . .. ............ . ........... ...... ... . . . ... . ........... . .... . ... ... . . ..... . ........ ............. .. . . .. . ...... . ......... . ...... . ...... ....... . . ........ . . ...................... . . ......... ....... ... ............... ........ . . ...... . ........... . . . . ................................ . .. . ...... . ... . ... ........ - - - -- ---------- ..._.._18.7n... - ---------------- - ------------ —Ln: t92 ------- - - ------ - ----------- -----.._...---- - - - -- 30.00 14 kill) 26.00 . ......... . - ----- . . . . . . . ............. . ... . . . . . . ........ . ..... . .............. 22.00 ...... . . .... 18.00 - 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M MM M MM M M M M r MM M Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 37.00 - ---------- - -------- ---- - -------------- - ---------- ............ - - - --------- 33.00 — ------- - ---- . ..... - -------- -- ............ .. ... - ---------- ......... ........ . . ......... . . .. 185 ..... ........................... . -------------------- Ln: ..... . — ---------- 12 (iny . ............... . ...... .... ......... ................... .. 29.00 25.00 . ........ ....... . . ........ . .. ............. . . . ........ . .. . ....... . . . . . ........ ...... 21.00 . . .......... 17.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M M M M i M M M Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 37.00 .......... . ... . .... . . . .................. . . ............. .......... . .. .............. . . . . .................. . . . ....... . . . ...... . . ....... .. ... . . .... ...... . ................ . . . . ..................... .... . . . ...... . .. . . .................................. .......... ..... . ............ . . 33.00 . . .. . .......... . ..... . . .......... —LnA 29.00 A8 (ini I ... . . .............. ........ .... . . .... .. . . . . . .......... . ........ . . ......... . ... . . . . . .......... . . .. . . .. . .......... . . . . .......... . ....... ..... .............. . . . ........... . .............. . . . .............. . ... . . . .... ... . ...... .. . . ....... . . .......... 25.00 21.00 . ........ . . ....... .......... . . ...... . . ....... ... ........ ....... . ... . ......... ...... . ........ . ......... . . . . ... . ...... . . ................... . — - - -------- ... ......... . ------- ..... . .......... . . ... . . . . .................. . . . . . . . ................ . . . ............... . .............. . ... . .......... . . .......... . .... 17.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Pro;. file: sd-101205:stm Elev. (ft) 28.00 24.00 MEN =ON= MEAMMI 20.00 11� �wmmm �—w II IOIIII101 {III 0 25 50 75 100 125 150 175 200 225 Reach (ft) Hydraflow Storm Sewers 2003 fflorm'gew'er Arolile' m- ProMile: sdm-101205.=stm Elev. (ft) 41. 36.00 31.00 26.00 21.00 mill I=MI Elm MIE 10 Mill M I MIN ill oil Mam EMMOMME MIMMEMEMEMEMEME M MMMMMMMMMMMMM I 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 35.00 32.00 --tn:- 1-77 n-J-7-8— - -------- - - ra) 29.00 . .......... .......... . — - - ---- ---- . . ..... 26.00 — ---------- --- - ------ — — --- - ------- - -- --- 23.00 f -------- . ........ ............ N I)n nn 0 25 50 75 100 125 Reach (ft) 150 175 200 Hydraflow Storm Sewers 2003 M. Storm Sewer Profile Proj. file: sd- 101205.stm Elev. (ft) 40.00 35.00 Ln: 158 n: 159— —,_ Ln: — W (itW ( 152 Lni 5 12 (in) 2 (in) 12 (in) 30 n :153 Ln: 30.00 0 (in) 10 kill/ n 25.00 20.00 15.00 0 100 200 300 400 500 600 700 800 900 Reach (ft) Hydraflow Storm Sewers 2003 M M M M fflorm"Iewer Profile' Proj. file: sd-101205.stm Elev. (ft) 53.00 .... .................... ..... ....... . . .................... ....... . .... . .. . .. . . ............... .. . . . . ...... .... ...... ......... .... ..... . . . . . ..... ... .... . . ............. . . . ....... ............ . .. . . .. . ............... . . .... ..... . ...... . ............ . . . . ........ . . ............... . . . . ........ . . 46.00 ---Ln 1-6 —Ln--.I-63— 14.jLn) jL) S . . ..... . 39.00 ----------- ........... . - - --------- . . .... . . ..... . ...... . . ......... ... . . . . .......... ... . . ................ ....... ..... . . . .......... ... ....... 32.00 .-Lrl:-Jj55-. - ------ - ------- . . ... . ...... ...... ............ . . . . ........... 25.00 .. . . ............... - --- --- -- — - ----- - 18.00 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Hydraflow Storm Sewers 2003 M M M M MIMM M M-M M M Storm Sewer Profile Pro;, file: sd-101205.stm Elev. (ft) 36.00 33.00 -- - - - - -- . . -------------- - - . . ....... . ... . . . ... . . . - ------- . . ....... . .. . . --------- . ..... . . . ..... . ....... . . . — - - ------ - - . . . ....... . . . ............... ....... . .. . ..... 4--1 w—.1-6-1- 30.00 I': kill) . . ... ........ . .. ......... . . . . . ........... . . . ........ 27.00 - - ----- --- - ---- . ....... 24.00 ................. . ............. . ............. . .. ------ . . -------- ... . . . .... ......... .... . . ..... . .... . . ........ 21.00 0 10 20* 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile. Proj. file: sd- 101205.stm Elev. (ft) 34.00 31.00 n: 5 _. -._ �.. -- -- -.. -- _..._...._..__._.. ...... - -- - - - -_... 1- 2- �ir�)— - __�_— �_ _. -- ......._._._. __._ _ .._.._� ......... - -. - .._.._._..___.....__ 28.00 25.00 22.00 ism 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M r MI M M MIMI M M M IMI M M M M Storm Sewer Profile Proj. file: sd-1 01 205.stm Elev. (ft) 37.00 33.00 ... _ ....... -- -- -- - -- ------------ ..------------- --------------- — ----------- '2'.-fin _ .._.. -- _ .. ............... .. .. .......... _ ............ ........ _ 29.00 25.00 - - - - - -- — — 21.00 17.00 - ^- 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) HydraFlow Storm Sewers 2003 M M M r M M M M M M M M M M M M M M IM Storm Sewer Profile PLO;. file: sd- 101205.stm Elev. (ft) 41.00 36.00 31.00 26.00 21.00 16.00 i 0 50 100 150 200 250 300 350 Reach (ft) Ln: 217 400 450 500 550 600 Hydraflow Storm Sewers 2003 m Storm Sewer Pmrofilem m m M M M M IM M M M M M M Proj. file: sd-101205.stm Elev. (ft) 38.00 - - --------- - - - -------- - ------------ 34.00 - - - -- — ----- – - - ------ 24 (in) Ln,. -230- 30.00 12 "in) 26.00 .............. 22.00 - -- j 18.00.... 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 200 M M M M M M M M M M M M M M M M - M M M Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 38.00 — — ---- ---- - -------- – - — — --- ------------ 34.00 ................ ...... - ------- -- . . ........ ..... ......... . ........ nA 1: 30.00 ....... ---- - - - ----- 124 — - --- ----- — ------- - - - - -- 26.00 22.00 18.00 0 10 20 30 40 50 60 70 80 90 100 110 Reach (ft) Hydraflow Storm-Sewers 2003 rormTew'er Arolile' Proj. file: sd-101205.stm Elev. (ft) 38.00 ....... ...... . ........... . . ................ . ............... . . . . . . ... .... .. . . ................ . ........... .......... . ........ ....................... . .. . .. . . ...... ------- --- . . . . .................. . .. . . . . ........ .... . . .... ................. ----- . . . .............. .. . . . . . . . .... ............... .... ............. ...... . ....... ...... . . . . . ......... . ... . .......... ...... . . .......... . . . ..... . ....... . . . .................. .. . . ............. . --------------- ------ — - - ---------- -------------- - --- - ------- ---- . . .... ........ ...... 34.00 ---- ------------ 'IA . . ........ - ---- -- - --------- 30.00 in . ...... - - ----------- - - - -- ------------- -- ................ ....... . .... ......... . . . ....... . . . . . .......... . ....... . ... . . . ..................... . . .. .. .. ... . . ............ . . ... . . ........... . ... ...... .. ... . . . .. . ..... ............ ............. . ..... ... . .... . .. . ...... ........... .......... . .. . . - - 26.00 . . . ...... . 22.00 — ---- ----- . ..... ... . . . . ..... . ... . . . ..... . ... . . . ........ - ----- . .. .. . ......... - ------- .................... ......... . . . . ....... . .... ............ . . ..... . - - - ----------------- .......... . . . ........ ............. . . .... . .... ........ . ......... . ......... . . .......... . .. . . ..... . ......... . . . . ............... . .. . ............. . ....... . . - - --------- - - - - ­* --- - - - --------- 1 18.00 0 10 20 30 40 50 60 70 80 90 100. Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 101205.stm Elev. (ft) 34.00 31.00 n -:.- -4-. in T2- tn.r— _._... _.____..�_._ -_._- __�_.._._tn.:_ . 41__....__..— _...__ _— ___.____._._.... ___ _. _..-- -... -- — ..... .... —_ - - -_ ............ __... ......... _ ....... _....... 55 F 28.00 25.00 22.00 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile I Proj. file: sd- 101205.stm Elev. (ft) 39.00 35.00 31.00 --------------- .- - - ---- - -- n * _ -- -- - -_ - - - ------ --- - - - - -- --------- - - - - -- - - - -- -------- - 27.00 23.00 -- 19.00 0 10 20 30 40 50 60 70 80. 90 .100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M M M M M M M M r M MIr M Storm Sewer Profile Pro;. file: Sd- 101205.Stm Elev. (ft)..... , 35.00 32.00 29.00 L-n .- -2 2.v - �-2 ( }n- 2 43 - --C in } —._- : 244 __ -�. - -- -- — -_ -» __ ..- ._._......... 26.00 23.00 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 t Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 39.00 35.00 31.00 27.00 23.00 19.00 -- 0 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 will low I 19.00 -- 0 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 Storm 'gewer Pr"olile' Proj. file: sd-101205.stm Elev. (ft) 39.00 35.01) 31.00 27.00 low I 23.00 19.00 0 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 ' fflorm"Ielder P"rolile" ' ' ' ' M � "M M M W ProMile: sd-M-101205.mstm Elev. (ft) 39.00 — - ------- - ------ - - - ----- . ......... .. . ..... ---- - - — -- ------------- -------- - - 35.00 . .......... —trT:-229 - -- ------- - - ------------------ ... . ....... ......... 31.00 ............ . . . ......... . ....... . . . .......... . . ........ - ---- 23.00 ... . ....... . . ......... . .. . ... . . . ............ . .. . ..... . ...... ... ..... . ..... 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) - Hydraflow Storm Sewers 2003 IMM M-M M IWI mow M M M M MI M M Storm Sewer Profile Pro;. file: sdl 101205.stm Elev. (ft) 40.00 . . . ..... ...... . . .... .. ...................... ----------- ---------- — - - - ------- ------ — ------------- ------- 36.00 . ..... — ------ -- ----- - - - - -- . . .. ........ . .......... . ....... - ----- 118 27 F------- -- -- ......... . .. . .... --------- - -- - ---- -2-Th - — - - - --------- ------- --------- . ....... ....... - ---- ------------- .... ........ . . . . ... . ......... ....... ..... . . . .......... . . . . .. ................. . ...... . . . .... ............... 32.00 ...... ......... 28.00 . . ........ ......... . . . .......... . . . ........ . .. . . ............ .... ... . ...... ...... ....... 24.00 ... . .... ...... . .................. . . ........... . ............. . . . .................. . . .... .... . ..... . .. ....... . ... . ................. . ........... . . . ............ . 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) I Hydraflow Storm Sewers 2003 M M M M M 'Mw M Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 40.00 ... . . ... . ..... . .. . . ..... ........ . . ..... ... ... . ........ . ........ __­_.___...._...____._.­ . ........... . .... . . . ...... . . . . . ...... ...... — --------- — -------- -- - ----- — — — - --------- 36.00 . .... . ...... . . .... . ............ ................. ... . -- — ----------- . . ............ . . ..... . ................ - . . .............. . . . . . . .................. .... . . . .. . ...... .............. . . ...... . . .... . . . . ...... . ....... . ....... . ............ ... . .......... — — - ---------- __ . .... — ---------------- - - 18 try:-,22, .. .... bi. 224 32.00 Ln. 225 .......... .. . .. . ..... ....... . .. . .... . . . . . ....... . ............ . .... . . .... . . . ......... ....... ... ... .... ....... .... . ..... ... . ..... . ... . ......... . ... . . . ................. ...... . . . . . . ....... __r . 28.00 . . . ....... . . . . . . . . ........ . ............ . . . ..... . . 24.00 — ---------- . . ............. 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Nd* rm"Iew'er Pro He Proj. file: sd-101205.stm Elev. (ft) 40.00 - ------ - --------- ----------- . .... . - - ------- - ........ - ------------- - ------ - --------------- . . . ..... - . . . ............. . .. .. ........ .......... . ........... . ... . . . . ..... . ... ......... ................ . . . .............. . ......... 36.00 - - - ------- ------ ------ - ----- .. . ... . . . ........ . ----- ---- - - ---------- ------------ — - - ----- - - — - - - ------------ ---- . ...... .. . . ... - .. ... .. .... . ................ . ... . .......... . . . . ...... .... ... L---- - -- - - --- VD finl ---- - ------------- — ------------- . ........... ........ .... - ---------- -------- ---- - 32.00 ... \...I . .. ....... . . .......... . .... ............ . . . . .......... . ....... . 28.00 . .. . ... . ..... . . ...... . ........ 24.00 ....... ...... . .................. . . ........ 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Morm"geMer '' rr M m M m= M M M s m PfV���e Proj. file: sd- 101205.stm Elev. (ft) 36.00 33.00 ............ - ..._.. -- .- _.- - - ... ... - -- ...... — _ - _ —�.- _tn: -21.6 - - - - - - -- - -- ------------ - - - - -- -1.. -- _ inj....__..__.... - - _ _- -._. —. - -- -- - - — - -- Lr� ,- 2.21 -- 13 -On) - -- - - -- _ - - -- .... - - -- _ - ....._.._..._. ....._._.._....�........_.._.._ - _ .... - -- - ...... -------------------- - - - -- - 30.00 27.00 24.00 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 ' �torm"%ew'er rrofile' M M M W M M M M rM -M Proj. file: sd-101205.stm Elev. (ft) 19-00 . . ............ . ....... ............... .. — ----------- . ..... .... . . . ................ 35.00 — -- - ---- — ----- - -- - - - - -- 31.00 ........ _...._.._.._...._- ..__.._._1..2 1in) ............. ........... . .. . . . ... . . ...................... ...... . ......... . ........ ....... . .. ................ . . .......... . . ... ........... ................ .... ........... ................... . ......... 27.00 ..... . .. ............. . . ........... . . 23.00 . . .......... . ....................... . . . . . ......... ... . . . . ...... . ......... ...... . . ...... ............. ... .... ... . ................ .. . ......... ... ..... ...................... ....... . . ... . . . .... ....... ........ ............ . . .... . . . .. ............ . . . ....................... . . .................... . .............. ................ ..... ...................... . ........................... ............ . ..... ....... 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Elev. (ft) 39.00 35.00 31.00 27.00 23.00 Reach (ft) Hydraflow Storm Sewers 2003 r r� ewr e r Prrofile Storm � r �■r rf r r� r� r r r �r �.. Proj. file: sd- 101205.stm Elev. (ft) 35.00 32.00 29.00 — _..._.. - ... _ ... _._....�_- __ L 14 -- T2- in �-- ��--- ._.._....._..._.._- _- ...----- — .._...._... - - - - -_ —0-24-- .— _.__ —T2 in _�_..� - - -- - - _ - �. -- -- --- - .._.... -- - __ __......__......._ 26.00 23.00 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 � it r r r � r rr rf r r■� rr � � r r r � �. Hydraflow Plan View 77 \ 72 76 71 0 65 >59 75 78 64 8 86 74 3 6 85 66 61 7 60 9 84 92 59 88 8 90 87 81 80 58 79 138 131 57 135 7 102 1 9 33 56 126 13 9 M\ 221 217 24 129 54 220 107 10 17 2 125 53 239 118 .225 216 48 106 108 123 119 117 128 52 238 100 51 2223 24214 122 12 116 105 237 227 213 121 98 1 0 50 226 114 16 212 49 236 97 113 48 211 99 233 103 47 15 229 � 2810 4 4257 43 96 40 44 45` 46 34 207 208 163 Project file: sd -10120 .s3m No. Lines: 21k,9- 10 -25 -2 05 Hydreflow Storm Sewers 2003 dormTewmer Afoul@m m 'M Proj. file: sd-101205.stm Elev. (ft) 41.01 36.01) 31.0 26.00 21.00 re R&O", M 5 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M.M M M M M gormMeMer Aroo ile" Proj. file: sd-101205.stm Elev. (ft) 38.00 ---- - ---------------- - 34.00 . ............. . ......... ........ . ........... ..... . . . . . .... . ................... ... - --------- ------ ............. . . .... . .... . . .... . ........... . .... -, . .. ...... .... . .................. . ......... ........ . . . . ........................ ... . . ............. —Ln ... 12 ....... ....... . ................. . . . . ...... . .... . . . ...... -- 30.00 tn-1,W -- -- -- --- - -- - . ..... ........ . . ...... ... . .. .................................... . ............................. . .. . ........ F 26.00 22.00 . ..... . ...... . .... . . . . .. ....... . . . .......................... . ..... .... . ............. . ....... . . . . ................ . . . .............. . ..... ....... . ......... 18.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M MIM M M M M M M M M.M M M M Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 37.00 33.00 29.00 MM 25.00 21.0 17.00 0 25 50 75 100 125 150 175 Reach (ft) Hydraflow Storm Sewers 2003 I I III t. �" C Clt. t CS�CCC����I:�_�IC""'I�It.tltt,. IM M Mao M M-M M M M M M M M M Storm Sewer Profile Fro;. file: sd-101205.stm Elev. (ft) 38.00 ... . ...... .......... . .... ............ . . . . . ........ . . . .................. . .. . . .... ...... .. . ............ ... ............... . ..... ............. . .... - --- - ------ .. .... . ........ . .... ..... . . ... . . .. ..... . ....... . ............. ..... 34.00 30.00 12 kin, -- — ------ - - -------- ...... L11. W8 ........... . . . ....... . . ................ . ...... ..... . . ........... . . . . . . .. ........... ............ . ........ ....... . . .. . . . . ............. . ......... ... . .... ... . . . . .......... . .. . ...... ... . ........ . . ....... ............. . . . . . . .................... . . . .......... . . . ............ . . . . . . ................. .. . . . ................ . . . . .......... . ...... . ......... . .... . ..... . ........... - . . .......... . ...... . . . ......... . . . . ............ 26.00 22.00 .. . ........ ......... . .. ....... . ..... ------------ .... . ........... . ....... . ........ ......... . ..... . .. 18.00 1 .... . .. . ............. . ............. . ... ..- ..... — ---- 1 . ........... . .. . . .. ................... . .. i ......... ......... .. . . ................ . . . . . . ............. . ....... .... ... .. ..... . ..... . . . ................. .. . .... . . . ......... . .... . . ......... . . ........... . . . ......... . . .................... . ..... . 0 10 20 .30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M Storm Sewer Profile M M M M M M M M M M M M Proj. file: sd-101205.stm Elev. (ft) 39.00 . . ......... . . - — - -------- - - — ---- - - ------ - 35.00 ----- ----- -- - - ------ --- - — ------- — --- - ----- . ... . ... --- - -- --------- - -- .. ..... ---- — --- 31.00 t1j. 108 . .. . ........ ...... ......... . . ........... . .. ..... . . ..... 27.00 ... . ... . .... . . ....... 23.00 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M IM M M M M Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 39.00 — — — - ------- -- - ----------- . .... -------------- - ------------ ------ .. ......... . . . .... ........... ------- ----------- . ...... . . . . . . ....... .. ............ . . .......... ........ . . ... . ...... 35.00 . ........ ..... 09 . . .V......) ............ . finN ....... ------ --------------- .. . . . ............. 31.00 19 On) 27.00 7 7 23.00 .......... . . . . ...... ............... . ...... .... .......... .... . . ......... . . .............. . . ........ . ............ . ...... . ........ . .......... W.--... . ........ 19.00 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Elev. (ft) 41,0( 36.00 31.00 26.00 21.00 - — -- — ------------- Ln: I 18 (ill) tit. lie bl. I I -I Ln: 118 Ln: 47 .30 (in) Ln: 113 18 (in) 18 (in) . ......... . . . ..... IN. — ------------- . . .... ..... . .......... . ........... 16.00 0 25• 50 75 100 125 150 175 200 Reach (ft) 225 Hydraflow Storm Sewers 2003 Mo rmTew'er Pro i I e' m =Promjfile: sdm-101205.mstm Elev. (ft) 40.00 — ------------ — — ---------- — — ------ ----- ----------- - - - 36.00 .. ............. . . . . . ....... .......... .............. . .... .... .......... . . . . . .. . . ......... . ................ .. . ................... . . . ... . ...... .. ... .......... ......... . . . . . ...... ......... . . ................ ........... ...... . . ............ . . .... ............. . .................... .................. — -- - --- - ------------------ ------- -- ------- — - ----------- - -- — ----- - - 32.00 bl. 116 28.00 24.00 — --------- . . . ...... ....... . . .... .... .. . .... ......... . . 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 38.00 34.00 30.00 26.00 22.0. 18.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 In Fill �� � Q -- Q D CQ C�= ism I OW-M 11MOM jIEW-=M-M' a all; 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 Storm aT ewer Profile Proj. file: sd-101205.stm Elev. (ft) 36.00 . . . . . . .. . . . ..... . ... . . . ..... ................. . . ...... .... ........ 33.00 --------------- .. . ............. . -n:- 123------- - - -.... . . . ............. . .. . ........ . . ......... ............ . ..... Lx . . . . . ..................... . . ............ ... . . ...... . . . .. . .............. ... . . . . .. . .. . . . ....... . . . . .. . ... .......... .............. . . . ............. ... . 30.00 ------------ . ....... .. . . ....... .......... .. ..... . .. - ------------ ........ ... . .... . .............. -- . . ........ 27.00 24.00 . . ......... . . . . . ............. . . ....... ...... . ..... . . ...................... 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 MM Mao M M M M Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 37.00 33.00 29.00 25.00 21.00 17.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 INS 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 101205.stm Elev. (ft) 38.00 34.00 30.00 26.00 22.00 18.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 MMMMMM us MMMIM Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 35.00 32.00 .... ...... - ----- - - - - - - -- 29.00 ........ . . . ....... .... . ............. . . ......... . . ......... . ri 26.00 . ..... . ...... . .... .... . . . . . .... . . . . . . . . . ................. . . .... . . ....... ............. . . . . ... 23.00 . ....... — --- ---- ............ . ........... ................ . ........ . . . . ........ 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 mm = M M M gr� orm "Iewe Pnro He' Proj. file: sd-101205.stm Elev. (ft) 40.00 — - - - - ------- - --- — ----- . ...... — ---- . . ........... 36.00 ......... . . .... — - ----- - ---------------- ...... . .... ...... . . .......... . . . . . . ..... . ... — - ----- . . ....... . ...... .......... . ........... . ......... — ------ --- - ------------- - --- - - - --------- - 32.00 1 n 13 1 112 111 ......... .. . ...... t2lint- . ............. . ............. . .......... . ... . . . ....... 28.00 -EE ........ .. . ........ 24.00 f ....... ..... . . ...... . ....... . ....... . .. . ..... . . . . ...... 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 ' orm'WeXer P"rolile' ' ' ' ' m. so M M M =Pro'mjfile: sd=-101205.Ttm Elev. (ft) 35.00 . . ....... .. 32.00 —tn:-1-32—,tn-1-36 ------- n - -- ----- — -- - - ------------------ . .. . .... — -------- . .. -- - ---------- ....... . . 29.00 ------ . ......... .. ...... — - -------------- --- - ------ — ----- ---- ----- --- .......... . . . .......... — . . ....... . 26.00 23.00 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Sto Mew= PMM rm r Pro;. file: sd-101205.stm e Elev. (ft) 38.00 34.00 E 72 Imam== =1W—" .02 IMIMMMLMM In, in) 30.00 KUMDM� —MMEMIEE- spa IMINIM11111MEME1,01MIM111 MINIMUM M ��s ® ®�® o I ®� m m ® ®�� m m ®gym ® ®m�om�o : :mo ® ®��mm�ei�:��� — —gym 26.00 22.00 0 25 50 75 100 125 150 175 200 225 250 Reach (ft) 275 300 325 350 375 400 Hydraflow Storm Sewers 2003 ��s ® ®�® o oa�m� ® ®� m m ® ®�� m m ®gym ® ®m�om�o : :mo ® ®��mm�ei�:��� — —gym Elev. (ft) 36.00 33.00 KIIIIIIJ 27.00 24.00 . . ... ......... . . ..... . . ......... .... . ...... . .......... — 12Wn) ................ . n ..... .. .... ... . . .......... ..... . .. ............................. .. . - --- ---12 -- in- ---- - -- - ---- - ---- - -- - ------ . . .... ...... ... .... . . ........... . ......... . ............. . . . . . . . . . . ... ........... . . . . . ......... ................ ...... ............... ....... . . .... - ------------------- . ....... ............ . . ........... ....... . . . . . . . ....... 21.00 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Hydraflow Storm Sewers 2003 A&MTew"er-P"rolIle " Proj. file: sd-101205.stm Elev. (ft) 36.00 33.00 30.00 . . . ......... . . ......... -------- - - ------------ - - - . ......... .... - - ------------- .... --- - — ---- -- - - - -- - ----- - ---------------- ...... . ............ ------- ----- - --- - . ....... .. . ................ . . ........... - - -------- - ------ L n! 6'." — ----- ------------- - - - - - -- --- -- - - Ln. )6 �j- --- ----- -- - - - - -- --------------- -- ... . . .. ............ ... ...... . . . ..................... . . .... . . . .. ........ . . . ........ . . . ........ ..... . . . .. . ............ ....... . ............ ... .......... ...... . . . . . .................. .. . ........... . .. . ...... . ......... . .. . ......... 27.00 - ---------- -- ------ - - - ---- - ------ -- - — ----- - . ...... 24.00 ----- ----- 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M r M M M M M M M M M M M M r M M M M Storm Sewer Profile Proj. file: sd- 101205.stm Elev. (ft) 39.00 35.00 31.00 27.00 23.00 19.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M M M M M M M M M M M M M Storm Sewer Profile Pro;. file: sd-101205.stm Elev. (ft) 38.00 - — - ------- ---- ....... .... .... ...... . . ....... ...... . . - ---------- ---- . .............. . ... ............ ... . .... . . . ............ . ......... .. .... . .......... ....... .............. ... 34.00 - .83 ---- L-ft- - - - - -- th-86 Lw 67 2 in Ln: 0 2 in 12 12 2 (inI 12 , 4-,(iny --- 4-(in)-- - . . ..... L i7-af -------- ------ --- 30.00 10 IinN . . ........ ............. 26.00 .... . . ... ....... 22.00 . . . . . ........... . . ............... . . ........... ......... . . ....... . ....... . . .......... 18.00 0 25 50 75 100 125 150 175 200 Reach (ft) Hydraflow Storm Sewers 2003 rorm"geMer Ar"ofile' Proj. file: sd-101205.stm Elev. (ft) 40.00 .................. . . . ...... . .................. — - ----- ------------ ------------ .......... . . . . .... . ........ . ................... .. 36.00 . ........ . . . . 32.00 . . ... ... ........ . 28.00 24.00 .. .. ............ . ..... 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-101205.stm Elev. (ft) 38.00 .... . . ..... . .... . . .... ................. . --- - -------- ------------ ........... . . . . .................................. .... .... . ..... . . ............. . . . ....... .. . .................. . .... ........... . . ....... — - --- - --------------- 34.00 — ------ - ------ — ----- --- ------- ------ --------------- - ------ --------------- - ------------------ --- —L.rve-80 ................ --- - - - - - m- 88---- - - - - -- -- -- --- - - - - -- --- - - - -- - io.00 . . . . . . . . . . . ....... . . . . . ...... 26.00 22.00 18.00 0 10 20 30 40 50 60 70 80 90. 100 Reach (ft) Hydraflow Storm Sewers 2003 rr rr ar rr r r r rr air rr rr rr rr rr �r ar rr �r wr Hydraflow Plan View zz 23 - 53 54 25 21 3 24 52 41 20 323 29 26 51 - 18 42 d 12 111 50 g 11 10 91 5 9 `77 46 r1 8.9 44 7 63 76 75 108107 62 61 � 05 58 1 100 i8 991 73 92 9796 83 82 3 72 81 71 69 67 66 Outfall Project file: sd101705.stm No. Lines: 109 10 -25 -2005 Hydreflow Stonn Sewers 2003 Storm Sewer Summary Report Page 1 ' Line Line ID Flow Line Line. Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 15.38 24 c 5.0 16.38 16.45 1.400 24.89' 24.91* 0.28 End 2 9.14 24 c 6.0 16.45 16.53 1.333 25.19* 25.20* 0.06 1 3 9.14 24 c 76.0 16.53 17.58 1.382 25.26' 25.39* 0.09 2 4 8.91 24 c 20.0 17.58 17.86 1.400 25.48' 25.51 0.11 3 5 8.05 24 c 33.0 17.86 18.32 1.394 25.62' 25.66' 0.08 4 6 7.59 24 c 32.0 18.32 18.76 1.375 25.73' 25.77' 0.10 5 7 5.75 24 c 20.0 18.76 19.04 1.400 25.87• 25.88* 0.04 6 8 5.29 24 c 25.0 19.04 19.39 1.400 25.92' 25.94' 0.02 7 9 5.29 24 c 81.0 19.39 20.51 1.383 25.96' 26.00' 0.03 8 10 0.92 24 c 12.0 20.51 20.68 1.417 26.03' 26.03' 0.00 9 11 0.69 12 c 26.0 21.68 22.04 1.385 26.03' 26.04' 0.01 10 12 0.46 12 c 65.0 22.04 22.94 1.385 26.05' 26.06' 0.01 11 13 0.23 12 c 31.0 22.94 23.37 1.387 26.07• 26.07' 0.00 12 14 0.23 12 c 23.0 22.04 22.73 3.000 26.05' 26.05' 0.00 11 15 4.37 24 c 20.0 20.51 20.79 1.400 26.03' 26.04* 0.02 9 16 4.37 24 c 6.0 20.79 20.87 1.333 26.06* 26.07' 0.02 15 17 4.14 24 c 15.0 20.87 21.08 1.400 26.09' 26.09* 0.02 16 18 3.91 24 c 26.0 21.08 21.44 1.385 26.11' 26.12* 0.02 17 19 1.38 24 c 32.0 21.44 21.88 1.375 26.14' 26.14' 0.00 18 20 1.15 12 c 17.0 22.88 23.14 1.529 26.14' 26.16' 0.02 19 21 0.69 12 c 91.0 23.14 24.51 1.505 26.19* 26.22' 0.02 20 22 0.23 12 c 102.0 24.51 26.04 1.500 26.24 26.30 0.03 21 23 0.23 12 c 42.0 24.51 25.35 2.000 26.24 26.24 0.00 21 24 0.46 12 c 28.0 23.14 23.70 2.000 26.19* 26.19' 0.00 20 25 0.23 12 c 24.0 23.70 24.18 2.000 26.19' 26.19' 0.00 24 26 0.23 12 c 26.0 24.18 24.70 2.000 26.20' 26.20' 0.00 25 27 2.53 18 c 10.0 21.94 22.04 1.000 26.14' 26.14• 0.02 18 28 2.30 18 c 25.0 22.04 22.29 1.000 26.16' 26.17' 0.01 27 29 2.30 18 c 12.0 22.29 22.41 1.000 26.18• 26.19* 0.02 28 30 1.84 18 c 28.0 22.41 22.69 1.000 26.21' 26.22* 0.02 29 31 0.69 12 c 16.0 23.19 23.35 1.000 26.24' 26.25' 0.01 30 32 0.46 12 c 8.0 23.35 23.43 1.000 26.25' 26.26' 0.00 31 Project File: sd101705.stm Number of lines: 109 Run Date: 10-25 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; • Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 2 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 33 0.23 12 c 22.0 23.43 23.65 1.000 26.26' 26.26' 0.00 32 34 0.23 12 c 24.0 23.43 23.91 2.000 26.26' 26.26' 0.00 32 35 0.23 12 c 21.0 23.35 23.77 2.000 26.25' 26.26' 0.00 31 36 0.92 12 c 23.0 23.19 23.65 2.000 26.24' 26.25' 0.02 30 37 0.69 12 c 24.0 23.65 24.13 2.000 26.28' 26.29' 0.01 36 38 0.46 12 c 22.0 24.13 24.57 2.000 26.29' 26.30' 0.00 37 39 0.23 12 c 16.0 24.57 24.89 2.000 26.30' 26.30' 0.00 38 40 0.46 12 c 18.0 22.91 23.27 2.000 26.21' 26.21' 0.00 29 41 0.23 12 c 21.0 23.27 23.69 2.000 26.22' 26.22' 0.00 40 42 0.23 12 c 24.0 22.08 22.56 2.000 26.11 26.11 * 0.00 17 43 0.23 12 c 9.0 21.87 22.05 2.000 26.09' 26.09' 0.00 16 44 0.46 12 c 22.0 20.04 20.48 2.000 25.92' 25.93' 0.01 7 45 0.23 12 c 37.0 20.48 21.22 2.000 25.93' 25.93' 0.00 44 46 1.61 18 c 83.0 19.26 20.51 1.506 25.87' 25.89' 0.01 6 47 1.38 18 c 7.0 20.51 20.62 1.571 25.90' 25.90' 0.01 46 48 0.23 18 c 14.0 20.62 20.83 1.500 25.91' 25.91' 0.00 47 49 1.15 12 c 32.0 21.12 . 21.60 1.500 25.91 * 25.94' 0.04 47 50 0.92 12 c 26.0 21.60 21.99 1.500 25.98' 26.00' 0.02 49 51 0.92 12 c 36.0 21.99 22.53 1.500 26.01' 26.04' 0.01 50 52 0.69 12 c 86.0 22.53 23.82 1.500 26.05' 26.08' 0.02 51 53 0.23 12 c 36.0 23.82 24.36 1.500 26.10' 26.10' 0.00 52 54 0.23 12 c 23.0 23.82 24.17 1.522 26.10' 26.10' 0.00 52 55 0.23 12 c 7.0 21.01 21.12 1.571 25.90' 25.90' 0.00 46 56 0.86. 12 c 9.0 18.86 19.00 1.556 25.62' 25.62' 0.02 4 57 0.63 12 c 8.0 19.00 19.12 1.500 25.64' 25.64' 0.01 56 58 0.40 12 c 33.0 19.12 19.62 1.515 25.65' 25.65' 0.00 57 59 0.17 12 c 18.0 19.62 19.89 1.500 25.65' 25.65' 0.00 58 60 0.23 12 c 12.0 19.12 19.36 2.000 25.65' 25.65' 0.00 57 61 0.23 12 c 41.0 19.00 19.82 2.000 25.64' 25.64' 0.00 56 62 0.46 12 c 15.0 19.32 19.62 2.000 25.73' 25.74' 0.00 5 63 0.23 12 c 50.0 19.62 20.62 2.000 25.74' 25.74' 0.00 62 64 6.24 24 c 9.0 16.45 16.57 1.333 25.19' 25.20' 0.05 1 Project File: sd101705.stm Number of lines: 109 Run Date: 10-25 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydrallow Storm Sewers 2003 LI i u 1 i Storm Sewer Summary Report Page 3 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) . (in) (ft) (ft) (ft) N (ft) (ft) (ft) No- 65 6.24 24 c 23.0 16.57 16.87 1.304 25.25' 25.26' 0.03 64 66 6.01 24 c 45.0 16.87 17.46 1.311 25.29* 25.33' 0.03 65 67 5.78 24 c 40.0 17.46 17.98 1.300 25.35' 25.38' 0.04 66 68 1.87 24 c 6.0 17.98 18.06 1.333 25.42' 25.42* 0.00 67 69 1.70 18 c 44.0 18.56 19.13 1.295 25.42' 25.43' 0.01 68 70 1.53 18 c 29.0 19.13 19.51 1.310 25.44* 25.45' 0.01 69 71 1.36 18 c 41.0 19.51 20.04 1.293 25.46' 25.46' 0.01 70 72 1.19 18 c 31.0 20.04 20.44 1.290 25.47* 25.47* 0.00 71 73 1.02 18 c 49.0 20.44 21.08 1.306 25.48' 25.48' 0.01 72 74 0.51 12 c 25.0 21.58 21.91 1.320 25.49' 25.49' 0.00 73 75 0.51 12 c 34.0 21.91 22.35 1.294 25.50' 25.50' 0.00 74 76 0.34 12 c 43.0 22.35 22.91 1.302 25.51' 25.51' 0.00 75 77 0.17 12 c 63.0 22.91 23.73 1.302 25.51' 25.51 * 0.00 76 78 0.34 12 c 41.0 21.58 22.11 1.293 25.49* 25.49' 0.00 73 79 0.17 12 c 27.0 22.11 22.46 1.296 25.49' 25.50' 0.00 78 80 3.91 24 c 5.0 17.89 17.96 1.400 25.42' 25.42' 0.02 67 81 191 24 c 31.0 17.96 18.36 1.290 25.44' 25.45' 0.02 80 82 3.74 24 c 15.0 18.36 18.56 1.333 25.47* 25.47* 0.02 81 83 1.87 18 c 23.0 19.06 19.36 1.304 25.49* 25.49* 0.02 82 84 1.53 18 c 23.0 19.36 19.66 1.304 25.52' 25.52' 0.01 83 85 1.36 18 c 13.0 19.66 19.83 1.308 25.53' 25.53' 0.01 84 86 1.19 18 c 16.0 19.83 20.04 1.313 25.54* 25.54' 0.01 85 87 0.85 18 c 33.0 20.04 20.47 1.303 25.55* 25.55* 0.00 86 88 0.68 12 c 33.0 20.97 21.47 1.515 25.55* 25.57' 0.01 87 89 0.51 12 c 45.0 21.47 22.15 1.511 25.57' 25.58' 0.01 88 , 90 017 12 c 42.0 22.15 22.99 2.000 25.59* 25.59' 0.00 89 91 0.17 12 c 34.0 22.15 22.83 2.000 25.59' 25.59' 0.00 89 92 0.17 12 c 15.0 19.86 20.16 2.000 25.52' 25.52' 0.00 83 93 0.17 12 c 20.0 20.16 20.56 2.000 25.53* 25.53' 0.00 84 94 0.17 12 c 20.0 20.33 20.73 2.000 25.54' 25.54' 0.00 85 95 0.17 12 c 27.0 20.54 21.08 2.000 25.55' 25.55' 0.00 86 96 1.87 18 c 4.0 19.06 19.12 1.500 25.49' 25.49' 0.01 82 Project File: sd101705.stm Number of lines: 109 Run Date: 10-25 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 4 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) No. 97 0.85 12 c 18.0 19.62 19.89 1.500 25.50* 25.51 0.02 96 98 0.68 12 c 27.0 19.89 20.30 1.519 25.53* 25.54' 0.01 97 99 0.51 12 c 19.0 20.30 20.59 1.526 25.55' 25.55* 0.00 98 100 0.34 12 c 14.0 20.59 20.87 2.000 25.55' 25.55* 0.00 99 101 0.17 12 c 24.0 20.87 21.35 2.000 25.56' 25.56' 0.00 100 102 0.17 12 c 19.0 20.87 21.25 2.000 25.56' 25.56' 0.00 100 103 1.02 18 c 36.0 19.12 19.59 1.306 25.50' 25.50* 0.00 96 104 0.85 12 c 20.0 20.09 20.39 1.500 25.51* 25.52' 0.01 103 105 0.68 12 c 30.0 20.39 20.84 1.500 25.53* 25.54' 0.02 104 106 0.51 12 c 20.0 20.84 21.14 1.500 25.56' 25.56* 0.00 105 107 0.34 12 c 21.0 21.14 21.56 2.000 25.56' 25.57' 0.00 106 108 0.17 12 c 14.0 21.56 21.84 2.000 25.57* 25.57' 0.00 107 109 0.17 12 c 13.0 21.56 21.82 2.000 25.57' 25.57* 0.00 107 Project File: sd101705.stm Number of lines: 109 Run Date: 10-25 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow, Storm Sewers 2003 i MM M MM M M W M MM A M Hydraulic Grade Line Computations Page, Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) Ws) (ft) (ft) ( %) ( %) (ft) (K) (ft) 1 24 15.38 16.38 24.89 2.00 3.14 4.90 0.37 25.26 0.463 5.0 16.45 24.91 2.00 3.14 4.90 0.37 25.29 0.462 0.463 0.023 0.75 0.28 2 24 9.14 16.45 25.19 2.00 3.14 2.91 0.13 25.32 0.163 6.0 16.53 25.20 2.00 3.14 2.91 0.13 25.33 0.163 0.163 0.010 0.45 0.06 3 24 9.14 16.53 25.26 2.00 3.14 2.91 0.13 25.39 0.163 76.0 17.58 25.39 2.00 3.14 2.91 0.13 25.52 0.163 0.163 0.124 0.70 0.09 4 24 8.91 17.58 25.48 2.00 3.14 2.84 0.13 25.60 0.155 20.0 17.86 25.51 2.00 3.14 2.84 0.13 25.63 0.155 0.155 0.031 0.85 0.11 5 24 8.05 17.86 25.62 2.00 3.14 2.56 0.10 25.72 0.127 33.0 18.32 25.66 2.00 3.14 2.56 0.10 25.76 0.127 0.127 0.042 0.75 0.08 6 24 7.59 18.32 25.73 2.00 3.14 2.42 0.09 25.82 0.113 32.0 18.76 25.77 2.00 3.14 2.42 0.09 25.86 0.113 0.113 0.036 1.10 0.10 7 24 5.75 18.76 25.87 2.00 3.14 1.83 0.05 25.92 0.065 20.0 19.04 25.88 2.00 3.14 1.83 0.05 25.93 0.065 0.065 0.013 0.75 0.04 8 24 5.29 19.04 25.92 2.00 3.14 1.68 0.04 25.97 0.055 25.0 19.39 25.94 2.00 3.14 1.68 0.04 25.98 0.055 0.055 0.014 0.45 0.02 9 24 5.29 19.39 25.96 2.00 3.14 1.68 0.04 26.00 0.055 81.0 20.51 26.00 2.00 3.14 1.68 0.04 26.04 0.055 0.055 .0.044 0.75 0.03 10 24 0.92 20.51 26.03 2.00 3.14 0.29 0.00 26.03 0.002 12.0 20.68 26.03 2.00 3.14 0.29 0.00 26.03 0.002 0.002 0.000 0.50 0.00 11 12 0.69 21.68 26.03 1.00 0.79 0.88 0.01 26.05 0.038 26.0 22.04 26.04 1.00 0.79 0.88 0.01 26.06. 0.038 0.038 0.010 0.75 0.01 12 12 0.46 22.04 26.05 1.00 0.79 0.59 0.01 26.06 0.017 65.0 22.94 26.06 1.00 0.79 0.59 0.01 26.07 0.017 0.017 0.011 1.25 0.01 13 12 0.23 22.94 26.07 1.00 0.79 0.29 0.00 26.07 0.004 31.0 23.37 26.07 1.00 0.79 0.29 0.00 26.07 0.004 0.004 0.001 1.00 0.00 14 12 0.23 22.04 26.05 1.00 0.79 0.29 0.00 26.05 0.004 23.0 22.73 26.05 1.00 0.79 0.29 0.00 26.05 0.004 0.004 0.001 1.00 0.00 15 24 4.37 20.51 26.03 2.00 3.14 1.39 0.03 26.06 0.037 20.0 20.79 26.04 2.00 3.14 1.39 0.03 26.07 0.037 0.037 0.007 0.75 0.02 16 24 4.37 20.79 26.06 2.00 3.14 1.39 0.03 26.09 0.037 6.0 20.87 26.07 • 2.00 3.14 1.39 0.03 26.10 0.037 0.037 0.002 0.75 0.02 17 24 4.14 20.87 26.09 2.00 3.14 1.32 0.03 26.11 0.034 15.0 21.08 26.09 2.00 3.14 1.32 0.03 26.12 0.034 0.034 0.005 0.75 0.02 18 24 3.91 21.08 26.11 2.00 3.14 1.24 0.02 26.14 0.030 26.0 21.44 26.12 2.00 3.14 1.24 0.02 26.14 0.030 0.030 0.008 0.75 0.02 19 24 1.38 21.44 26.14 2.00 3.14 0.44 0.00 26.14 0.004 32.0 21.88 26.14 2.00 3.14 0.44 0.00 26.14 0.004 0.004 0.001 1.25 0.00 20 12 1.15 22.88 26.14 1.00 0.79 1.46 0.03 26.18 0.104 17.0 23.14 26.16 1.00 0.79 1.46 0.03 26.19 0.104 0.104 0.018 0.75 0.02 21 12 0.69 23.14 26.19 1.00 0.79 0.88 0.01 26.20 0.038 91.0 24.51 26.22 1.00 0.79 0.88 0.01 26.23 0.038 0.038 0.034 1.50 0.02 Project File: sd101705.stm Number of lines: 109 TRun.Date: 10 -25 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow storm sewers 2003 M W == M == M= M M M r M r M M M r Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vol Vel EGL Sf Ave Enrgy 7(ft) elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N ( %) (ft) (K) (ft) 22 12 0.23 24.51 26.24 1.00 0.79 0.29 0.00 26.24 0.004 102 26.04 26.30 0.26 0.17 1.38 0.03 26.33 0.177 0.091 0.093 1.00 0.03 23 12 0.23 24.51 26.24 1.00 0.79 0.29 0.00 26.24 0.004 42.0 25.35 26.24 0.89 0.74 0.31 0.00 26.24 0.004 0.004 0.002 1.00 0.00 24 12 0.46 23.14 26.19 1.00 0.79 0.59 0.01 26.19 0.017 28.0 23.70. 26.19 1.00 0.79 0.59 0.01 26.20 0.017 0.017 0.005 0.50 0.00 25 12 0.23 23.70 26.19 1.00 0.79 0.29 0.00 26.20 0.004 24.0 24.18 26.19 1.00 0.79 0.29 0.00 26.20 0.004 0.004 0.001 0.85 0.00 26 12 0.23 24.18 26.20 1.00 0.79 0.29 0.00 26.20 0.004 26.0 24.70 26.20 1.00 0.79 0.29 0.00 26.20 0.004 0.004 0.001 1.00 0.00 27 18 2.53 21.94 26.14 1.50 1.77 1.43 0.03 26.17 0.058 10.0 22.04 26.14 1.50 1.77 1.43 0.03 26.18 0.058 0.058 0.006 0.50 0.02 28 18 2.30 22.04 26.16 1.50 1.77 1.30 0.03 26.19 0.048 25.0 22.29 26.17 1.50 1.77 1.30 0.03 26.20 0.048 0.048 0.012 0.45 0.01 29 18 2.30 22.29 26.18 1.50 1.77 1.30 0.03 26.21 0.048 12.0 22.41 26.19 1.50 1.77 1.30 0.03 26.22 0.048 0.048 0.006 0.75 0.02 30 18 1.84 22.41 26.21 1.50 1.77 1.04 0.02 26.23 0.031 28.0 22.69 26.22 1.50 1.77 1.04 0.02 26.24 0.031 0.031 0.009 1.25 0.02 31 12 0.69 23.19 26.24 1.00 0.79 0.88 0.01 26.25 0.038 16.0 23.35 26.25 1.00 0.79 0.88 0.01 26.26 0.038 0.038 0.006 0.75 0.01 32 12 0.46 23.35 26.25 1.00 0.79 0.59 0.01 26.26 0.017 8.0 23.43 26.26 1.00 0.79 0.59 0.01 26.26 0.017 0.017 0.001 0.75 0.00 33 12 0.23 23.43 26.26 1.00 0.79 0.29 0.00 26.26 0.004 22.0 23.65 26.26 1.00 0.79 0.29 0.00 26.26 0.004 0.004 0.001 1.00 0.00 34 12 0.23 23.43 26.26 1.00 0.79 0.29 0.00 26.26 0.004 24.0 23.91 26.26 1.00 0.79 0.29 0.00 26.26 0.004 0.004 0.001 1.00 0.00 35 12 0.23 23.35 26.25 1.00 0.79 0.29 0.00 26.26 0.004 21.0 23.77 26.26 1.00 0.79 0.29 0.00 26.26 0.004 0.004 0.001 1.00 0.00 36 12 0.92 23.19 26.24 1.00 0.79 1.17 0.02 26.26 0.067 23.0 23.65 26.25 1.00 0.79 1.17 0.02 26.28 0.067 0.067 0.015 1.10 0.02 37 12 0.69 23.65 26.28 1.00 0.79 0.88 0.01 26.29 0.038 24.0 24.13 26.29 1.00 0.79 0.88 0.01 26.30 0.038 0.038 0.009 0.50 0.01 38 12 0.46 24.13 26.29 1.00 0.79 0.59 0.01 26.30 0.017 22.0 24.57 26.30 1.00 0.79 0.59 0.01 26.30 0.017 0.017 0.004 0.50 0.00 39 12 0.23 24.57 26.30 1.00 0.79 0.29 0.00 26.30 0.004 16.0 24.89 26.30 1.00 0.79 0.29 0.00 26.30 0.004 0.004 0.001 1.00 0.00 40 12 0.46 22.91 26.21 1.00 0.79 0.59 0.01 26.22 0.017 18.0 23.27 26.21 1.00 0.79 0.59 0.01 26.22 0.017 0.017 0.003 0.70 0.00 41 12 0.23 23.27 26.22 1.00 0.79 0.29 0.00 26.22 0.004 21.0 23.69 26.22 1.00 0.79 0.29 0.00 26.22 0.004 0.004 0.001 1.00 0.00 42 12 0.23 22.08 26.11 1.00 0.79 0.29 0.00 26.11 0.004 24.0 22.56 26.11 1.00 0.79 0.29 0.00 26.12 0.004 0.004 0.001 1.00 0.00 Project File: sd101705.stm -T- Number of lines: 109 Run Date: 10 -25 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic G Page 3 Line Size Q Downstream Len Upstream Check JL Minor coeff loss HGL Depth Area Vol Vol EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy 7elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N ( %) (ft) (K) (ft) 43 12 0.23 21.87 26.09 1.00 0.79 0.29 0.00 26.09 0.004 9.0 22.05 26.09 1.00 0.79 0.29 0.00 26.09 0.004 0.004 0.000 1.00 0.00 44 12 0.46 20.04 25.92 1.00 0.79 0.59 0.01 25.93 0.017 22.0 20.48 25.93 1.00 0.79 0.59 0.01 25.93 0.017 0.017 0.004 1.10 0.01 45 12 0.23 20.48 25.93 1.00 0.79 0.29 0.00 25.93 0.004 37.0 21.22 25.93 1.00 0.79 0.29 0.00 25.93 0.004 0.004 0.002 1.00 0.00 46 18 1.61 19.26 25.87 1.50 1.77 0.91 0.01 25.88 0.024 83.0 20.51 25.89 1.50 1.77 0.91 0.01 25.90 0.024 0.024 0.020 0.85 0.01 47 18 1.38 20.51 25.90 1.50 1.77 0.78 0.01 25.91 0.017 7.0 20.62 25.90 1.50 1.77 0.78 0.01 25.91 0.017 0.017 0.001 0.85 0.01 48 18 0.23 20.62 25.91 1.50 1.77 0.13 0.00 25.91 0.000 14.0 20.83 25.91 1.50 1.77 0.13 0.00 25.91 0.000 0.000 0.000 1.00 0.00 49 12 1.15 21.12 25.91 1.00 0.79 1.46 0.03 25.94 0.104 32.0 21.60 25.94 1.00 0.79 1.46 0.03 25.98 0.104 0.104 0.033 1.10 0.04 50 12 0.92 21.60 25.98 1.00 0.79 1.17 0.02 26.00 0.067 26.0 21.99 26.00 1.00 0.79 1.17 0.02 26.02 0.067 0.067 0.017 0.75 0.02 51 12 0.92 21.99 26.01 1.00 0.79 1.17 0.02 26.03 0.067 36.0 22.53 26.04 1.00 0.79 1.17 0.02 26.06 0.067 0.067 0.024 0.70 0.01 52 12 0.69 22.53 26.05 1.00 0.79 0.88 0.01 26.06 0.038 86.0 23.82 26.08 1.00 0.79 0.88 0.01 26.10 0.038 0.038 0.032 1.50 0.02 53 12 0.23 23.82 26.10 1.00 0.79 0.29 0.00 26.10 0.004 36.0 24.36 26.10 1.00 0.79 0.29 0.00 26.11 0.004 0.004 0.002 1.00 0.00 54 12 0.23 23.82 26.10 1.00 0.79 0.29 0.00 26.10 0.004 23.0 24.17 26.10 1.00 0.79 0.29 0.00 26.10 0.004 0.004 0.001 1.00 0.00 55 12 0.23 21.01 25.90 1.00 0.79 0.29 0.00 25.90 0.004 7.0 21.12 25.90 1.00 0.79 0.29 0.00 25.90 0.004 0.004 0.000 1.00 0.00 56 12 0.86 18.86 25.62 1.00 0.79 1.10 0.02 25.63 0.058 9.0 19.00 25.62 1.00 0.79 1.09 0.02 25.64 0.058 0.058 0.005 0.85 0.02 57 12 0.63 19.00 25.64 1.00 0.79 0.80 0.01 25.65 0.031 8.0 19.12 25.64 1.00 0.79 0.80 0.01 25.65 0.031 0.031 0.003 0.75 0.01 58 12 0.40 19.12 25.65 1.00 0.79 0.51 0.00 25.65 0.013 33.0 19.62 25.65 1.00 0.79 0.51 0.00 25.65 0.013 0.013 0.004 0.70 0.00 59 12 0.17 19.62 25.65 1.00 0.79 0.22 0.00 25.65 0.002 18.0 19.89 25.65 1.00 0.79 0.22 0.00 25.65 0.002 0.002 0.000 1.00 0.00 60 12 0.23 19.12 25.65 1.00 0.79 0.29 0.00 25.65 0.004 12.0 19.36 25.65 1.00 0.79 0.29 0.00 25.65 0.004 0.004 0.001 1.00 0.00 61 12 0.23 19.00 25.64 1.00 0.79 0.29 0.00 25.64 0.004 41.0 19.82 25.64 1.00 0.79 0.29 0.00 25.64 0.004 0.004 0.002 1.00 0.00 62 12 0.46 19.32 25.73 1.00 0.79 0.59 0.01 25.74 0.017 15.0 19.62 25.74 1.00 0.79 0.59 0.01 25.74 0.017 0.017 0.003 0.70 0.00 63 12 0.23 19.62 25.74 1.00 0.79 0.29 0.00 25.74 0.004 50.0 20.62 25.74 1.00 0.79 0.29 0.00 25.74 0.004 0.004 0.002 1.00 0.00 Project File: sd101705.stm Number of lines: 109 Run Date: 10 -25 -2005 NOTES: ' Normal depth assumed., - Critical depth assumed. Hydraflow Storm Sewers 2003 r r rradeTnMommp- r r� r�r �r r� r r r. r r Hydrau�ic Gutations Page 4 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vol EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (fUs) (ft) (ft) N (ft) (ft) (ft) (ft) (soft) (Ws) (ft) (ft) (s/o) N (ft) (K) (ft) 64 24 6.24 16.45 25.19 2.00 3.14 1.99 0.06 25.25 0.076 9.0 16.57 25.20 2.00 3.14 1.99 0.06 25.26 0.076 0.076 0.007 0.75 0.05 65 24 6.24 16.57 25.25 2.00 3.14 1.99 0.06 25.31 0.076 23.0 16.87 25.26 2.00 3.14 1.99 0.06 25.32 0.076 0.076 0.018 0.50 0.03 66 24 6.01 16.87 25.29 2.00 3.14 1.91 0.06 25.35 0.071 45.0 17.46 25.33 2.00 3.14 1.91 0.06 25.38 0.071 0.071 0.032 0.50 0.03 67 24 5.78 17.46 25.35 2.00 3.14 1.84 0.05 25.41 0.065 40.0 17.98 25.38 2.00 3.14 1.84 0.05 25.43 0.065 0.065 0.026 0.75 0.04 68 24 1.87 17.98 25.42 2.00 3.14 0.60 0.01 25.43 0.007 6.0 18.06 25.42 2.00 3.14 0.60 0.01 25.43 0.007 0.007 0.000 0.50 0.00 69 18 1.70 18.56 25.42 1.50 1.77 0.96 0.01 25.44 0.026 44.0 19.13 25.43 1.50 1.77 0.96 0.01 25.45 0.026 0.026 0.012 0.50 0.01 70 18 1.53 19.13 25.44 1.50 1.77 0.87 0.01 25.45 0.021 29.0 19.51 25.45 1.50 1.77 0.87 0.01 25.46 0.021 0.021 0.006 0.70 0.01 71 18 1.36 19.51 25.46 1.50 1.77 0.77 0.01 25.47 0.017 41.0 20.04 25.46 1.50 1.77 0.77 0.01 25.47 0.017 0.017 0.007 0.70 0.01 72 18 1.19 20.04 25.47 1.50 1.77 0.67 0.01 25.48 0.013 31.0 20.44 25.47 1.50 1.77 0.67 0.01 25.48 0.013 0.013 0.004 0.70 0.00 73 18 1.02 20.44 25.48 1.50 1.77 0.58 0.01 25.48 0.009 49.0 21.08 25.48 1.50 1.77 0.58 0.01 25.49 0.009 0.009 0.005 1.25 0.01 74 12 0.51 21.58 25.49 1.00 0.79 0.65 0.01 25.50 0.021 25.0 21.91 25.49 1.00 0.79 0.65 0.01 25.50 0.021 0.021 0.005 0.45 0.00 75 12 0.51 21.91 25.50 1.00 0.79 0.65 0.01 25.50 0.021 34.0 22.35 25.50 1.00 0.79 0.65 0.01 25.51 0.021 0.021 0.007 0.50 0.00 76 12 0.34 22.35 25.51 1.00 0.79 0.43 0.00 25.51 0.009 43.0 22.91 25.51 1.00 0.79 0.43 0.00 25.51 0.009 0.009 0.004 0.50 0.00 77 12 0.17 22.91 25.51 1.00 0.79 0.22 0.00 25.51 0.002 63.0 23.73 25.51 1.00 0.79 0.22 0.00. 25.52 0.002 0.002 0.001 1.00 0.00 78 12 0.34 21.58 25.49 1.00 0.79 0.43 0.00 25.49 0.009 41.0 22.11 25.49 1.00 0.79 0.43 0.00 25.50 0.009 0.009 0.004 0.50 0.00 79 12 0.17 22.11 25.49 1.00 0.79 0.22 0.00 25.50 0.002 27.0 22.46 25.50 1.00 0.79 0.22 0.00 25.50 0.002 0.002 0.001 1.00 0.00 80 24 3.91 17.89 25.42 2.00 3.14 1.24 0.02 25.44 0.030 5.0 17.96 25.42 2.00 3.14 1.24 0.02 25.45 0.030 0.030 0.001 0.75 0.02 81 24 3.91 17.96 25.44 2.00 3.14 1.24 0.02 25.46 0.030 31.0 18.36 25.45 2.00 3.14 1.24 0.02 25.47 0.030 0.030 0.009 0.70 0.02 82 24 3.74 18.36 25.47 2.00 3.14 1.19 0.02 25.49 0.027 15.0 18.56 25.47 2.00 3.14 1.19 0.02 25.49 0.027 0.027 0.004 0.75 0.02 83 18 1.87 19.06 25.49 1.50 1.77 1.06 0.02 25.50 0.032 23.0 19.36 25.49 1.50 1.77 1.06 0.02 25.51 0.032 0.032 0.007 1.25 0.02 84 18 1.53 19.36 25.52 1.50 1.77 0.87 0.01 25.53 0.021 23.0 19.66 25.52 1.50 1.77 0.87 0.01 25.53 0.021 0.021 0.005 0.75 0.01 Project File: sd101705.stm Number of lines: 109 Run Date: 10 -25 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 no= M m Hydraulic Grade Line Computations Page 5 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth I Area Val Vel EGL Sf Invert HGL Depth Area 1 Vol Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N N (ft) (K) (ft) 85 18 1.36 19.66 25.53 1.50 1.77 0.77 0.01 25.54 0.017 13.0 19.83 25.53 1.50 1.77 0.77 0.01 25.54 0.017 0.017 0.002 0.75 0.01 86 18 1.19 19.83 25.54 1.50 1.77 0.67 0.01 25.54 0.013 16.0 20.04 25.54 1.50 1.77 0.67 0.01 25.55 0.013 0.013 0.002 1.10 0.01 87 18 0.85 20.04 25.55 1.50 1.77 0.48 0.00 25.55 0.007 33.0 20.47 25.55 1.50 1.77 0.48 0.00 25.55 0.007 0.007 0.002 1.10 0.00 88 12 0.68 20.97 25.55 1.00 0.79 0.87 0.01 25.57 0.036 33.0 21.47 25.57 1.00 0.79 0.87 0.01 25.58 0.036 0.036 0.012 0.70 0.01 89 12 0.51 21.47 25.57 1.00 0.79 0.65 0.01 25.58 0.021 45.0 22.15 25.58 1.00 0.79 0.65 0.01 25.59 0.021 0.021 0.009 1.10 0.01 90 12 0.17 22.15 25.59 1.00 0.79 0.22 0.00 25.59 0.002 42.0 22.99 . 25.59 1.00 0.79 0.22 0.00 25.59 0.002 0.002 0.001 1.00 0.00 91 12 0.17 22.15 25.59 1.00 0.79 0.22 0.00 25.59 0.002 34.0 22.83 25.59 1.00 0.79 0.22 0.00 25.59 0.002 0.002 0.001 1.00 0.00 92 12 0.17 19.86 25.52 1.00 0.79 0.22 0.00 25.52 0.002 15.0 20.16 25.52 1.00 0.79 0.22 0.00 25.52 0.002 0.002 0.000 1.00 0.00 93 12 0.17 20.16 25.53 1.00 0.79 0.22 0.00 25.53 0.002 20.0 20.56 25.53 1.00 0.79 0.22 0.00 25.53 0.002 0.002 0.000 1.00 0.00 94 12 0.17 20.33 25.54 1.00 0.79 0.22 0.00 25.54 0.002 20.0 20.73 25.54 1.00 0.79 0.22 0.00 25.54 0.002 0.002 0.000 1.00 0.00 95 12 0.17 20.54 25.55 1.00 0.79 0.22 0.00 25.55 0.002 27.0 21.08 25.55 1.00 0.79 0.22 0.00 25.55 0.002 0.002 0.001 1.00 0.00 96 18 1.87 19.06 25.49 1.50 1.77 1.06 0.02 25.50 0.032 4.0 19.12 25.49 1.50 1.77 1.06 0.02 25.50 0.032 0.032 0.001 0.75 0.01 97 12 0.85 19.62 25.50 1.00 0.79 1.08 0.02 25.52 0.057 18.0 19.89 25.51 1.00 0.79 1.08 0.02 25.53 0.057 0.057 0.010 1.10 0.02 98 12 0.68 19.89 25.53 1.00 0.79 0.87 0.01 25.54 0.036 27.0 20.30 25.54 1.00 0.79 0.87 0.01 25.55 0.036 0.036 0.010 0.50 0.01 99 12 0.51 20.30 25.55 1.00 0.79 0.65 0.01 25.55 0.021 19.0 20.59 25.55 1.00 0.79 0.65 0.01 25.56 0.021 0.021 0.004 0.50 0.00 100 12 0.34 20.59 25.55 1.00 0.79 0.43 0.00 25.56 0.009 14.0 20.87 25.55 1.00 0.79 0.43 0.00 25.56 0.009 0.009 0.001 0.85 0.00 101 12 0.17 20.87 25.56 1.00 0.79 0.22 0.00 25.56 0.002 24.0 21.35 25.56 1.00 0.79 0.22 0.00 25.56 0.002 0.002 0.001 1.00 0.00 102 12 0.17 20.87 25.56 1.00 0.79 0.22 0.00 25.56 0.002 19.0 21.25 25.56 1.00 0.79 0.22 0.00 25.56 0.002 0.002 0.000 1.00 0.00 103 18 1.02 19.12 25.50 1.50 1.77 0.58 0.01 25.51 0.009 36.0 19.59 25.50 1.50 1.77 0.58 0.01 25.51 0.009 0.009 0.003 0.50 0.00 104 12 0.85 20.09 25.51 1.00 0.79 1.08 0.02 25.52 0.057 20.0 20.39 25.52 1.00 0.79 1.08 0.02 25.54 0.057 0.057 0.011 0.50 0.01 105 12 0.68 20.39 25.53 1.00 0.79 0.87 0.01 25.54 0.036 30.0 20.84 25.54 1.00 0.79 0.87 0.01 25.55 0.036 0.036 0.011 1.50 0.02 Project File: sd101705.stm Number of lines: 109 Run Date: 10 -25 -2005 NOTES: • Normal depth assumed., - Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 6 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HG L Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) N ( %) (ft) (K) (ft) 106 12 0.51 20.84 25.56 1.00 0.79 0.65 0.01 25.56 0.021 20.0 21.14 25.56 1.00 0.79 0.65 0.01 25.57 0.021 0.021 0.004 0.70 0.00 107 12 0.34 21.14 25.56 1.00 0.79 0.43 0.00 25.57 0.009 21.0 21.56 25.57 1.00 0.79 0.43 0.00 25.57 0.009 0.009 0.002 0.85 0.00 108 12 0.17 21.56 25.57 1.00 0.79 0.22 0.00 25.57 0.002 14.0 21.84 25.57 1.00 0.79 0.22 0.00 25.57 0.002 0.002 0.000 1.00 0.00 109 12 0.17 21.56 25.57 1.00 0.79 0.22 0.00 25.57 0.002 13.0 21.82 25.57 1.00 0.79 0.22 0.00 25.57 0.002 0.002 0.000 1.00 0.00 Project File: sd101705.stm Number of lines: 109 Run Date: 10 -25 -2005 NOTES: ` Normal depth assumed., *' Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraflow Plan View .' 50 4 16 49 8 11 10 90 91 / 45 9 77 46 89 44 8 7 63 76 88 107 109 62 106 • 75 79 1 102 87 59 61 105 95 58 5 100 56 78 99 104 3 4 84 98 03 9 73 83 97 96 3 82 72 81 7\ 67 66 6`64 1 70 69 8 Outfall Project file: sd101705.strn No. Lines: 109 10 -25 -2005 Hydraflow Storm Sewers 2003 M moo fin M Hydraflow Plan View 90 \ /91 50 48 49 5. "'' 77 89 45 46 44 8 ■ 7 63 - / 76 88 Ir 6 i 107 109 J- 62 106 87 59 61 75 79 102 105 95 58 \` 5 1 100' 56 7 78 99 \ 104 93 . q 98 103 92 73 8 97 3 96 3 82 72 81 71 66 6564 2 Project file: sd101705.stm 70 69 68 No. Lines: 109 Outfall 10 -25 -2005 Hydraflow Storm Sewers 2003 drormTew'er PMile" Proj. file: sd101705.stm Elev. (ft) 33.00 - 29.00 - MEMO 25.00 RMEM 01�1� 21.00 0 Wn— �Ww —M Ml ON HOW �il�lll I �i �I ��= I III�■I. I III ■IIIIIIIIIII� I Ili�llli� � 17.00 11111 =� � 13.00 0 25 50 75 100 125 150 175 200 225 Reach (ft) Hydraflow Storm Sewers 2003 �il�lll I �i �I ��= I III�■I. I III ■IIIIIIIIIII� I Ili�llli� � I■I�_ 1 11111 =� � MOMM MONOW1.6"Oft MOM "Mmew M Mon M Storm Sewer Profile Proj. file: sd101705.stm Elev. (ft) 36.00 32.00 28.00 24.00 20.00 16.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 Reach (ft) Hydraflow Storm Sewers 2003 MM MMMMM MMM MEN � " �� - ■._,�� ■.�� ___■,ice_ ■.__ E21 25 50 75 100 125 150 175 200 225 250 275 300 325 Reach (ft) Hydraflow Storm Sewers 2003 M�Mm MI'MUNSOM MMI�Mm man im m Storm Sewer Profile Proj. file: sd101705-stm Elev. (ft) 33.00 30.00 27.00 24.00 21.00 18.00 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Hydraflow Storm Sewers 2003 M MOM "M M No M M.M IM M M M M Storm Sewer Profile Proj. file: sd101705.stm Elev. (ft) 39.01 34.00 29.00 24.00 19.00 o M MMEWOM rm��W�=W ME11 EEO 111101, M11111FIMM MIN! SIMON! 111110011111 MINIM I I I I 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 ���Mm on MM MIMM Storm Sewer Profile Proj. file: scl101705-stm Elev. (ft) 38.00 ----------- . ........ .... -------- — ------------ -------- 34.00 . ........ . . . ... ................. . ....... Ln- 107 ---- - -- - ------- - ----- 30.00 1,4 till) . .. . .......... . .. . .... .. . . ...... ------ ---- . ........ . ..... . . .... — --- --- .... . ....... . .... ......... . . . ................ 26.00 ...... ..... . ........... . . ....... ...... . . ........ . ... . ..... . — — ------ . . ..... . . . ........... . . ............. .. ..... . ..... . .... . . .............. .... . ..... 22.00 . . ...... . . . . ... ...... .. ..... . ... ....... . . .... . . ... . . .... ........ . .......... . .............. ..... 18.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 MI 'M Storm Sewer Profile Pro;. file: sd101705.stm Elev. (ft) 40.00 - - - - ----- - -------------- 35.00 - . ... . ..... ... . ...... Ln' 82 Ln: 96 Ln: 97 Ln: 98 A- Ion Ln: 02 30.00 24 (1111 12 tin) 12 kin) iz kill) 12 (in.) ---- - ---- - -- ---- - ----- ---- - -- - . ........ . ...... . . . ....... . . ...... . . ...... . . . . . . . ................. . . .. .. . ......... . ............. .. . .. . ......... . ....... ..... . . ... . ... . 25.00 . ... . . ....... . . ... ....... ..... ....... ... .......... .. . . ......... ..... . . . . ............... . . ....... .... . . 20.0 -F 0 L . . . ...... - --- - ----------- -------- --- - -- 15.00 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile M IMI M M M M M Ml M M M M Proj. file: sd101705.stm Elev. (ft) 38.00 — ------- - --------- 34.00 ............ . ............ ...... - ---------------------- ..... . . . ............ — ------ . ........ .. . ........ . ........ ... . .. . ....... ... ..................... . . - ------------- . . ............ ... . .... ... . ........ ...... .... ....... .... ..... ......... ...... . . . ...... . .............. ........ . ..... - ............ . . .... ............ Fr- 30.00 MY--- - - - - - .......... ------- — - — --------- . ...... . ... . .... ...... 26.00 ................. ... . . ............ . .... . . .... . .......... . ...... .... . 22.00 18.00 1 . . ............ . . ...... ............. 1 . ........... . . — ----- . . . . .... ..... ..... . ..... ..... . . ............ . ........ . . . ........ 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile PLO;. file: sd101705-stm Elev. (ft) 40.00 35.0 30.0 25.00 20.00 �Mx Reach (ft) Hydraflow Storm Sewers 2003 IM M r IM M M Storm Sewer Profile M M M M. M M M r M M M M Proj. file: sd101705.stm Elev. (ft) 34.00 31.00 -- – -rr-- 89g -.– —7— -- --- -- -- - - -- -_ _ - -- - -- 28.00 25.00 22.00 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M MM M MM.M M MIM M Storm Sewer Profile Pro;. file: sdIO1705.stm Elev. (ft) 37.00 ........... . . ........... ---------------- - -- -- ---- - --------- - -------------- ----- - ----- - ------------- - - ----- - --- — - 33.00 .. . . ....... .. .......... ............... . - ---------------- . . . . ............ . ... .. . .. ..... . .. . - - ------------ ---- ----- . ..... ..................... . ...... . ... ........ . . . ...... . .. . ... ....... . . . . . ................... . -- - - - ------------- . . ...... . .......... - ..... ...... . . .............. . . . . ................... . . . . .. . . ......... . ... . ............ . ...... . .. . . ....... . . ... .............. -.- . .......... ........ .. ............ ---- - - - ----------- ----------- 0 - ...... . .... . I n) .... ......... - - -------------------- -- - - - - -- . ......... . . . . .......... . 29.00 25.00 21.00 17.00 0' 10 20 30 40 50 60 70 80 90 100 Reach (ft) ,Hydraflow Storm Sewers 2003 M M IM r it M M M IM M M 'M M M M MM iM Storm Sewer Profile Pro;. file: sdl01705.stm Elev. (ft) 36.00 — - - - - - -- - - -- - - -- — - - - -- - - -- 32.00 ._. ........_..-------------------- _ .._... - ... .._- .... ............ . - - �- - - ---- - -- - -- - - -- - - ...._.. - 28.00 24.00 20.00 --- � - - -.- ...._.____ - -- - -- -- - - -- -- 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M r r M M M Storm Sewer Profile Pro;. file: scl101705.stm Elev. (ft) 36.00 . . . . ...... . ........ . . . . .. . . . .... ................... . .. . . . . ................. ............ . . — ----- . ................. . . . ...... .... . . . ..... . ................... ...... . .......... . .................... . . . . ........ . .. .... ... . . ...... 32.00 n. ..... -- — -------- . . ..... 28.00 . ....... . ........ . .............. ... . . ................. . ........ . . . .... . . ......... . . . . . . .. ............ . .. . . .... . . .......... . ...... . ... ... ........ . ..... . ... . ... . . . .......... .......... 24.00 20.00 . . . .. ........ . ...... . ..... . ........... . .... . ........ . ............. .... . ................. ...... . .... . . ..... . . ..... . .. ....... .................. .... . . . . . ................. . ..... . ... . .. . . ............. . . ...... . ... . ........... ......... .. 1 1 1 . 16.00 1 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 WE ON MR -ON WE UNNE ME WE WE WN WE WE WE NE WE ME EM WE Storm Sewer P-rdfil e. Fro;. file: scI101705.stm Elev. (ft) 36.00 -- ----------- . .. . . ......... . ...... ----------- ---- ...... ... . ..... . . ........ ... ....... ... . ...... ............... . . . . ................ . ....... ... ..... ..... -.- ........ . . . . .... . ...... . . . . . . . . . ..... . .................. . . .......................... . . .................. ......... . ......... . .... ...... ........ . .. 32.00 - - — ------ - - ---------- ---------- - - --------- - ---------- 1-2- — ------------- - - - -_ ------ - --------- --- ..... . .......... ....... " - ---------------- ---------- 28.00 24.00 .. .............. .. . . .. . . . . ............. . .... . . ........ . ..... . . . . .......... . . . . ........ 20.00 . ........ . ......... . .. . .. . ................ ... . . . ... . ............ . .. ...... . . ..... ... . ............ - ----- - ------ . ...... . . . ........ ... . ......... . . ........... 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Pro;. foie: sd101705.stm Elev. (ft) 38.00 33.00 n: 7A finli n: tn,. 28.00 23.00 18.00 13.00 0 25 50 75 100 125 150 175 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd101705.stm Elev. (ft) . . ......... ............. . .... . ... . .. . . ............. Ln. 58 L— ------ 94 Ln7 56 12 (in) 12 (inI - ----- -------- . ........... ............. ................. . ......... . ....... . .. ... .. ...... . . . . . .... . . ...... . ..................... - . ...... . ... . . . ................. .. . .......... - - --------- - --- - - -- - - - - - ------- . ............. 34.00 29.00 24.00 19.00 1400 0 10 20, 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 r r r r ir r it r r r r r r r ri r. r r r Storm Sewer Profile Pro;. file: Sa101705.stm Elev. (ft) 40.00 35.00 30.00 25.00 . .... . ..... ........ . .... . . . ........ . . . .......... . ...... ..... . . . .. . ... .... ...... .... ...... . . .... ..... . ... ................... . .. . ... ........... 20.00 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 grorm"geMer ADM' Proj. file: sdI01705.stm Elev. (ft) 36.00 - - ------ - -- ---------- - ---------------- - --- -- ---- - -- - ---- - ---------- - ............ ---------- — -------- - - - - - ----------------- - ---- 32.00 . ....... . . . ............... 56- — - -------- - V) finI 28.00 . . .. . . .......... . .. . .......... . .. . ........ ......... ... ..... . ... . ....... 24.00 ... . . ... ....... . . ............... . . . . .. ............... .... . .............. 20.00 ------- - --- - ....... . ......... ------- ---- - - . ... .... ... . ................. ....... . .......... 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 gorm"Iew'er Mhroe' Proj. file: sd101705.stm Elev. (ft) 39.00 34.00 n: n: 29.00 12 in in 24.00 19.00 14.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Hydraflow Plan View, 22 23 53 26 54 9 25 21 38 24 37 52 41 20 36 35 0 ' r " 32 31 30 29 28 19 3 34 51 18 42 �13 1 50 16 48 11 49 10 90 91 45 / 9 46 89 44 8 7 63 Project file: sd10170 .strA8 \ No. Lines: 109 10 -25 -2005 Hydrelbw Storm Sewers 2003 Storm Sewer Profile PLO;. file: sd101705.stm Elev. (ft) 39.00 - .......... . .. . ....... . . ....... . . .............. . ...... . . ......... . . ............ .. . ..... . . . .......... ...................................... ......... . . ................ 34.00 48 ----Un-- 47— Ln: 52 Ln: 53 29.00 1 AQ Ln: 50 (in . . . .. .... . . .............. . .... . . . .... . . ..... .... _­..Qn) ..... ...... .. . . ......... . .... .. — --- --- . ......... . . . ........ 24.00 :- D-j- 19.00 --------- - --- 14.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M M M M M M M M M M M M M Storm Sewer Profile Proj. file: sdI01705.stm Elev. (ft) 37.00 ........... ------------- ---------- .......... ... . . .............. .......... .. - -- — --------- - --- . . .... . . . ..... . ................. .......... . . . ............. . ...................... . .. . .... 33.00 . ... ....................... . .... .. . ...... ......... ... ........... . ...... ........ . .. . ...... ... . ........ . . . . ........ . .......... . . ...... .................. 29.00 its (in) . ..... . ---- - ----- - ---- 25.00 21.00 .... . ....... . ................. . .... ....... . .. . ....... ...... . .. ............. ........ ...... . . .............. . ........... .. .......... . ................. . ..... . . .............. . ..... . .... . ................. . . ............ . . ......... ............... ................. . . . 17.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Pro;. file: sd101705.stm Elev. (ft) 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 MEN WIN MEN EM MEN WE MIN MIN WIN ONE INS STo"r mTewer P Mot I e' Proj. file: scI101705.stm Elev. (ft) 35.00 29.00. 26.00 23.00 MOINES EMOMIN 10 20 30 40 50 60 70 80 90 100 110 Reach (ft) Hydraflow Storm Sewers 2003 Storm elder PMiIe= m 'm m m m 'm Proj. file: sdm 101705.stm m Elev. (ft) 39.00 34.00 29.00 24.00 19.00 MEM ENO WN in M .1 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd101705.stm Elev. (ft) Nonni �vg I 0 NO MO. IIIIIN-I-MonME 011�1107�m a Reach (ft) Hydraflow Storm Sewers 2003 SrormTewmer Pro ile' Proj. file: scI101705.stm Elev. (ft) 1 11 ■�IIIIIII � =�� ®� IIIIIIII � =�� log- Hydraflow Storm Sewers 2003 Storm Sewer Profile Prat. file: Sd101705.stm Elev. (ft) 35.00 32.00 _- .._._......._... (f.n.)_..__.... _ .. -.. - 1.2...(.ir;) .-- _ ...... . _ n: 26 1.2....(in......._.... __.._...... ............................... 29.00 26.00 23.00 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd101705.stm Elev. (ft) 38.0 34.0 VAK"e� 30.00 C � Nola �B 6 26.00 Sim 22.00 18.00 0 25 50 75 100 125 150 175, Reach (ft) 200 Hydraflow Storm Sewers 2003 C � �B 6 StdrmTewmerPrwolilem M M M M so' W M M M M.ProMjfile:sdm1017O5-s.mtm Elev. (ft) 38.00 34.00 30.00 26.00 22.00 18.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 11IM1110 I- - I IM=IM 1=1== NIB I �W 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 Storm Proj. file: scI101705.stm mTewmePrwlile� M 'm m M sm m m M w m M m � Elev. (ft) 36.00 33.00 911111411 27.00 24.00 21.00 ... ... . . . ......... ........... . ...... ............. ... ...... . . . ......... - - - ------ -- - — - - -------- ------- - ------- - ---- - - - ----- . . .. . .... . .... ........ .... . ...... . ....... .................. . . ......... . ............. . . . . .... 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M M so M M Storm Sewer Profile Pro;. file: sd101705.stm Elev. (ft) 36.00 33.00 . ............ . . . .. . ....... . ....... ..... . ....... . .. ........ ...... . . . . . ................ ........ -------- .. .......... - ---- ------- ..... . . ............ - - --- ------------------ . . .................. ......... . ......... ............... ......... ........... . .. ........ .. . ........ 30.00 2� in -------- !g ---- ---------- -- 27.00 - - ---------- -- — ----- — -- -------- 24.00 . . . . . .... . ..... ------ -- . ......... . ....... - --------- --- . . ................ . . . . . . .. ................. . ............ . ...... . . ........ 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 MI M M M a M M M M M M M M M M M M M Ml Storm Sewer Profile Pro;. file: scl101705.stm Elev. (ft) 39.00 -- - ---------- . . . . . ................ 35.00 - --------- --------------- ------ - ----- - -------- ---------- - --- ------- - ------- - 9E - - ------- ------------- ------ - - - ------------- - . ----...... .. . . . ............... .. — ------ 31.00 .--Ln-- 40-- 1-m-41-- - -------- 27.00 4— --------- . ......... 23.00 19.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: scI101705.stm 34.00 30.00 26.00 22.00 18.00 9 lam 10 20 30 40 50 60 70 80 Reach (f4). Hydraflow Storm Sewers 2003 Proj. file: sd1O17O5.stM ddrmTewmer PMiie� M M m M m m m = = M M m = Elev. (ft) IEEE IIMMMM�M Hydraflow Storm Sewers 2003 Hydraflow Plan View 16 . 30 29 18 28 3637 27 1 26 4 35 34 33 23 13 11 22 32 10 21 19 7 zo 6 8 18 5 / 4 3 2 1 Outfall Project file: sd- 102105.stm No. Lines: 37 10 -25 -2005 Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 4.32 18 c 4.0 23.42 23.44 0.500 25.38' 25.39' 0.07 End 2 4.32 18 c 43.0 23.44 23.66 0.512 25.46' 25.53' 0.05 1 3 4.14 18 c 28.0 23.66 23.80 0.500 25.58' 25.62' 0.01 2 4 4.14 18 c 24.0 23.80 23.92 0.500 25.63' 25.67' 0.13 3- 5 1.44 12 c 56.0 24.42 24.70 0.500 25.80' 25.89' 0.04 4 6 0.72 12 c' 47.0 24.70 24.94 0.511 25.93 25.94 0.01 5 7 0.54 12 c 12.0 24.94 25.00 0.500 25.95 25.95 0.01 6 8 0.18 12 c 40.0 25.00 25.20 0.500 25.95 25.96 0.00 7 9 0.36 12 c 10.0 25.00 25.10 1.000 25.95 25.95 0.00 7 10 0.36 12 c 16.0 25.10 25.26 1.000 25.96 25.96 0.00 9 11 0.18 12 c 28.0 25.26 25.54 1.000 25.96 25.96. 0.01 10 12 0.54 12 c 6.0 24.70 24.73 0.500 25.93' 25.93• 0.01 5 13 0.54 12 c 83.0 24.73 25.15 0.506 25.93 25.95 0.01 12 14 0.36 12 c 46.0 25.15 25.38 0.500 25.96 25.96 0.01 13 15 0.18 12 c 12.0 25.38 25.44 0.500 25.97 25.97 0.00 14 16 0.18 12 c 23.0 25.44 25.56 0.522 25.97 25.97 0.01 15 17 0.18 12 c 11.0 25.44 25.50 0.545 25.97 25.97 0.00 14 18 2.52 12 c 15.0 24.42 24.50 0.533 25.80' 25.87' 0.12 4 19 0.18 12 c 28.0 24.50 24.64 0.500 25.99' 25.99' 0.00 18 20 2.34 12 c . 12.0 24.50 24.56 0.500 25.99' 26.04' 0.10 18 21 2.16 12 c 34.0 24.56 24.73 0.500 26.15' 26.27' 0.15 20 22 1.80 12 c 23.0 24.73 24.85 0.522 26.42' 26.48' 0.09 21 23 - 1.62 12 c 13.0 24.85 24.92 0.538 26.57' 26.60' 0.05 22 24 1.44 12 c 19.0 24.92' 25.02 0.526 26.65' 26.68' 0.04 23 25 1.26 12 c 12.0 25.02 25.08 0.500 26.72' 26.73' 0.04 24 26 0.90 12 c 25.0 25.08 25.21 0.520 26.77' 26.79' 0.03 25 27 0.72 12 c 5.0 25.21 25.24 0.600 26.82' 26.82' 0.01 26 28 0.54 12 c 26.0 25.24 25.37 0.500 26.83' 26.84' 0.01 27 29 0.36 12 c 29.0 25.37 25.52 0.517 26.84' 26.85' 0.00 28 30 0.18 12 c 15.0 25.52 25.60 0.533 26.85' 26.85' 0.00 29 31 0.18 12 c 12.0 24.56 24.80 2.000 26.15' 26.15' 0.00 20 32 0.18 12 c 16.0 '24.73 25.05 2.000 26.42' 26.42' 0.00 21 Project File: sd- 102105.stm Number of lines: 37 Run Date: 10-25 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 2 Line Line ID Flow Line Line Invert Invert Line HGL HGL* Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 33 0.18 12 c 14.0 24.92 25.20 2.000 26.65* 26.65* 0.00 23 34 0.18 12 c 10.0 25.02 25.22 2.000 26.72* 26.72* 0.00 24 35 0.18 12 c 16.0 25.08 25.40 2.000 26.77* 26.78* 0.00 25 36 0.18 12 c 8.0 25.24 25.40 2.000 26.83* 26.83* 0.00 27 37 0.18 12 c 23.0 25.40 25.86 2.000 26.83 26.83 0.00 36 Project File: sd- 102105.stm Number of lines: 37 Run Date. 10-25 -2005 NOTES: c,= circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vol EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (mss) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (mss) (ft) (ft) N ( %) (ft) (K) (ft) 1 18 4.32 23.42 25.38 1.50 1.77 2.45 0.09 25.47 0.169 4.0 23.44 25.39 1.50 1.77 2.44 0.09 25.48 0.169 0.169 0.007 0.75 0.07 2 18 4.32 23.44 25.46 1.50 1.77 2.45 0.09 25.55 0.169 43.0 23.66 25.53 1.50 1.77 2.44 0.09 25.62 0.169 0.169 0.073 0.50 0.05 3 18 4.14 23.66 25.58 1.50 1.77 2.34 0.09 25.66 0.155 28.0 23.80 25.62 1.50 1.77 2.34 0.09 25.70 0.155 0.155 0.044 0.15 0.01 4 18 4.14 23.80 25.63 1.50 1.77 2.34 0.09 25.72 0.155 24.0 23.92 25.67 1.50 1.77 2.34 0.09 25.75 0.155 0.155 0.037 1.50 0.13 5 12 1.44 24.42 25.80 1.00 0.79 1.83 0.05 25.85 0.164 56.0 24.70 25.89 1.00 0.79 1.83 0.05 25.94 0.164 0.164 0.092 0.70 0.04 6 12 0.72 24.70 25.93 1.00 0.79 0.92 0.01 25.94 0.041 47.0 24.94 25.94 1.00 0.79 0.92 0.01 25.95 0.041 0.041 0.019 0.50 0.01 7 12 0.54 24.94 25.95 1.00 0.79 0.69 0.01 25.95 0.023 12.0 25.00 25.95 0.95 0.77 0.70 0.01 25.96 0.020 0.021 0.003 0.75 0.01 8 12 0.18 25.00 25.95 0.95 0.77 0.23 0.00 25.96 0.002 40.0 25.20 25.96 0.76 0.64 0.28 0.00 25.96 0.003 0.003 0.001 1.00 0.00 9 12 0.36 25.00 25.95 0.95 0.77 0.47 0.00 25.96 0.009 10.0 25.10 25.95 0.85 0.71 0.50 0.00 25.96 0.010 0.009 0.001 0.75 0.00 10 12 0.36 25.10 25.96 0.86 0.72 0.50 0.00 25.96 0.010 16.0 25.26 25.96 0.70 0.59 0.62 0.01 25.96 0.015 0.012 0.002 0.50 0.00 11 12 0.18 25.26 25.96 0.70 0.59 0.31 0.00 25.96 0.004 28.0 25.54 25.96 0.42 0.31 0.57 0.01 25.97 0.019 0.011 0.003 1.00 0.01 12 12 0.54 24.70 25.93 1.00 0.79 0.69 0.01 25.93 0.023 6.0 24.73 25.93 1.00 0.79 0.69 0.01 25.93 0.023 0.023 0.001 0.75 0.01 13 12 0.54 24.73 25.93 1.00 0.79 0.69 0.01 25.94 0.023 83.0 25.15 25.95 0.80 0.67 0.80 0.01 25.96 0.024 0.024 0.020 0.70 0.01 14 12 0.36 25.15 25.96 0.81 0.68 0.53 0.00 25.96 0.011 46.0 25.38 25.96 0.58 0.47 0.76 0.01 25.97 0.025 0.018 0.008 0.75 0.01 15 12 0.18 25.38 25.97 0.59 0.48 0.38 0.00 25.97 0.006 12.0 25.44 25.97 0.53 0.42 0.43 0.00 25.97 0.009 0.007 0.001 0.75 0.00 16 12 0.18 25.44 25.97 0.53 0.42 0.43 0.00 25.97 0.008 23.0 25.56 25.97 0.41 0.30 0.59 0.01 25.98 0.020 0.014 0.003 1.00 0.01 17 12 0.18 25.44 25.97 0.53 0.42 0.43 0.00 25.97 0.009 11.0 25.50 25.97 0.47 0.36 0.50 0.00 25.97 0.013 0.011 0.001 1.00 0.00 18 12 2.52 24.42 25.80 1.00 0.79 3.21 0.16 25.96 0.501 15.0 24.50 25.87 1.00 0.79 3.21 0.16 26.03 0.501 0.501 0.075 0.75 0.12 19 12 0.18 24.50 25.99 1.00 0.79 0.23 0.00 25.99 0.003 28.0 24.64 25.99 1.00 0.79 0.23 0.00 25.99 0.003 0.003 0.001 1.00 0.00 20 12 2.34 24.50 25.99 1.00 0.79 2.98 0.14 26.13 0.432 12.0 24.56 26.04 1.00 0.79 2.98 0.14 26.18 0.432 0.432 0.052 0.75 0.10 21 12 2.16 24.56 26.15 1.00 0.79 2.75 0.12 26.27 0.368 34.0 24.73 26.27 1.00 0.79 2.75 0.12 26.39 0.368 0.368 0.125 1.25 0.15 Project File: sd- 102105.stm Number of lines: 37 Run Date: 10 -25 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 i = = = M = = = = = M- IM = M = r Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HG L Depth Area Vol Vel EGL Sf Invert HGL Depth Area Val Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) M (ft) (soft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (mss) (ft) (ft) N N (ft) (K) (ft) 22 12 1.80 24.73 26.42 1.00 0.79 2.29 0.08 26.50 0.256 23.0 24.85 26.48 1.00 0.79 2.29 0.08 26.56 0.255 0.256 0.059 1.10 0.09 23 12 1.62 24.85 26.57 1.00 0.79 2.06 0.07 26.64 0.207 13.0 24.92 26.60 1.00 0.79 2.06 0.07 26.66, 0.207 0.207 0.027 0.75 0.05 24 12 1.44 24.92 26.65 1.00 0.79 1.83 0.05 26.70 0.164 19.0 25.02 26.68 1.00 0.79 1.83 0.05 26.73 0.164 0.164 0.031 0.75 0.04 25 12 1.26 25.02 26.72 1.00 0.79 1.60 0.04 26.76 0.125 12.0 25.08 26.73 1.00 0.79 1.60 0.04 26.77 0.125 0.125 0.015 1.10 0.04 26 12 0.90 25.08 26.77 1.00 0.79 1.15 0.02 26.80 0.064 25.0 25.21 26.79 1.00 0.79 1.15 0.02 26.81 0.064 0.064 0.016 1.25 0.03 27 12 0.72 25.21 26.82 1.00 0.79 . 0.92 0.01 26.83 0.041 5.0 25.24 26.82 1.00 0.79 0.92 0.01 26.83 0.041 0.041 0.002 0.85 0.01 28 12 0.54 25.24 26.83 1.00 0.79 0.69 0.01 26.84 0.023 26.0 25.37 26.84 1.00 0.79 0.69 0.01 26.84 0.023 0.023 0.006 1.10 0.01 29 12 0.36 25.37 26.84 1.00 0.79 0.46 0.00 26.85 0.010 29.0 25.52 26.85 1.00 0.79 0.46 0.00 26.85 0.010 0.010 0.003 1.10 0.00 30 12 0.18 25.52 26.85 1.00 0.79 0.23 0.00 26.85 0.003 15.0 25.60 26.85 1.00 0.79 0.23 0.00 26.85 0.003 0.003 0.000 1.00 0.00 31 12 0.18 24.56 26.15 1.00 0.79 0.23 0.00 26.15 0.003 12.0 24.80 26.15 1.00 0.79 0.23 0.00 26.15 0.003 0.003 0.000 1.00 0.00 32 12 0.18 24.73 26.42 1.00 0.79 0.23 0.00 26.42 ' 0.003 16.0 25.05 26.42 1.00 0.79 0.23 0.00 26.42 0.003 0.003 0.000 1.00 0.00 33 12 0.18 24.92 26.65 1.00 0.79 0.23 0.00 26.65 0.003 14.0 25.20 26.65 1.00 0.79 0.23 0.00 26.65 0.003 0.003 0.000 1.00 0.00 34 12 0.18 25.02 26.72 1.00 0.79 0.23 0.00 26.72 0.003 10.0 25.22 26.72 1.00 0.79 0.23 0.00 26.72 0.003 0.003 0.000 1.00 0.00 35 12 0.18 25.08 26.77 1.00 0.79 0.23 0.00 26.78 0.003 16.0 25.40 26.78 1.00 0.79 0.23 0.00 26.78 0.003 0.003 0.000 1.00 0.00 36 12 0.18 25.24 26.83 1.00 0.79 0.23 0.00 26.83 0.003 8.0 25.40 26.83 1.00 0.79 0.23 0.00 26.83 0.003 0.003 0.000 0.85 0.00 37 12 0.18 25.40 26.83 1.00 0.79 0.23 0.00 26.83 0.003 23.0 25.86 26.83 0.97 0.78 0.23 0.00 26.83 0.002 0.002 0.001 1.00 0.00 Project File: sd- 102105.stm Number of lines: 37 Run Date: 10 -25 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydreflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-102105.stm Elev. (ft) 36.00 - 33.00 - 30.00 - 27.00 24.00 - 21.00 0 25 50 75 100 125 150 Reach (ft) 175 200 225 250 275 Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-102105.stm Elev. (ft) 36.00' 33.0 30.00 mod, m m s s � � _ _ ; ; -,�,�- 8: 9 9 � � 9 9 _ i . 8 � 8 _. _ _ i . 8 27.00 24.00 21.00 0 25 50 75 100 125 150 Reach (ft) 175 200 225 - 250 275 Hydraflow Storm Sewers 2003 mod, m m s s � � _ _ ; ; -,�,�- 8: 9 9 � � 9 9 _ i . 8 � 8 _. _ _ i . 8 Storm Sewer Profile M M M M MM M M MMEN M Proj. file: sd-102105.stm Elev. (ft) 38.00 35.00 ---------------- - -- - ---- — -- - ----- ----------- 32.00 1 n' 27 n7 36 - ------ Ln: 37 _.1.2 ...On. — -- - -- - -- - --- . ......... . . ........ . ..... 29.00 26.00 - ------ ---- - - --------- -------- . 1 ........ 23.00. 0 lo 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 P Iie Proj. file: sd- 102105.stm Storm elder rO Elev. (ft) 38.00 35.00 32.00 Ln: 35 29.00 26.00 23.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M M M M M M M M M M M M M M Storm Sewer Profile Proj. file: sd-102105.stm Elev. (ft) 38.00 35.00 . . ....... . 1 A- 24 1 15 A 32.00 -------------- - - 29.00 26.00 23.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 102105.stm Elev. (ft) 38.00 35.00 32.00 29.00 26.00 23.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 102105.stm Elev. (ft) 37.00 34.00 --- - - -1_n 1 - -- —Ln 3�2 — - - - -- — 31.00 28.00 25.00 22.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydrailow Storm Sewers 2003 M MIMI M M M M M M M M M M..M M M M M Storm Sealer Profile Proj. file: sd-102105.stm Elev. (ft) 37.00 .. .......... . . . . . . 34.00 31.00 (4")--Ln: . ............. . .31 ...... ........ . . ............. . . ... - . . . . ...... . .......... . ..... ..... .......... .... . . . .... .... - -- - ---- - -------- - - --------------- --- - -- ---- --- — ---- -- ------ - - -- 28.00 — — -------- — ----- ----------- - - 25.00 .... ....... . ... ......... .. . . . ......... .... 22.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M r M M M M M M M M M M M i M M M M Storm Sewer Profile Pro;. file: sd- 102105.stm Elev. (ft) 37.00 34.00 - - -- – - -- -- -- .---- ---- - -. -.- �' 1 -.------.—_.__.... -- 31.00 28.00 - - - ------------ ----- --- ........... .... . . ................... . ....... ... . ........... 25.00 22.00 0 10 20 30 40 50 .60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Pro;. file: sd-102105-stm Elev. (ft) 37.00 34.00-4. L 12 1 12 (in) 31.00 . ...... ...... . . . ............. . .. ...... . ..... . . . .. ............. ... . ......... ...... 28.00 25.00 - - - - ------- 22.00 0 25 50 75 100 125 150 175 Reach (ft) Hydraflow Storm Sewers 2003 Storm e wer Profile e* m =Proj. file: sd-102105.stm Elev. (ft) 38.00 35.00 LP; 14 32.00 12 (4n-)-- 29.00 Z 26.00 - — --------- 23.00 0 10 20 30 40 50 60 70 80 90- 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 102105.stm Elev. (ft) 37.00 34.00 - - - - - __.- _— �.2_(i - - ----- - - - - -- - -- -- - - - - . - - Ln- - -._. . -_. - _ .... _ .... - — - - - -- - —Ln_1- -- - - -- - - -- - - -- -- ------- ..........._:......- - ..- .._...._......__..- _ ------.._......_...- 31.00 28.00 25.00 22.00 0 10 20 30 40 50 60 70 80 90 100. Reach (ft) Hydraflow Storm Sewers 2003 Hydraflow Plan View. iT M ZW4/� r* 7TM 2 6 V) #z uunas Project file: sd- 2- 102105.stm No. Lines: 86 10 -24 -2005 Hydraflow Storm Sewers 2003 Mo-Me M M—M--M M M M M M M M M Elev. (ft) 37.00 32.00 27.00 22.00 17.00 12.00 -- 0 50 100 150 200 250 300 350 400 450 Reach (ft) Hydraflow Storm Sewers 2003 NONE WAIN Ems moo, Pd= � _ ill V � mom 12.00 -- 0 50 100 150 200 250 300 350 400 450 Reach (ft) Hydraflow Storm Sewers 2003 IMI . M M M M M m7m.m M M M M M M M M M M Storm Sewer Profile Proj. file: sd-2-102105.stm Elev. (ft) 38.00 34.00 30.00 26.00 22.00 18.00 - 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 Reach (ft) Hydraflow Storm Sewers 2003 Miami Nazi 11 1 Mial®11111 !„_,1 ,111 Iasi mmmm®mmmmmmm 18.00 - 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 Reach (ft) Hydraflow Storm Sewers 2003 M M Ml = gro r mTewer P r"61 i I e' Proj. file: sd-2-102105.stm Elev. (ft) 37.00 33.00 29.00 25.00 21.00 17.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 Reach (ft) Hydraflow Storm Sewers 2003 01 k IN MMM=�� 0 'NMI MOMMOMIM MIM11MOM0111=0111111 MINE HOW ONE 25 50 75 100 125 150 175 200 225 250 275 300 325 350 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Summary Report - Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 12.83 36 c 5.0 16.20 16.24 0.800 22.00' 22.00' 0.02 End 2 12.83 36 c 9.0 16.24 16.31 0.778 22.02" 22.03' 0.04 1 3 11.41 36 c 30.0 16.31 16.53 0.733 22.07' 22.08" 0.04 2 4 9.99 36 c 45.0 16.53 16.86 0.733 22.12' 22.13' 0.02 3 5 9.78 36 c 39.0 16.86 17.15 0.744 22.15' 22.16' 0.04 4 6 8.22 24 c 42.0 18.15 18.46 0.738 22.21' 22.26' 0.07 5 7 8.01 24 c 57.0 18.46 18.88 0.737 22.34' 22.41' 0.15 6 8 7.80 24 c 53.0 18.88 19.27 0.736 22.56' 22.62' 0.04 7 9 7.80 24 c 36.0 19.27 19.54 0.750 22.67' 22.71" 0.08 8 10 7.59 24 c 40.0 19.54 19.84 0.750 22.79' 22.84' 0.07 9 11 7.17 24 c 13.0 .19.84 19.94 0.769 22.90' 22.92' 0.04 10 12 7.17 24 c 17.0 19.94 20.07 0.765 22.95' 22.97" 0.06 11 13 6.55 18 c 47.0 20.57 20.92 0.745 23.03' 23.21 0.16 12 14 3.11 18 c 6.0 20.92 20.96 0.667 23.37' 23.38' 0.06 13 15 2.93 18 c 22.0 20.96 21.12 0.727 23.44' 23.46' 0.03 14 16 2.93 18 c 31.0 21.12 21.35 0.742 23.49' 23.51' 0.02 15 17 2.75 18 c 38.0 21.35 21.63 0.737 23.53' 23.56' 0.02 16 18 2.57 18 c 66.0 21.63 22.12 0.742 23.58 23.62 0.05 17 19 0.54 12 c 63.0 22.62 23.09 0.746 23.67 23.68 0.01 18 20 0.36 12 c 32.0 23.09 23.33 0.750 23.69 23.70 0.02 19 21 0.18 12 c 17.0 23.33 23.46 0.765 23.72 23.72 0.02 20 .22 1.85 12 c 28.0 22.62 22.83 0.750 23.67 23.73 0.12 18 23 1.67 12 c 18.0 22.83 22.96 0.722 23.85 23.88 0.06 22 24 1.31 12 c 12.0 22.96 23.05 0.750 23.94 23.95 0.03 23 25 1.13 12 c 13.0 23.05 23.15 0.769 23.98 23.99 0.03 24 26 0.95 12 c 33.0 23.15 23.39 0.727 24.02 24.03 0.04 25 27 0.77 12 c 12.0 23.39 23.48 0.750 24.06 24.06 0.04 26 28 0.36 12 c 40.0 23.48 23.78 0.750 24.10 24.10 0.05 27 29 0.18 12 c 23.0 23.78 23.95 0.739 24.15 24.16 0.04 28 30 0.41 12 c 31.0 23.48 23.71 0.742 24.10 24.10 0.02 27 31 0.23 12 c 43.0 23.71 24.03 0.744 24.12 24.23 0.06 30 32 0.18 12 c 13.0 23.15 23.25 0.769 24.02 24.02 0.00 25 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10 -24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; " Indicates surcharge condition. Hydraffow Storm sewers 2003 1 Storm Sewer Summary Report Page 2 ril 1 t 'I Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss tine (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 33 0.36 12 c 21.0 22.96 23.12 0.762 23.94 23.94 0.00 23 34 0.18 12 c 28.0 23.12 23.33 0.750 23.94 23.94 0.00 33 35 3.44 18 c 8.0 20.92 20.98 0.750 23.37' 23.38' 0.04 13 36 3.44 18 c 50.0 20.98 21.35 0.740 23.43' 23.48• 0.06 35 37 3.26 18 c 42.0 21.35 21.66 0.738 23.55' 23.59' 0.03 36 38 3.08 18 c 34.0 21.66 21.91 0.735 23.61' 23.64' 0.04 37 39 2.90 18 c 6.0 21.91 21.95 0.667 23.68' 23.68• 0.03 38 40 0.18 18 c 20.0 21.95 22.10 0.750 23.71' 23.71 • 0.00 39 41 2.72 12 c 12.0 22.45 22.54 0.750 23.71' 23.78' 0.21 39 42 1.44 12 c 11.0 22.54 22.62 0.727 23.99• 24.01' 0.04 41 43 0.72 12 c 30.0 22.62 22.84 0.733 24.05' 24.06' 0.01 42 44 0.54 12 c 23.0 22.84 23.01 0.739 24.06• 24.07• 0.00 43 45 0.36 12 c 21.0 23.01 23.17 0.762 24.07 24.07 0.00 44 46 0.18 12 c 23.0 23.17 23.34 0.739 24.08 24.08 0.00 45 47 0.72 12 c 10.0 22.62 22.69 0.700 24.05" 24.05' 0.01 42 48 0.54 12 c 45.0 22.69 23.02 0.733 24.06' 24.07' 0.00 47 49 0.36 12 c 5.0 23.02 23.06 0.800 24.07• 24.07' 0.00 48 50 0.18 12 c 18.0 23.06 23.19 0.722 24.08 24.08 0.00 49 51 0.18 12 c 5.0 23.06 23.10 0.800 24.08 24.08 0.00 49 52 0.18 12 c 12.0 23.10 23.19 0.750 24.08 24.08 0.00 51 53 0.18 12 c 21.0 22.69 22.85 0.762 24.06• 24.06' 0.00 47 54 1.26 12 c 33.0 22.54 22.78 0.727 23.99' 24.03• 0.02 41 55 1.08 12 c 15.0 22.78 22.89 0.733 24.05' 24.06' 0.02 54 56 0.90 12 c 26.0 22.89 23.08 0.731 24.08' 24.10' 0.02 55 57 0.72 12 c 21.0 23.08 23.24 0.762 24.12 24.12 0.02 56 58 0.18 12 c 34.0 23.24 23.49 0.735 24.14 24.15 0.00 57 59 0.18 12 c 23.0 23.24 23.41 0.739 24.14 24.15 0.00 57 60 0.18 12 c 20.0 23.24 23.39 0.750 24.14 24.15 0.00 57 61 0.18 12 c 6.0 23.08 23.12 0.667 24.12 24.12 0.00 56 62 0.18 12 c 21.0 22.41 22.57 0.762 23.68' 23.68' 0.00 38 63 0.62 12 c 10.0 21.07 21:,14 0.700 23.03' 23.03' 0.01 12 64 0.62 12 c 95.0 21.14 21.84 0.737 23.04' 23.07' 0.00 63 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10-24 -2005 NOTES: c = circular, e = elliptical; b = box; Retum period = 2 Yrs.; ' Indicates surcharge condition. Hydranow Storm Sewers 2003 1 Storm Sewer Summary Report Page 3 I F it [-I Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 65 0.41 12 c 22.0 21.84 22.00 0.727 23.07• 23.08' 0.00 64 66 0.21 12 c 5.0 22.00 22.04 0.800 23.08* 23.08• 0.00 65 67 0.21 12 c 33.0 22.04 22.28 0.727 23.08 23.08 0.00 66 68 0.20 12 c 7.0 22.04 22.09 0.714 23.08 23.08 0.00 65 69 0.20 12 c 22.0 22.09 22.25 0.727 23.08 23.08 0.00 68 70 0.42 12 c 13.0 20.84 20.94 0.769 22.90* 2Z91* 0.00 10 71 0.21 12 c 20.0 20.94 21.09 0.750 22.91* 22.91 • 0.00 70 72 0.21 12 c 9.0 20.54 20.61 0.778 22.79* 22.79* 0.00 9 73 1.42 12 c 5.0 18.31 18.36 1.000 22.07* 22.07• 0.04 2 74 1.42 12 c 14.0 18.36 18.50 1.000 22.11• 22.14* 0.04 73 75 0.71 12 c 36.0 18.50 18.86 1.000 22.17* 22.19* 0.01 74 76 0.71 12 c 9.0 18.60 18.69 1.000 22.17* 22.18• 0.01 74 77 0.21 12 c 34.0 18.86 19.18 0.941 22.15' 22.15• 0.00 4 78 0.71 12 c 4.0 18.53 18.57 1.000 22.12* 22.12• 0.01 3 79 0.71 12 c 12.0 18.57 18.69 1.000 22.13• 22.14* 0.01 78 80 _ 1.30 12 c 49.0 19.15 19.64 1.000 22.21 * 22.27* 0.02 5 - 81 1.04 12 c 34.0 19.64 19.98 1.000 22.29* 22.32* 0.01 80 82 0.78 12 c 34.0 19.98 20.32 1.000 22.34* 22.35• 0.01 81 83 0.52 12 c 49.0 20.32 20.81 1.000 22.36* 22.37• 0.00 82 84 0.26 12 c 32.0 20.81 21.13 1.000 22.38• 22.38* 0.00 83 85 0.26 12 c 2.0 20.81 20.83 1.000 22.36* 22.36• 0.00 82 86 0.26 12 c 16.0 20.83 20.99 1.000 22.36* 22.37* 0.00 85 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10-24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 M M M M M r M M M M M M M M M M M M r Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (ws) (ft) (ft) N (ft) (ft) (ft) (ft) (soft) (Ws) (ft) (ft) N N (ft) (K) (ft) 1 36 12.83 16.20 22.00 3.00 7.07 1.82 0.05 22.05 0.037 5.0 16.24 22.00 3.00 7.07 1.82 0.05 22.05 0.037 0.037 0.002 0.45 0.02 2 36 12.83 16.24 22.02 3.00 7.07 1.82 0.05 22.08 0.037 9.0 16.31 22.03 3.00 7.07 1.82 0.05 22.08 0.037 0.037 0.003 0.75 0.04 3 36 11.41 16.31 22.07 3.00 7.07 1.61 0.04 22.11 0.029 30.0 16.53 22.08 3.00 7.07 1.61 0.04 22.12 0.029 0.029 0.009 1.10 0.04 4 36 9.99 16.53 22.12 3.00 7.07 1.41 0.03 22.15 0.022 45.0 16.86 22.13 3.00 7.07 1.41 0.03 22.16 0.022 0.022 0.010 0.75 0.02 5 36 9.78 16.86 22.15 3.00 7.07 1.38 0.03 22.18 0.022 39.0 17.15 22.16 3.00 7.07 1.38 0.03 22.19 0.022 0.022 0.008 1.50 0.04 6 24 8.22 18.15 22.21 2.00 3.14 2.62 0.11 22.31 0.132 42.0 18.46 22.26 2.00 3.14 2.62 0.11 22.37 0.132 0.132 0.055 0.70 0.07 7 24 8.01 18.46 22.34 2.00 3.14 2.55 0.10 22.44 0.125 57.0 18.88 22.41 2.00 3.14 2.55 0.10 22.51 0.125 0.125 0.072 1.50 0.15 8 24 7.80 18.88 22.56 2.00 3.14 2.48 0.10 22.66 0.119 53.0 19.27 22.62 2.00 3.14 2.48 0.10 22.72 0.119 0.119 0.063 0.45 0.04 9 24 7.80 19.27 22.67 2.00 3.14 2.48 0.10 22.76 0.119 36.0 19.54 22.71 2.00 3.14 2.48 0.10 22.80 0.119 0.119 0.043 0.85 0.08 10 24 7.59 19.54 22.79 2.00 3.14 2.42 0.09 22.88 0.113 40.0 19.84 22.84 2.00 3.14 2.42 0.09 22.93 0.113 0.113 0.045 0.75 0.07 11 24 7.17 19.84 22.90 2.00 3.14 2.28 0.08 22.98 0.101 13.0 19.94 22.92 2.00 3.14 2.28 0.08 23.00 0.100 0.101 0.013 0.45 0.04 12 24 7.17 19.94 22.95 2.00 3.14 2.28 0.08 23.03 0.101 17.0 20.07 22.97 2.00 3.14 2.28 0.08 23.05 0.100 0.101 0.017 0.75 0.06 13 18 6.55 20.57 23.03 1.50 1.77 3.71 0.21 23.24 0.389 47.0 20.92 23.21 1.50 1.77 3.71 0.21 23.43 0.389 0.389 0.183 0.75 0.16 14 18 3.11 20.92 23.37 1.50 1.77 1.76 0.05 23.42 0.088 6.0 20.96 23.38 1.50 1.77 1.76 0.05 23.43 0.088 0.088 0.005 1.25 0.06 15 18 2.93 20.96 23.44 1.50 1.77 1.66 0.04 23.48 0.078 22.0 21.12 23.46 1.50 1.77 1.66 0.04 23.50 0.078 0.078 0.017 0.75 0.03 16 18 2.93 21.12 23.49 1.50 1.77 1.66 0.04 23.53 0.078 31.0 21.35 23.51 1.50 1.77 1.66 0.04 23.56 0.078 0.078 0.024 0.50 0.02 17 18 2.75 21.35 23.53 1.50 1.77 1.56' 0.04 23.57 0.069 38.0 21.63 23.56 1.50 1.77 1.56 0.04 23.60 0.069 0.069 0.026 0.50 0.02 18 18 2.57 21.63 23.58 1.50 1.77 1.45 0.03 23.61 0.060 66.0 22.12 23.62 1.50 1.77 1.45 0.03 23.65 0.058 0.059 0.039 1.50 0.05 19 12 0.54 22.62 23.67 1.00 0.79 0.69 0.01 23.67 0.023 63.0 23.09 23.68 0.59 0.48 1.12 0.02 23.70 0.054 0.038 0.024 0.70 0.01 20 12 0.36 23.09 23.69 0.60 0.49 0.73 0.01 23.70 0.022 32.0 23.33 23.70 0.37 0.26 1.39 0.03 23.72 0.126 0.074 0.024 0.70 0.02 21 12 0.18 23.33 23.72 0.39 0.28 0.64 0.01 23.72 0.026 17.0 23.46 23.72 0.26 0.16 1.13 0.02 23.74 0.124 0.075 0.013 1.00 0.02 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., '• Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (fig) (ft) (ft) N (n) (ft) (ft) (ft) (sgff) (ft/S) (ft) (ft) N N (ft) (K) (ft) 22 12 1.85 22.62 23.67 1.00 0.79 2.36 0.09 23.75 0.270 28.0 22.83 23.73 0.90 0.74 2.49 0.10 23.83 0.238 0.254 0.071 1.25 0.12 23 12 1.67 22.83 23.85 1.00 0.79 2.13 0.07 23.92 0.220 18.0 22.96 23.88 0.92 0.76 2.21 0.08 23.96 0.191 0.205 0.037 0.75 0.06 24 12 1.31 22.96 23.94 0.98 0.78 1.68 0.04 23.98 0.121 12.0 23.05 23.95 0.90 0.74 1.76 0.05 24.00 0.119 0.120 0.014 0.70 0.03 25 12 1.13 23.05 23.98 0.93 0.76 1.48 0.03 24.02 0.087 13.0 23.15 23.99 0.84 0.70 1.61 0.04 24.03 0.097 0.092 0.012 0.75 0.03 26 12 0.95 23.15 24.02 0.87 0.72 1.31 0.03 24.04 0.065 33.0 23.39 24.03 0.64 0.53 1.80 0.05 24.08 0.132 0.099 0.033 0.70 0.04 27 12 0.77 23.39 24.06 0.67 0.56 1.37 0.03 24.09 0.075 12.0 23.48 24.06 0.58 0.47 1.63 0.04 24.10 0.115 0.095 0.011 0.85 0.04 28 12 0.36 23.48 24.10 0.62 0.51 0.71 0.01 24.10 0.021 40.0 23.78 24.10 0.32 0.22 1.63 0.04 24.15 0.197 0.109 0.044 1.10 0.05 29 12 0.18 23.78 24.15 0.37 0.26 0.68 0.01 24.16 0.030 23.0 23.95 24.16 0.21 0.12 1.53 0.04 24.19 0.287 0.158 0.036 1.00 0.04 30 12 0.41 23.48 24.10 0.62 0.51 0.81 0.01 24.11 0.027 31.0 23.71 24.10 0.39 0.28 1.46 0.03 24.13 0.133 0.080 0.025 0.70 0.02 31 12 0.23 23.71 24.12 0.41 0.30 0.76 0.01 24.13 0.034 43.0 24.03 24.23 0.20" 0.11 2.01 0.06 24.30 0.508 0.271 n/a 1.00 0.06 32 12 0.18 23.15 24.02 0.87 0.72 0.25 0.00 24.02 0.002 13.0 23.25 24.02 0.77 0.65 0.28 0.00 24.02 0.003 0.003 0.000 1.00 0.00 33 12 0.36 22.96 23.94 0.98 0.78 0.46 0.00 23.94 0.009 21.0 23.12 23.94 0.82 0.69 0.52 0.00 23.94 0.010 0.010 0.002 0.70 0.00 34 12 0.18 23.12 23.94 0.82 0.69 0.26 0.00 23.94 0.003 28.0 23.33 23.94 0.61 0.50 0.36 0.00 23.94 0.005 0.004 0.001 1.00 0.00 35 18 3.44 20.92 23.37 1.50 1.77 1.95 0.06 23.43 0.107 8.0 20.98 23.38 1.50 1.77 1.95 0.06 23.44 0.107 0.107 0.009 0.75 0.04 36 18 3.44 20.98 23.43 1.50 1.77 1.95 0.06 23.49 0.107 50.0 21.35 23.48 1.50 1.77 1.95 0.06 23.54 0.107 0.107 0.054 1.10 0.06 37- 18 3.26 21.35 23.55 1.50 1.77 1.85 0.05 23.60 0.096 42.0 21.66 23.59 1.50 1.77 1.84 0.05 23.64 0.096 0.096 0.040 0.50 0.03 38 18 3.08 21.66 23.61 1.50 1.77 1.74 0.05 23.66 0.086 34.0 21.91 23.64 1.50 1.77 1.74 0.05 23.69 0.086 0.086 0.029 0.75 0.04 39 18 2.90 21.91 23.68 1.50 1.77 1.64 0.04 23.72 0.076 6.0 21.95 23.68 1.50 1.77 1.64 0.04 23.72 0.076 0.076 0.005 0.75 0.03 40 18 0.18 21.95 23.71 1.50 1.77 0.10 0.00 23.71 0.000 20.0 22.10 23.71 1.50 1.77 0.10 0.00 23.71 0.000 0.000 0.000 1.00 0.00 41 12 2.72 22.45 23.71 1.00 0.79 3.46 0.19 23.90 0.584 12.0 22.54 23.78 1.00 0.79 3.46 0.19 23.97 0.583 0.583 0.070 1.10 0.21 42 12 1.44 22.54 23.99 1.00 0.79 1.83 0.05 24.04 0.164 11.0 22.62 24.01 1.00 0.79 1.83 0.05 24.06 0.164 0.164 0.018 0.75 0.04 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydrailow Storm Sewers 2003 M M M M M M� r M M r M M M M r M M M Hydraulic Grade Line Computations Page 3 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vol Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (n) (ft) (ft) (soh) (Ws) (ft) (n) N (ft) (ft) (ft) (ft) (son) (mss) (n) (ft) N N (ft) (K) (ft) 43 12 0.72 22.62 24.05 1.00 0.79 0.92 0.01 24.06 0.041 30.0 22.84 24.06 1.00 0.79 0.92 0.01 24.07 0.041 0.041 0.012 0.50 0.01 44 12 0.54 22.84 24.06 1.00 0.79 0.69 0.01 24.07 0.023 23.0 23.01 24.07 1.00 0.79 0.69 0.01 24.08 0.023 0.023 0.005 0.50 0.00 45 12 0.36 23.01 24.07 1.00 0.79 0.46 0.00 24.08 0.010 21.0 23.17 24.07 0.90 0.75 0.48 0.00 24.08 0.009 0.010 0.002 0.50 0.00 46 12 0.18 23.17 24.08 0.91 0.75 0.24 0.00 24.08 0.002 23.0 23.34 24.08 0.74 0.62 0.29 0.00 24.08 0.003 0.003 0.001 1.00 0.00 47 12 0.72 22.62 24.05 1.00 0.79 0.92 0.01 24.06 0.041 10.0 22.69 24.05 1.00 0.79 0.92 0.01 24.06 0.041 0.041 0.004 0.75 0.01 48 12 0.54 22.69 24.06 1.00 0.79 0.69 0.01 24.07 0.023 45.0 23.02 24.07 1.00 0.79 0.69 0.01 24.08 0.023 0.023 0.010 0.50 0.00 49 12 0.36 23.02 24.07 1.00 0.79 0.46 0.00 24.08 0.010 5.0 23.06 24.07 1.00 0.79 0.46 0.00 24.08 0.010 0.010 0.001 0.75 0.00 50 12 0.18 23.06 24.08 1.00 0.79 0.23 0.00 24.08 0.003 18.0 23.19 24.08 0.89 0.74 0.24 0.00 24.08 0.002 0.002 0.000 1.00 0.00 51 12 0.18 23.06 24.08 1.00 0.79 0.23 0.00 24.08 0.003 5.0 23.10 24.08 0.98 0.78 0.23 0.00 24.08 0.002 0.002 0.000 0.75 0.00 52 12 0.18 23.10 24.08 0.98 0.78 0.23 0.00 24.08 0.002 12.0 23.19 24.08 0.89 0.74 0.24 0.00 24.08 0.002 0.002 0.000 1.00 0.00 53 12 0.18 22.69 24.06 1.00 0.79 0.23 0.00 24.06 0.003 21.0 22.85 24.06 1.00 0.79 0.23 0.00 24.06 0.003 0.003 0.001 1.00 0.00 54 12 1.26 22.54 23.99 1.00 0.79 1.60 0.04 24.03 0.125 33.0 22.78 24.03 1.00 0.79 1.60 0.04 24.07 0.125 0.125 0.041 0.50 0.02 55 12 1.08 22.78 24.05 1.00 0.79 1.38 0.03 24.08 0.092 15.0 22.89 24.06 1.00 0.79 1.38 0.03 24.09 0.092 0.092 0.014 0.70 0.02 56 12 0.90 22.89 24.08 1.00 0.79 1.15 0.02 24.10 0.064 26.0 23.08 24.10 1.00 0.79 1.15 0.02 24.12 0.064 0.064 0.017 0.75 0.02 57 12 0.72 23.08 24.12 1.00 0.79 0.92 0.01 24.13 0.041 21.0 23.24 24.12 0.88 0.73 0.98 0.01 24.14 0.037 0.039 0.008 1.50 0.02 58 12 0.18 23.24 24.14 0.90 0.75 0.24 0.00 24.15 0.002 34.0 23.49 24.15 0.66 0.55 0.33 0.00 24.15 0.004 0.003 0.001 1.00 0.00 59 12 0.18 23.24 24.14 0.90 0.75 0.24 0.00 24.15 0.002 23.0 23.41 24.15 0.74 0.62 0.29 0.00 24.15 0.003 0.003 0.001 1.00 0.00 60 12 0.18 23.24 24.14 0.90 0.75 0.24 0.00 24.15 0.002 20.0 23.39 24.15 0.76 0.64 0.28 0.00 24.15 0.003 0.003 0.001 1.00 0.00 61 12 0.18 23.08 24.12 1.00 0.79 0.23 0.00 24.12 0.003 6.0 23.12 24.12 1.00 0.79 0.23 0.00 24.12 0.002 0.002 0.000 1.00 0.00 62 12 0.18 22.41 23.68 1.00 0.79 0.23 0.00 23.68 0.003 21.0 22.57 23.68 1.00 0.79 0.23 0.00 23.68 0.003 0.003 0.001 1.00 0.00 63 12 0.62 21.07 23.03 1.00 0.79 0.79 0.01 23.04 0.030 10.0 21.14 23.03 1.00 0.79 0.79 0.01 23.04 0.030 0.030 0.003 0.75 0.01 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 i M .:M M M M M M M r M M M M r MM M Hydraulic Grade Line Computations Page 4 Line Size Q Downstream Len Upstream Check JL Minor • coeff loss Invert HGL Depth Area Vol Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (soft) (ws) (ft) (ft) (%) ( %) (ft) (K) (ft) 64 12 0.62 21.14 23.04 1.00 0.79 0.79 0.01 23.05 0.030 95.0 21.84 23.07 1.00 0.79 0.79 0.01 23.08 0.030 0.030 0.029 0.50 0.00 65 12 0.41 21.84 23.07 1.00 0.79 0.52 0.00 23.08 0.013 22.0 22.00 23.08 1.00 0.79 0.52 0.00 23.08 0.013 0.013 0.003 0.75 0.00 66 12 0.21 22.00 23.08 1.00 0.79 0.27 0.00 23.08 0.003 5.0 22.04 23.08 1.00 0.79 0.27 0.00 23.08 0.003 0.003 0.000 0.45 0.00 67 12 0.21 22.04 23.08 1.00 0.79 0.27 0.00 23.08 0.003 33.0 22.28 23.08 0.80 0.67 0.31 0.00 23.08 0.004 0.004 0.001 1.00 0.00 68 12 0.20 22.04 23.08 1.00 0.79 0.25 0.00 23.08 0.003 7.0 22.09 23.08 0.99 0.78 0.26 0.00 23.08 0.003 0.003 0.000 0.75 0.00 69 12 0.20 22.09 23.08 0.99 0.78 0.25 0.00 23.08 0.003 22.0 22.25 23.08 0.83 0.70 0.29 0.00 23.08 0.003 0.003 0.001 1.00 0.00 70 12 0.42 20.84 22.90 1.00 0.79 0.53 0.00 22.91 0.014 13.0 20.94 22.91 1.00 0.79 0.53 0.00 22.91 0.014 0.014 0.002 0.70 0.00 71 12 0.21 20.94 22.91 1.00 0.79 0.27 0.00 22.91 0.003 20.0 21.09 22.91 1.00 0.79 0.27 0.00 22.91 0.003 0.003 0.001 1.00 0.00 72 12 0.21 20.54 22.79 1.00 0.79 0.27 0.00 22.79 0.003 9.0 20.61 22.79 1.00 0.79 0.27 0.00 22.79 0.003 0.003 0.000 1.00 0.00 73 12 1.42 18.31 22.07 1.00 0.79 1.81 0.05 22.12 0.159 5.0 18.36 22.07 1.00 0.79 1.81 0.05 22.13 0.159 0.159 0.008 0.75 0.04 74 12 1.42 18.36 22.11 1.00 0.79 1.81 0.05 22.16 0.159 14.0 18.50 22.14 1.00 0.79 1.81 0.05 22.19 0.159 0.159 0.022 0.75 0.04 75 12 0.71 18.50 22.17 1.00 0.79 0.90 0.01 22.19 0.040 36.0 18.86 22.19 1.00 0.79 0.90 0.01 22.20 0.040 0.040 0.014 1.00 0.01 76 12 0.71 18.60 22.17 1.00 0.79 0.90 0.01 22.19 0.040 9.0 18.69 22.18 1.00 0.79 0.90 0.01 22.19 0.040 0.040 0.004 1.00 0.01 77 12 0.21 18.86 22.15 1.00 0.79 0.27 0.00 22.15 0.003 34.0 19.18 22.15 1.00 0.79 0.27 0.00 22.16 0.003 0.003 0.001 1.00 0.00 78 12 0.71 18.53 22.12 1.00 0.79 0.90 0.01 22.13 0.040 4.0 18.57 22.12 1.00 0.79 0.90 0.01 22.13 0.040 0.040 0.002 0.75 0.01 79 12 0.71 18.57 22.13 1.00 0.79 0.90 0.01 22.14 0.040 12.0 18.69 22.14 1.00 0.79 0.90 0.01 22.15 0.040 0.040 0.005 1.00 0.01 80 12 1.30 19.15 22.21 1.00 0.79 1.66 0.04 22.25 0.133 49.0 19.64 22.27 1.00 0.79 1.66 0.04 22.31 0.133 0.133 0.065 0.50 0.02 81 12 1.04 19.64 22.29 1.00 0.79 1.32 0.03 22.32 0.085 34.0 19.98 22.32 1.00 0.79 1.32 0.03 22.35 0.085 0.085 0.029 0.50 0.01 82 12 0.78 19.98 22.34 1.00 0.79 0.99 0.02 22.35 0.048 34.0 20.32 22.35 1.00 0.79 0.99 0.02 22.37 0.048 0.048 0.016 0.75 0.01 83 12 0.52 20.32 22.36 1.00 0.79 0.66 0.01 22.37 0.021 49.0 20.81 22.37 1.00 0.79 0.66 0.01 22.38 0.021 0.021 0.010 0.50 0.00 84 12 0.26 20.81 22.38 1.00 0.79 0.33 0.00 22.38 0.005 32.0 21.13 22.38 1.00 0.79 0.33 0.00 22.38 0.005 0.005 0.002 1.00 0.00 Project File: ad- 2- 102105.stm --FNumber of lines: 86 Run Date: 10 -24 -2005 NOTES: " Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page 5 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vol Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (soft) (mss) (ft) (n) N N (n) (K) (ft) 85 12 0.26 20.81 22.36 1.00 0.79 0.33 0.00 22.37 0.005 2.0 20.83 22.36 1.00 0.79 0.33 0.00 22.37 0.005 0.005 0.000 0.75 0.00 86 12 0.26.. 20.83 22.36.. 1.00 0.79 0.33 0.00 22.37 0.005 16.0 20.99 22.37 1.00 0.79 0.33 0.00 22.37 0.005 0.005 0.001 1.00 0.00 Project File: sd- 2- 102105.stm Number of lines: 86 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., "" Critical depth assumed. Hydraflow Storm Sewers 2003 Hydraflow Plan View 7 84 82 83 6 80 81 86 77 4 8 79 3 75 74 73 2 Outfall Project file: sd- 2- 102105.stm No. Lines: 86 10 -24 -2005 Hydraflow Storm Sewers 2003 Sro r mTewer P Pol i I e" Proi. file: sd-2-102105.stm Elev. (ft) 37.00 - 32.00 6 in) I n:-A- 36 (in ----L n--6-- d tin) Lv 7 27.00 1 n- 9 /1 F (in) ------- . .... . . . .......... . . 22.00 ...... . ----- . . .... - — ------ -- - ------ — ------------- . . .......... . ... . ................... . .... ........... .............. . .......... 17.00 — ----- . . ...... . — ------- ------ - ------------ 12.00 0 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 rr rr rr rr r r r r r r r r rr r r rr ■r . rr �r Storm Sewer Profile Pro;. file: sd- 2- 102105.stm Elev. (ft) . 37.00 32.00 36 in 36 n - — - -0 - L: 82 - - -- Ln: 80 12(i 81 — n:-84- 27.00 12 (in) 1n) 12 in 12 in 36 in ink - - - - -- — — - 22.00 17.00 12.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 Reach (ft) Hydraflow Storm Sewers 2003 Tewmer i i ii �i i i Storm Profile Pro;. file: sd- 2- 102105.stm Elev. (ft) 37.00 32.00 Ln: 7 12 i 27.00 Ln:2 Ln:73 -- 36 -gym 12 in) .._.. -- ............. - -- 22.00 17.00 12.00 0 10 20 30 40 . 50 60 70 80 90 100. Reach (ft) Hydraflow Storm Sewers 2003 grormTew'er Ardhe' Proj. file: sd- 2- 102105.stm Elev. (ft) 40.00 35.00 30.00 6 m 25.00 20.00 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Y, Storm Sewer Profile Fro;. file: sd- 2- 102105.stm Elev. (ft) 38.00 33.00 -- - 36_@ n) — -- - - — -- -- - Ln: 77 28.00 23.00 18.00 13.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 r� � r � �r � rr r � r �r ri rr � rr r r■� r �r Hydraflow Plan View Jr 67 , 16 6 36 68 65 15 69 35 14 64 /13 63 12 71 11 70 10 72 9 Project file: sd- 2- 102105.stm No. Lines: 86 10 -24 -2005 Hydrallow Storm Sewers 2003 SI 6"r mT ewer P Rol i I e" Proj. file: sd-2-102105.stm Elev. (ft) 35.00 31.00 27.00 7a INIIIWIIII mill !Fill C�� ; ;T�i� 1110 23.00 FE 'C��Tii i MAIIIIIIII 0 25 50 75 100 125 150 175 200 225 250 275 300 325 Reach (ft) Hydraflow Storm Sewers 2003 C�� ; ;T�i� M" M M" M M M l=l M� M Storm Sewer Profile Proj. file: sd- 2- 102105.stm Elev. (ft) 32.00 Ln7 10 29.00 - -- - — -- 24- (4m) --- - -- -- - L - - -12 - {' 0— - n)-- -- —12 L-nTT1--- 12 (in. - - -- — -=- — -- - - — -- - - 26.00......: 23.00 20.00 17.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile • Proj. file: sd-2-102105.stm Elev. (ft) Jil. 33. 29.. 25.. 21.0 17.0 VIII MMMMus ....... ... 11111111110 25 50 75 100 125 150 175 200 Reach (ft) Hydraflow Storm Sewers 2003 so W r M M ,r i M M M r M, M M, M' M MI M M Storm Sewer Profile Proj. file: sd- 2- 102105.stm Elev. (ft) 34.00 31.00 - 28.00 m - -_ 1 m - -- ....n;-.69— ....... ... _ -.--.__._.....__._...---._..._ ....... ...... - ....... _._....-- _ ... .- .... _... 25.00 '= 22.00 1 1 — IN j -.-i . 71 - 19.00 0 10 20 30 40 50 60 70 80 90 100 Beach (ft) Hydraflow Storm Sewers 2003 Hydraflow Plan View cl 28 58 30 60 59 27 57 J61 26 In 32 25 2 34 52 33 20 54 5 150 23 45 46 19 6� 40 43 22 "� 41 42 39 38 18 37 67 M 16 36 ' 1 69 35 4 15 64 13 63 Project file: sd- 2- 102105.stm , No. Lines: 86 10 -24 -2005 Hydreflow Storm Sewers 2003 so Storm Sewer Profile Proj. file: sd-2-102105.stm Elev. (ft) 33.00 30.00 0 0 0� . .� a a 7.00 24.00 21.00 18.00 0 25. 50 75 100 125 150 Reach (ft) 175 200 225 Hydraflow Storm Sewers 2003 0 0 0� . .� a a stm -102 W-' Pro l iie ' ON M on Proj. file: sd-2105. Morm'fe' er M #= am m m m m m Elev. (ft) 34.00 — - ----- ------ . . .. ...... ... . .. . ............. . ......... . . 31.00 ..... . ..... . ................. . ............... - ---------- . . . . ..................... . .. . . .... . . ..... . . . .......... . ....... . . . . ...... . ... -------- - -------------- -- . . . ............. . ............ . ........ . ............ ... ---tn:- 38 28.00 . ... ... . ....... . . ...... ......... . . ....... - - - ---------- - . . ..... — .......... .......... ------- - .. . ..... . .... . ...... . . ........ . . . .. ........... . ........ ....... 25.00 — - — -------- 22.00 . ......... .... . . . --------- - -------- .......... .... .............. ..... . . .. . . . .......... ..... 19.00 0 10 20 30, 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M M = OW"Tewer Arohe' Proj. file: sd-2-102105.stm Elev. (ft) 39.00 35.00 31.00 MENAMM OWN 27.00 MIN 23.00 mills 11111 1 MESON 19.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Reach (ft) Hydraflow Storm Sewers 2003 - �r AM r�;r r�r rm ewer Prof i le Pro;. file: sd- 2- 102105.stm Elev. (ft) 35.00 ...... 32.00 _.__- --- 1.2_(.i __- - - -Ln: ...... - - 12_(.i) -- - - - - -- ____ - . - -__ - - - -- ___.._ -. - ..... .... _Lr1: 48 -- 1- 2-- (in }.- .— .._.... - - -- -- — - - -1.. - - - -- - in -- - -- n: -5b _ - -- - ..._�_.. 29.00 26.00 23.00 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) - Hydraflow Storm Sewers 2003 9orm 'feW'erP"roIiIe' Proj. file: sd-2-102105.stm Elev. (ft) 35.00 — - -------- 32.00 Er—y"47 29.00 26.00 ... . . . ... . . ...... . 23.00 ..... ..... . ........ .... .. . ..... ......... . ... . . . ......... .... ........... ... ............. -------- - --- ------------ . .............. . .... . ................ . ........... 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M M M M � M M M M M W M ormTew'er Pr"dli ' le Proi. file: sd-2-102105.stm 12 Elev. (ft) 36.00 33.00 - - - ------------ .... . ..... . .. .......... - - ------- - - . .. ...... . . ---- -------- ------- - . .... .... . ........... ... ................... . ...... . . . . —tn4,9tn- -61 30.00 in 2 Fri)—Ln-, 52 .. . ....... . ...... . . . ....... - -------------- . . .... . . ............ .. . ........... . . ... ........ . .......... . .... ........ . . . .......... . ...... . . .... - 27.00 - ----------- — ----- 24.00 - - - ------ . . ............. 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Mrm "feW Arolile" Proj. file: sd-2-102105.stm Elev. (ft) 39.00 --- - -------------- - ----- - ----- -------------- - - ------------------ ---------------- 35.00 - - ---------- ------ - ----- - — - -------------------- - - . . . ....... ------ - ------- - - -- --- ----------- ------- ---- - -- — ------ - — ----- - - ------- ........ . .......... ... . .......... .............. . . -- - - - - -- -- -- - ---------------------- . . ... ....... 31.00 IL in Ln; 57 —Ln:-58 - trr: At— 12 Ell --- - n - --- . . ......... .... ....... — --------- -- -------- - ----- - ----------------- . . .......... . .. ... . .......... 27.00 23,00 — i- 1--L4— ........ . . . .. . . ......... . . . .. . .......... . . ......... . . .............. . ..... . . . ........ .. . . . . .... . ..... 19,00 0 25 50 75 100 125 150 175 200 Reach (ft) Hydraflow Storm Sewers 2003 � r M M M W M M M M M M Orm"IeMerArohe" Proj. file: sd- 2- 102105.stm Elev. (ft) 36.00 33.00 30.00 _ ....... ............. -- ... ___._ .......... __.._ - ----------- _.__......_.. - ........_......... - ---------- - -- - ........_ ----------- --------- ....__------------ _ .... _ ........... .... - .................... ......... ..... ._._. 27.00 . ......... ......... . .... ......... ....... . .......... ........... ... -- --------------------------- ---- - -------------- 24.00 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 fflormSew'er P'Mofile" Fro;. file: sd-2-102105.stm Elev. (ft) 36.00 33.00 . . . ......... ..... . . ............... . . .............. . ......... ----------- ....... . ..... . .. . ........ . . . — --- - ----- - - ------ . . . . ......... - -------------- - ...... . ... . . ------ .......... . ...... . . . ..... ...... ........ . .... . . . ... Lna 57 30.00 – ---------- — --- - ----------- - 12.(in) ..... . ....... --------------- --- - 27.00 — - ----- - -- - ---- 24.00 . . ............. . 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M MM M MM M M M M MM -MMMMM M Storm Sewer Profile Proj. file: sd-2-102105.stm Elev. (ft) 38.00 34.00 30.00 26.00 22.0011 Elm I -M.MW NJ =01 Mmu� MMMM MM ldOMMM 18.00 0 25 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-2-102105.stm Elev. (ft) 39.00 35.00 31.00 27.00 23.00 19.00 -- 0 25 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 v � 19.00 -- 0 25 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 i m a■� m m = == r m i gtwormslewmer Armofflem Pro;. file: sd- 2- 1o2105.stm Elev. (ft) 36.00 33.00 -- - - -T - .-2 30.00 ...... — -- in 12 in - 27.00 24.00 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 m = i = Morm @W @C Ormonfilem Proj. file: sd- 2- 102105.stm Elev. (ft) 36.00 33.00 30.00 - -- - — - — — 2 -fIfl} - - - - -- — - - -- — _- - - -- -- -- -- — - - - -- -- 27.00 ±1EE ------ 24.00 21.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Orm ewer rofile Pro;. file: sd- 2- 102105.stm Elev. (ft) 35.00 32.00 29.00 .. -.-- 26.00 23.00 20.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Sam 5 75 66 55 54 r 70 752 60 69 51 68 50 67 49 24 25 30 21 48' 47 71 1 46 36 37 1 1 '><5 13 11 12 2 1 Oulfall Project file: sd- 3- 102405.stm No. Lines: 75 10 -24 -2005 Hydraflow Storm Sewers 2003 M /lope= Hydraflow Plan View Sam 5 75 66 55 54 r 70 752 60 69 51 68 50 67 49 24 25 30 21 48' 47 71 1 46 36 37 1 1 '><5 13 11 12 2 1 Oulfall Project file: sd- 3- 102405.stm No. Lines: 75 10 -24 -2005 Hydraflow Storm Sewers 2003 r.,.Eg.wer P Proj. file: sd- 3- 102405.stm Elev. (ft) 37.00 32.00 Ln: 12 Lno 20 24 (in) 24 (in 27.00 24 i 22.00 17.00 12.00 0 , 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 orm ewer Pro ile Proj. file: sd- 3- 102405.stm Elev. (ft) 37.00 32.00 -- - Ln: 12 —E=n iY -�1 n: - - -- 24 (12 L : 46 Ln: 47 n: ._..--- - - - -- --- ...._...__.— . - -- - - -- - -- - - -....- -- - - - -� inj _t.8 -Cn)- -__._ .g -tin.) -- -- -Ln4g- 27.00 -- -- - -- 24 1 in 22.00 1.7.00 12.00 0 25 50 75 100 125 150 175 200 225 250 275 300 325 Reach (ft) Hydraflow Storm Sewers 2003 Elev. (ft) 40.00 5.00 30.00 25.00 20.00 15.00 - 0 50 100 150 200 250 300 350 400 450 500 Reach (ft) I I Hydraflow Storm Sewers 2003 �f Mimi OMM111M 15.00 - 0 50 100 150 200 250 300 350 400 450 500 Reach (ft) I I Hydraflow Storm Sewers 2003 I Storm Sewer Summary Report Page t t Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (eft) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 1 .0065 12.69 24 c 36.0 16.20 16.43 0.639 22.00' 22.11 • 0.25 End 2 3.50 18 c 128.0 16.93 17.76 0.648 22.37' 22.51' 0.05 1 3 2.80 18 c 9.0 17.76 17.82 0.667 22.56' 22.56' 0.03 2 4 2.10 18 c 10.0 17.82 17.89 0.700 22.59' 22.59' 0.02 3 5 2.10 18 c 17.0 17.89 18.00 0.647 22.61 • 22.62' 0.02 4 6 1.40 12 c 24.0 18.50 18.66 0.667 22.64' 22.67' 0.03 5 7 0.70 12 c 12.0 18.66 18.74 0.667 22.71 22.71' 0.01 6 8 0.70 12 c 7.0 18.32 18.37 0.714 22.59• 22.59' 0.01 3 9 0.70 12 c 18.0 18.37 18.49 0.667 22.60' 22.61' 0.01 8 10 0.70 12 c 2.0 18.26 18.27 0.500 22.56' 22.56' 0.01 2 11 0.70 12 c 33.0 18.27 18.48 0.636 22.57' 22.58• 0.01 10 12 9.19 24 c 43.0 16.43 16.71 0.651 22.37' 22.44' 0.15 1 13 8.49 24 c 13.0 16.71 16.79 0.615 22.58' 22.60' 0.09 12 14 7.79 24 c 20.0 16.79 16.92 0.650 22.69' 22.71' 0.07 13 15 6.74 24 c 12.0 16.92 17.00 0.667 22.78• 22.79' 0.03 14 16 2.15 24 c 8.0 17.00 17.05 0.625 22.83' 22.83• 0.01 15 17 2.15 24 c 59.0 17.05 17.43 0.644 22.83' 22.84• 0.00 16 18 2.15 24 c 9.0 17.43 17.49 0.667 22.84• 22.84' 0.00 17 19 2.00 24 c 5.0 17.49 17.52 0.600 22.85' 22.85' 0.00 18 20 1.80 24 c 23.0 17.52 17.67 0.652 22.85' 22.85' 0.00 19 21 1.60 12 c 57.0 18.67 19.04 0.649 22.86' 22.97' 0.05 20 22 0.60 12 c 18.0 19.04 19.16 0.667 23.02' 23.02• 0.01 21 23 0.20 12 c 18.0 19.16 19.28 0.667 23.03' 23.03' 0.00 22 24 0.20 12 c 23.0 19.16 19.31 0.652 23.03• 23.03' 0.00 22 25 1.00 12 c 19.0 19.04 19.16 0.632 23.02' 23.03' 0.03 21 26 0.60 12 c 13.0 19.16 19.24 0.615 23.06• 23.07' 0.00 25 27 0.60 12 c 17.0 19.24 19.35 0.647 23.07' 23.07• 0.01 26 28 0.15 12 c 20.0 19.35 19.48 0.650 23.08' 23.08' 0.00 27 29 0.30 12 c 16.0. 19.35 19.45 0.625 23.08' 23.08' 0.00 27 30 0.15 12 c 34.0 19.45 19.67 0.647 23.08' 23.08' 0.00 29 31 0.15 12 c 5.0: 19.45 19.48 0.600 23.08' 23.08' 0.00 29 32 0.20 12 c 16.0 19.16 19.26 0.625 23.06' 23.06' 0.00 25 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10-24 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; • Indicates surcharge condition. HydraFlow Storm Sewers 2003 it L 1 Storm Sewer Summary Report Page 2 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 33 0.20 12 c 18.0 18.52 18.64 0.667 22.85' 22.85' 0.00 19 34 0.15 12 c 35.0 18.49 18.72 0.657 22.85* 22.85' 0.00 18 35 1.05 18 c 40.0 17.42 17.68 0.650 22.78' 22.79* 0.00 14 36 0.90 18 c 30.0 17.68 17.88 0.667 22.79* 22.79' 0.00 35 37 0.75 12 c 21.0 18.38 18.52 0.667 22.79* 22.80' 0.01 36 38 0.45 12 c 17.0 18.52 18.63 0.647 22.81 * 22.82' 0.00 37 39 0.15 12 c 16.0 18.63 18.73 0.625 22.82' 22.82' 0.00 38 40 0.30 12 c 29.0 18.63 18.82 0.655 22.82' 22.82' 0.00 38 41 0.15 12 c 19.0 18.82 18.94 0.632 22.82' 22.83' 0.00 40 42 0.15 12 c 14.0 18.82 18.91 0.643 22.82' 22.82' 0.00 40 43 0.30 12 c 11.0 18.52 18.59 0.636 22.81 22.82' 0.00 37 44 0.15 12 c 25.0 18:59 18.75 0.640 22.82* 22.82* 0.00 43 45 0.70 12 c 30.0 17.79 17.99 0.667 22.69* 22.70* 0.01 13 46 4.59 18 c 44.0 17.50 17.79 0.659 22.83' 22.91' 0.08 15 47 4.17 18 c 34.0 17.79 18.01 0.647 22.99' 23.04' 0.04 46 48 4.17 18 c 45.0 18.01 18.30 0.644 23.08' 23.15' 0.06 47 49 3.96 18 c 73.0 18.30 18.77 0.644 23.21' 23.32' 0.12 48 50 2.70 18 c 48.0 18.77 19.08 0.646 23.43' 23.47' 0.03 49 51 2.49 18 c 38.0 19.08 19.33 0.658 23.49* 23.51' 0.02 50 52 2.28 18 c 23.0 19.33 19.48 0.652 23.54* 23.55' 0.02 51 53 2.07 18 c 22.0 19.48 19.62 0.636 23.57* 23.58' 0.01 52 54 1.86 18 c 38.0 19.62 19.87 0.658 23.59' 23.60' 0.01 53 55 1.65 12 c 44.0 20.37 20.66 0.659 23.61 * 23.71' 0.10 54 56 1.23 12 c 28.0 20.66 20.84 0.643 23.81* 23.84' 0.03 55 57 0.60 12 c 29.0 20.84 21.03 0.655 23.87* 23.88' 0.01 56 58 0.39 12 c 87.0 21.03 21.60 0.655 23.89' 23.90' 0.00 57 59 0.18 12 c 32.0 21.60 21.81 0.656 23.90' 23.90' 0.00 58 60 0.21 12 c 28.0 19.83 20.01 0.643 23.54' 23.54' 0.00 51 61 0.63 12 c 9.0 20.84 20.90 0.667. 23.87' 23.87' 0.01 56 62 0.42 12 c 23.0 20.90 21.05 0.652 23.88* 23.89' 0.00 61 63 0.21 12 c 30.0 21.05 21.25 0.667.. 23.89' 23.89' 0.00 62 64 0.21 12 c 11.0 21.05 21.12 0.636 23.89' 23.89* 0.00 62 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10 -24 -2005 NOTES: c = circular; e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 3 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. 65 0.21 12 c 8.0 20.90 20.95 0.625 23.88' 23.88' 0.00 61 .66 1.05 12 c 30.0 19.27 19.47 0.667 23.43' 23.46' 0.04 49 . 67 0.84 12 c 26.0 19.47 19.64 0.654 23.50' 23.52' 0.01 66 .68 0.63 12 c 64.0 19.64 20.06. 0.656 23.53' 23.55' 0.01 67 69 0.42 12 c 59.0 20.06 20.44 0.644 23.55' 23.56' 0.00 68 70 0.21 12 c 21.0 20.44 20.58 0.667 23.57' 23.57' 0.00 69 71 0.42 12 c 7.0 18.29 18.34 0.714 22.99' 22.99' 0.00 46 72 0.21 12 c 42.0 18.34 18.61 0.643 22.99' 22.99' 0.00 71 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10-24 -2005 NOTES: c = circular, e = elliptical; b = box; Return period = 2 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 Hydraulic Grade Line Computations Page, Line Size 4 Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Val EGL Sf Invert HGL Depth Area Val Vol EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (0fs) (ft) (ft) (ft) (son) (Ws) (ft) (ft) N (ft) (ft) (ft) (ft) (Sgff) (�S) (ft) (ft) N ( %n) (n) (K) (ft) 1 24 12.69 16.20 22.00 2.00 3.14 4.04 0.25 22.25 0.315 36.0 16.43 22.11 2.00 3.14 4.04 0.25 22.37 0.315 0.315 0.113 1.00 0.25 2 18 3.50 16.93 22.37 1.50 1.77 1.98 0.06 22.43 0.111 128 17.76 22.51 1.50 1.77 1.98 0.06 22.57 0.111 0.111 0.142 0.75 0.05 3 18 2.80 17.76 22.56 1.50 1.77 1.58 0.04 22.59 0.071 9.0 17.82 22.56 1.50 1.77 1.58 0.04 22.60 0.071 0.071 0.006 0.75 0.03 4 18 2.10 17.82 22.59 1.50 1.77 1.19 0.02 22.61 0.040 10.0 17.89 22.59 1.50 1.77 1.19 0.02 22.62 0.040 0.040 0.004 0.85 0.02 5 18 2.10 17.89 22.61 1.50 1.77 1.19 0.02 22.64 0.040 17.0 18.00 22.62 1.50 1.77 1.19 0.02 22.64 0.040 0.040 0.007 0.70 0.02 6 12 1.40 18.50 22.64 1.00 0.79 1.78 0.05 22.69 0.155 24.0 18.66 22.67 1.00 0.79 1.78 0.05 22.72 0.155 0.155 0.037 0.70 0.03 7 12 0.70 18.66 22.71 1.00 0.79 0.89 0.01 22.72 0.039 12.0 18.74 22.71 1.00 0.79 0.89 0.01 22.72 0.039 0.039 0.005 1.00 0.01 8 12 0.70 18.32 22.59 1.00 0.79 0.89 0.01 22.60 0.039 7.0 18.37 22.59 1.00 0.79 0.89 0.01 22.61 0.039 0.039 0.003 0.45 0.01 9 12 0.70 18.37 22.60 1.00 0.79 0.89 0.01 22.61 0.039 18.0 18.49 22.61 1.00 0.79 0.89 0.01 22.62 0.039 0.039 0.007 1.00 0.01 10 12 0.70 18.26 22.56 1.00 0.79 0.89 0.01 22.57 0.039 2.0 18.27 22.56 1.00 0.79 0.89 0.01 22.57 0.039 0.039 0.001 0.75 0.01 11 12 0.70 18.27 22.57 1.00 0.79 0.89 0.01 22.58 0.039 33.0 18.48 22.58 1.00 0.79 0.89 0.01 22.59 0.039 0.039 0.013 1.00 0.01 12 24 9.19 16.43 22.37 2.00 3.14 2.93 0.13 22.50 0.165 43.0 16.71 22.44 2.00 3.14 2.93 0.13 22.57 0.165 0.165 0.071 1.10 0.15 13 24 8.49 16.71 22.58 2.00 3.14 2.70 0.11 22.70 0.141 13.0 16.79 22.60 2.00 3.14 2.70 0.11 22.72 0.141 0.141 0.018 0.75 0.09 14 24 7.79 16.79 22.69 2.00 3.14 2.48 0.10 22.78 0.119 20.0 16.92 22.71 2.00 3.14 2.48 0.10 22.81 0.119 0.119 0.024 0.75 0.07 15 24 6.74 16.92 22.78 2.00 3.14 2.15 0.07 22.86 0.089 12.0 17.00 22.79 2.00 3.14 2.15 0.07 22.87 0.089 0.089 0.011 0.45 0.03 16 24 2.15 17.00 22.83 2.00 3.14 0.68 0.01 22.83 0.009 8.0 17.05 22.83 2.00 3.14 0.68 0.01 22.83 0.009 0.009 0.001 0.75 0.01 17 24 2.15 17.05 22.83 2.00 3.14 0.68 0.01 22.84 0.009 59.0 17.43 22.84 2.00 3.14 0.68 0.01 22.85 0.009 0.009 0.005 0.45 0.00 18 24 2.15 17.43 22.84 2.00 3.14 0.68 0.01 22.85 0.009 9.0 17.49 22.84 2.00 3.14 0.68 0.01 22.85 0.009 0.009 0.001 0.45 0.00 19 24 2.00 17.49 22.85 2.00 3.14 0.64 0.01 22.85 0.008 5.0 17.52 22.85 2.00 3.14 0.64 0.01 22.85 0.008 0.008 0.000 0.75 0.00 20 24 1.80 17.52 22.85 2.00 3.14 0.57 0.01 22.86 0.006 23.0 17.67 22.85 2.00 3.14 0.57 0.01 22.86 0.006 0.006 0.001 0.70 0.00 21 12 1.60 18.67 22.86 1.00 0.79 2.04 0.06 22.92 0.202 57.0 19.04 22.97 1.00 0.79 2.04 0.06 23.04 0.202 0.202 0.115 0.75 0.05 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 mom M r M s M r am M sr M r Ml M Hydraulic Grade Line Computations Page 2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (n) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (n) (ft) (sgft) (mss) (ft) (ft) N N (ft) (K) (ft) 22 12 0.60 19.04 23.02 1.00 0.79 0.76 0.01 23.03 0.028 18.0 19.16 23.02 1.00 0.79 0.76 0.01 23.03 0.028 0.028 0.005 1.10 0.01 23 12 0.20 19.16 23.03 1.00 0.79 0.25 0.00 23.04 0.003 18.0 19.28 23.03 1.00 0.79 0.25 0.00 23.04 0.003 0.003 0.001 1.00 0.00 24 12 0.20 19.16 23.03 1.00 0.79 0.25 0.00 23.04 0.003 23.0 19.31 23.03 1.00 0.79 0.25 0.00 23.04 0.003 0.003 0.001 1.00 0.00 25 12 1.00 19.04 23.02 1.00 0.79 1.27 0.03 23.04 0.079 19.0 19.16 23.03 1.00 0.79 1.27 0.03 23.06 0.079 0.079 0.015 1.10 0.03 26 12 0.60 19.16 23.06 1.00 0.79 0.76 0.01 23.07 0.028 13.0 19.24 23.07 1.00 0.79 0.76 0.01 23.07 0.028 0.028 0.004 0.45 0.00 27 12 0.60 19.24 23.07 1.00 0.79 0.76 0.01 23.08 0.028 17.0 19.35 23.07 1.00 0.79 0.76 0.01 23.08 0.028 0.028 0.005 0.70 0.01 28 12 0.15 19.35 23.08 1.00 0.79 0.19 0.00 23.08 0.002 20.0 19.48 23.08 1.00 0.79 0.19 0.00 23.08 0.002 0.002 0.000 1.00 0.00 29 12 0.30 19.35 23.08 1.00 0.79 0.38 0.00 23.08 0.007 16.0 19.45 23.08 1.00 0.79 0.38 0.00 23.08 0.007 0.007 0.001 0.75 0.00 30 12 0.15 19.45 23.08 1.00 0.79 0.19 0.00 23.08 0.002 34.0 19.67 23.08 1.00 0.79 0.19 0.00 23.08 0.002 0.002 0.001 1,00 0.00 31 12 0.15 19.45 23.08 1.00 0.79 0.19 0.00 23.08 0.002 5.0 19.48 23.08 1.00 0.79 0.19 0.00 23.08 0.002 0.002 0.000 1.00 0.00 32 12 0.20 19.16 23.06 1.00 0.79 0.25 0.00 23.06 0.003 16.0 19.26 23.06 1.00 0.79 0.25 0.00 23.06 0.003 0.003 0.001 1.00 0.00 33 12 0.20 18.52 22.85 1.00 0.79 0,25 0.00 22.85 0.003 18.0 18.64 22.85 1.00 0.79 0.25 0.00 22.85 0.003 0.003 0.001 1.00 0.00 34 12 0.15 18.49 22.85 1.00 0.79 0,19 0.00 22.85 0.002 35.0 18.72 22.85 1.00 0.79 0.19 0.00 22.85 0.002 0.002 0.001 1.00 0.00 35 18 1.05 17.42 22.78 1.50 1.77 0.59 0.01 22.79 0.010 40.0 17.68 22.79 1.50 1.77 0.59 0.01 22.79 0.010 0.010 0.004 0.50 0.00 36 18 0.90 17.68 Y 22.79 1.50 1.77 0.51 0.00 22.79 0.007 30.0 17.88 22.79 1.50 1.77 0.51 0.00 22.80 0.007 0.007 0.002 0.50 0.00 37 12 0.75 18.38 22.79 1.00 0.79 0.96 0.01 22.81 0.044 21.0 18.52 22.80 1.00 0.79 0.95 0.01 22.82 0.044 0.044 0.009 0.75 0.01 38 12 0.45 18.52 22.81 1.00 0.79 0.57 0.01 22.82 0.016 17.0 18.63 22.82 1.00 0.79 0.57 0.01 22.82 0.016 0.016 0.003 0.75 0.00 39 12 0.15 18.63 22.82 1.00 0.79 0.19 0.00 22.82 0.002 16.0 18.73 22.82 1.00 0.79 0.19 0.00 22.82 0.002 0.002 0.000 1.00 0.00 40 12 0.30 18.63 22.82 1.00 0.79 0.38 0.00 22.82 0.007 29.0 18.82 22.82 1.00 0.79 0.38 0.00 22.83 0.007 0.007 0.002 0.75 0.00 41 12 0.15 18.82 22.82 1.00 0.79 0.19 0.00 22.83 0.002 19.0 18.94 22.83 1.00 0.79 0.19 0.00 22.83 0.002 0.002 0.000 1.00 0.00 42 12 0.15 18.82 22.82 1.00 0.79 0.19 0.00 22.83 0.002 14.0 18.91 22.82 1.00 0.79 0.19 0.00 22.83 0.002 0.002 0.000 1.00 0.00 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 � � = = M m m m m r m m m S MM Hydraulic Grade Line Computations Page 3 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vol EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ws) (ft) (ft) N (ft) (n) (ft) (n) (sgft) (mss) (ft) (ft) N ( %) (ft) (K) (ft) 43 12 0.30 18.52 22.81 1.00 0.79 0.38 0.00 22.82 0.007 11.0 18.59 22.82 1.00 0.79 0.38 0.00 22.82 0.007 0.007 0.001 0.50 0.00 44 12 0.15 18.59 22.82 1.00 0.79 0.19 0.00 22.82 0.002 25.0 18.75 22.82 1.00 0.79 0.19 0.00 22.82 0.002 0.002 0.000 1.00 0.00 45 12 0.70 17.79 22.69 1.00 0.79 0.89 0.01 22.70 0.039 30.0 17.99 22.70 1.00 0.79 0.89 0.01 22.71 0.039 0.039 0.012 1.00 0.01 46 18 4.59 17.50 22.83 1.50 1.77 2.60 0.10 22.93 0.191 44.0 17.79 22.91 1.50 1.77 2.60 0.10 23.02 0.191 0.191 0.084 0.75 0.08 47 18 4.17 17.79 22.99 1.50 1.77 2.36 0.09 23.08 0.158 34.0 18.01 23.04 1.50 1.77 2.36 0.09 23.13 0.158 0.158 0.054 0.45 0.04 48 18 4.17 18.01 23.08 1.50 1.77 2.36 0.09 23.17 0.158 45.0 18.30 23.15 1.50 1.77 2.36 0.09 23.24 0.158 0.158 0.071 0.70 0.06 49 18 3.96 18.30 23.21 1.50 1.77 2.24 0.08 23.29 0.142 73.0 18.77 23.32 1.50 1.77 2.24 0.08 23.40 0.142 0.142 0.104 1.50 0.12 50 18 2.70 18.77 23.43 1.50 1.77 1.53 0.04 23.47 0.066 48.0 19.08 23.47 1.50 1.77 1.53 0.04 23.50 0.066 0.066 0.032 0.70 0.03 51 18 2.49 19.08 23.49 1.50 1.77 1.41 0.03 23.52 0.056 38.0 19.33 23.51 1.50 1.77 1.41 0.03 23.54 0.056 0.056 0.021 0.75 0.02 52 18 2.28 19.33 23.54 1.50 1.77 1.29 0.03 23.56 0.047 23.0 19.48 23.55 1.50 1.77 1.29 0.03 23.57 0.047 0.047 0.011 0.85 0.02 53 18 2.07 19.48 23.57 1.50 1.77 1.17 0.02 23.59 0.039 22.0 19.62 23.58 1.50 1.77 1.17 0.02 23.60 0.039 0.039 0.009 0.50 0.01 54 18 1.86 19.62 23.59 1.50 1.77 1.05 0.02 23.61 0.031 38.0 19.87 23.60 1.50 1.77 1.05 0.02 23.62 0.031 0.031 0.012 0.70 0.01 55 12 1.65 20.37 23.61 1.00 0.79 2.10 0.07 23.68 0.215 44.0 20.66 23.71 1.00 0.79 2.10 0.07 23.78 0.215 0.215 0.094 1.50 0.10 56 12 1.23 20.66 23.81 1.00 0.79 1.57 0.04 23.85 0.119 28.0 20.84 23.84 1.00 0.79 1.57 0.04 23.88 0.119 0.119 0.033 0.75 0.03 57 12 0.60 20.84 23.87 1.00 0.79 0.76 0.01 23.88 0.028 29.0 21.03 23.88 1.00 0.79 0.76 0.01 23.89 0.028 0.028 0.008 0.70 0.01 58 12 0.39 21.03 23.89 1.00 0.79 0.50 0.00 23.89 0.012 87.0 21.60 23.90 1.00 0.79 0.50 0.00 23.90 0.012 0.012 0.010 1.25 0.00 59 12 0.18 21.60 23.90 1.00 0.79 0.23 0.00 23.90 0.003. 32.0 21.81 23.90 1.00 0.79 0.23 0.00 23.90 0.003 0.003 0.001 1.00 0.00 60 12 0.21 19.83 23.54 1.00 0.79 0.27 0.00 23.54 0.003 28.0 20.01 23.54 1.00 0.79 0.27 0.00 23.54 0.003 0.003 0.001 1.00 0.00 61 12 0.63 20.84 23.87 1.00 0.79 0.80 0.01 23.88 0.031 9.0 20.90 23.87 1.00 0.79 0.80 0.01 23.88 0.031 0.031 0.003 0.75 0.01 62 12 0.42 20.90 23.88 1.00 0.79 0.53 0.00 23.89 0.014 23.0 21.05 23.89 1.00 0.79 0.53 0.00 23.89 0.014 0.014 0.003 0.75 0.00 63 12 0.21 21.05 23.89 1.00 0.79 0.27 0.00 23.89 0.003 30.0 21.25 23.89. 1.00 0.79 0.27 0.00 23.89 0.003 0.003 0.001 1.00 0.00 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10 -24 -2005 NOTES: " Normal depth assumed., " Critical depth assumed. Hydraflow storm sewers 2003 M M M r M M M M M M M M M M M M M W Hydraulic Grade Line Computations. Page 4 Line Size Q Downstream Len Upstream Check ' JL Minor - coeff loss Invert HGL Depth Area Vol Vol EGL Sf Invert HGL Depth Area Vol Vel EGL Sf Ave Enrgy elev elev head elev. elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (soft) (mss) (n) (n) N (ft) (ft) (ft) (ft) (sgft) (mss) (ft) (ft) N N (n) (K) (ft) 64 12 0.21 21.05 23.89 1.00 0.79 0.27 0.00 23.89 0.003 11.0 21.12 23.89 1.00 0.79 0.27 0.00 23.89 0.003 0.003 0.000 1.00 0.00 65 12 0.21 20.90 23.88 1.00 0.79 0.27 0.00 23.88 0.003 8.0 20.95 23.88 1.00 0.79 0.27 0.00 23.88 0.003 0.003 0.000 1.00 0.00 66 12 1.05 19.27 23.43 1.00 0.79 1.34 0.03 23.46 0.087 30.0 19.47 23.46 1.00 0.79 1.34 0.03 23.49 0.087 0.087 0.026 1.50 0.04 67 12 0.84 19.47 23.50 1.00 0.79 1.07 0.02 23.52 0.056 26.0 19.64 23.52 1.00 0.79 1.07 0.02 23.53 0.056 0.056 0.014 0.70 0.01 68 12 0.63 19.64 23.53 1.00 0.79 0.80 0.01 23.54 0.031 64.0 20.06 23.55 1.00 0.79 0.80 0.01 23.56 0.031 0.031 0.020 0.50 0.01 69 12 0.42 20.06 23.55 1.00 0.79 0.53 0.00 23.56 0.014 59.0 20.44 23.56 1.00 0.79 0.53 0.00 23.57 0.014 0.014 0.008 0.70 0.00 70 12 0.21 20.44 23.57 1.00 0.79 0.27 0.00 23.57 0.003 21.0 20.58 23.57 1.00 0.79 0.27 0.00 23.57 0.003 0.003 0.001 1.00 0.00 71 12 0.42 18.29 22.99 1.00 0.79 0.53 0.00 22.99 0.014 7.0 18.34 22.99 1.00 0.79 0.53 0.00 22.99 0.014 0.014 0.001 0.75 0.00 72 12 0.21 18.34 22.99 1.00 0.79 0.27 0.00 22.99 0.003 42.0 18.61 22.99 1.00 0.79 0.27 0.00 23.00 0.003 0.003 0.001 1.00 0.00 Project File: sd- 3- 102405.stm Number of lines: 72 Run Date: 10 -24 -2005 NOTES: ' Normal depth assumed., " Critical depth assumed. Hydraflow Storm Sewers 2003 r r� r r r� rr rr rr rr rr �r rr r� r� r r� rrr� rr Hydraflow Plan View '10 35 14 7 45 13 6 11 5 F 12 1 Q, 9 1 Outfall Project file: sd- 3- 102405.stm No. Lines: 75 10 -24 -2005 Hydraflow Storm Sewers 2003 Elev. (ft) 38.00 33.00 n: i n: n: 28.00 18 kull 24 (i - -- - -- - -- - --- — -- 23.00 18.00 13:00 0 25 50 75 100 125 150 175 200 225 250 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd-3-102405.stm Elev. (ft) 38.00 33.00 28.00 23.00 18.00 1r- ...................... .. . ........ - - ---- - ---- 1300 0 25 50 75 100 125 150 175 Reach (ft) . .1 Hydraflow Storm Sewers 2003 i. Storm Sewer Profile Fro;. file: sd- 3- 102405.stm Elev. (ft) 39.00 34.00 29.00 Ln: 3– 19 tinI — 18jin0- -- — - - ------ --- - 24.00 -------- - - --------- - --- - --- - -------- 19.00 14.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 STo"r elder P Rol IIe Proj. file: sd- 3- 102405.stm Elev. (ft) 38.00 33.00 L: -- -- 24 -(1) - -- LnLin 1 — -- - -- 28.00 23.00 18.00 13.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 � r rr l� r� rr � r rr �r r� rr rr �r . r r r r �■r r Hydraflow Plan View - 23 33 20 24 47 49 34 72 26 27 30 - • 22 71 29 18 25 44 28 48 21 X35 Project file: sd- 3- 102405.stm Loll No. Lines: 75 TIO-24-2005 Hydrellow storm sewers 2003 33 20 47 73 34 72 9 71 18 44 39 38 40 17 37 46 42 _ 36 41 X35 Project file: sd- 3- 102405.stm Loll No. Lines: 75 TIO-24-2005 Hydrellow storm sewers 2003 M ?&MITe Am% ewer e Proj. file: sd-3-102405.stm Elev. (ft) 38.00 — ... . . . . ... ... . . . . ............. . .. - ------ . . . . . . ..... ........ ..... . . ....... . ..... . . .. ...... . . . ........ . . . ....... .. . . ......... . .. ... . ............ -------- ---- 33.00 — Ln: 35 Ln: S rr 1-2 LJJL 39 28.00 12 n) ...... .... .. .... . . ........ 23.00 . . . ........ . .... ...... .. . .... . . .... ... .. . ................ . .. .. . . . . .... .......... .. .. .... ... . ........ . .. . 18.00 13.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydraflow Storm Sewers 2003 drormTew'er Arohe' Proj. file: sd-3-102405.stm Elev. (ft) 35.00 – ------ - ---- -- — - - ------- -------- 31.00 . ....... ...... - - -------------------------- --- ------ --------- . .. . .. . . . . .......... . ...... . . .... . .......... . ..... . . . ............ . . ... ............. — ------- - -- ------ . . ....... . .................... ---- - --- - - ---------- . . ...... .... 27.00 .. . . . ..... . . ................. . .. . ........... . ...... .. . .... ... . ...... .. . . - ------ . ..... . ........... . . .. . .. . ........... . . ......... 23.00 .... ..... ......... . ........ . . ...... ...... 19.00 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 gorm 'leaver Aroke' Proj. file: sd-3-102405.stm Elev. (ft) 35.00 . ...... . ... .. . .... ..... ..... ------- -- . . .... . ......... . .......... .. . ..... . . . . . ...................... . . .... ............. 31.00 - - ---------------- ------- . ........ . ....... . . . ......... . ... . ................... 27.00 -- ---------------------- . . .... - ----------- ----------- . ... ....... --......-....-- - -- . ........ . . ......... . . ........ . . ......... . — ------- --- .... ... 23.00 19.00 ...... . . . ... .. . ..... . ... ....... ............ ....... . ... . ....... . . . . ............... .... . ...... . .... . . ......... . .. . ......... . .................... . . ........ . . . .............. . . — ----- . ....... ... . ...................... . . ............ ..... 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 rorm'lewer Pro He Proj. file: sd-3-102405.stm Elev. (ft) 35.00 - ---- - -- — - ---- — ---- ------ 31.00 . .... ............ . .................... - ----------- ----------- — ------- -- - - ----- - ----LrtA-2 lily . ....... -- - --- — ------ 27.00 23.00 . .............. 19.00 . ...... .. . ......... . ...... . . ..... ... ....... . . .... . - - ----------- — . ..... . ..... ... . . .............. 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) I Hydraflow Storm Sewers 2003 gormulewmer Pro ile Proj. file: sd- 3- 102405.stm Elev. (ft) 38.00 33.00 28.00 23.00 18.00 n: n: n: 17 Ln' : n: 19 - - -- 24 (in) 13.00 0 10... 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Hydraflow Storm Sewers 2003 r r rr r air rr �r ri �■i� � � r r� �r rr orm ewer Pro He w Proj. file: sd- 3- 102405.stm i Elev. (ft) 39.00 34.00 Ln7 20 24 (in) n Ln: 26 n 29.00 in _ 12 (in) — -- — 12 in) it. kill/ —_ - -.__- 12 (in)..- - — - - — — 24.00 19.00 14.00 0 25 50 75 100 125 150 175 200 Reach (ft) Hydraflow Storm Sewers 2003 I M M M MMMMMMMMM fflrm"Iew'er Pnro He' ' Proj. file: sd-3-102405.stm Elev. (ft) 35.00 ---- - --------- - ----- ......... . ....... .... .. .. . ... - --- --------------- ............ . . ........ ............... . ............... . ...... . .... 31.00 -- - ---- ... . . ...... - - - ------- — — -------- - -- - ----- --- - ---------- --- — --- ------ - - ------ - - - — ----- — 27.00 . ... . ...... . ...... . . ............ . ...... ..... . ....... . . . . . . . . .. . .... ......... . .... ..... . . .. ..... . ... ......... . . . ....... .. 23.00 ....... . .. . ............ . . ..... ......... . . . ............. . . ......... . ...... . . ...... . . .......... . . ..... . ...... . ............. . . . ... . . .. . ........ .. .. ............... 19.00 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 IMM � M IMM M MrmMeMer Ar f lie' Proj. file: sd-3-102405.stm Elev. (ft) 36.00 - - — ------- - 32.00 ........ . . . . ........ . .... . . . . ....... . ........ . ....... . .. . . ....... . ... . .. . .......... - -- - -- -- ----------------- -- - .......... .. ... . ........ 28.00 -- - -- ----- - -- -------- --- _-- .... -- . . ............. . .... . ........... - - ----- - 24.00 20.00 . . . .................. . .... . .. . ........... . . ....... ...... . . . ......... . ...... . . ........... ......... . . . . . ...... 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M Mao am Mm M M Morm"Iew"er Arolile" Proj. file: sd-3-102405.stm Elev. (ft) 36.00 --- - - ------ - -- --- — ----- --------------- 32.00 --- - ---------- ............. ......... ...... .. . ......... - — ------ - -- . ...... .... . .. . . . .. ..... . . . ....... ...... . .... . . . . .... .......... ........... ........ . j-2--j i n).--------- .- .---- ....__.. I . ... .................. . . - - - - -- - - - - - - - - -- - - - - . .. ..... ....... .............. . . ....... 28.00 1— . ........ .... . . ...... ............. .... . . .. ..... . ...... . . ... ..... .. . ... . ..... ..... . ....... . . ... . ............... . ........ . ... ... ......... . . . . . .... ............... ....... . . . ..... . ...... ...... . .. .............. . . . . . ... . . ........................ . . . . ..... ..... . ........... . . ......... . .............. . . .......... . 24.00 20.00 16.00 0 10 20 30 40 50 60 70 80 90 100 - Reach (ft) Hydraflow Storm Sewers 2003 ' ' � � m= m= m M r� m m � Pro;. file: sd- 3- 102405.stm Elev. (ft) 36.00 - - -- - -- - -- - - - - - - -- 32.00 L -2 —CrT 8 - -- -- — - -- n)-- - --- -- -- -------------- - - -1 -2 its} - - ..__...- .... -- - ._..__..... -- ....._.. -- - - - - -- — — -- --- ------ - - - - -- -- - - - - -- 28.00 24.00 20.00 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Pro;. file: sd-3-102405.stm Elev. (ft) 36.00 32.00 28.00 P 24.00 . . ... ........... ............ 20.00 ------ ... . . . ........ --- . .... 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow -Storm Sewers 2003 IM M ormTewer P ile Proj. file: scl - 102405.stm Elev. (ft) 39.00 34.00 —L-n".-9 — – n: 3 29.00 2 in 24.00 . 19.00-1. 14.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 go*rmTew'er Pro i I e Proj. file: sd- 3- 102405. stm Elev. (ft) 39.00 34.00 - t1:1 -8- Ln: 34 - - - - -- 29.00 -- - - -- - - - - - -- - —12 (n� - - - -- — - — -- 24.00 19.00 WNW 14.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 96'rm"geMer Arohe" Proj. file: sd- 3- 102405.stm Elev. (ft) 39.00 34.00 29.00 Ln: 71 n - -- - - -- _ - - - -- 12 (in) 12 (in) 24.00 19.00 14.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 M M Ml M M M M Morm"Ielder Arohe" Proj. file: sd-3-102405.stm Elev. (ft) 35.00 ---- - ------ - ----------- . ..... - ------ . ....... . . ......... . ....... . .. ........ . . . . ............ . . . - -------- --- . ............. . .............. ....... . .......... . . . ..... -.- ----- - -- ----------------- ----------------- . ..... ............... . . . . . . ................... - . ...... . . . . .......... 31.00 - ------- - — ------- --- - -- - - ----- - - - ---- - — - - -------- ----- . ....... ................ . . . ........ .. - ------- - - -------- ------- — ---- . ..... ......... - ----- 27.00 23.00 19.00 ............ . . .. ....... . ..... .......... . .. . ... . ....... . . . ................... . ... . . . ... . . ..... . ......... . . . . . . ........... . .. . .... 15.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Hydraflow Plan View .- 55 54 70 53 6 60 51 68 50 67 66 Project file: sd- 3- 102405.stm 49 No. ines: 75 10 -24 -2005 Hydraflow Storm Sewers 2003 M M M M M MM M M-M M M M Storm Sewer Profile Proj. file: s'd-3-102405.stni Elev. (ft) 35.00 31.130 27.00 23.00 19.00 15.00 - 0 25 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 10 MOROCCO ME M= 1�01111ijlw�mffi WME 0 NEW 15.00 - 0 25 50 75 100 125 150 175 200 225 250 275 Reach (ft) Hydraflow Storm Sewers 2003 Storm gewmer Pmrofilem m Proj. file: sd-3-102405.stm Elev. (ft) 35.00 a� 27.00 23.001.0 I 15.001-1 0 25 50 75 100 125 150 175 Reach (ft) 200 225 250 275 300 Hydraflow Storm Sewers 2003 a� SrormTew'er Pro ile' Proj. file: sd-3-102405.stm Elev. (ft) 36.00 ------- --- -------- ... . . . ........... -------- . .. ............ ........ . . . ....... . .. ........... . ......... .... . . ........ — --- — --------- ....... -- - - ---- 32.00 51- 28.00 24.00 20.00 ME! . . . ............ .......... . . . ..... ................ . .......... . ...... . . .......... . ............. . . ......... . . ................... . .......... 16.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 3- 102405.Stm Elev. (ft) 41.00 36.00 31.00 t T Ln: 52 _ 18 in) - - - -- - - -- - —_ 26.00 21.00 16.00 0 ....10 20 30 40 50 60 70 80 90 100. Reach (ft) Hydraflow Storm Sewers 2003 Hydraflow Plan View 59 58 61 57 75 56 62 64 63 55 Project file: sd -3 -10240 stm No. Lines: 75 10 -24 -2005 Hydraflow Storm Sewers 2003 Elev. (ft) 37.00 33.00 29.00 25.00 21.00 mom !oil 25 50 .75 100 125 150 175 200 225 Reach (ft) Hydraflow Storm Sewers 2003 Proj. file: sd-3-102405.stm fflorm"Iew'er Aroliie' ' ' ' ' = m m m = = m 'm = Elev. (ft) 33.00 . . ........... . . .. . ......... . ....... . .. .. . ....... . . .......... . ... ............... . . .............. . 30.00 n - - - - - " - - - -------------- — '2 n ------- . — . . - -- __ —trr63 Y(ifi] - -------- ..... . . . .... .... ... . .............. . 27.00 . . .......... . . . ..... .. . . . ... . . . ............ ............ . .... . ........... . ...... . . . ........ 24.00 21.00 . ......... 18.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 gro r m"Iewer P "Fol 11e Proj. file: sd-3-102405.stm Elev. (ft) 33.00 — --- - -------- ...... ......... . . ...... 30.00 '2- Ffi)- ....... . .. . . .. — - - --------- - - ...... . . . . . ....... 27.00 . . . ............. . .. . . ...... ..... . ...... . ...... . ....... . . . . ......... . ..... . .. . ...... ... ........... . . . .......... 24.00 . ......... . . . . ........ 21.00 18.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: sd- 3- 102405.stm Elev. 33.00 30.00 ._...._.. - -.. __ n �2- ... — -- ---- ...._... _-- ............ -- - - -- - — — - - - - -- -- - - - -- - - -- .... — .._.- - - - - -- _ .......... _.. -- ......__.. 27.00 24.00 21.00 18.00 - 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) - Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj..file: sd-3-102405.stm Elev. (ft) 37.00 - — ------ - -- — ------------ - -------- ---- . ...... 33.00 —Ln. 75 - -- ----------- 29.00 ------------- L n! 5 IS 25.00 .. .... . . ......... . . .... . .. . ....... . ... . . . . . ..... . . .... 21.00 - ---------- . ........ . . . . . . ........... . . . . . . .. ..... . ...... . . . . .......... . . ... . . .... . . ....... ........... . ..................... . . . .. . ..... . .............. . . . . . ......... . .............. . .... ... .... ............ . ...... . .. . .. . . ....................... . ........ . . ...... 17.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Pipe Sizing Calculations Avenue 52 Offsite Flow to Retention Basin OFFSITE CATCH BASIN PIPE 18 SD PIPE CB #5 TO RETENTION BASIN Manning Pipe Calculator Given Input Data: shape....................... Solving for ..................... Diameter ...................... Flowrate ........................ Slope........................ Manning's n ..................... Computed Results: Depth........................... Area .......................... wetted Area ..................... Wetted Perimeter .............. Perimeter ....................... velocity . .................. Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. Critical Informati Critical depth .................. Critical slope ................. Critical velocity ............... Critical area ................... Critical perimeter .............. Critical hydraulic radius ....... Critical top width .............. Specific energy ................ Minimum energy .................. Froude number ................... Flow condition .................. circular Depth of Flow 18.0000 in 2.8000 cfs 0.0066 ft /ft 0.0120 6.7947 in 1.7671 ft2 0.6107 ft2 23.8183 in 56.5487 in 4.5850 fps 3.6921 in 37.7481 % 9.2449 cfs 5.2315 fps on 7.6234 in 0.0043 ft /ft 3.9316 fps 0.7122 ft2 25.5104 in 4.0201 in 17.7882 in 0.8929 ft 0.9529 ft 1.2474 Supercritical Catch Basin Sizing Calculations. CATCH BASIN CALCULATIONS CATCH BASIN # 1 Desi n Q,00 = 1.10 cfs (from drainage area —Area 15 = 0.19 ac.) Q = 4.3 A x D0-6 from Los Angeles County Flood Control District A = area of opening (W x 0.656) W = length (feet) of catch basin opening D = depth (feet) of flow above normal gutter W =4' adopted from chart D — 26 Wdesign = 4' Wesign = 6.43ft . (from HGL analysis) CATCH BASIN # 2 Design Q Q,00 = 0.89 cfs (from drainage area — Area 16 = 0.15 ac.) W =4' adopted from chart D — 26 Wdesign = 4' Vadopted = 7.65 ft (from HGL analysis) CATCH BASIN # 3; # 4 and # 5 Design Q Q100 = 11.68 cfs (from drainage area — Areas 24; 25; and 26 = 3.59 ac.) W =4' adopted from chart D — 26 Wdesign = 4' For CB #3 Q= 8.60 cfs for C13#3 Connector Pipe and "V" Depth calculation _Connector pipe diameter = 18" = 1'.5 ft Qpipe = 8.6cfs @ V =7.077 fps g = 32.2 ft/s2 V= 1.33+ 1.2 *(v2 /2g) +d V =2.96 ft Vadopted = 4 ft For CB#4 Q= 3.08 cfs for CB#3 W =4' adopted from chart D — 26 Wdesign = 4' Vadopted = 4.69 ft For CB #5 — Avenue 52 Q = 2.67 cfs From Los Angeles County Flood Control District Table D-1 OA CURB OPENING CATCH BASIN CAPACITIES — STREET SLOPE = 0.005 4" gutter depression W =3.5' 4 Wdesign = 4" Vadopted = 3.0 ft 0 a I UNI uuo mm 11914 4.m J m: = owl 3 2 V O.K9101 0 110 Lemsfil f4i 111 ff--T�Qit-kyi�s -�s Wil! W T MI M lei 4�t_. nisi Earth Systems 'ems Southwest ' 79-811 B Country Club Drive Indio, CA 92203 (760)345 -1588 (800) 924 -7015 FAX (760) 345 -7315 - May 26, 2005 File No.: 09345 -05 05 -05 -816 Innovative Resort Communities, Inc. 200 East Washington Avenue, Suite 100 Escondido, California 92025 Attention: Mr. Mike Bastian Subject: Retention Basin Infiltration Evaluation Project: Watermark Villas Northwest Corner of Avenue 52 and Jefferson Street La Quinta, California References: 1. Earth Systems Southwest, Geotechnical Engineering Report, Proposed 21 -Acre Development, Watennark Villas, APN 772 - 220 -007, NWC Avenue 52 and Jefferson Street, La Quinta, California, File No.: 09345 -01, Document No.: 03 -10 -750, dated October 8, 2003, revised April 21, 2004. 2. Fomotor Engineering, Rough and Precise Grading Plan, Tract 31798, Watermark Villas, dated April 1,.2005. Dear Mr. Bastian: Pursuant to your request and authorization, Earth Systems Southwest has evaluated the infiltration characteristics of the retention basin proposed to be installed at the site referenced above. We understand that the City of La Quinta requested this evaluation be performed because the anticipated water level within the storm -water retention basin after a 100 -year storm event is slightly higher in elevation than the bottom floor of the nearest buildings. The concern is that infiltrating water from the basin will encounter the bottom of these buildings, resulting in flooding of the lowest levels. This evaluation was performed to evaluate the likelihood of this occurring. The site consists of 21 acres of former agricultural land proposed to be developed as a residential community containing 32 multi - tenant buildings plus common areas (Figures I and 2). A parking garage will be installed as the lowest level in each building and will be partially below grade. Two floor drains will be installed inside each building. Water entering the floor drains will flow to a sump at each building. A water collection system is also proposed to be installed around the base of the building at the basement floor level to convey exterior subsurface water into the sump. Water in the sump will be discharged into the storm -water system through a pump equipped with a backflow preventer. The storm -water retention basin is proposed to be located in the southwestern corner of the site and to comprise an area of approximately 50,000 square feet. This basin is designed to hold storm -water on -site until it can infiltrate into the ground. Storm -water enters the basin through five pipelines. A subsurface leach field is located below the bottom of the basin in association with each pipe outlet to promote infiltration of the water (at an elevation of about 16 feet). The capacity of the retention basin is designed to hold water from a 100 -year storm event, calculated to total 184,350 cubic feet of water (equivalent to about 1,380,000 gallons) in a 24 -hour period. At capacity, the water level in the basin is projected to be at an elevation of 23.0 feet. The S May 26, 2005 2 File No.: 09345 -05 05 -05 -816 garage floors in the vicinity of the basin are proposed to be at elevations ranging from 21.0 to 21.5 feet, 1.5 to 2 feet lower than the high -water point in the basin. Several factors affect the percolation rates of water through soil. Primary among these are (1) the hydraulic conductivity of the soil, (2) the size of the area that the water can infiltrate into, and (3) the amount of "head" driving the water into the soil: 1. The conductivity of the soil was investigated as part of the geotechnical investigation (referenced above) by conducting an infiltration test in a boring drilled near the center of the site. The conductivity was found to be 38 gallons per square foot per day. 2. As mentioned above, the area of the retention basin is approximately 50,000 square feet. 3. Head is the slope of the water table and represents the force of gravity acting on the water. In groundwater, it is normally a small value, because the water table is usually close to flat. For vertical infiltration, a value of 1 is used, because the viscosity of the water prevents it from "free- falling" through the soil. At these values, 1,900,000 gallons of water could drain through the bottom of the retention basin in a day, and the design capacity of the basin (1,380,000 gallons) would infiltrate in less than 18 hours (faster than the accumulation rate, if it were spread evenly throughout the day). Therefore, soil conditions under the basin are unlikely to impede the infiltration of storm- water. The measured infiltration rate should be taken as representative of ideal conditions. Infiltration rates can slow as the soil becomes saturated or as the surface porosity becomes plugged. These two factors will likely result in the retention basin holding water for a longer period of time than calculated above, but will have different effects on the likelihood of water migrating laterally toward the buildings, as follows: ■ Soil saturation will increase the likelihood of the lateral migration of water. In essence, the water "backs up" into the near - surface soils as the pore- spaces of the deeper soil become saturated. This is more likely to happen if fine- grained layers, such as silts or clays, are present to impede the vertical flow of water. The likelihood of this happening can be evaluated by looking at the types of soil underlying the retention basin and the capacity of these soils to hold water. The geotechnical investigation included the drilling of eight borings on the site (Figure 2). A cross - section of the soils in the five borings nearest the basin shows that the uppermost soils consist primarily of a borderline "poorly- graded sand" [SP] and "silty sand" [SM] to a depth of at least 20 feet (the maximum depth explored in this area). Fine- grained soil layers were not encountered in the vicinity of the retention basin. SP /SM soils commonly have moderately high porosities (about 20 to 25 percent). At the lower porosity value, the water from a 100 -year storm event (184,350 cubic feet) would saturate the area under the retention basin (50,000 square feet) to a depth of only about 19 feet. • Plugging of the surface soils will reduce the likelihood for lateral migration of water because it will slow the rate at which water enters the soil, thereby allowing the water already in the soil to migrate vertically rather than laterally. The water will stay in the basin longer, while water that has already infiltrated into the soil will have more time to move out of the way. Even though there is available storage capacity to hold water from a 100 -year storm event in the soil directly under the retention basin, it is unreasonable to presume that infiltrating water will EARTH SYSTEMS soui *jiwl;s "r May 26, 2005 3 File No.: 09345 -05 05 -05 -816 not spread laterally beyond the footprint of the retention basin. The degree to which water will spread laterally can be evaluated by looking at the geometry of the building and basin. Figure 4 shows the location of the basin relative to the location of the nearest building basement, with no vertical exaggeration. As shown, Building 28 is located about 30 feet north of the basin, and the basement is 2 feet lower than the l 00- year -storm level (23 feet). To reach the basement from the top of the 100 -year storm level, the water would have to infiltrate at an angle no steeper than 4 degrees from horizontal. The head resulting from a 4 degree change in elevation is 0.067. At such a low head, the horizontal flow velocity will be about 1.7 feet per day (about 17 days to reach the building). The water in storage in the retention basin will infiltrate vertically far faster than it will laterally at such a shallow angle. Based on the information discussed above, it is our opinion that water from the retention basin will not migrate laterally through the soil into the basements of the nearby buildings. It is possible that water entering the soil from the ground surface (such as landscaping water or rain water) will encounter the building basements, but the quantity of such water will be limited by the surficial nature of the source. We understand that waterproofing around the basements is proposed and should be sufficient to deal with the quantity of water expected from a surficial source. Note that this evaluation looked only at the infiltration rate of water through the natural soil, and did not examine how those rates might change due to grading of the site. Soil in the bottom of the retention basin should not be compacted more than necessary, because over - compaction will reduce the infiltration rate of water in those locations. We also did not examine whether the storm -water piping or underground utility trenches might provide preferential pathways for water to spread laterally through the soil. These factors can be significant under the right conditions, and probably pose a greater threat to flooding of the basements than water seepage through the surrounding soil. In particular: 1. Back -flow preventers should be installed at each sump to prevent water from flowing from the storm -water pipes into the sumps. 2. A concrete collar should be installed in the backf ll surrounding each pipe connected to the water retention basin to reduce the potential for the backfill acting as a preferred pathway for lateral water movement away from the basin. We trust this letter meets your needs at this time. If you have any questions, feel free to contact us at (760) 345 -1588. Sincerely, EARTH SYSTEMS SOUTHWEST Scot A. Stormo, PG 4826, CHG 204 Vice President, Associate Hydrogeologist Letter /sas /reh Distribution: 2 /innovative Resort Communities, Inc. 1 /Pomotor Engineering Ann.: Mr. Phillip K. Pomotor 1 /RC Pile 1 /131) t=ile EAR7l•1 SYSTEMS SOUTHWEST t r"I 0_11fm �—_AVENUL_ 49 .3 60 C Water 0 U1. C) 0 50 134 A VEN UEj' Well 0 li 10 W en IL f2 0 VJN 40 is ------- . .. ....... . 1`�f 1 J�J�1. -I ate 4. z SITE !uinta U_ /7 Well . ....... AVENUE 52 !lr� /may 8 a A. f r 1, AVENUE III ;i ..r 9 it It it it I. Base Map: U.S.GS. 7.5 Minute Quadrangle, La Quinta, Calif. (1959, Figure 1 photo-revised 1980) Site Location ------ Site Boundary Watermark Villas, NWC Ave. 52 and Jefferson St. La Quinta, Riverside County, California Scale: 1 2,000' Earth Systems Om""Mm"M%mmo� Southwest 0 2,000' 4,000' 05/26/05 1 09345-05 23 IFfESA MTiaT 21 it �.T .; i Lot Avenue 52 Reference: Client-provided Grading Plan LEGEND Figure 2 B-1 Boring Location Boring Locations A B Cross Section Lines Watermark Villas, NWC Ave. 52 and Jefferson St. i La Quinta, Riverside County, California Scale: I"= 160' N, Earth Systems Southwest 160' 320' I 05/26/05 1 09345-0,5 A B -8 B-7 B -4 B -3 B-1 0 0 10 20 30 40 50 Scale: 1" equals 0 200' 20' -L See Figure 2 for Cross Section Location Figure 3 Cross Section A -B Watermark Villas, NWC Ave. 52 and Jefferson St. La Quinta, Riverside County, California N� Earth Systems I Southwest 05/26/05 09345 -05 r 24 cE 1 ow 4 w. > >a° 4 m -16 Pad 28 21 Scale: 1" equals o so' so° See Figure 2 for Cross Section Location 18 Figure 4 Cross Section C -D Watermark Villas, NWC Ave. 52 and Jefferson St. La Quinta, Riverside County, California N ON Earth Systems I Southwest 05/26/05 09345 -05 N O O (O O O N M N O rn 3 O Q� r M I x x r F- �Q r r 0 O J O M / N LO W Wz Q O M M O O N .O O / O O N 04 N 0 O Y U W 2 U z g a 0 z N V) rz a L0 N O 0 0 0 N 0 rn 3 0 r I x r 0 } 0 J O 0 r N L0 W Z) Z Q 0 M 0 0 N 0 0 i la *TYPICAL, UNLESS R/W HIGH POINT 28' R/W NG AT DRIVEWAYS AND 7' 14' 14' PAD 7 P.UI.E. PARKING. OPPOSITE P.U.E. 0,5' C= FLUSH TOP OF GRADE 0.5" SIDE SIMILAR TFC =TOP OF FLUSH CURB PROFILE S SLOPE UJI � a FLUSH CURB CURB PROFILE CL PROFILE, TP FLUSH CURB o N I TP_0.27 = TFC I * *2% AT PARKING >. w� 2x A.C. PVM'T 2x 2X F4' SIDEWALK 2%* IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA HYDROLOGY REPORT FOR TRACT 31798 WATERMARK VILLAS DEVELOPED CONDITION GROUND EXISTING_ — — _ {{ 1--- — -- — — -- - -- -- --.•_ – {III } I } } ! EX. GROUND I { { I t { ( f ! 8- AREA DRAIN WHERE SHOWN ON PLANS. OPPOSITE SIDE SIMILAR. { 'r � � — — ( 225),18-25 SD PIPE WHERE SHOWN ON PLANS. . �.. L 4 8 � % E3 � __ � i 1 � v — �, — {, � , � � � SIZE VARIES. 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' • r H - v r f $ i , �' -''. • - y /• .. ..'�`- / �'.. �_`• _ /• rf r • Iii t } i 1 i I / `. �,' •,.�J� •,✓� � .,,! 4 4 � -� fK7 �� � �/ / I 1 j .,s• j I l `Tdr 1,J 4 ..v A , r r ` / I ,� � �' • r `\ / .�. / OINT Ip 11 i °1I I I ! 1 f I 1 1 �� � f^- -. � � r' ` � P 31.00 , i ' : 3 d • ARE 12 �,` Sri '\ti 1 •Y r. .. 7 \ ` _ : t; ) / / ° ~..� -•.� • ` I �/J 1 i , t � I ✓ ' -.,___ /. / : oow # 38 ' - vE RIVE moo � . �� r//� PALM - _... - y .N'' I I y `} - NT 1 , S - 1 4 -- - -`�- VON / r�I • PE311� �^ • DINT # 18�: • 0.36 33 Q ..i ( < \ i �` - �� -J__i E:� Jill I I 1 NV 18.33 /�/� 7.00 1W 0 I \\ I, } } EA 22 �/�I � � � a i { % Q % '� Q POINT \ I POINT 2 }, 0 } i tic. 1 � G � '` f .l EA "17 �� TG 2B.110 _ l i • \ \ \ / / r r j - HP- E i � f r _- _ 0.009 _ _ - 1 ,1 , / ` \ / - {, ,% \ ., t- { r- / POINT „176.55 �' �J _ f POINT ; 19 a�; ' �; II i i { ! / I TG 24.301 .�� • r HP 26.20 • [�j 1 Vii`" C8 1 4' ® \ \�, , % / / I I �! } i I I ! i I /- -7 -. ,.� POINT '� '� � } / 0100=1.10 tT5 / a 7 CFS l , �.6 I HP 25.90, p \ 1 010 rWo 20.02 i 1 3 L459 . I _-TG 24.80 _ " r r y (�\ , 1 / =j l! I 1 �`ot P2_ is X001 ; I 76 - _ _ .N { , !(S f 3 W 4' 164.00' A\ AREAL._--- ' ' �% 0.06 a�. J/ { . , I I f ! 1- -- "'-- _ -- — - 25. i TC 2596 NT 26 / 1 f' - / Qt I 1 i Wit. �qN, 49 ".'._[�fNT� 2169 l t =41.95 US OUT , I- i- _ cs � 5 w�' V,3,o' _LENGTH OF WATERCIDURSE— 1620.43 ____ —_— ._......�,,,_ �_ C"�'72US EN Lca= 435.1 — _ — -- - - --�— ----- - - - - -- N4RTIfi'_ --- _____. ___ 1, 9s+ao __ 1�V_____-- _ - -_ -- ----- ___- -im+oo _________— ioi+ao —'_ —__ ____ _ _ _ _ ___.._.__#16__ _2r4,a'aC °i -- _ ,aaorl i� -_- --------- - - -_._ ivw i _ _- _ ___ _ _ __ _ +oo -- I' _ _ _ _.� _ _ _ ._ 104F00� 105+00 - 1 _ _ t _ - __ ---- _ -- --I _.-__--------------------.. �..-. ___---- ,- ___- _,_- _.__- _-- -...._ _-- - -____ ___�____ ___ - --- -_ ----__....___. p.____ —_._.._______ --- __________________ __.___........____.__________._ _ ..a...__- _____._.__..;r _...._._.____- __._.. -,�• -• -{- 0 60 L� i -__ 180 -r. T' - r /-f,'_7,• ^/_'?.•�'.r- /T T.?-..,• -,'r »' 9T °1 r.. '�:r7 ":':x-'7,^7/"]'.^7': lr/^T'!T/T I'?' ?'T 77 '7 -'7 -f;• -7 ,..^�, .: — — — — -•T —•'7 i7 /7/- 7'I":'T_•r•,-- --'�j.^ r,^ T. Ti T /"T ?!- 'r'-?%"7T- /r,•+ -,— .T M1 4 1 SCALE 1"=60' LEGEND HP HIGH POINT LP LOW POINT NG NATURAL GROUD FF FINISH FLOOR PAD PAD ELEVATION L= LENGTH TG TOP OF GRADE INV INVERT CB CATCH BASIN S SLOPE e RT BENCHMARK FOMOTCH CITY OF LA U I N TA FINISH FLOOR OF FIRST COMMUNITY BANK, SE INTOMC110IN OF AVENUE 52 D AND JEFFERSON ST PER GRADING PLAN BY AMIR ENGINEERS DATED JUNE 1, — ENG�11 WER/NG DRAWN BY: TOLL FREE 2002 . ELEV FINISH FLOOR = 28.23 FEET BASIS OF BEARINGS BASIS OF BEARINGS IS THE SOUTH LINE OF SOUTHEAST 1//4 OF SOUTHEAST 1/4 , SECTION 5, T. 6 S., R. 7 E., ALSO BEING THE CENTERLINE OF AVENUE 52 PER TRACT 24889 M.B. 210 -38/52 BEING N 89'51'03' I. DAM EN`' ENGMER APPR. I DATE: 225 S. CMC DRIVE, SUITE 1 -5 PALM SPRINGS, CA. 92262 (760) 323 -1842 FAX (760) 323 -1742 A HYDROLOGY REPORT 8Y: FOR A" TRACT 31798 e'r• PKF WATERMARK VILLAS— DEVELOPED CONDITION DATE: FILE NO. SHEET 2 SHEETS 7 cr cc K 6 U" c c c: c a c 1-1 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA FOR TRACT 31798 WATERMARK VILLAS PLAN &PROFILE A 52 PROPOSED --, SCREEN WALL SEE LANDSCAPE PLANS EXIS11NG N'LY R/ Ti 20' MIN —T VARIABLE PROPOSED LANDSCAPE LOT 12' PARKWA) ARIES, 12' VARIES 12' WIDE PROPOSED MEANDERING SHARED CLASS I GOLF CART PATHWAY/MEANDERING WALK 27. 55' 439 TO CURB FACE EXISTING CURB & GUTTER EXISTING A.C. PVM'T. 2% a TYPICAL SECTION - 52ND AVENUE PRIMARY ARTERIAL-A NOT TO SCALE EXISTING S'LY 55' A R/W I EXISTING MEDIAN 23+00 22+50 22+00 21+50 Ti —T F x V) LLJ LL- 00 -- ----- - -T Lo c� 'm cy) Lo c"! C*4 C,4 Co T-11r! 00 F C5 00 -14' Go 00 m r- C+) 9 OC-64 + 04 OD ro C14 co 0, 1 co� 10 cl cnd re) 04 C) 1 Lci + Lo 0) C5 + Lo cj! (D co i + ui 00 m Lc) 0) + Lo 0 Lo Lci U-) n + + (n cO C14 r� co n C) Lq + + to U-) I (D I — LA- < U-3 +! CO C14 __j LL 00 I po C*4 I , < u- F-- En + r,: cq --j —j LA- I V) C'4 Lk- U) Ln -c 04 00 + 14- + C14 C14 C14 L6 C14 + zt i C14 1 c*4 C14 U + 10 C4 I —J 04� Lo --Cq— LL ----- ---- -- Ir- + U-) - A�-- LL- 1 j LL- 1 �— co LL- 1 V) -4 < LL- I V) < -- 4- u- Ln 1 In !-0.71 <c -0 50% I.,- LL- V) L Hn ------------------- -0.26% 0.45 -01,27% 4 Yo - 0447 0. 2M. =0-1237a -0.51%' .20% ------ - t 5 { - 0.261 ---' ----0.30% + i 0.3 —0.39% -0.32�. AA -0.4A 'FLOW LINE AT Q AND R -0.41% -0.34,% ---------------- - --------- PROFIL E SCALE HORIZ. 1 "=40' VERT. 1" =4' 23+00 22+50 22+00 21+50 a x -7— — — — — ------------- -------- 0 60 120 180 SCALE 1"=60' 21+00 A S P H x f? 20+50 20+00 19+50 x '-14 x f -4,9 ID) BENCHMARK [M FINISH FLOOR OF FIRST COMMUNITY BANK, SE INTERsEc-noN OF AVENUE 52 DD 7 AND JEFFERSON ST PER GRADING PLAN BY AMIR ENGINEERS DATED JUNE 1, TOLL FREE 1%&OF 1-800- 227 -2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT zwz . EI-Ev FINISH FLOOR = 28.23 FEET .BASIS OF BEARINGS BASIS OF BEARINGS IS THE SOUTH UNE OF SOUTHEAST 1,14 OF SOUTHEAST 1/4 , SECTION 5, T. 6 S., R. 7 E., ALSO BEING THE CEN7mNE OF AVENUE 52 PER TRACT 24889 M.B. 210-38/52 BEING N 89-51-03- 1- DAM BY' MARK: ENGINEER 19+00 18+50 A'\ 0 H " r- U, ,, 18+00 17+50 17+00 16+50 16+00 15+50 15+00 14+50 14+UU X 77 77 77 p APM. I DAM 13 +5u 1J+uu 1Z+ou ]Z+W FOMOTOR ENGINEERING DMWN BY: AXB DESIGNED BY: 225 S. CIVIC DRIVE, SUITE 1-5 AJGB PALM SPRINGS, CA. 92262 (760) 323-1842 FAX (760) 323-1742 !CHECKED By. PKF I I s_aoitj I I -ruv Mil 35 30 25 20 b9 +00 I 11 Ool 0+ 00 10.06 J; ,A 0 x A�, —4— CITY OF LA QUINTA HYDROLOGY REPORT FOR TRACT 31798 OFFSITE DRAINAGE — AVENUE 52 DATE: FILE NO. SHEET SHEETS 3 OF 7 0 0 C14 co 0 y z 5 n a z C14 57 x x a x -7— — — — — ------------- -------- 0 60 120 180 SCALE 1"=60' 21+00 A S P H x f? 20+50 20+00 19+50 x '-14 x f -4,9 ID) BENCHMARK [M FINISH FLOOR OF FIRST COMMUNITY BANK, SE INTERsEc-noN OF AVENUE 52 DD 7 AND JEFFERSON ST PER GRADING PLAN BY AMIR ENGINEERS DATED JUNE 1, TOLL FREE 1%&OF 1-800- 227 -2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT zwz . EI-Ev FINISH FLOOR = 28.23 FEET .BASIS OF BEARINGS BASIS OF BEARINGS IS THE SOUTH UNE OF SOUTHEAST 1,14 OF SOUTHEAST 1/4 , SECTION 5, T. 6 S., R. 7 E., ALSO BEING THE CEN7mNE OF AVENUE 52 PER TRACT 24889 M.B. 210-38/52 BEING N 89-51-03- 1- DAM BY' MARK: ENGINEER 19+00 18+50 A'\ 0 H " r- U, ,, 18+00 17+50 17+00 16+50 16+00 15+50 15+00 14+50 14+UU X 77 77 77 p APM. I DAM 13 +5u 1J+uu 1Z+ou ]Z+W FOMOTOR ENGINEERING DMWN BY: AXB DESIGNED BY: 225 S. CIVIC DRIVE, SUITE 1-5 AJGB PALM SPRINGS, CA. 92262 (760) 323-1842 FAX (760) 323-1742 !CHECKED By. PKF I I s_aoitj I I -ruv Mil 35 30 25 20 b9 +00 I 11 Ool 0+ 00 10.06 J; ,A 0 x A�, —4— CITY OF LA QUINTA HYDROLOGY REPORT FOR TRACT 31798 OFFSITE DRAINAGE — AVENUE 52 DATE: FILE NO. SHEET SHEETS 3 OF 7 0 0 C14 co 0 y z 5 n a z C14 a n 00 N O O O N N O EXISTING W'LY R/W 20' MIN. VARIABLE PROPOSED LANDSCAPE go LOT PARKWAY ARIES, 12' VARIES PROPOSED — SCREEN WALL SEE LANDSCA PLANS .� 51' TO CURB FACE EXISTING CURB & GUTTER 2% EXISTING E'LY R/W 60' A EXISTING 14' MEDIAN I 12' WIDE PROPOSED MEANDERING SHARED CLASS I GOLF CART EXISTING A.C. PVM'T. PATHWAY /MEANDERING WALK TYPICAL SECTION - JEFFERSON STREET MAJOR ARTERIAL NOT TO SCALE 60 i SCALE • 1 TOLL FREE 1- 800 - 227.2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT ;r be &"'r: 0 *17 0 40 80 120 SCALE 1"=40' „x Vim/ 40 35 30 25 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA Min iuel I rl • '� TRACT 31798 WATERMARK VILLAS PLAN &PROFILE JEFFERSON STREET BENCHMARK FINISH FLOOR OF FIRST COMMUNITY BANK, SE INTERSECTION OF AVENUE 52 AND JEFFERSON ST PER GRADING PLAN BY AMIR ENGINEERS DATED JUNE 1, 2002 . ELEV FINISH FLOOR = 2 &23 FEET BASIS OF BEARINGS BASIS OF BEARINGS IS THE SOUTH LINE OF SOUTHEAST 1/4 OF SOUTHEAST 1/4 , SECTION 5, T. 6 S., R. 7 E, ALSO BEING THE CENTERUINE OF AVENUE 52 PER TRACT 24889 M.B. 210 -38/52 BEING N 89'51'03" E. °r` ENGINEER K: 17 +50 17 +00 16 +50 16 +00 15 +50 15 +00 14 +50 14 +00 13 +50 13 +00 12 +50 12 +00 11+50 11+00 — — - -- — — — 00 9`01 N 00 Jr1 0 i N 0 ) T �O (—") x } >- CJ 2 Ell. Al"m I DATE. FOMOTOR ENGINEERING � ,M DESIGNED BY: 225 S. CMC DRM=, SUITE 1 -5 AM PALM SPRINGS, CA. 92262 (760) 323 -1842 FAX (760) 323 -1742 CHECKED BY: PKF Ell 35 30 25 20 CITY OF LA QUINTA HYDROLOGY REPORT FOR TRACT 31798 OFFSITE DRAINAGE - JEFFERSON ST. O� 0 00 0 I,- o _ N 00 �co DATE: O mill FOMOTOR ENGINEERING � ,M DESIGNED BY: 225 S. CMC DRM=, SUITE 1 -5 AM PALM SPRINGS, CA. 92262 (760) 323 -1842 FAX (760) 323 -1742 CHECKED BY: PKF Ell 35 30 25 20 CITY OF LA QUINTA HYDROLOGY REPORT FOR TRACT 31798 OFFSITE DRAINAGE - JEFFERSON ST. O� 0 00 0 I,- o _ N 00 �co DATE: O w Lj w FILE NO. Of z o � SHEET SHEETS of 7 o r Z 2 N cyl ��W �' -Ii ar •' Fi �„ A� 1 C� AEI to �i < N NOD r:) ' 4 I I I ( 1 !p a, r 4 �' `` Pd 1 e z �g A N$ CA ca I �� uD ' , tr Of \ n I C-4 I 1 �,I�, �, \� -m 34.7 i l NN PAD 30-201 W t 0.201 II I j L :2S \ ;I. p GFF 24 I; �I `1 .015 �r.� o T,, ,I . i � I '^ j io �_ " a '' I I I i ,i co n`7N cn NI W I Ii �1 �I I II I ��t ZC ��(�:i ����� (��, ���.- z �ti N�C> jam J l CTI LO C4 L--s I A < Of,% \ +,� ,� C �, 11 , C� O , :i,; ` 1 �j S , ,,, --< N I I I N 1"4 i 1•• ry g N IV . �l e- • I..� -� I I I Q °', *' I� ,�`� 1 \ Lr► ,�1 yS /-' � i- g CA $� N _ 1 �� � > - 3 5 � - : co cft 1 << r , I II I II t I N (c)n I I ^ti: , X/ g IIj. .. L_ 1I \ w `F •. - I I I o I . # �E/ \,. �o n _ ��, �, \\ ,p �` \ , 4 P AD 35.20 • .o' n � f• � • w crI co < CO Gm ! \ w w m 150' BUILDING a • {� -• _v �/ � SETBACK LINE 1p 1� ( `�FF 30.50 •``� % ; ' N _ ' - °° N I — - 1 L-1 PAD 30 00 �` '� Q s 35 L ca , r� � S =.005 L =5 1 I.. � \ SD ,. \ I LOT 1 L -F- w I w I . N ' C11 �`• ' �' � v l I 1 I - - m i Vv I I cn I I I \ I Vi \\ \ j I � UI \ I v v PQ W - J \\ \ i __ _ —_ o O N v V i _. � V I OS Z1 F low- - - - -- ------- - - - - -- _ 319- - C - - - - i4kl k. F a a , \ \ \�� — _ _ • r - - -- - \ ---- - - - - -� --- - - - - -- _- - - - - -- _ --- - -____ -_ _- --- - - - - - -- -- - - - - -_ - -- - - - _ a �zz X4.84 \ \ \ i� ---- - - - - -- - - -- -- - - - - -- - --------- - - - - -- \ \ \ \ \ \ \ \ �� \) 21.19' NO3 '4742" CONSTRUCT MEANDERING SIDEWALK Q, PER SEPARATE PERMIT 0 ----------- - - - - -- — — — — — — - - — — -- -------- - - - - -- - -- r`�- l � I — — — — — I N00'12'27 "W 2617.19' [2617.26'] — - --------------------------------------- =Iaw P J j Vr 1 A_ %.#. j BUILDING SETBACK LINE I thk ` h I J N °° Z I of m N V, ` l oil D 0 3c)1 M N r � 31 M l 00 m• M — 1 N v I N R � 1 � // L R =80.k D= `mow L= .04' Z3 CONSTRUCTION NOTES 1 INSTALL 36" ADS N -12 SD PIPE O7 INSTALL 12" x 12" NYLOPLAST -ADS INLINE DRAIN z 2 INSTALL 30" ADS N -12 SD PIPE WITH PEDESTRIAN H -10 GRATE A =12 ", B =12" 11 INSTALL BROOKS PRODUCTS NO. 1212 CATCH BASIN WITH PARKWAY GRATE 3 INSTALL 24" ADS N -12 SD PIPE O INSTALL 8" NYLOPLAST -ADS DRAIN BASINS WITH © INSTALL 8" DIA. PVC DRAIN PIPE, SCHEDULE 40 STANDARD LIGHT DUTY GRATE A =8 ", B =8" Q INSTALL 18" ADS N -12 SD PIPE O9 INSTALL 30" NYOPLAST -ADS DRAIN BASINS WITH 30" STANDARD H -25 GRATE 5 INSTALL 12" ADS N -12 SD PIPE O CONSTRUCT CURB OPENNING CATCH BASIN NO. 1 PER CITY OF LA QUINTA STD. DWG. 3001, 6 INSTALL 42" ADS N -12 SD PIPE WIDTH (W) AND DEPTH (Vdepth) SHOWN ON PLAN RECOMMENDED FOR APPROVAL BY: PREPARED BY: FOMOTOR n BASIS OF BEARINGS SEAL SEAL CITY OF LA W D BASIS OF BEARINGS IS THE SOUTH LINE OF pFESS�ON �*gESS!% QUINTA D SOUTHEAST 1/4 OF SOUTHEAST 1/4 , SECTION S � DATE: 5, T. 6 S., R. 7 E., ALSO BEING THE BERRYMAN & HENKAR DATE �<v� P \G y, FZ k ;' \�F K FO�O Fti PHIWP K. FOMOTOR PE., PLS. ENGINEERING DRAWN BY: CENTERLINE OF AVENUE 52 PER TRACT 24889 PLAN CIS e �% TORM DRAIN PLANS DATE: DIAL TWO WORIQNG M.B. 210 -38/52 BEING N 89'51'03" E. �, � < ?, �; a A � R.C.E. RCE NO. 47284 EXP. DATE 12/31/05 10 -25 -05 BEFORE DAYS BEFORE AJGB/TAP YOU DIG YOU DIG APPROVED BY: CITY OF LA QUINTA No. 38234 No. 47284 SOILS ENGINEER SOIL REPORT FILE NO. 09345 -01 FOR FILE NO. Exp. E 03 -31 -05 Exp. 12 -31 -05 DOCUMENT NO. 13 -10 -750 DATED APRIL DESIGNED BY: TRACT 31798 BENCHMARK * # 21, 2004• UPDATE LETTER MARCH 29, 225 S. CIVIC DRIVE, SUITE 1 -5 alGe � AP TOLL FREE 1- 800 - 227 -2600 FINISH FLOOR OF FIRST COMMUNITY BANK, `rte P s� P PALM SPRINGS CA. 92262 SHEET SHEETS SE INTERSECTION OF AVENUE 52 AND JEFERSON ST TIMOTHY R. JONASSON, P.E. DATE 9TF CIVI1. ��� 9rF CIVl1 �� WATERMARK VILLAS A PUBLIC SERVICE BY PER GRADING PLAN BY AMIR ENGINEERS DATE: BY: MARK: APPR. DATE: PUBLIC WORKS DIRECTOR /CRY of CALIFO of CALIFS (76O) 323 -1842 FAX (760) 323 -1742 CHECKED BY: UNDERGROUND SERVICE ALERT ELEV FINISH FLOOR = 28.23 FEET DESCRIPTION CRAB S. �, p,E•, �� SYSTEMS SOUTHWEST Dy+� PKF SECTION 5, TOWNSHIP 6 SOUTH, RANGE 7 EAST, S.B.M. 5 % ENGINEER R.C.E. NO. 45834 EXPIRES 12 -31-06 APN# 776- 220 -010 / I R= 65.001 s I D =487 r 38 w L= 54.60' V N 00'05 49 W o m W 3 m \. ` M r-- N 9 \ C go CONSTRUCTION NOTES 1 INSTALL 36" ADS N -12 SD PIPE O7 INSTALL 12" x 12" NYLOPLAST -ADS INLINE DRAIN z 2 INSTALL 30" ADS N -12 SD PIPE WITH PEDESTRIAN H -10 GRATE A =12 ", B =12" 11 INSTALL BROOKS PRODUCTS NO. 1212 CATCH BASIN WITH PARKWAY GRATE 3 INSTALL 24" ADS N -12 SD PIPE O INSTALL 8" NYLOPLAST -ADS DRAIN BASINS WITH © INSTALL 8" DIA. PVC DRAIN PIPE, SCHEDULE 40 STANDARD LIGHT DUTY GRATE A =8 ", B =8" Q INSTALL 18" ADS N -12 SD PIPE O9 INSTALL 30" NYOPLAST -ADS DRAIN BASINS WITH 30" STANDARD H -25 GRATE 5 INSTALL 12" ADS N -12 SD PIPE O CONSTRUCT CURB OPENNING CATCH BASIN NO. 1 PER CITY OF LA QUINTA STD. DWG. 3001, 6 INSTALL 42" ADS N -12 SD PIPE WIDTH (W) AND DEPTH (Vdepth) SHOWN ON PLAN RECOMMENDED FOR APPROVAL BY: PREPARED BY: FOMOTOR n BASIS OF BEARINGS SEAL SEAL CITY OF LA W D BASIS OF BEARINGS IS THE SOUTH LINE OF pFESS�ON �*gESS!% QUINTA D SOUTHEAST 1/4 OF SOUTHEAST 1/4 , SECTION S � DATE: 5, T. 6 S., R. 7 E., ALSO BEING THE BERRYMAN & HENKAR DATE �<v� P \G y, FZ k ;' \�F K FO�O Fti PHIWP K. FOMOTOR PE., PLS. ENGINEERING DRAWN BY: CENTERLINE OF AVENUE 52 PER TRACT 24889 PLAN CIS e �% TORM DRAIN PLANS DATE: DIAL TWO WORIQNG M.B. 210 -38/52 BEING N 89'51'03" E. �, � < ?, �; a A � R.C.E. RCE NO. 47284 EXP. DATE 12/31/05 10 -25 -05 BEFORE DAYS BEFORE AJGB/TAP YOU DIG YOU DIG APPROVED BY: CITY OF LA QUINTA No. 38234 No. 47284 SOILS ENGINEER SOIL REPORT FILE NO. 09345 -01 FOR FILE NO. Exp. E 03 -31 -05 Exp. 12 -31 -05 DOCUMENT NO. 13 -10 -750 DATED APRIL DESIGNED BY: TRACT 31798 BENCHMARK * # 21, 2004• UPDATE LETTER MARCH 29, 225 S. CIVIC DRIVE, SUITE 1 -5 alGe � AP TOLL FREE 1- 800 - 227 -2600 FINISH FLOOR OF FIRST COMMUNITY BANK, `rte P s� P PALM SPRINGS CA. 92262 SHEET SHEETS SE INTERSECTION OF AVENUE 52 AND JEFERSON ST TIMOTHY R. JONASSON, P.E. DATE 9TF CIVI1. ��� 9rF CIVl1 �� WATERMARK VILLAS A PUBLIC SERVICE BY PER GRADING PLAN BY AMIR ENGINEERS DATE: BY: MARK: APPR. DATE: PUBLIC WORKS DIRECTOR /CRY of CALIFO of CALIFS (76O) 323 -1842 FAX (760) 323 -1742 CHECKED BY: UNDERGROUND SERVICE ALERT ELEV FINISH FLOOR = 28.23 FEET DESCRIPTION CRAB S. �, p,E•, �� SYSTEMS SOUTHWEST Dy+� PKF SECTION 5, TOWNSHIP 6 SOUTH, RANGE 7 EAST, S.B.M. 5 % ENGINEER R.C.E. NO. 45834 EXPIRES 12 -31-06 APN# 776- 220 -010 i y J y J i y y Jy i yI V I I 1 y II `I I 1 I J I J I � I y I � 1 I I y I I y I I i I � I W `� I � J I w y I CD I I-D 0 W � � I I I I I i I I I I I I y I I � I I J I I I � I I I I y I I � I I �I I Z y Q y I I ► I CD o� w CV I a ► I I J WI =)I z I y WI > CN y I I � � I � I � I I � i I � I I I I I cv, i �I I M I I v I II I II I r cli LERT TOLL FREE 1- 800 - 227 -2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT it I r" II I'I ' I ` I I II J Ii ti II ; II �. II II MATCH LINE SEE SHEET 5 CONSTRUCTION 1 INSTALL 36" ADS N -12 SD PIPE 2 INSTALL 30" ADS N -12 SD PIPE 3 INSTALL 24" ADS N -12 SD PIPE NOTES INSTALL 12" x 12" NYOOPLAST -ADS INLINE DRAIN WITH PEDESTRIAN H -10 GRATE A =12 ", 13=12" INSTALL 8" NYLOPLAST -ADS DRAIN BASINS WITH STANDARD LIGHT DUTY GRATE A =8 ", B =8" 70 O 4 INSTALL 18" ADS N -12 SD PIPE) INSTALL 30" NYOPLAST -ADS DRAIN BASINS WITH 30" STANDARD H -25 GRATE 5 INSTALL 12" 6 INSTALL 42" ADS N -12 SD PIPE ADS N -12 SD PIPE Q H BA ION . 1 PER CITY OF LA QUINTA STD. DWG. 300, W�pD W� CURB D OPENNIN pt CATCH BASIS OF BEARINGS BASIS OF BEARINGS IS THE SOUTH LINE OF SOUTHEAST 1/4 OF SOUTHEAST 1/4 , SECTION 5, T. 6 S., R. 7 E., ALSO BEING THE CENTERLINE OF AVENUE 52 PER TRACT 24889 M.B. 210 -38/52 BEING N 89'51'03" E. BENCHMARK FINISH FLOOR OF FIRST COMMUNITY BANK, SE INTERSECTION OF AVENUE 52 AND JEFFERSON ST PER GRADING FLAN BY AMIR ENGINEERS ELEV FINISH FLOOR = 28.23 FEET MATCH UNE SEE SHEET 3 01 INSTALL BROOKS PRODUCTS NO. 1212 CATCH BASIN WITH PARKWAY GRATE © INSTALL 8" DIA, PVC DRAIN PIPE, SCHEDULE 40 RECOMMENDED FOR APPROVAL BY: SEAL �ogpFESS /OH �� �r, S y�F BERRYMAN & HENIGJIR �� tip" P yc PLAN CHECKER C) APPROVED BY: CITY OF LA QUINTA x No. 38234 T * Exp. 03 -31 -05 �qT CIV11. MATE DESCRIPTION BY: MARK: APPR. DATE TIMOTHY R. JONASSON. P.E. DATE OF CALIF PUBUC WORKS DIRECTOR CITY ENGINEER ENGINEER R.C.E. NO. 45834 EXPIRES 12 -31-06 SEAL PREPARED BY: �*pFESS /Oh �t� Q K FO '!F DATE: PHIWP K. FOMOTOR PE., PLS. Qr R.C.E. NO. 47284 EXP. DATE: 12/31/05 No. 47284 SOILS ENGINEER SOIL REPORT FILE NO. 09345-01 Exp. 12 -31 -05 DOCUMENT NO. 13 -10 -750 DrATIED APRIL * * 21. 2004. UPDATE LETTER MARCH 29, Z �9p CIVIL OF CA1JFOQ CRAIG S. Hp... 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DWG. 300, 6 INSTAL_ 42' ADS N -12 SD PIPE WIDTH (W) AN[D DEPTH (Vdepth) SHOWN ON PLAN BASIS OF BEARINGS D BASIS OF BEARINGS IS THE SOUTH LINE OF SOUTHEAST 1/4 OF SOUTHEAST 1/4 , SECTION 5, T. 6 S., R. 7 E., ALSO BEING THE CENTERLINE OF AVENUE 52 PER TRACT 24889 TWO WORKING M.B. 210 -38/52 BEING N 89'51'03" E. DAYS BEFORE YOU DIG BENCHMARK DD�pd MATCH UNE SEE SHEET 11 INSTALL BROOKS PRODUCTS NO. 1212 CATCH BASIN WITH PARKWAY GRATE © INSTALL 8" DIA. PVC DRAIN PIPE, SCHEDULE 40 RECOMMENDED FOR APPROVAL BY: BERRYWW & HENIGAR PLAN CHECKER APPROVED BY: CITY OF LA QUINTA 1 -800- 227 -2600 FINISFI FIAOR OF FIRST COMMUNITY BANK, SE INTERSECTION OF AVENUE 52 AND JEFFERSON ST TIMOTHY R. JONASSON. P.E. A PUBLIC SERVICE BY PER GRADING PLAN BY AMIR ENGINEERS DATE: BY: MARK: DESCRIPTION APPR. DATE PUBLIC WORKS DIRECTOR /CRY ENGINEER UNDERGROUND SERVICE ALERT ELEV FINISH FLOOR = 28.23 FEET ENGINEER R.C.E. NO. 45834 EXPIRES 12 -31-06 SEAL ,?SOFESS /ON DATE hie PSG h, Fyn ui NO. 38234 * Exp. 03 -31 -05 DATE �9T�, CIVIL a�P OF CALJIF CI SEAL I PREPARED BY: FESS /pN K FO ��. DATE: PHIWP K. FOMOTOR PE., PLS. Q� R.C.E. NO. 47284 EXP. DATE 12/31/05 No. 47284 SOILS ENGINEER SOIL REPORT FILE N0. 09345 -01 Exp. 12 -31 -05 DOCUMENT NO. 13 -10 -750 DATED APRIL * * 21. 2004. UPDATE LETTER MARCH 29, 2005 �9T C, CIVIL OF CALIFO� CRAIG S. HILL. P.E., EARTH SYSTEMS SOUTHWEST DATE FOMOTOR ENGINEERING DRAWN BY: AJGB/TAP DESIGNED BY: 225 S. CIVIC DRIVE, SUITE 1 -5 Al PALM SPRINGS, CA. 92262 (760) 323 -1842 FAX (760) 323 -1742 PKF CITY OF LA QUINTA STORM DRAIN PLANS FOR TRACT 31798 WATERMARK VILLAS ECTION 5, TOWNSHIP 6 SOUTH, RANGE 7 EAST, S.B.M. PN# 776- 220 -010 DATE: 10 -24 -05 FILE NO. SHEET SHEETS 7 7