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HomeMy WebLinkAboutHydrological Report March 3, 20081 1 1 1 L 1 1 HYDROLOGYSTUDY For #2708 -01 TEMECULA WAL -MART EXPANSION 03/03/08 32225 Temecula Parkway Temecula, CA 92592 Prepared by: Nasland Engineering 4740 Ruffner Street San Diem CA 921 1 1 Phone 858 -292 -7770 Fax 858 -571 -3241 Page l of 8 NE Job No.: 306 - 035.13 ' DESCRIPTION The project proposes to expand the existing Wal -Mart building from the current 149,723 square feet to 221,537 square feet. The developed property is irregular in shape and encompasses approximately 19.09 acres. The site is located on the southwest corner of ' Temecula Parkway and Apis Road in the City of Temecula area of the County of Riverside. California (see Vicinity Map). The majority of the site is predominately level with no major changes in grade. Existing drainage from the site flows southwestward into ' Temecula Creek. The area of the proposed building expansion is unpaved and graded to drain to an existing RSD D -14 graded inlet. The inlet is connected to an existing 18" RCP storm drain and discharged to an existing 36" RCP storm drain. Drainage from the 36' RCP connects to a 42" RCP pipe before it is discharged just southeast of the property to the existing Temecula Creek Channel. No modifications to the main storm drain system ' are proposed. The proposed building expansion will be constructed at the unpaved portion of the 1 property. Asphalt and PCC concrete will be constructed at the remaining unpaved area to add additional parking for the proposed building expansion. This area was originally graded and designed for this proposed building expansion; therefore, no significant changes in grade will be necessary for storm drain discharge. The original hydrology report approved by the County of Riverside for this project is part of the Plot Plan 16535 which was used as reference for existing conditions data. The original basin at the ' proposed expansion site will need to be divided into smaller sub basins (as shown on the proposed basin map) to accompany the proposed building expansion and parking. .1 1 03103108 Page 2 of 8 NE Job No.: 306 - 035.13 1 1 1 1 1 1 1 1 1 1 1 1 1 i i 1 1 1 1 VICINITY MAP 03103108 OCATION MAP NOT TO SCALE Page 3 of 8 NE Job No.. 306-035.13 METHODOLOGY ' The l0 -year and 100 -year storm runoffs were calculated using the Rational Formula Method, per the Riverside County Hydrology Manual. 1 03103108 Page 4 of 8 NE Jab No.: 306-035.13 The peak flow rate formula (Q = CIA) was used to calculate the runoffs. Q = Peak flow rate in cubic feet per second. C = Runoff coefficient expressed as a percentage of rainfall which becomes runoff. I = Average rainfall intensity in inches per hour for a storm duration equal to the time of concentration of the contributing drainage area. Tc = Time of concentration — .Assumed 5 minute minimum. A = Area of basin in acres. FF= Filtered Flow (First Flush) CALCULATIONS Site Characteristics and Assumptions: • Hydrologic Soil Group D - See attached Soil Hydrologic Groups Map (County of ' Riverside Hydrology Manual) • Percent Impervious = Approximately 90% • See Attached Hydrology Maps for Basin Location and properties. ' • Assume T, = 5.00 minutes minimum if T, is less than 5.00 minutes. Calculation: Proposed Basin I AE =2.42' L=325' ' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, ' T, =8.40 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P�4 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr ' From County of Riverside Hydrology Manual D -4.1 with T,, I10=2.57 inches/hour 1100 =3.79 inches /hour ' From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 ' Q =CIA Qlc= (0.87) (2.57 inches /hour) (0.59 Acres) =1.32 ftIA Qioo= (0.87) (3.79 inches /hour) (0.59 Acres) =1.95 ft ;/s 1 03103108 Page 4 of 8 NE Jab No.: 306-035.13 I 1 1 1 i 1 Calculation: Proposed Basin 2 AE =2.0' L =390' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, T, =9.50 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, PRa = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with T., IFF =0.20 inches /hour I10=2.43 inches /hour Ilo0=3.59 inches /hour From County of Riverside Hydrology Manual Plate D -5.1, C=0.87 Q =CIA QFF= (0.87) (0.20 inches /hour) (1.57 Acres) =0.27 ft3 /s Qlo= (0.87) (2.43 inches /hour) (1.57 Acres) =3.32 ft3 /s Qioo= (0.87) (3.59 inches /hour) (1.57 Acres) =4.90 ft3 /s Calculation: Proposed Basin 3 AE =3.90' L =100' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, T,=4.0 minutes - Use 5.0 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with Tc, IFF =0.20 inches /hour Iii, =3.45 inches /hour 1100=5. 10 inches /hour From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 Q =CIA QFF= (0.87) (0.20 inches /hour) (0.11 Acres) =0.02 ft- A Qio= (0.87) (3.45 inches /hour) (0.11 Acres) =0.33 ft3A Qioo= (0.87) (5.10 inches /hour) (0.11 Acres) =0.49 ft- A 03/03/08 Page 5 of 8 NE Job No. 306- 035.1? ' Calculation: Proposed Basin 4 AE =3.70' L =210' ' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, Tc =5.80 minutes ' From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P'4 = 4.5 in /hr ' 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in /hr From County of Riverside Hydrology Manual D -4.1 with Tc, ' I10=3.20 inches/hour I100=4.70 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.1, C=0.87 ' Q =CIA Qio= (0.87) (3.20 inches /hour) (0.31 Acres) -0.86 ft3 /s ' Qioo= (0.87) (4.70 inches/hour) (0.31 Acres) =1.27 ft3 /s Calculation: Proposed Basin 5 AE =1.90' L =120' ' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, ' T, =5.00 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in /hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr ' From County of Riverside Hydrology Manual D -4.1 with T, IFF =0.20 inches/hour I10 =3.45 inches/hour '1100=5. 10 inches/hour From County of Riverside Hydrology Manual Plate D -5.1, ' C =0.87 Q =CIA QFF= (0.87) (0.20 inches /hour) (0.25 Acres) =0.04 ft3 /s Qio= (0.87) (3.45 inches /hour) (0.25 Acres) =0.75 ft3 /s Q10o= (0.87) (5.10 inches /hour) (0.25 Acres) =1.11 ft3 /s 03103108 Page 6 of 8 NE Job No.: 306 -035. 13 ' Calculation: Proposed Basin 6 AE =3.0' ' L =220' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE ' and L. T,=6.50 minutes ' From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation. P,4 = 4.5 in /hr 100 Year Rainfall Event - 6 hour precipitation, PF = 2.5 in /hr ' From County of Riverside Hydrology Manual D -4.1 with T,, IFF =0.20 inches /hour I10=3.00 inches/hour Iioo =4.43 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.1, C=0.87 ' Q =CIA QFF= (0.87) (0.20 inches /hour) (0.67 Acres) =0.12 ft3 /s ' Qio= (0.87) (3.00 inches/hour) (0.67 Acres) =1.75 ft3A Qioo= (0.87) (4.43 inchesihour) (0.67 Acres) =2.58 ft3 /s Calculation: Proposed Basin 7 AE =2.90' L =150' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, ' T, =5.00 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, Pi, = 2.5 in /hr ' From County of Riverside Hydrology Manual D -4.1 with T., IFF =O 20 inches/hour I10=3.45 inches /hour 11()0=5. 10 inches/hour From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 Q =CIA ' QFF= (0.87) (0.20 inches /hour) (0.49 Acres) =0.09 ft; /s Qio= (0.87) (3.45 inches /hour) (0.49 Acres) =1.47 ft3 /s Qioo= (0.87) (5.10 inches /hour) (0.49 Acres) =2.17 ft3 /s 03/03108 Pugh 7 of 8 NE Job No.: 306- 035.13 ' SUMMARY OF RESULTS FOR EXISTING CONDITIONS (City of Temecula Plot Plan 16535) ' Q,,,= 22.25 ft3 /s Q I00= 33.12 ft3 /s CATCH BASIN DATA Catch Basin N6.1 per RCFC &WCD Std. Dwg. CB 100 has a standard seven foot opening. Per the City of San Diego — Design Guide "Nomogram — Capacity, Curb Inlet at Sag' (attached to this report) shows that the required opening for the proposed flow created is approximately three feet. Having the standard Riverside Catch Basin with the seven foot opening should be adequate to handle the proposed flow. Proposed Catch Basins for Basins 3 and 4 on the Proposed Basin Map have been ' designed by Contech Stormwater Solutions, Inc. Sizing Document and Details for this Catch Basins have been attached to this report for information purposes. 1 1 1 1 03103103 Page 8 of 8 NE Job No.. 300- 035.13 Attachments I Catch Basin Design & Calculations I I I I I F W W W z 2 4D z z W O H S u_ W S u H. . I, ri ' 'D CHART 1- 10-160 I I 3 O s V 4 = z 3 � J z z 1.0 0 W .9 O t9 W �T 2 .6 z S H CL. .4 0 W 0 z d .3 —7 flaysf of care ` surface N "aama, water E2 L —J__— .1s uu aaaranra l41 SECTION ELEVATION REV. CITY OF SAN DIEGO DESIGN GUIDE SMT. N0 NOMOGRAM - CAPACITY , CURB INLET AT SAG I.1 / aye r a / o � z H S a 3 3 z W z / J A 0000,61 3 .4 = C. 4� / H p 2 u IL C3 a d A6 t W A6 l OS D4 z z 1.0 0 W .9 O t9 W �T 2 .6 z S H CL. .4 0 W 0 z d .3 —7 flaysf of care ` surface N "aama, water E2 L —J__— .1s uu aaaranra l41 SECTION ELEVATION REV. CITY OF SAN DIEGO DESIGN GUIDE SMT. N0 NOMOGRAM - CAPACITY , CURB INLET AT SAG I.1 04 -13 -07 f hefts Table 1: Filterra� Quick Sizing Table (Western Zone - 0.2 in /hr Uniform Intensity Approach) Avaiiable : iiterr@ Box ?izes I (feet) Recommended Commercial Contributing Drainage Area (acres) where C = 0.85 Outlet Pipe 4x6 5 or 6.5x4 up to 0.35 4" SDR -35 PVC 4x8 or 8x4 0.36 to 0.44 4" SDR -35 PVC Standard 6x6 0.45 to 0.49' 4" SDR -35 PVC 6x8 or 8x6 050 to 0.65 4" SDR -35 PVC 6x10 or 10x6 0.66 to 0.82, 6" SDR -35 PVC 6x12 or 12x6 0.83 to 0.98 6" SDR -35 PVC Available FilterraOO Box Sizes (feet) Recommended Residential Contributing Drainage Area (acres) where C = 0.50 Outlet Pipe 4x6.5 or 6.5x4 up to 0.60 4" SDR -35 PVC 4x8 or 8x4 0.61 to 0.74 4" SDR -35 PVC Standard 6x6 0.75 to 0.83 4" SDR -35 PVC 6x8 or 8x6 0.84 to 1.11 4" SDR -35 PVC 6x10 or 10x6 1.12 to 1.39 6" SDR -35 PVC 6x12 or 12x6 1.40 to 1.67 6" SDR -35 PVC Notes: 1 All boxes are a standard 3 5 feet depth (INV to TC) 2. A standard SDR -35 PVC pipe coupling is cast into the wall for easy connection to discharge drain 3. Dimensions shown are internal. Please add 1' to each for external (using 6" walls) 4. In line with TR55 data, for Commercial Developments a minimum (runoff coefficient) C factor of 0 85 is recommended For Residential Developments, use of C factors less than 0.5 require individual site review by Filterra. 5. Please ask for Sizing Tables for other target treatment goals, a g. 0.3 in/hr 6. This sizing table is valid only for CA, NV, AZ, OR, ID, Alk & HI �ti °• n T -6 5 o% www.jilterra.com Toll Free: (877) 345 -1450 11 I ' Aw %LITSCAII SfORMWATER SOLUTIONS INC. 1 1 1 Prepared by Justin Reardon on March 5, 2008 Size and Cost Estimate Walmart Expansion — Stormwater Treatment System Temecula, CA Ininrm n4inn nrnvirlati• Structure ID Basin 2 1 Basin 3 Basin 5 Total Area (acres) 1.57 0.11 0.25 " Water Quality Flow, QFF (cfs) 0.27 0.02 0.04 Peak Flow, Q100 (cfs) 1 4.90 0.49 1.11 Presiding agency = City of Temecula Assumptions: • Media = ZPG cartridges • Cartridge Flow Rate = 15 gpm Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized based on the water quality flow rate associated with the design storm. Please find preliminary sizing and cost estimation information in the table below, and keep in mind that the contractor is responsible for setting the StormFilters and all external plumbing. Structure Water No. of System System System Estimated ID Quality Cartridges Type Size Configuration Cost Flow Basin 2 0.27 9 Vault 6x12 Off -line $33,400 Basin 3 0.02 1 Catch Basin 1 -cart SD On -line $6,200 Basin 5 1 0.04 2 Catch Basin 2 -cart SD On -line $11,200 The precast StormFilter vault requires a drop of 2.3 feet between inlet and outlet invert elevations, as well as 6 feet of depth from rim to outlet invert elevation. The estimates provided assume that the vault is 6 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The Catch Basin StormFilter is a steel structure, which requires a concrete collar to be poured at the top of the structure upon installation in order to be rated for HS -20 traffic loading. The depth from rim to outlet invert must fall between 2.3 and 4.3 feet. The standard - heiaht structure allows for a depth of between 2.3 and 3.3 feet, ano is capaoie of accommodating a 1.0 cfs peak flow. The deep structure allows for a deptn of between 3.3 and 4.3 feet, and is capable of accomdating a 1.8 cfs peak flow. The Curb Inlet StormFilter provides a 3 -in -1 design solution; Including the curb Inlet, high flow bypass and filtration chamber in one structure. The contractor is responsible for the cast -in -place curb and local depression. Thank you for the opportunity to present this information to you and your client. ©2006 CONTECH Stormwater Solutions 12021 -B NE Airport Way, Portland OR 97220 Page 1 of 1 contechstormwater Conn Toll -free 800 548 4667 Fax. 800 561 1271 TS -P037 1 Pipes Design & Calculations ' (Hydraflow Storm Sewer 2005) (Existing Conditions — 100 year storm provided by Riverside County Plot Plan 16535) Hvdraflow Plan View 152 i 2 4 I - 6 12 ffd 18 91 16 7 ' 8 oelAO - Project File: #2708 -01 Temecula - Existing Conditions - 100 year stm No. Lines: 16 03 -05 -2008 nyaranow warm oewnn cvoa 1 1 1 1 [1 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct fine (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 Tem. Creek 33.12 42 c 80.0 1054.00 1058.00 5.000 1059.83 1059.76 0.11 1059.76 End 2 Hex. 1 33.12 36 c 23.9 1058.00 1058.14 0.586 1060.15 1060.21 0.63 1060.84 1 3 Hex. 2 31.32 36 c 17.4 1058.14 1058.22 0.461 1061.15 1061.20 028 1061.48 2 4 Hex. 3 25.65 36 c 93.3 1058.22 1058.69 0 504 1061.58' 1061.77' 0.03 1061.80 3 5 Hex.4 25.65 36 c 12.7 1058.69 1058.75 0.475 1061.80' 1061.82' 0.03 1061.85 4 6 Hex.5 25.65 36 c 264.8 1058.75 1060.07 0.499 1061.85 1062.32 0.25 1062.57 5 7 Hex.8 25.65 36 c 73.9 1060.07 1060.44 0.501 1062.57 1062.67 0.22 1062.89 6 8 Hex. 9 25.65 36 c 143.0 1060.44 1061.16 0 504 1063.01 1063.21 0.31 1063.52 7 9 Hex.9 19.83 36 c 237.2 1061.16 1062.34 0.497 1063.78 1064.06 0.26 1064.32 8 10 Hex. 10 19.83 36 c 33.7 1062.34 1062.51 0.505 1064.38 1064.41 0.21 1064.61 9 11 Hex. 11 19.83 24 c 125.4 1062.53 1063.16 0.503 1064.61' 1065.90' 0.30 1066.19 10 12 Hex. 12 19.83 24 c 20.8 1063.16 1063.26 0.481 1066.19' 1066.41' 0.57 1066.98 11 13 Hex. 13 19.83 24 c 4.3 1063.26 1063.49 5.361 1066.98' 1067.02' 062 1067.64 12 14 Hex. 17 1.81 18 c 7.2 1058.94 1060.49 21.649 1061.45 1061.44 0.04 1061.47 2 15 Roof Drains 5.67 12 c 50.0 1059.29 1064.29 10.000 1061.48 1065.24 n/a 1065.24 3 Project File: 42708 -01 Temecula - Existing Conditions - 100 year.stm Number of lines 15 Run Date: 03 -05 -2008 NOTES: c = cv; e = ellip, b = box; Return period = 100 Yrs. ;'Surcharged (HGL above crown) j - Line contains hyd. jump. Hydraflow Storm Sewers 2005 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Deft time Known Drng Runoff Inlet Invert Line Invert Line Line N J -loss Inlet/ line length angle type 0 area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 1 End 80.0 -20.0 None 33.12 0.00 000 0.0 1054.00 5.00 1058.00 42 Cir 0.015 0.15 1070.50 Tem. Creek 2 1 23.9 0.0 None 3312 0.00 0.00 0.0 1058.00 0.59 1058.14 36 Cir 0 015 1.00 1070.50 Hex. 1 3 2 17.4 200 Mons 31.32 0.00 0.00 0.0 105814 046 1058.22 36 Cir 0.015 092 107050 Hex. 2 4 3 93.3 00 t k+ne 25.65 0.00 0.00 0.0 1058.22 0.50 1058.69 36 Cir 0.015 0.15 1071 20 Hex, 3 5 4 12.7 0.0 Hnne 25.65 0.00 0.00 0.0 1058.69 0.47 1058.75 36 Cir 0.015 0.15 107150 Hex.4 6 5 264.8 00 (lone 25.65 0.00 000 0.0 105875 0.50 1060.07 36 Cir 0.015 0.80 1070.50 Hex. 5 7 6 73.9 -50.0 None 2565 0.00 0.00 00 1060.07 0.50 1060.44 36 Cir 0.015 0.69 1070.00 Hex. 8 8 7 1430 -40.0 0411 2565 0.00 0.00 0.0 1060.44 0.50 1061.16 36 Cir 0.015 0.80 107020 Hex. 9 9 8 237.2 00 Anne 19.83 0.00 000 0.0 1061.16 050 1062.34 36 Cir 0.015 0.75 1072.40 Hex 9 10 9 33.7 -45.0 MH 19.83 0.00 000 0.0 1062.34 0.51 1062.51 36 Cir 0.015 075 1072.26 Hex. 10 11 10 125.4 -450 Hone 19.83 0.00 0.00 00 1062.53 0.50 1063.16 24 Cir 0 015 0.48 1070.84 Hex. 11 12 11 20.8 25.0 None 19.83 0.00 0.00 0.0 1063.16 0.48 1063.26 24 Cir 0.015 092 1070.84 Hex. 12 13 12 43 65.0 1 ntb 1983 0.00 0.00 0.0 1063.26 5.36 1063.49 24 Cir 0.015 1.00 1070.67 Hex. 13 14 2 72 -90.0 DtOrt 1 81 0.00 0.00 0.0 1058.94 21.65 1060.49 18 Cir 0.015 1.00 1069.44 Hex. 17 15 3 50.0 -650 f4i I 5.67 0.00 0.00 0.0 1059.29 10.00 1064.29 12 Cir 0.015 1 00 1071.50 Roof Drains Project File: #2708 -01 Temecula - Existing Conditions - 100 year.stm Number of lines: 15 Date: 03 -05 -2006 Hydrallow Storm sewers 200h I I L 11 1 1 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line HGL HGL Minor HGL Dns No. rate size length slope down up loss Junct line (cfs) (in) (ft) N (ft) (ft) (ft) (ft) No. 1 Tem. Creek 33.12 42 c 80.0 TDnEL 5.000 1055.76 1059.76 n/a 1059.76 End 2 Hex. 1 33.12 36 c 23.9 0.586 106015 1060.21 0.63 1060.84 1 3 Hex.2 31.32 36 c 17.4 1058.14 1058.22 0.461 1061.15 1061.20 0.28 1061.48 2 4 Hex. 3 25.65 36 c 93.3 1058.22 1058.69 0.504 1061.58` 1061.77' 003 1061.80 3 5 Hex.4 25.65 36 c 12.7 1058.69 1058.75 0.475 1061.80' 1061.82' 0.03 1061.85 4 6 Hex 5 25.65 36 c 264.8 1058.75 1060.07 0.499 1061.85 1062.32 0.25 1062.57 5 7 Hex. 3 25.65 36 c 73.9 1060.07 1060.44 0 501 1062.57 1062.67 022 1062.89 6 6 Hex. 9 25.65 36 c 143.0 1060.44 1061.16 0.504 1063.01 1063.21 0.31 1063.52 7 9 Hex.9 19.83 36 c 237.2 1061 16 1062.34 0.497 1063.78 1064.06 0.26 1064.32 8 10 Hex. 10 19.83 36 c 33.7 1062.34 1062.51 0.505 1064.38 1064.41 0.21 1064.61 9 11 Hex. 11 19.83 24 c 125.4 1062.53 1063.16 0.503 1064.61' 1065.90' 0.30 1066.19 10 12 Hex. 12 19.83 24 c 20.8 1063.16 1063.26 0.481 1066 19' 1066 41' 0.57 1066.98 11 13 Hex. 13 19.83 24 c 4.3 1063.26 1063.49 5.361 1066.98' 1067.02' 0.62 1067.64 12 14 Hex. 17 1.81 18 c 7.2 1058.94 1060.49 21.649 1061.45 1061.44 0.04 1061.47 2 15 Roof Drains 5.67 12 c 50.0 1059.29 1064.29 10 000 1061 48 106524 n/a 1065.24 3 Project File: 1!2708 -01 Temecula - Existing Conditions - 100 year.stm Number of lines: 15 Run Date: 03 -05 -2008 NOTES: c = cir: e = ellip: b = box: Return period = 100 Yrs. , 'Surcharged (HGL above crown). ; j - Line contains hyd. jump nycranow storm oewers z vo Hydraulic Grade Line Computations Page 1 Line Size O Downstream Len Upstream Check JL Minor coeff loss Invert HGL nepth Area Val Val EGL Sf Invert HGL Depth Area Val Vet 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) (sqft) (ft/s) (ft) (ft) M) I(%) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 42 33 12 1054.00 105576 1 76 485 682 2 1056.49 0.564 80.0 1058.00 1059.76 1 76" 485 6.82 0.72 1060.49 0.564 0.564 n/a 0.15 011 2 36 3312 105800 1060 15 2 14 5.41 6.12 8 [0.20 1060.73 0.444 23.9 1058.14 1060.21 2.07 5.20 6.37 0.63 106084 0 486 0 465 0 111 1.00 0.63 3 36 31 32 1058.14 1061.15 300 707 443 1 1061.46 0.294 174 1058.22 1061.20 298 7.06 4.43 031 1061.51 0 275 0.284 0.049 0.92 0.28 4 36 25.65 1058.22 1061.58 :100 7.07 3.63 1061.79 0.197 93.3 1058.69 1061.77 3.00 7.07 363 020 1061.97 0.197 0.197 0.184 015 0.03 5 36 25.65 105869 1061 80 3.00 7.07 3.63 0.20 1062.00 0.197 12.7 1058.75 1061.82 300 707 3.63 0.20 106203 0 197 0.197 0.025 015 0,03 6 36 25.65 1058.75 1061.85 300 7.07 3.63 020 1062.06 0.197 265 1060.07 1062.32 2.25 5.68 452 032 1062.63 0.238 0.217 0 575 080 0.25 7 36 25.65 1060.07 1062.57 250 6.30 4.07 0.26 1062.83 0.191 73.9 1060.44 1062.67 2.23 5.63 4.56 0.32 1062.99 0.242 0.217 0.160 0.69 0.22 8 36 25.65 106044 106301 7.57 6.44 3.98 0.25 1063.26 0.184 143 1061.16 1063.21 2.05 5.15 4.98 0.39 106360 0.299 0.241 0.345 0.80 0.31 9 36 1983 1061.16 106378 2.62 655 303 0.14 1063.93 0.107 237 106234 1064.06 1.72 4.19 4.74 0.35 1064.41 0.301 0.204 0.484 0.75 026 10 36 19.83 106234 106438 .2 04 5.11 3.88 0.23 1064.61 0.182 33.7 1062.51 1064.41 1.89 4.70 4.22 0.28 106468 0.224 0.203 0.068 075 0.21 11 24 1983 1062.53 1064.61 2.00 3.14 6.31 0.62 1065.23 1.024 125 1063.16 1065.90 2.00 3.14 6.31 0.62 1066.52 1 023 1 024 1 283 048 0.30 12 24 19.83 1063.16 1066 19 200 3 14 631 0.62 1066.81 1.024 20.6 1063.26 1066.41 2.00 3.14 6.31 062 106703 1.023 1.024 0.213 0.92 0.57 13 24 19.83 1063.26 1066.98 200 3.14 6.31 0.62 106760 1.024 4.3 1063.49 1067.02 200 314 631 0.62 1067.64 1.023 1.024 0.044 1.00 062 14 18 1.81 1058.94 1061 45 1 50 1.77 1.02 0.02 1061.47 0.040 7.2 106049 1061.44 0.95 1.17 1.54 0.04 1061.47 0.075 0.058 0.004 1.00 004 15 12 567 1059.29 1061 48 1.00 0.77 7.22 0.81 1062.29 LLL 3.376 50.0 1064.29 1065.24 0 95" 077 7.37 0.84 106608 2.920 3.148 n/a 1 00 n/a Project File. #2708 -01 Temecula - Existing Conditions - 100 year.stm Number of lines: 15 Run Date: 03 -05 -2008 Notes: " Critical depth.; 1 -Line contains hyd jump. Hydraflow Slorm Sewers 20D5 Hydraflow HGL Computation Procedure General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction In a standard step, iterative procedure, Hydraflow, assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col 1 The line number being computed. CRlculatlons begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non - circular pipes, the line rise is printed above the span. Col. 3 Total flow late in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col 8 The velocity of the flow at the downsteam end, (Col. 3 / Col. 7). Col 9 Velocity head (Velocity squared / 2g) Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col 14 Elevation of the hydraulic grade line at the upstream end. Col 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col 16 Crass- sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g) Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col 20 The friction slope at the upstream end (the S or Slope term In Manning's equation). Col 21 The average of the downstream aI ul upstream friction slopes. Col. 22 Energy loss. Average Sf /100 x Line Length (Col. 211100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K) Col. 24 Minor loss (Col. 23 x Col 1R) Is added to upstream HGL and used as the starting HGL for the next upstream fine(s). Page i Line Profile (Line 1) - Tem. Creek M M M M M M M M M M M Page 1 of I Ele--? 00 Line 1 - Tern. Creek None 1074.00 1074.00 1069.00 --1069.00 1064.00 1064.00 1059.00 -105-4.00 1059.00 1054.00 1049.00 7- 1049.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 1 33.12 I---- 1054.00 1058.00 1.76 1.76 1.76 1055.76 1059.76 j --- 1059.76 6.82 6.82 9.50 - 9.00 Project File: -� No Lines: 16 Run Date: 03-05-2008 Hyaraiiow biorm aewer5 zuuo Line Profile (Line 2) - Hex. 1 Page 1 of 1 Elev (ft) Line 2 - Hex. 1 074.00..... - - - -. _._ _ _ -- - - -- - - - -- - -- — 1074.00 1 — '�7:1 — 1070.00 1070.00 _ _ _ .__ — . _ _ .._ ... _ _.._._ __. -. 11)68.017 1 066.00 1062.00 1062.00 9 058.0u7 1058.00 1054.00 _ �m 1054.0f_l 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft /s) Dn (ft) Up (ft) 2 33.12 1058.00 1058.14 2.14 2.07 2.70 1060.15 1060.21 1060.84 6.12 6.37 9.50 9.36 Project File: No Lines: 16 Run Date: 03 -05 -2008 m m m= m IM m m Line Profile (Line 3) - Hex. 2 m m m m = m IM IM Page I of 1 Elev (ft) Line 3 - Hex. 2 1 1074.00 1074.00 1070.00 107131313 -1066.00 7 - - - - - - - - - - - - 1066.00 1062.00 1062.00 7 -3 )L-f--:36"- A6% - - - - - - 1058.00 10..8 10 T. 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a (cfs) Dn (fl) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 3 31.32 1058.14 1058.22 3.00 2.98 3.26 1061.15 1061.20 1061.48 4.43 4.43 9.36 9.28 Project File: No. Lines: 16 Run Date: 03-05-2008 ny ...... . IM IM Line Profile (Line 4) - Hex. 3 = m m = m = m IM m m IM Page I of I Ele• (ft) Line 4 - Hex. 3 None --1 1 Cl 74.00 1070.00 1074.00 1070.00 '1066.00 7, i ... ...... -, 1066.00 1062.00 1062.00 1058.00 7— V J: �D3X28[f - ----- 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line 4 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (it) Hw (ft) Dn (ft) Up (h) Jnct T (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 4 25.65 1058.22 1058.69 3.00 3.00 3.11 I 1061.58 1061.77 1061.80 3.63 3.63 9.28 9.51 Project File: � No. Lines: 16 Run Date: 03-05-2008 m m m IM m M M Line Profile (Line 5) - Hex. 4 Page 1 of 1 Elev (ft) Line 5 - Hex. 4 one 1074.00 1074.00 —__.. -. __� 1070.00 _� 1070.00 .__.__._. -_ .. -- -W� __ . 1066.00 _ __�___.. ._-- _- - -.._.. __.__._._.. _.. _..__... 1066.00 '1062.00 1062.00 . , :._ ._ _. I12.65L'f_ _., ._ '36 "-- c 0". _.._.. _ .__... __...._ .____......._.___- .._ _...._._.. ___._..- 1056.00 %- _ 1050.00 _ -.._ 1054.00 1054'.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fl /s) Up (ft /s) Dn (ft) Up (ft) 5 25.65 1058.69 1058.75 3.00 3.00 3.10 1061.80 1061.82 1061.85 3.63 3.63 9.51 9.75 Project File: No. Lines: 16 Run Date: 03 -05 -2008 Line Profile (Line 6) - Hex. 5 Page 1 of 1 Elev (ft) Line 6 - Hex. 5 1074.00 1074.00 1070.00 F-7 1070.00 1066.00 - __ -..._ _- 1066.00 '1062.00 101-)13.00 159.00 ;__ --26 :780 a-736°' @-&.50 Yo--w 1062.00 1050.00 E­— -- 1054.00 - 1054.00 - -- -_._ 0 20 40 60 80 100 120 140 160 190 200 220 240 260 280 300 320 React? (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line N Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft /s) Up (ft /s) Dn (ft) Up (ft) 6 25.65 1058.75 1060.07 3.00 2.25 2.50 1061.85 1062.32 1062.57 3.63 4.52 9.75 7.43 Project File: No. Lines: 16 Run Date: 03 -05 -2008 HYd1a1)m Storm Sewers 2005 IM M m IM • • m M • = Line Profile (Line 7) - Hex. 8 • • M = M m = • m Page 1 of 1 Elev (ft) Line 7 - Hex. 8 None ldi�l IC 10720 f1 1072.00 1069.00 1069.00 1066.00 1066.00 1063.00 1060.00 1063.00 1060.00 - 1057.00 F F 11157 .00 — 0 5 10 15 20 25 30 36 40 45 50 55 60 65 70 75 80 85 Reach (ft) Inveit Flpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 7 25.65 1060.07 1060.44 2.50 2.23 2.45 1062.57 1062.67 1062.89 4.07 4.56 7.43 6.56 Project File: No. Lines: 16 Run Date: 03-05-2008 Hydraflow NOM sewers 2OUb IM m m m m m m m m m m m m m m m m m m Line Profile (Line 8) - Hex. 9 Pagel oft Elev (ft) Line 8 - Hex. 9 F— Nlanhole 1072.00 1072.00 1069130 10139.00 1066.00 1066.00 .1063 .00 .1060.00 1063.00 .1 060.00 -J --- 4 3.. 3 Lt�3 5— 50y 1057.00 1057,00 13 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 8 25.65 1060.44 1061.16 2.57 2.05 2.36 1063.01 1063.21 1063.52 3.98 4.98 —FRun 6.56 6.04 Project File: ---FNo Lines: 16 Date: 03-05-2008 m m m m m m m m m Line Profile (Line 9) - Hex. 9 Page 1 of 1 Elea (ft) Line 9 - Hex. 9 1077.00 1077.00 m;;F, 616 ='NonE -1073.00 1073.00 1069.00 1069.00 2L 1065.00 777= -1 -106-1.00 K�- ----- 61.00 1057.00 EL- 237 -7— 81 - 1057.00 0 20 10 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Invert Elo.vation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ll) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fVs) Up (ft/s) Dn (ft) Up (ft) 9 19.83 1061.16 1062.34 2.62 1.72 1.98 1063.78 1064.06 1064.32 3.03 4.74 6.04 7.06 Project File: No. Lines: 16 Run Date: 03-05-2008 Line Profile (Line 10) - Hex. 10 Page 1 of I Elev (ft) Line 10 - Hex. 10 Manhole 1074.00 1074.1-10 -1071.00 1071 .130 11368.00 1068.00 1065.00 1065.00 1062.00 1059.00 1059.00 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (it) Up (it) Dn (it) Up (it) Hw (it) Dn (it) Up (it) Jnct (it) Dn (ft/s) Up (ft/s) Dn (it) Up (it) 10 19.83 1062.34 1062.51 2.04 1.89 2.10 1064.38 1064.41 1064.61 3.88 4.22 7.06 6.75 Project File: No. Lines: 16 Run Date 03-05-2008 nyaranow omen aaweis mw Line Profile (Line 11) - Hex. 11 M M = M = M M M M M Page 1 of I Elev (ft.) Line 11 - Hex. 11 -1074.00 F- Irlant iole 1074.00 1071.00 None,. 1071.00 1068.00 1068.00 10F5.00 1062 -00 1059. 1065.00 1062.00 1059.00 00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 '150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (it) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 11 19.83 1062.53 1063.16 2.00 2.00 3.03 1064.61 1065.90 1066.19 6.31 6.31 7.73 5.68 Project File: No. Lines: 16 Run Date: 03-05-2008 Hydraflow Storm Sewers 2905 Bev (ft) 1075.00 1072.00 1069.00 1066.110 1063.1 li 1 Line 12 - Hex. 12 on Rix Ow 1075.00 1072.00 1069.00 1066.00 1063.00 1060110 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveft Elevation Depth of Flow Line Profile (Line 12) - Hex. 12 Page 1 of 1 Bev (ft) 1075.00 1072.00 1069.00 1066.110 1063.1 li 1 Line 12 - Hex. 12 on Rix Ow 1075.00 1072.00 1069.00 1066.00 1063.00 1060110 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) nyoranow worm onwnis e Inveft Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # D (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (f US) Up (fUs) Dn (ft) Up (ft) 12 19.83 1063.16 1063.26 2.00 2.00 3.72 1066.19 1066.41 1066.98 6.31 6.31 5.68 5.58 Project File: No. Lines: 16 =Run 03 -05 -2008 nyoranow worm onwnis e IM IM m m M m m m m m m m m m m m m m m Line Profile (Line 13) - Hex. 13 Page 1 of 1 Bev (ft) Line 13 - Hex. 13 -1075.00 1075.00 V 1072.00 ._77 1072.00 1069.00 1069.00 1066.00 1066.00 6 3 . td- 1063.00 1063.00 1060.00 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line velocity Cove Line # 0 (cfs) Dn (it) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) inct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 13 19.83 1063.26 1063.49 2.00 2.00 4.15 1066.98 1067.02 1067.64 .6.31 6.31 5.58 5.18 — — Project File: No. Lines: 16 Run Date: 03-05-2008 Bev (ft) Line 14 - Hex. 17 1074.00 Line Profile (Line 14) - Hex. 17 Pagel oft Bev (ft) Line 14 - Hex. 17 1074.00 1074.00 -- -_. -- —hn' _. - - -- _ -._._ __.._._. 1070.00 ---D opGrate _ 1070.f_lU 1066.00 1066.00 1062.00 .... .... _.._ 1062.00 _...... . _ . _ 1058.00 105 �f A0 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft /s) Dn (ft) Up (ft) 14 1.81 1058.94 1060.49 1.50 0.95 0.98 1061.45 1061.44 1061.47 1.02 1.54 10.06 7.45 Project File: No. Lines: 16 Run Date: 03 -05 -2008 c,— q.— onns Page 1 of I Line Profile (Line 15) - Roof Drains Ele-v (ft) Line 15 - Roof Drains 1074.00 Manhole 1074.00 77 '7 77=, r= 1070.00 1070.130 -- 'i 7 I L --- --- -1066.00 1066.00 1062.00 1062.00 1058.00 �7 1058-00 —7 1054.00 1054.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f t/s) Dn (ft) Up (ft) (ft) 15 5.67 1059.29 1064.29 1.00 0.95 0.95 1061.48 1065.24 j 1065.24 7.22 7.37 10.21 6.21 Project File: No. Lines: 16 Run Date: 03-05-2008 Hydratlow dorm sewers eoub m m m m m m m m m m M m IM Line Profile (Line 16) - Hex. 14 & 15 = m m Page 1 of 1 Elev (ft) Line 16 - Hex. 14 & 15 1073.00 1073.00 IT 1070.00 1070.00 '1067.00 1067.00 1064.00 1064.00 77 0— 1061.00 1058.00 1058.00 0 5 10 15 20 25 30 35 40 45 60 55 60 Reach (ft) Invert Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) E3.2 Up (ft/s) Dn (ft) Up (ft) 16 5.82 1061 93 1063.17 1.50 0.92 0.92 1063.74 1064.09 j 1064.09 . 9 5.12 6.77 3.08 Project File: No. Lines: 16 Run Date: 03-05-2008 I 1 Pipes Design & Calculations (Hydraflow Storm Sewer 2005) ' (Proposed Conditions — 10 year storm) 1 1 Hydraflow Plan View 13IR 12 10 9 r 17 16 6 ® 19 I� ® 21 0 22 24.9 21 7 5/ 20 20A / 4 75 6 I ' Oinleo • Project File: #2708 -01 Temecula - Proposed Conditions - 10 year.stm Ij No Lines: 24 03 -05 -2008 Hydrallow Storm Sewers 2005 Storm Sewer Inventory Report I Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Jnnc Known Drng Runoff Inlet Invert Invert Line Line N J -loss Inlet/ line length angle type D area coeff time El Dn El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (ft) (in) (n) (K) (fl) 1 End 80.0 -20.0 1 lone 26.08 0.00 0.00 0.0 1054.00 FOO 1058.00 42 Cir 0.015 0 15 1070.50 Tem. Creek 2 1 23 9 0.0 f Inne 26 08 0 00 0.00 0.0 1058.00 1058 14 36 Cir 0 015 1.00 1070.50 Hex. 1 3 2 174 200 None 24.76 0.00 000 0.0 1058.14 0.46 1058.22 36 Cir 0.015 0.92 1070.50 Hex. 2 4 3 913 00 (•Inne 20.96 0.00 0.00 00 1058.22 0.50 1058.69 36 Cir 0.015 1 00 1071 20 Hex. 3 5 4 127 00 Hone 17.64 0.00 000 0.0 1058.69 047 1058.75 36 Cir 0.015 0.15 1071.50 Hex. 4 6 5 265.0 00 1 n 1764 0.00 0.00 0.0 1058.75 0.50 106007 36 Cir 0.015 080 107050 Hex. 5 7 6 739 -500 1 lone 17.64 0.00 0.00 0.0 1060.07 0.50 1060.44 36 Cir 0 015 1 00 1070.00 Hex 8 8 7 143.0 -400 NII f 16.56 0.00 0.00 00 1060.44 0.50 1061.16 36 Cir 0.015 0.80 1070.20 Hex, 9 9 8 2372 0.0 'Inne 13 34 0.00 0.00 0.0 1061.16 0.50 1062.34 36 Cir 0.015 0.75 1072.40 Hex. 9 10 9 33.7 -450 rum 13.34 0.00 0.00 0.0 1062.34 0.51 1062.51 36 Cir 0.015 0.75 1072.26 Hex. 10 11 10 125.4 -45.0 (Inne 13.34 0.00 0.00 0.0 1062.53 0.50 106316 24 Cir 0.015 0.48 107084 Hex. 11 12 11 208 25.0 None 13.34 0.00 0.00 00 1063.16 0.48 1063.26 24 Cir 0.015 092 107084 Hex. 12 13 12 43 65.0 r, irb 13.34 0.00 000 0.0 106326 536 1063.49 24 Cir 0.015 1.00 1070.67 Hex. 13 14 2 72 -900 D,Grt 1.32 0.00 0.00 0.0 1058.94 21.65 1060.49 18 Cir 0.015 1.00 1069.44 Hex 17 15 3 500 -61; 0 roll 3.80 0.00 0.00 0.0 1059.29 10.00 1064.29 12 Cir 0.013 1.00 1071.50 Roof Drains 16 8 52.8 -500 1,111 3.22 0.00 0.00 0.0 1061.93 2.35 1063.17 18 Cir 0.015 056 1067.75 Hex 14 & 15 17 16 50.6 300 r nrb 3.22 0.00 0.00 0.0 1063.17 3.62 1065.00 18 Cir 0 015 1 00 1069.00 CB100 Curb Inlet 18 7 18.6 400 DiGrt 075 0.00 0.00 0.0 1062.00 22.58 1066.20 18 Cir 0.015 1.00 1069.50 2 Cart. Contech 19 7 994 -1100 DIGrt 0.33 0.00 0.00 00 1062.00 1.92 1063.91 18 Cir 0015, 1.00 1067.21 1 Cart, Contech 20 4 350 -90.0 MH 3.32 0.00 0.00 0.0 1058.69 7.74 1061.40 18 Cir 0.015 1.00 1071.20 Contech Vault 21 20 620 90.0 Hnne 3.32 000 0.00 0.0 1063.70 2.00 106494 18 Cir 0 015 1 00 1071 70 Prop. 18 PVC Project File' 42708 -01 Temecula - Proposed Conditions - 10 year.stm Number of lines: 24 Date: 03 -05 -2008 nyoraaow owrm anwars zwa Storm Sewer Inventory Report Page 2 Line Alignment Flow Data Physical Data Line ID No. Dnsir Line Dell .Innc Drng Runoff Invert Line Invert Line Line N J -loss InIeU line length angle type area coeff [inlet EI Dn slope EI Up size type value coeff Rim EI No. (ft) (deg) (ac) (C) (ft) M (ft) (in) (n) (K) (ft) 22 21 115.0 00 linne FKnown 0.00 0.00 0.0 1064.94 2.00 1067.24 18 Cir 0.015 1.00 1071 70 Prop. 18 PVC 23 21 6 0 -90 0 MH 0.00 0.00 0.0 1064.94 40.33 1067.36 12 Cir 0.015 1.00 1071 82 Prop. Roof Drain 24 22 6.0 -90.0 MH 1.66 0.00 000 0.0 106724 2.00 1067.36 12 Cu 0.015 1.00 1071.82 Prop. Roof Drain Project File: #2708 -01 Temecula - Proposed Conditions - 10 year.stm Number of lines: 24 Date 03 -05 -2008 I Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (k) (k) N (ft) Of) (ft) (ft) No. 26.08 42 c 80.0 105400 105800 5.000 1055.91 1059.56 n/a 1059.56 End 26.08 36 c 239 1058.00 1058.14 0.586 1059.96 1059.99 0.51 1060.50 1 THex.3 24.76 36 c 17.4 1058.14 1058.22 0.461 106076 1060.78 0.21 1061.00 2 20.96 36 c 93.3 1058.22 1058.69 0 504 1 061.02 1061.10 0.18 1061.29 3 e1764 36 c 12.7 105869 1058.75 0.475 1061 35 1061 35 0.02 1061.37 4 6 Hex.5 17.64 36 c 265.0 1058.75 1060.07 0.498 1061.39 1061.68 0.26 1061.94 5 7 Hex. 8 17.64 36 c - 73.9 106007 1060.44 0.501 1062.17 106221 0.26 1062.47 6 8 Hex.9 16.56 36 c 143.0 1060.44 1061.16 0.504 1062.64 1062.75 0.24 1062.99 7 9 Hex.9 13.34 36 c 237.2 1061.16 1062.34 0.497 1063.23 1063.56 0.28 1063.85 8 10 Hex. 10 13.34 36 c 337 1062.34 1062.51 0.505 106399 1064.00 0.17 1064.17 9 11 Hex. 11 13.34 24 c 1254 1062.53 1063.16 0 503 1064.17 1064.74 0.19 1064.93 10 12 Hex. 12 13.34 24 c 20.8 1063.16 1063.26 0.481 1064.97 1065.05 0.29 1065.34 11 13 Hex. 13 13.34 24 c 4.3 106326 1063.49 5.361 1065.37 1065.38 0.29 1065.67 12 14 Hex. 17 1.32 18 c 7.2 1058.94 1060.49 21.649 1060.99 1060.93 n/a 1060.93 2 15 Roof Drains 3.80 12 c 50.0 1059.29 1064.29 10.000 1061.00 1065.12 n/a 1065.12 3 16 Hex. 14 & 15 3.22 18 c 52.8 1061.93 1063.17 2.350 1063.23 1063.86 n/a 1063.86 8 17 CB100 Curb Inlet 3.22 18 c 50.6 1063 17 1065.00 3.617 1064.06 1065.69 n/a 1065.69 16 18 2 Cart Contech 0.75 18 c 18.6 1062.00 1066.20 22.580 1062.72 1066.53 n/a 1066.53 7 19 1 Cart. Contech 0.33 18 c 99.4 1062.00 1063.91 1.922 1062.72 1064.13 n/a 1064.13 7 20 Contech Vault 3.32 18 c 35.0 1058.69 1061.40 7.743 1061.42 1062.10 n/a 1062.10 4 21 Prop. 18 PVC 3.32 18 c 62.0 1063.70 1064.94 2.000 1064.22 1065.64 n/a 1065.64 20 22 Prop. 18 PVC 1.66 18 c 115.0 1064.94 1067.24 2.000 106589 1067.73 n/a 106773 21 23 Prop. Roof Drain 1.66 12 c 6.0 1064.94 1067.36 40.334 1065.83 1067.91 n/a 1067.91 21 24 Prop. Roof Drain 1.66 12 c 6.0 1067.24 1067.36 2.000 1067.83 1067.91 n/a 106791 22 Project File: #2708 -01 Temecula - Proposed Conditions - 10 year.stm Number of lines 24 Run Date 03 -05 -2008 NOTES: c = cn; e = ellip, b = box; Return period = 100 Yrs. ;1 - Line contains hyd. jump. Hyara0ow Storm Sewers 2005 Hydraulic Grade Line Computations M M M Page 1 Line Size a Downstream Len Upstream Check JL Minor coeff loss Invert IIGL Depth Area Vet Val EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ftfs) (ft) (ft) (ft) (ft) (ft) (ft) (sgft) (ft/s) (f t) (it) (i) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 42 26.06 1054.00 105691 1.91 537 486 0.37 1056.28 0.267 B0.0 105800 1059.56 1.56 "" 416 627 0.61 1060.18 0 529 0.398 We 0.15 0 09 2 36 26.08 1058.00 1059.96 1.96 4.90 5.32 0.44 1060.40 0.349 239 1058.14 1059.99 1 85 4.57 5.70 0.51 1060.50 0.415 0.382 0 091 1 00 051 3 36 24.76 1058.14 106076 2.62 6.55 338 022 1060.98 0.166 17.4 105822 1060.78 2.56 643 3.85 0.23 1061 01 0.172 0 169 0.029 0.92 021 4 36 20.96 1058.22 1061 02 2.80 6.87 3.05 0.14 1061.17 0.114 933 1058.69 1061.10 241 6.09 3.44 0 18 1061.29 0 136 0 125 0.117 1.00 0.18 5 36 1764 105869 1061.35 2.66 6.62 2.66 0.11 1061 46 0.083 12.7 1058.75 1061 35 2.60 6.52 2.71 0.11 1061.47 0 085 0 084 0 011 0 15 002 6 36 1764 1058:75 1061.39 264 6.58 2.68 0 11 1061 50 0.084 265 106007 1061.68 1.61 3.86 457 032 1062.00 0 295 0 189 0.502 0.80 0.26 7 36 1764 1060.07 1062 17 2 10 5.27 3.34 0.17 106234 0.133 73.9 106044 1062.21 1.77 435 406 0.26 106247 0 217 0 175 0.129 1.00 0.26 8 36 16.56 106044 106264 220 555 298 0.14 1062.78 0.104 143 1061.16 106275 1.59 3.80 4.36 0.30 1063.04 0.271 0.187 0 268 080 0.24 9 36 1334 1061.16 106323 2.06 5.19 2.57 0.10 1063.33 0.079 237 1062.34 1063.56 1.22 2.71 493 0.38 106394 0.438 0 259 0.614 035 0.28 10 36 1334 1062.34 106399 1.65 3.97 3.36 0 18 1064.16 0.156 33.7 106251 1064.00 1.49 3.51 380 022 1064.23 0.217 0.187 0 063 075 017 11 24 13.34 1062.53 1064 17 1.64 2.76 4.84 0.36 1064.53 0.463 125 1063.16 1064.74 1.58 2.67 5.00 0.39 1065.13 0.495 0.479 0 600 0.48 0.19 12 24 13.34 1063.16 1064.97 1.81 299 4.46 0.31 1065.28 0.406 20.8 1063.26 1065.05 1.79 2.97 4.50 0.31 106537 0.409 0.407 0 085 0.92 029 13 24 13.34 1063.26 1065.37 200 3 14 4.25 0.28 106566 0.463 4.3 1063.49 1065.38 1 89 3.07 4.34 029 1065.67 0.401 0.432 0 019 1 00 0.29 14 18 1 32 1058.94 1060.99 1 50 1.77 0.75 0.01 1061.00 0.021 7.2 1060.49 106093 0.44 "' 0.43 307 015 1061.08 0 607 0 314 n/a 1 00 We 15 12 3.80 105929 1061.00 100 0.79 464 0.36 1061.36 1.139 50.0 1064.29 1065.12 0.83 "" 0.69 5.47 0 47 1065.58 1.121 1.130 n/a 1.00 047 16 18 3.22 1061.93 106323 1.30 1.63 1.98 0.06 1063.29 0.115 52.8 1063.17 1063.86 0.68 "' 0.79 4.10 0.26 1064.12 0.685 0 400 n/a 0.56 0.15 17 18 3.22 1063 17 106406 0.89 1.10 2.93 0.13 1064.20 0.283 50.6 1065.00 1065.69 0.68 "" 0.79 4.10 026 1065.95 0 685 0.484 n/a 1 00 026 18 18 0.75 1062.00 1062.72 0.72 0.84 0.89 0.01 1062.73 0.031 18.6 1066.20 106653 0.33 "" 0.29 2.60 0 10 1066.64 0.599 0.315 n/a 1.00 010 19 18 0.33 1062.00 1062.72 072 0.84 0.39 0.00 1062.73 0.006 99.4 1063.91 1064.13 0.22" 0.16 2.06 0.07 1064.20 0.620 0 313 n/a 1.00 n/a 20 18 332 1058.69 1061.42 1 50 1.77 1.88 0.05 1061.47 0 133 350 1061.40 1062.10 0.70 "" 0.80 4.14 0 27 1062.36 0.691 0.412 n/a 1.00 n/a 21 18 3.32 1063.70 1064.22 0,52" 0.54 6.10 0.58 1064.80 1.998 62.0 106494 1065.64 0.70" 0.80 4.14 0.27 1065.90 0.691 1.344 n/a 1.00 n/a Project File: #2708 -01 Temecula - Proposed Conditions - 10 year.stm Number of lines: 24 Run Date: 03 -05 -2008 Notes: ' Normal depth assumed.; '" Critical depth; j -Line contains hyd. jump. Hytlrallow Storm sewers 200J M ! M M M M = = M = M = M Hydraulic Grade Line Computations M M Page 2 Line Size O Downstream Len Upstream Check JL Minor coeff loss Depth Area Val Val EGL Sf Invert HGL Depth Area Val Val EGL Sf Ave Err head elev elev elev head elev Sf loss (in) (cfs) T(4(5 (ft) (sqft) (ft/s) (ft) (ft) M) (ft) (ft) (ft) (ft) (sgft) (ft1s) (ft) (ft) M ( %) (ft) (K) (ft) (1) (2) (3) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 22 18 1.66 1064.94 1065 89 0 95 1.18 1.41 0.03 106592 0.063 115 1067.24 1067.73 0.49" 0.50 3.29 0.17 1067.90 0.617 0.340 n/a 1 00 017 23 12 1 66 1064 94 1065 83 0.89 0.74 2.24 0.08 106591 0.257 6.0 1067.36 1067.91 055** 0.44 3.78 022 1068.13 0.861 0.559 n/a 1 00 n/a 24 12 1 66 106724 1067.83 0.59 0.48 3.44 0 18 1068.02 0.671 6.0 1067.36 1067.91 0.55" 0.44 3.78 0.22 1068 13 0.861 0.766 n/a 1.00 n/a Project File: #2708 -01 Temecula - Proposed Conditions - 10 year.stm Number of lines 24 Run Date: 03 -05 -2008 Notes: ' Normal depth assumed ; " Critical depth.; j -Line contains hyd jump. Hytlreilow Srorm Sewers 2WJ Hydraflow HGL Computation Procedure Paget General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation Is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed Calculations begin at Line 1 and proceed upstream. Col. 2 The line size In the case of non -circv filar pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream Invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This Is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross - sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col.3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g) Col 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). CoL 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col 12 The line length. Col 13 The elevation of the upstream invest. Col 14 Elevation of the hydraulic grade line at the upstream end. Col 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col 16 Cross - sectional area of the flow at the upstream end. Col 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g) Col 19 The elevation of the energy grade Inre at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col 20 The friction slope at the upstream rind (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss Average Sf /100 x Line Length (Col. 21/100 x Col 12). Equals (EGL upstream - EGL downstream) +/- tolerance Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Line Profile (Line 1) - Tem. Creek M M M M M M M M M Page 1 of 1 Elev (ft) Line I -Tem. Creek None 1074.00 1074.00 1 069.00 -10154.00 1069.00 1064.00 1059.00 1059.00 054.00 1 a 0-0L E 4 2 ;1;@4 .94 1054.00 1049,00 1049.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (it) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 1 26.08 1 1054.00 1058.00 1.91 1.56 1.56 1055.91 1059.56 j 1059.56 4.86 6.27 9.50 9.00 --- —=No Project File: Lines: 24 I Run Date: 03-05-2008 Line Profile (Line 2) - Hex. 1 Page 1 of 1 Bev (ft) Line 2 - Hex. 1 1074.00 1074100 _ —,ter, ..___. _.._.__ __..__ _.____ _- _ _. --.- -- -.�._ 1070.00 - - . 1070.00 . - - - - - -- — - - -- _ .._____.... _..___..__......._ .__...._. ..___ - -. .._......_ 11]66.00 1066.00 ..... 1062.00 1062.00 1058.00 _. _... 1054.00 _.. .. _...___. _. .____._... _....._ .. ..._.._.. .. __ 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (It) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft /s) Up (ft /s) Dn (ft) Up (ft) 2 26.08 1058.no 1058.14 1.96 1.85 2.36 1059.96 1059.99 1060.50 5.32 5.70 9.50 9.36 Project File: No Lines: 24 Run Date: 03 -05 -2008 nyamnow amrm newnrs moo Elev M 1074.00 1070.00 1066.00 1062.1 ii 1 058.00 1054.00 0 Line 3 - Hex. 2 5 10 15 20 25 30 35 40 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Invert Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Line Profile (Line 3) - Hex. 2 Pagel oft Elev M 1074.00 1070.00 1066.00 1062.1 ii 1 058.00 1054.00 0 Line 3 - Hex. 2 5 10 15 20 25 30 35 40 1074.00 1070.00 1066.00 1062.00 1058.00 1054.00 45 50 Reach (ft) Hydrallow 51orm Sewers 2 Invert Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cis) Dn (it) Up (it) Dn (it) Up (it) Hw (ft) Dn (it) Up (it) Jnct (it) Dn (ft/s) Up (ft /s) Dn (it) Up (ft) 3 24.76 1058.14 1058.22 2.62 2.56 2.77 1060.76 1060.78 1061.00 3.78 3.85 9.36 9.28 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydrallow 51orm Sewers 2 Elev (ft) 1074.00 1070.130 1066.00 1062.00 105 °.0C 1 Line 4 - Hex. 3 won NINE 1074.00 1076. 0 Li i 1066.00 1062.00 1058.00 ___ -- -_ _ _ _._ _ 1 Ct5 - - - 4.G0 - 1 054.013 0 5 1A 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Line Profile (Line 4) - Hex. 3 Pagel oft Elev (ft) 1074.00 1070.130 1066.00 1062.00 105 °.0C 1 Line 4 - Hex. 3 won NINE 1074.00 1076. 0 Li i 1066.00 1062.00 1058.00 ___ -- -_ _ _ _._ _ 1 Ct5 - - - 4.G0 - 1 054.013 0 5 1A 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 Reach (ft) Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydrarlow Storm .hewers Yuu Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft /s) (ft /s) (ft) (ft) 4 20.96 1058.22 1058.69 2.80 2.41 2.60 1061.02 1061.10 1061.29 3.05 3.44 9.28 9.51 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydrarlow Storm .hewers Yuu m m m m m = = = m = = = m = = = m m = Line Profile (Line 5) - Hex. 4 Page 1 of 1 Elev (ft) Line 5 - Hex. 4 F- 1074.00 Hone one 1074.00 1070.00 1070.00 1066.00 1066.00 -7, ------ 7- 1062.00 1062.00 10-58.00 .1058.00 11354.00 ON P R ...... 1054100 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Do (ft/s) Up (f t/s) Dn (ft) Up (ft) 5 17.64 1058.69 1058.75 2.66 2.60 2.62 1061,35 ---TNo 1061.35 1061.37 2.66 2.71 9.51 9.75 Project File: Lines: 24 Run Date: 03-05-2008 'Y ...... Line Profile (Line 6) - Hex. 5 m m m I• M m m m m IM m Page 1 of 1 Bev (ft) Line 6 - Hex. 5 1074.00 1074.00 - _. .. —__ .._. -- _ -_- _ -- . _ — 10711.00 ___ 1070.00 1066.00 1066.110 1062.00 1062.00 . t 053.00 _...._.... L o.._ ... _......... - _ .. - 1058.00 -1054.00 _ _ _ - - -- - _ - - -,- -. — 1054.00 _ _ _ _ _ - 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft /s) Up (ft /s) Dn (ft) Up (ft) 6 17.64 1058.75 1060.07 2.64 1.61 1.87 1061.39 1061.68 1061.94 2.68 4.57 9.75 7.43 Project File: No. Lines: 24 Run Date: 03 -05 -2008 nyaraum storm sewers zwo Line Profile (Line 7) - Hex. 8 Page 1 of 1 Elev (ft) Line 7 - Hex. 8 — l`Ji qlr. 1072.00 None 1072.00 1069.100 169 100 1069.00 1066.00 -- - -- -�- - -- - – Y 1066.1 i0 10r :3.00 1061-1.1-10 -1063.00 1060,00 1057.00 — 1057.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft /s) Up (ft /s) Dn (ft) Up (ft) 7 17.64 1060.07 1060.44 2.10 1.77 2.03 1062.17 1062.21 1062.47 3.34 4.06 7.43 6.56 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydialbw 5W'. sewers euw m m m m m m m m Line Profile (Line 8) - Hex. 9 m m M m M m IM M M IM = Page 1 of 1 Bev (ft') Line 8 - Hex. 9 1 A72.00 F—Manhole 1072.00 1069.00 1069.00 1066.00 1066.00 1063.00 1063.00 .10E.O.OLI 1060.00 iFIe I 1057.00 1057.00 Cl 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 8 16.56 1060.44 1061.16 2.20 1.59 1.82 1062.64 1062.75 1062.99 2.98 4.36 6.56 I 6.04 Project File: No. Lines: 24 Run Date: 03-05-2008 HydrallOw Storm bewerS 2QU5 m= M m m m Line Profile (Line 9) - Hex. 9 Page 1 of 1 Elev (ft) Line 9 - Hex. 9 1077.00 1077 .ill] --- ....._ . -- __ .. __...... _.___ .- __.._.. ....... _-. ------- _ __._. -.. -- ___.. - -- ..... _ ' Nun 1073.00 1073.00 1063.00 _._ 1069.00 -1065.00 1061.00 ..�—.....__ _ .... _... �..__..._ ._ _,.._ . .. ... .. 10157.00 ....._.,.,_._ 1057.00 1571010 0 20 40 60 80 100 120 140 160 160 200 220 240 260 280 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft /s) Up (f US) Dn (ft) Up (ft) 9 13.34 1061.16 1062.34 2.06 1.22 1.51 1063.23 1063.56 1063.85 2.57 4.93 6.04 7.06 Project File: No Lines: 24 Run Date: 03 -05 -2008 Hytlratlow storm sewers zuuo = = M M M M M = Line Profile (Line 10) - Hex. 10 M M M M M M M M = M = Page 1 of I Elev (ft) Line 10 - Hex. 10 Hone Manhole 1074.00 1074.00 1071.00 1071.00 1068.00 1068.00 1065.00 77. 1065.00 1062.00 1062.00 1059.00 1059.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (h) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 10 13.34 1062.34 1062.51 1.65 1.49 1.66 1063.99 1064.00 1064.17 3.36 3.80 7.06 6.75 Project File: No Lines: 24 Run Date: 03-05-2008 Hydraflow Storm Sewers 2005 Line Profile (Line 11) - Hex. 11 Page l oft Ele••,� (iff 1074.1 li I 1071.0i l 1 1 16°.81 I 1 F165.i li 1 1 1 162.1 II I 1059 00 L.t..• J _ .I Line 11 - Hex. 11 NIEMEN lw�s 0 -10 1074.00 1071.00 1068.00 1065.00 1062.00 1059.00 i I 1 i i� 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Hydrallow Storm Sewers 2( hrvett Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line S Q (cis) Dn (f t) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (it) Up (ft) Jnct (ft) Dn (fl /s) Up (ft /s) Dn (ft) Up (ft) 11 13.34 1062.53 1063.16 1.64 1.58 1.77 1064.17 1064.74 1064.93 4.84 5.00 7.73 5.68 Project File No. Lines: 24 Run Date: 03 -05 -2008 Hydrallow Storm Sewers 2( Line Profile (Line 12) - Hex. 12 Pagel of I Elevtjt) 1075 iJO 10 72.00 1069.00 1066.00 1063.00 Line 12 - Hex. 12 - NonE --- Ile— ...... C J logo"= =MEE Im mmi 1075.00 1072.00 1069.00 1066.00 1063.00 IFIR11fir, 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Hydraftw SImm Sewers 2 1 nvei t Elevation Depth of Flow Hydraulic Grade Line I Velocity Cover -- Line 4 Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (it) Hw (ft) Dn (ft) Up (it) Jnct (it) Dn (ft/s) Up (fus) Dn (it) Up (ft) 12 13.34 1063.16 1063.26 1.81 1.79 2.08 1064.97 1065.05 1065.34 4.46 4.50 5.68 5.58 Project File: No Lines: 24 Run Date: 03-05-2008 Hydraftw SImm Sewers 2 M M M M M M M M M M M M M M Line Profile (Line 13) - Hex. 13 Page 1 of 1 Line 13 - Hex. 13 1075.00 1076.00 10172.00 1072.00 1069.00 1069.00 1066.00 1066,00 1 1x160.00 1063.00 1060.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) hiveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) (ft) U (ft) 13 13.34 1063.26 1063.49 2.00 1.89 2.18 1065.37 1065.38 1065.67 4.25 4.34 -T 5.58 5.18 Project File: 4o. Lines: 24 Run Date: 03-05-2008 Hydrallow Storm Sewers 2005 IM m IM IM = = = = = = = Line Profile (Line 14) - Hex. 17 Page I of 1 Elevjft) Line 14 - Hex. 17 1074.00 -1 07)1.Clo Di opGrate- 1070.00 7, 1070100 1066.00 1066.00 •062.00 10152.100 1058.00 ------- 7 ------ 1053.00 if je 1054.00 --- ---- 1 l-F4.OlJ 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveit EInvation Depth of Flow Hydraulic Grade Line Velocity Cover Line 4 a (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 14 1.32 1058.94 1060.49 1.50 0.44 0.44 1060.99 1060.93 1060.93 0.75 3.07 10.06 7.45 Project File: No. Lines: 24 Run Date: 03-05-2008 Ele,•.,- (ft) Line 15 - Roof Drains Manhole 1074.00 1 074.1­10 1070.00 1070.00 Line Profile (Line 15) - Roof Drains Pagel oft Ele,•.,- (ft) Line 15 - Roof Drains Manhole 1074.00 1 074.1­10 1070.00 1070.00 1066.00 1 066.00 I 1 162.ijO 1062.00 1058.00 105.3.FIF1 1054.00 1054.00 it 5 10 15 20 25 30 35 40 45 50 55 60 Beach (ft) Invent Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line 4 Q Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) (ft)=(cis) Up (ft) 15 3.80 1059.29 1064.29 1.00 0.83 0.83 1061.00 1065.12 j --------- 1065.12. 4.84 - 5.47 ----- 10.21 6.21 Project File: - - No. Lines: 24 � Run Date: 03-05-2008 M M M M M M M M M M M M M M IM Line Profile (Lune ,16) - Hex. 14 & 15 Page 1 of I Ele,•-, (ft) Line 16 - Hex. 14 & 15 1 1 1073.00 1073.00 111170.100 1070.00 1067.00 ............ 1067.00 'I C'M Al 106-100 2 !LLL1&� LO&4�- --e - '1064.00 1061.00 f158 1058.00 1 00 0 5 10 15 20 25 30 35 40 45 50 55 so 65 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dit (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (it/s) Up (fus) Dn (ft) Up (ft) 16 322 1061.93 1063.17 1.30 0.68 0.68 1063.23 1063.86 j 1063.86 1.98 4.10 6.77 3.08 Project File: No. Lines: 24 Run Date: 03-05-2008 Hydraflow Storm Sewers 2( m m M m M M M m M m M m m M m Line Profile (Line 17) - CB100 Curb Inlet = = M = Page I of 1 Elev Yt) I 107 0.00 Line 17 - CB100 Curb Inlet Curb F 1070.00 1068.00 klaf d de-- 1066.00 1 F164DA 1066.00 1064.00 1062.01-1 1060.00 1062.00 1060.00 Cl s 10 15 20 25 30 35 40 45 50 55 60 65 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line 4 a (cis) Dn if t) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (f US) Up (ft/s) Dn (ft) Up (ft) 17 3.22 1063 17 1065.00 0.89 0.68 0.68 1064.06 1065.69 j 1065.69 2.93 4.10 3.08 2.50 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydr.fjo. St., Sewers 2005 m m m IM m m m m Line Profile (Line 18) - 2 Cart. Contech Page I of 1 ElevOt) Line 18 - 2 Cart. Contech 1072.00 1072.00 1069.00 1069.00 -1066.00 1066.00 Al- 1063.00 1063.00 1060.00 j Obi 1,i l0 —1057.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Line # a (cfs) Inveit Elevation N Up (ft) (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 18 0.75 1062.00 1066.20 0.72 0.33 0.33 1062.72 1066.53 j 1066.53 ---[Run 0.89 2.60 6.50 1.80 Project File: No. Lines: 24 Date: 03-05-2008 .1 ...... 11 ­­1 M M M M M M = = M M M M M M M = = = M Line Profile (Line 19) - 1 Cart. Contech Pagel oft Elev (ft) I A72.00 .1013-9.00 1066.00 111R3.13111 1060.011 I fl,7,7 1-111 Line 19 -1 Cart. Contech MEMOS 11111111 moll 1072.00 1069.00 1066.00 1063.00 1060.00 105700 it 5 1 (1 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Reach (ft) Inveit Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a D11 Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (f t) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/S) (ft) (ft) 19 0.33 1062.00 1063.91 0.72 0.22 0.22 1062.72 1064.13 j 1064.13 0.39 2.06 6.50 1.80 Project File: —TNo. Lines: 24 Run Date: 03-05-2008 Hydraflow Storm Sewers 2005 M M M M M M M M M M M M M M M M M M M Line Profile (Line 20) - Contech Vault Page I of 1 Elev (1) Line 20 - Contech Vault 1074.00 I'Ll Manh ale 1074.00 1 1070.00 L17fl.(ICI 1066.00 — ------ 1066.00 1062.00 1062.00 7 1058.00 1054.00 1054.00 10 15 20 25 30 35 40 45 50 Reach (ft) Inveit Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a Dii Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (ft/s) (ft) (ft) 20 3.32 1058.69 1061.40 1.50 0.70 0.70 1061.42 1062.10 i 1062.10 1.88 I 4.14 11.01 8.30 Project File: No Lines: 24 Run Date: 03-05-2008 Hydrallow Storm Sewers 2 M M M M M * M M M M M M M M M M M M M M Line Profile (Line 2-1) - Prop. 18 PVC Page 1 of I Bev (ft) Line 21 - Prop. 18 PVC None 1073.00 ---------- m70.011 1067.00 –1070.00 1067.00 7— -1064.00 7 1064.00 106-1.00 e. 20 1058.00 ------- I 01;.R.00 0 5 11-1 15 20 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Line H a (cfs) Inveil Elevation Dn Up (ft) (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 21 3.32 I--.— 1063.70 1064.94 0.52 0.70 0.70 1064.22 1065.64 j 1065.64 6.10 4.14 6.00 5.26 --- Project File: -- I No. Lines: 24 1 Run Date: 03-05-2008 Hydratlow Storm Sewers 2005 m m m m m m m m m m m m m m m m m m m Line Profile (Line 22) - Prop. 18 PVC Page 1 of 1 Bev (ft) 107R.00 10-171CIA 11170.00 -1067.00 1064,1 li I illp.i r1r] Line 22 - Prop. 18 PVC LJ L—line2l 1076.00 1073.00 1070.00 1067.00 1064.00 1061.00 0 111 0 30 40 50 60 70 80 90 100 110 120 130 140 Reach (ft) Line 0 a (cis) Inveit Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (ft/s) Dn (ft) Up (ft) 22 1.66 I 1064.94 1067.24 0.95 0.49 0.49 1065.89 1067.731 -- 1067.73 1.41 3.29 L;J 2.96 Project File: No. Lines: 24 Run Date: 03-05-2008 Hyaratiow btorm aGWO, 2 = m m = m 10,7100 = = = = m m m m = m m m m = Line Profile (Line 23) - Prop. Roof Drain Pagel of I Elev (A) Line 23 - Prop. Roof Drain 1076fi0 -1076.00 MEMNON 1073.00 10,7100 1070.00 107A.FlO 1O67.1301 10601f1 MEN MEN �01 m 1067.00 1064 .00 I 1061.00 MENEM 1061.001 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (11) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (ft/s) Dn (ft) Up (ft) 23 1.66 106494 1067.36 0.89 0.55 0.55 1065.83 1067.91 j 1067.91 2.24 3.78 5.76 3.46 Project File: No. Lines: 24 Run Date: 03-05-2008 m m m m m m m m m m m m m m m m m m m Line Profile (Line 24) - Prop. Roof Drain Pagel oft Elev(ft) 107';.00 1073.130 1071.1 Iii 1069.00 1067.1-11-1 1065.00 0 Line 24 - Prop. Roof Drain 1075.00 073.00 r= Mani iole— -11071.00 1069.00 1067.00 —1065.00 5 10 15 20 25 30 35 40 45 50 Reach (ft) Line # 0 (cfs) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Dn (ft) up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 24 1.66 1067.24 1067.36 0.59 0.55 0.55 1067.83 1067.91 j 1067.91 3.44 3.78 3.46 3.46 Project File: --- No. Lines: 24 Run Date: 03-05-2008 I 1 1 1 ' Pipes Design & Calculations (Hydraflow Storm Sewer 2005) (Proposed Conditions — 100 year storm) r 1 Hydraflow Plan View Hydrallow Storm Sewers 2005 I 1 1, I 1 1 Storm Sewer Summary Report Page 1 Line Line ID Flow line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junot line (ofs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 Tem. Creek 38.70 42 c 80.0 105400 1058.00 5.000 1055.91 1059.91 n/a 1059.91 End 2 Hex. 1 38.70 36 c 23.9 1058.00 1058.14 0.586 1060.25 1060.36 0.74 1061.10 1 3 Hex.2 36.75 36 c 17.4 1058.14 1058.22 0.461 1061.42' 1061.49' 0.39 1061.88 2 4 Hex.3 31.08 36 c 93.3 1058.22 1058.69 0.504 1062.00' 1062.27' 0.30 1062.57 3 5 Hex. 4 26.18 36 c 12.7 1058.69 1058.75 0.475 1062.65' 1062.68' 003 1062.71 4 6 Hex.5 26.18 36 c 265.0 1058.75 1060.07 0.498 1062.71' 1063.26' 0.17 1063.43 5 7 Hex.8 26.18 36 c 73.9 1060.07 1060.44 0.501 1063.43' 1063.58' 0.21 1063.79 6 8 Hex.9 24.58 36 c 143.0 1060.44 1061.16 0.504 1063.82 1064.06 0.15 1064.21 7 9 Hex.9 19.83 36 c 237.2 1061.16 1062.34 0.497 1064.28 1064.52 0.15 1064.67 8 10 Hex. 10 19.83 36 c 33.7 1062.34 1062.51 0.505 1064.67 1064.70 0.15 1064.85 9 11 Hex. 11 19.83 24 c 125.4 1062.53 1063.16 0.503 1064.85' 1066.13' 0.30 106643 10 12 Hex. 12 19.83 24 c 20.8 1063.16 1063.26 0.481 1066.43' 1066.64' 0.57 1067.21 11 13 Hex. 13 19.83 24 c 4.3 1063.26 1063.49 5.361 1067.21' 1067.26' 0.62 1067.88 12 14 Hex. 17 1.95 18 c 7.2 1058.94 1060.49 21.649 1061.82 1061.82 0.02 1061.84 2 15 Roof Drains 5.67 12 c 50.0 1059.29 1064.29 10.000 1061.88 1065.24 n/a 1065.24 3 16 Hex. 14 & 15 4.75 18 c 52.8 1061.93 1063.17 2.350 1064.29 1064.40 0.08 1064.48 8 17 CB100 Curb Inlet 4.75 18 c 50.6 1063.17 1065.00 3.617 1064.51 1065.83 We 1065.83 16 18 2 Cart Contech 1.11 18 c 18.6 1062.00 1066.20 22.580 1064.00 1066.60 n/a 1066.60 7 19 1 Cart. Contech 0.49 18 c 99.4 1062.00 1063.91 1.922 1064.00 1064.19 0.07 1064.26 7 20 Contech Vault 4.90 18 c 35.0 1058.69 1061.40 7.743 1062.75 1062.84 0.12 1062.96 4 21 Prop. 12 PVC 4.90 18 c 620 1063.70 1064.94 2.000 1064.34 1065.79 n/a 1065.79 20 22 Prop. 12 PVC 2.45 18 c 115.0 1064.94 1067.24 2.000 106611 1067.84 n/a 1067.84 21 23 Prop. Roof Drain 2.45 12 c 60 1064.94 1067.36 40.334 1065.99 1068.02 n/a 1068.02 21 24 Prop. Roof Drain 2.45 12 c 6.0 106724 1067.36 2.000 1067.90 1068.02 We 1068.02 22 Project File: #2708 -01 Temecula - Proposed Conditions - 100 vear.stm Number of lines: 24 Run Date. 03 -05 -2008 NOTES' c = cir, e = ellip, b = box, Return period = 100 Yrs. , 'Surchargetl (HGL above crown) , j - Line contains hyd jump. Hvoravow Storm Sewers 2005 Hydraulic Grade Line Computations Page 1 Line Size a Downstream Len Upstream Check JL Minor coeff loss Invert HGL _ 1lepth Area Val Val EGL Sf Invert HGTDepth Area Val Val EGL Sf elev elev head elev elev ele head elev (in) (cfs) (1t) (ft) (ft) (sqft) (ftfs) (ft) (ft) N (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N T(22t (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14 (16) (17) (18) (19) (20) (23) (24) 1 42 3870 105400 1055 91 1.91 537 7.21 0.81 1056.72 0.589 80.0 1058.00 1059.91 1.91'" 5.35 7.23 0.81 1060.72 0.594 0.592 n/a 0.15 0.12 2 36 3870 105800 1060.25 :1 25 5.69 6.80 0.72 1060.97 0.538 23.9 1058.14 1060.36 2.22 562 6.89 0.74 1061 10 0.555 0.546 0.131 1 00 0.74 3 36 36.75 1058.14 1061.42 :1 00 7.07 5.20 042 1061.84 0.404 17.4 1058.22 1061 49 3.00 7.07 5.20 0.42 1061.91 0.404 0.404 0.070 0.92 0.39 4 36 31.08 1058.22 1062 00 3.00 7.07 440 0.30 1062.30 0.289 93.3 1058.69 1062.27 3.00 7.07 4.40 0.30 1062.57 0.289 0.289 0.270 1.00 0 30 5 36 2618 1058.69 1062 65 !100 707 3.70 0 21 1062.87 0.205 12.7 1058.75 1062.68 3.00 7.07 3.70 0 21 1062.89 0.205 0.205 0.026 015 0.03 6 36 26 18 1058.75 1062.71 '1.00 7.07 370 0.21 1062.93 0.205 265 1060.07 1063.26 300 7.07 3.70 0.21 1063.47 0.205 0.205 0.544 0.80 0.17 7 36 26 18 1060.07 106343 '1.00 7.07 3.70 0.21 1063.64 0205 73.9 1060.44 1063.58 3.00 707 3.70 0.21 106379 0205 0205 0 152 1 00 0 21 B 36 24 58 106044 100382 3.00 7.07 348 0.19 106400 0.181 143 1061.16 1064.06 2.89 699 3.52 0.19 1064.25 0.158 0.170 0.243 0.80 015 9 36 1983 1061.16 1064 28 '1,00 7.07 2.81 0.12 1064.40 0 118 237 106234 1064.52 2.18 5.50 3.60 0.20 1064.72 0.153 0.135 0.321 075 0.15 10 36 19.83 1062.34 106,167 2.33 5.90 3.36 0.18 1064.85 0 131 337 1062.51 1064.70 2.19 5.52 3.59 0.20 106490 0 151 0.141 0.047 0.75 0.15 11 24 19 83 1062.53 1064.85 200 3.14 6.31 0.62 1065.47 1.024 125 1063.16 106613 2.00 3.14 6.31 0.62 1066.75 1.023 1.024 1.283 0.48 0.30 12 24 19.83 1063 16 106643 2.00 3.14 6.31 062 1067.05 1 024 208 1063.26 1066.64 2.00 3.14 6.31 0.62 1067.26 1.023 1.024 0.213 0 92 0.57 13 24 1983 1063.26 106721 2.00 314 6.31 0.62 1067.83 1.024 4.3 106349 106726 2.00 3.14 6.31 0.62 1067.88 1.023 1.024 0.044 1.00 0.62 14 18 1.95 1058.94 1061 82 1.50 1.77 1.10 0.02 1061.84 0.046 7.2 1060.49 1061.82 1.33 1.66 118 0.02 1061.84 0.041 0.043 0.003 1.00 0.02 15 12 5.67 1059.29 1061 88 1 00 0.77 7.22 0.81 1062.69 2.536 50.0 1064.29 106524 0.95" 0.77 7.37 0.84 1066.08 2.193 2.364 n/a 1.00 n/a 16 18 4.75 1061 93 1064.29 1.50 177 2.69 0.11 1064.40 0.273 52.8 1063.17 1064.40 1.23 1.55 3.07 0.15 1064.54 0.273 0.273 0.144 0.56 0.08 17 18 475 1063.17 106,151 1.34 1.67 2 85 0.13 1064.64 0.241 50.6 1065.00 1065.83 0.83" 1.01 4.72 035 1066.18 0.773 0.507 n/a 1.00 0.35 18 18 1.11 106200 1064.00 1 50 1.77 0.63 0 01 1064.00 0.015 18.6 106620 1066.60 0.40" 0.38 2.91 0.13 1066.73 0.602 0.308 n/a 1.00 n/a 19 18 0.49 1062.00 106400 1.50 1.77 028 0.00 1064.00 0.003 99.4 1063.91 1064.19 0.28 0.23. 2.16 0.07 1064.26 0.510 0.256 0 255 1.00 0.07 20 18 4.90 105869 1062.75 1 50 1.77 2.77 0.12 1062.87 0.290 35.0 1061.40 1062.84 1.44 1.74 2.81 0.12 1062.96 0.252 0.271 0 095 1.00 0.12 21 18 490 106370 106434 ().64' 0.72 6.78 0.72 1065.06 1.997 62 0 1064.94 1065.79 0.84" 1.03 4.78 0.35 1066.14 0 783 1.390 n/a 1 00 n/a Pioject File, P270B -01 Temecula - Piopos ^d Conditions - 100 yeacstm Number of lines: 24 Run Date 03 -05 -2008 Notes ' Normal depth assumed " CuticN depth.; j -Line contains hyd. jump. H,d.f)Ow Slorm Sewers 2005 Hydraulic Grade Line Computations - Page 2 Line Size a Downstream Len Upstream Check JL Minor coeff loss Invert HGL nepth Area Val Val EGL Sf HGL Depth Area Val Val EGL Sf Ave Err rg elev elev head elev elev head elev Sf loss (in) (cfs) (It) (ft) (ft) (sgft) (ft1s) (ft) (ft) ( %) (ft) (ft) (ft) (sgft) (f Us) (ft) (ft) (%) (%) (ft) (K) (ft) (1) (2) (3) (4) (5) (6) 1 17 (7) (8) (9) (10) (11) (12) FInvert (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 22 18 2.45 1064 94 1066.1 1 1.48 1 66 0.04 1066.15 0.080 115 . 1067.84 0.60" 0.66 3.73 0.22 1068.05 0 648 0.364 We 1.00 n/a 23 12 2.45 1064 94 106E 99 1 00 0.79 3.12 015 1066.14 0.630 6.0 1067.36 1068.02 0.66" 0.55 443 0.30 1068.33 1.038 0.834 n/a 1 00 n/a 24 12 245 1067.24 1067 90 0.66 0.55 4.43 0.31 1068.21 1.043 6.0 1067.36 1068.02 0.66" 0.55 4.43 0.30 1068.33 1.038 1.040 n/a 1.00 n/a Project File: U2708 -01 Temecula - Piopos ^d Conditions - 100 year stm Number of lines: 24 Run Date: 03 -OS -2008 Notes ' Normal depth assumed CuhcaI depth.: 1-Line contains hyd. jump. 11.....i.... ...- I ... .......... ____ Line Alignment Flow Data Physical Data Line ID Storm Sewer Inveidory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnsir Line Deft .I"nc Known Drng Runoff Inlet Invert Line Invert Line Line N J -loss Inlet/ line length angles t1rpe O area coeff time El Dn slope El Up size type value coefi Rim El No. (ft) (deg) (cis) (so) (C) (min) (ft) M (ft) (in) (n) (K) (it) 1 End 800 -200 I I. 110 38.70 0.00 0.00 0.0 1054.00 5.00 1058.00 42 Cir 0.015 0.15 1070.50 Tem. Creek 2 1 23.9 0.0 I1 -ne 38.70 0.00 0.00 0.0 1058.00 0.59 1058.14 36 Cir 0.015 1.00 1070.50 Hex.1 3 2 174 20.0 t Inne 36.75 0.00 0.00 00 1058 14 0.46 1058.22 36 Cir 0.015 0.92 1070.50 Hex. 2 ,1 3 933 00 1 n 31.08 0.00 0.00 0.0 1058.22 0.50 1058.69 36 Cir 0.015 1.00 1071.20 Hex. 3 5 4 127 00 110110 26.18 000 0.00 0.0 1058.69 0.47 1058.75 36 Cir 0.015 0.15 1071.50 Hex. 4 6 5 2650 00 1 I"me 26.18 0.00 0.00 0.0 1058.75 050 1060.07 36 Cir 0.015 0.80 1070.50 Hex. 5 7 6 73.9 -50.0 None 26.18 0.00 0.00 0.0 1060.07 0.50 1060.44 36 Cir 0.015 1 00 107000 Hex. 8 8 7 143.0 -400 f 111 24.58 0.00 0.00 0.0 1060.44 050 1061.16 36 Cir 0.015 0.80 1070.20 Hex 9 9 8 2322 00 11,me 1983 0.00 0.00 00 1061.16 0.50 1062.34 36 Cir 0.015 0.75 1072.40 Hex. 9 10 9 33.7 -45 0 61111 19.83 0.00 000 00 1062.34 0.51 1062.51 36 Cir 0 015 0.75 1072.26 Hex 10 11 10 1254 -45.0 1 ne 19.83 0.00 000 0.0 1062.53 0.50 1063 16 24 Cir 0.015 0.48 1070.84 Hex. 11 12 11 20.8 250 1 6 lle 19.83 0.00 0.00 0.0 1063.16 0.48 1063.26 24 Cir 0.015 0.92 1070.84 Hex. 12 13 12 43 65.0 r'l irb 19.83 0.00 0.00 0.0 1063.26 5.36 1063.49 24 Cir 0 015 1 00 1070.67 Hex 13 14 2 72 -900 f aGrt 1.95 0.00 0.00 00 1058.94 21.65 1060.49 18 Cir 0 015 1.00 1069.44 Hex 17 15 3 500 -65 n 6.111 5.67 000 0.00 0.0 1059.29 1000 1064.29 12 Cir 0.013 1.00 1071.50 Roof Drains 16 8 528 -50.0 1111 4.75 0.00 0.00 0.0 1061 93 2.35 1063.17 18 Cir 0.015 0.56 1067.75 Hex. 14 & 15 17 16 506 30.0 1:urb 4.75 0.00 0.00 0.0 1063.17 3.62 1065.00 18 Cir 0 015 1.00 1069.00 CB100 Curb Inlet 18 7 186 400 faGrt 1.11 000 0.00 0.0 1062.00 22.58 1066.20 18 Cir 0.015 1.00 1069.50 2 Cart. Contech 19 7 99.4 -1100 Irl Grt 0.49 0.00 0.00 0.0 1062.00 1.92 1063.91 18 Cir 0.015 1.00 1067.21 1 Cart. Contech 20 4 35.0 -900 MH 4.90 0.00 0.00 0.0 1058.69 7.74 1061.40 18 Cir 0.015 1.00 1071.20 Contech Vault 21 20 620 900 1 Inne 4.90 0.00 0.00 0.0 106370 2.00 106494 18 Cir 0.015 1.00 1071.70 Prop 12 PVC Project Frle: #2708 -01 Temecula - Prop -ed Conditions - 100 year.stm Number of lines: 24 Date: 03 -05 -2008 Hydrallow Storm Sewere 2005 Line Alignm-0 Flow Data Physical Data Line ID Storm Sewer Inventory Report Page 2 Line Alignm-0 Flow Data Physical Data Line ID No. Dnstr Line Dell Jtmc Known Ding Runoff Inlet Invert Line Invert Line Line N J -loss Inlet/ line length angle tvre a area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cis) (ac) (C) (min) (ft) ( %) (ft) (in) (n) (K) (ft) 22 21 1150 00 Plane 2.45 0.00 0.00 0.0 1064.94 2.00 1067.24 18 Cir 0.015 1.00 1071.70 Prop. 12 PVC 23 21 60 -900 All,l 2.45 0.00 0.00 0.0 106494 40.33 1067.36 12 Cir 0 015 1.00 1071 82 Prop. Roof Drain 24 22 6.0 -900 rVitl 2.45 0.00 0.00 0.0 106724 200 1067.36 12 Cir 0.015 1.00 1071.82 Prop. Roof Drain Project File H2708 -01 Temecula - Proposed Conditions - 100 yeacstm Number of lines: 24 Date: 03 -05 -2008 Hydrallow Storm Sewers 2005 IM M M M M M M M M = M M M M M = i IM M Hydraflow HGL. Computation Procedure Page General Procedure: Hydraflow congmtes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col 1 The line number being computed. C ,,Iculations begin at Line 1 and proceed upstream. Col. 2 the line size. In the case of non- cirvidar pipes, the line rise is printed above the span Col 3 Total flow rate in the line Col. 4 The elevation of the downstream in —it Col. 5 Elevation of the hydmulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col 7 Cross - sectional area of the flow at II ie downstream end. Col 8 The velocity of the flow at the dowm,heam end, (Col. 3 / Col. 7) Col 9 Velocity head (Velocity squared / 2n) Col 10 The elevation of the energy grade we at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col 11 1 he friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length Col 13 The elevation of the upstmam inveit Col. 14 Elevation of the hydraulic piece lines at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross- sectional area of the flow at the upstream end. Col. 17 1 he velocity of the flow at the upstiearn end, (Col. 3 / Col. 16). Col 18 Velocity head (Velocity squared / 2(1) Col 19 the elevation of the energy glade we at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col 21 The average of the downseeam and upstream friction slopes. Col 22 Energy loss. Aveiage Sf /100 x Lin^ I -ength (Col. 21/100 x Col. 12). Equals (EGL upstream - EEL downstream) +/- tolerance. Col 23 The junction loss coefficient (IC). Col 24 Minor loss. (Col 23 x Col 18) Is added to upstream HGL and used as the starting HGL for the next upstream line(s). M M M M M M IM M M M M M M M Line Profile (Line 1) - Tem. Creek Page I of I Elev Ot"i Line 1 - Tem. Creek —None 1074.00 I0741.00 I flR9.00 1064.00 059.01--1 1069.00 1064.00 1059.00 a l& 7 1-1054.00 1054.00 1049.00 1049.00 Cl 5 1U 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 1 38.70 1054.00 1058.00 1.91 1.91 1.91 1055.91 1059.91 j 1059.91 7.21 7.23 9.50 9.00 Project File: No. Lines: 24 1 Run Date: 03-05-2008 Hydraflow Storm Sewers 2005 M M M �;., n'r' M M M M M M.= MM M M M Line Profile (Line 2) - Hex. 1 Pagel oft Eie r (tt) Line 2 - Hex. 1 1074.00 1074.00 - 1.131-3 �;., n'r' -- NUI It - 1070.00 1071 - -' 1066.00 106k .i 10 Ii I 1062.00 1062.00 162.0 1 -• - - -- _ — 1058.00 1054.00 � _ - - - - - -- - - -- _— - — -- _ _ 1054.0 n] " 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveil Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line ft 0 (cfs) Dn ((l) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 2 38.70 1058.00 1058.14 2.25 2.22 2.96 1060.25 1060.36 1061.10 6.80 6.89 9.50 9.36 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydratlow Storm Sewers 2005 Ele%• (ft) Line 3 - Hex. 2 1071,1 I I ; 177- 1074.00 I It 1070.00 — 1070.00 1066.00 1066.00 106211A 162.111 i — 1062.00 • 17.3 U- 36 ko .46 %. 1058.00 1058.00 1054.1111 L —_ 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveil Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft /s) (ft) (ft) 3 36.75 1058.14 1058.22 3.00 3.00 3.66 1061.42 1061.49 1061.88 5.20 5.20 9.36 9.28 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Milne Profile (Lime 3) - Hex. 2 Page 1 of 1 Ele%• (ft) Line 3 - Hex. 2 1071,1 I I ; 177- 1074.00 I It 1070.00 — 1070.00 1066.00 1066.00 106211A 162.111 i — 1062.00 • 17.3 U- 36 ko .46 %. 1058.00 1058.00 1054.1111 L —_ 1054.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveil Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft /s) (ft) (ft) 3 36.75 1058.14 1058.22 3.00 3.00 3.66 1061.42 1061.49 1061.88 5.20 5.20 9.36 9.28 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Line Profile (Line 4) - Hex. 3 Page 1 of 1 Elev f I ft'l Line Hex. 3 - 4 None 1074.00 1074.111-1 11.1111 1070.00 10 7 1066.00 1066.00 ------ t 1 OR2.fil", 0* 0% 1062.00 1058.00 ------ --- 1054.00 - It-154.1-li1 - 0 5 ILI 15202530354045 50 55 60 65 70 75 80 85� 90 95 100 105 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cis) DI] (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) T Jnct (ft) Dn (f US) Up (ft/s) (ft) up (ft) 4 31.08 1058.22 1058.69 3.00 3.00 3.88 1062.00 1062.27 1062.57 4.40 4.40 9.28 I 9.51 Project File: No. Lines: 24 Run Date: 03-05-2008 Hydraflow Storm Sewers 2005 M M M M M 1F174.00 M M M M Line Profile (Line 5) - Hex. 4 Page 1 of 1 Ele,-.+ (ft) Line 5 - Hex. 4 None 1074.00 1F174.00 1070.00 1070013 1066.00 ICIP6.00 -1062.00 1062.00 12 66U, .36W 12= 0... .1058.00 1 1054.00 ------ - 1 fl�4.00 II r 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line 9 Q (cfs) Dn (f t) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 5 26.18 1058.69 1058.75 3.00 3.00 3.96 1062.65 1062.68 1062.71 3.70 370 9.51 9.75 - Project File: No. Lines: 24 Run Date: 03-05-2008 Hydrallow Storm Sewers 2005 = m m m IM M IM M = m m = = m = Line Profile (Line 6) - Hex. 5 IM IM Page I of 1 Line 6 - Hex. 5 . 111;'.1.110 I ItZ— 1074.00 1 C170.CICI 1070.00 - -- - ------- 1066.00 1066.00 1062.00 •1062.00 1058.00 --�36—`i ETE 0 2 r r-OL- 1 1054.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 Reach (ft) linveit Eirvation Depth of Flow Hydraulic Grade Line Velocity Cover Line 4 a (cis) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (f US) Up (ft/s) Dn (ft) Up (ft) 6 26.18 1058.75 1060.07 3.00 3.00 3.36 1062.71 1063.26 1063.43 3.70 3.70 9.75 7.43 Project File: =No Lines: 24 Run Date: 03-05-2008 Hyaratlow blorm hewers zw> M M M M M Cover M M M M M M M M M M M M M M Line Profile (Line 7) - Hex. 8 Page 1 of 1 Ele-v(ft) Line 7 - Hex. 8 None 1072.00 1072.00 11 169.00 1069.00 I0166.00 1066.00 r - L—�-- 1063.00 VJ 1060.00 1057.00 0 5 113 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) hiveit Elevation 1-ine 4 a Dn Up Dn (cfs) (f t) (ft) (ft) 7 26.18 1060,07 1060.44 3.00 Project File: Depth of Flow Hydraulic Grade Line Velocity Cover Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (it) 3.00 3.35 1063.43 1063.58 1063.79 3.70 3.70 7.43 6.56 No. Lines: 24 Run Date: 03-05-2008 Hydraflow Storm Sewers 20 M M M = M = IM Depth of Flow Line Profile (Line 8) - Hex. 9 Page o11 Ele, (ft:t 1 i 1721]0 1069.00 1066.00 1063.uLi 10130. 0 105.- III I Line 8 - Hex. 9 SOMMEME 1072.00 1069.00 1066.00 1063.00 1060.00 1057.00 0 1 i 1 Ai 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Reach (ft) Hyaraliow Storm Sewers 21 Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line N Q Dii Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cis) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fUs) (ft/s) (ft) (ft) 8 24.58 1060.44 1061.16 3.00 2.89 3.05 1063.82 1064.06 1064.21 3.48 3.52 6.56 6.04 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hyaraliow Storm Sewers 21 M IM M Ml M M M M M M M M M M M M M M Line Profile (Line 9) - Hex. 9 Pagel oft Elev (ft) Line 9 - Hex. 9 1077.00 _ 1077.00 NonE Z— IOT-3.00 e 1073.00 1 Cl6q.uFl 7 777— 1069.00 _7 -1065.00 "77 77- 1065.00 10611 1061.00 50 °/a 237-" 3 L f= .011 I I I.r) 0 13 1057.00 0 20 4 11 60 80 100 120 140 160 180 200 220 240 260 280 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fvs) Up (ft/s) Dn (ft) Up (ft) 9 19.83 1061.16 1 1062.34 3.00 1 2.18 2.33 1064.28 1 1064.52 1064.67 2.81 3.60 6.04 7.06 Project File: --TNo — lun Date: 03-05-2008 Hydreflow Storm Sewers 2005 Elev (.ft) Line 10 - Hex. 10 Manhole I 074AO 1074.00 Line Profile (Line 10) - Hex. 10 Page 1 of 1 Elev (.ft) Line 10 - Hex. 10 Manhole I 074AO 1074.00 1071.00 11171.00 1068.00 1068.00 I 065.00 1065.00 1062.00 3.66L-f-=- E- @-O:E I-%-- 1062.00 it P."I 1 n 5 '10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elp�lation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (it) Up (ft) Dn (ft) 2.33 Up (it) 2.19 Hw (ft) 2.34 Dn (ft) 1064.67 Up (ft) 1064.70 Jnct (ft) 1064.85 Dn (ft/s) 3.36 Up (ft/s) 3.59 Dn (ft) 7.06 Up 6.75 10 19.83 1062.34 1062.51 Project File: No. Lines: 24 Run Date: 03-05-2008 Hydratlow Storm Sowers -, = = = M m = = = = = = m = = IM = m m = Line Profile (Line 11) - Hex. 11 Page 1 of 1 Ele-.1; (ft) Line 11 - Hex. 11 I . 1"191-11 Ile 1074.00 -1 f174.011 10 71 .00 1071.00 1068.00 106` illl --- 121 -.35Lf _ .24 " - 0- �5 (pb 0 1065.00 1062.00 — ------ /6-1-- 1 LIR2 1059.00 1059.00 111 .1 it 211 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) hiveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line If a (cis) Dn (11) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 11 19.83 1062.53 1063.16 2.00 2.00 3.27 1064.85 1066.13 1066.43 6.31 6.31 7.73 5.68 Project File: — No. Lines: 24 Run Date: 03-05-2008 �YOraTIDW owFIII M M M M= 'M = M MMIM Line Profile (Line 12) - Hex. 12 Pagel of I Ele%,, (ft) Line 12 - Hex. 12 1075.00 1071;1-10 1072.00 1072.00 1069.00 1069.1-111 .1066.00 IFI66.00 I AR 1063.00 -.00 1060.00 1060.00 it 5 10 15 20 25 30 35 40 45 50 Reach (ft) I nveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f US) Dn (ft) Up (ft) 12 19.83 1063.16 1063.26 2.00 2.00 3.95 1066.43 1066.64 1067.21 6.31 6.31 5.68 5.58 Project File: No Lines: 24 Run Date: 03-05-2008 Hydraflow Storm sewers 2 M M m M m m m m m m m m m m Line Profile (Line 13) - Hex. 13 Page 1 of 1 Elev (ft) Line 13 - Hex. 13 1075.00 1075.00 1072.00 =--Curb-- 10172.00 F 1069.00 ---- --------- - 1136q.130 •066.00 --1066.00 7, 1063.00 1060.00 1060.17111 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Ifiveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # a (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fYs) Up (ft/s) Dn (ft) Up (ft) 13 19.83 1063.26' 1063.49 2.00 2.00 .4.39 1067.21 1067.26 1067.88 — 6.31 1 6.31 5.58 5.18 Project File: --FNo, Lines: 24 Date: Run D 0=3-05-20OB �yaraTiuw any b 4�— = m = = = = = = = m = m m m = = = m = Line Profile (Line 14) - Hex. 17 1 Page I of 1 Elev (ft) 1074.00 1 071 I 00 Line 14 - Hex. 17 ENE 1074.00 1070.00 1066.00 1066.0A -0-IR2.00 1062.00 ONE =01 1058.00 1055.00 1054.00 1054.00 it 5 10 15 20 25 30 35 40 45 50 Reach (ft) Line It 0 (cfs) hiveit Elevation Depth of Flow Dn Up (ft) (ft) Hw (ft) Hydraulic Grade Line Dn Up Jnct (ft) (ft) (ft) Velocity Dn Up (ft/s) (ft/s) Cover Dn Up (ft) (ft) Dn (ft) Up (ft) 14 1.95 1058.94 1060.49 Project File: 1.50 1.33 1.35 1061.82 1061.82 1061.84 No. Lines: 24 1.10 1.18 1 Run Date: 10.06 7.45 03-05-2008 mycratiow worm aewers z = m m m m m = m m m m m m Line Profile (Line 15) - Roof Drains Page 1 of 1 Elev (ft) Line 15 - Roof Drains Manhole 1074.00 1074.00 I 071I.OU 1070.00 1066.00 1066.00 1062.rlU- -P* - 1062.00 1058.00 7-1 1 054.00 1 054.no 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line H 0 (cfs) Dn (ft) Up (ft) Dn (it) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (IUS) Up (ft/S) Dn (ft) Up (ft) 15 5.67 1059.29 1064.29 1.00 0.95 0.95 1061.88 1065.24 j 1065.24 7.22 7.37 10.21 6.21 Project File: No. Lines: 24 Run Date: 03-05-2008 Hyarallow btcvn 69"m 2005 Line Profile (Line 16) - Hex. 14 & 15 Page of 1 Elev (ft) 1073 00 11170.00 1067.00 10621.1 l0 1061.0A Line 16 - Hex. 14 & 15 SOMME WOMON11-1 NMI 1073.00 1070.00 1067.00 1064.00 1061.00 1 F15,0.00 I 1 1 1058.00 Cl 5 10 15 20 25 30 35 40 45 50 55 60 65 Reach (ft) Line # Q (cfs) Invert Elvvalion Depth of Flow Hydraulic Grade Line Velocity Cover Dn if t) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fUs) Up (fUs) Dn (ft) Up (ft) 16 4.75 1061.93 1063.17 1.50 1.23 1.31 1064.29 1064.40 1064.48 2.69 3.07 6.77 3.08 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydrellow Storm Sewers 20 Elev (ft) 1070.00 1068.1111 1066.00 1064.00 1062.00 Line 17 - CB100 Curb Inlet ,—Curb 10611.00 I 0 5 lit 15 20 25 30 35 40 45 1070.00 1066.00 1066.00 1064.00 1062.00 ' 1060.00 50 55 60 65 Reach (ft) Inveit Elevation Depth Line Profile (Line 17) - CB100 Curb Inlet Page l of I Elev (ft) 1070.00 1068.1111 1066.00 1064.00 1062.00 Line 17 - CB100 Curb Inlet ,—Curb 10611.00 I 0 5 lit 15 20 25 30 35 40 45 1070.00 1066.00 1066.00 1064.00 1062.00 ' 1060.00 50 55 60 65 Reach (ft) Inveit Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (it) (it) (it) (it) (ft) (it) (it) (ft) (fVs) (fVs) (ft) (it) 17 4.75 1063.17 1065.00 1.34 0.83 0.83 1064.51 1065.83 j 1065.83 2.85 4.72 3.08 2.50 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydrellow Storm Sewers 2005 � � t• r• � 107; � � fi � � � � � � � � � � f• r• Line Profile (Line 18) - 2 Cart. Contech Page 1 of 1 Eiev (ft) Line 18 - 2 Cart. Cantech _ I'IJlle 2� IJO 1072.00 107; � — — 1069.00 - -`— " —_ 1069.00 — 1066.00 1066.110 — iL 1063.00 1063.00 II I 1060.00 106i1)jfI i — 1057.00 1 157.1 fi l 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (f t) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fUs) Up (ft/s) Dn (ft) Up (ft) 18 1.11 1062.00 1066.20 1.50 0.40 0.40 1064.00 1066.60 j 1066.60 0.63 2.91 6.50 1.80 Project Fife: No. Lines: 24 Run Date: 03 -05 -2008 Hydrallow Storm Sewers 2005 M M M M M 1066.00 I ORICIO 1116- l-uu M M M M M M M M M M M M M M Line Profile (Line 19) - 1 Cart. Contech Pagel oft Elev(ft) Line 19 -1 Cart. Contech I 1072.00 Nu le 1072.00 1069.00 1069.00 1066.00 1066.00 I ORICIO 1116- l-uu 1063.00 1060.00 VU - I b— LCVI. L JCJI 1057.00 .;7.00 0 5 -10 1, 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 Reach (ft) Line 4 a (cfs) Inveit Eir,vation Dn Up (ft) (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn if US) Up (ft/s) Dn (ft) Up (ft) 19 0.49 1062.00 1063.91 I 1.50 0.28 0.35 1064.00 I 1064.19 1064.26 0.28 2.16 6.50 1.80 Project File: --------------- Lines: 24 No. Lines: 24 Date: 03-05-2008 Hydraflow Storm Sewers 2005 Eley (ft) Line 20 - Contech Vault -- idone Manhole 1074.00 1n74.00 Line Profile (Line 20) - Contech Vault Page 1 of 1 Eley (ft) Line 20 - Contech Vault -- idone Manhole 1074.00 1n74.00 1070.00 _.. _..........- .... _.._- ....__... _ �... _.._..... _ . ..... _ -.. _...... 1070.1 li I 1066.00 1066.00 1 162.1 ii — 1062.00 1058.00 _____ 1054.00 1 i 15'1.Li 1 it 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveil Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line 4 Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fUs) Up (ftls) Dn (ft) Up (ft) 20 4.90 1058.69 1061.40 1.50 1.44 1.56 1062.75 1062.84 1062.96 2.77 2.81 11.01 8.30 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydrellow, Storm Sewers 2W5 M M M M M 10"3110 1070.01) M M M M = M M M = M M M M M Line Profile (Line 2-1) - Prop. 12 PVC Page 1 of I Elev(ft) Line 21 - Prop. 12 PVC None l,daf 11 1073.00 10"3110 1070.01) 1070.00 fr—TT 1067.00 1067.1 1C 1 1064.00 1064.00 1061.00 1 C16 1 .00 1 11 8. 0 L le 1058.00 0 0 5 1U 15 20 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Inveit Elpvation Depth of Flow Hydraulic Grade Line Velocity Cover Line # 0 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (f Vs) Dn (ft) Up (ft) 21 4.90 1063.70 1064.94 0.64 0.84 0.84 1064.34 1065.79 j 1065.79 6.78 4.78 6.00 5.26 Project File: - — ---FNo- —Lines: 24 Run Date: 03-05-2008 Hydraflow Storm Sewers 2005 M M IM IM M M M M Line Profile (Line 22) - Prop. 12 PVC Page I of 1 Elev (ft) Line 22 - Prop. 12 PVC -1076.00 1076.00 -107.31.00 1073.00 1070.00 1070.00 11167.00 1067.00 1064.00 I A If A 064.00 1061.00 061.00 0 10 i 30 40 50 60 70 80 90 100 110 120 130 140 Reach (ft) Line 4 a (cfs) Inveit Eirvation Dn Up (it) (ft) Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 22 2.45 1064.94 1067.24 1.17 0.60 0.60 1066.11 1067.84 j 1067.84 1.66 3.73 5.26 2.96 Project File: No Lines: 24 Run Date: 03-05-2008 Hydrallow Storm Sewers 2005 Line Profile (Line 23) - Prop. Roof Drain Pagel oft Elev (it.) 1 076,1 II I 107: - .110 11171 I 1 Ill 1067.110 1064 1 II I Line 23 - Prop. Roof Drain i 1076.00 1073.00 1070.00 1067.00 1064.00 5 10 15 20 25 30 35 40 45 50 Reach (ft) Hydreflow Storm Sewers 20 Inveit Elr,vation Depth of Flow Hydraulic Grade Line Velocity Cover Line 9 o (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft /s) Up (ft/s) Dn (ft) Up (ft) 23 2.45 1064.94 1067.36 1.00 0.66 0.66 1065.99 1068.02 j 1068.02 3.12 4.43 5.76 3.46 Project File: No. Lines: 24 Run Date: 03 -05 -2008 Hydreflow Storm Sewers 20 Elev (ft) 1075.00 1073.00 173.00 1071.00 1069.00 1 1 116 .I I[I Line 24 - Prom. Roof Drain ManI ole- -._.._ 1075.00 1073.00 1071.00 1069.00 1067.00 jj-M 5 10 15 20 25 30 35 40 45 50 Reach (ft) Inveil Elevation Depth of Flow Line Profile (Line 24) Cover - Prop. Roof Drain Page 1 of 1 Elev (ft) 1075.00 1073.00 173.00 1071.00 1069.00 1 1 116 .I I[I Line 24 - Prom. Roof Drain ManI ole- -._.._ 1075.00 1073.00 1071.00 1069.00 1067.00 jj-M 5 10 15 20 25 30 35 40 45 50 Reach (ft) Hydrattow Storm Sewers 2 Inveil Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line If o (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fUs) Up (ft/s) Dn (ft) Up (ft) 24 2.45 1067.2.4 1067.36 0.66 0.66 0.66 1067.90 1068.02 j 1068.02 4.43 4.43 3.46 3.46 Project File: No Lines: 24 Run Date: 03 -05 -2008 Hydrattow Storm Sewers 2 I Drawings and Reference Information I [l I I I I I PLATE I- 0 �^ II IA M L v O r r 1`I 7 r O L31 RAINFALL INTENSITY - INCHES PER HOUR NI 9.4 L(1, MURRIETA 4 RANCHO - TEMECULA CALIFORNIA NORCO PALM SPRINGS PERRIS VALLEY OUR AT I UN T ^FOUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY III NUIF5 MINUTES MINUTES MINUTES MINUTES 1^' 100 10 100 10 100 10 100 10 100 YT`o YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2 -11 4.48 5 3.45 5.10 5 2.77 4.16 5 4.23 6.76 5 2.64 3.78 6 2159 4.07 6 3.12 4.61 6 2.53 3.79 6 3.80 6.08 6 2.41 3.46 7 2 -!1 3.75 7 2.87 4.24 7 2.34 3.51 7 3.48 5.56 7 2.24 3.21 0 2. %1 3.49 8 2.67 3.94 6 2.19 3.29 8 3.22 5.15 8 2.09 3.01 ? 2. ^A 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 9 1.98 2.84 10 1.'S 3.10 10 2.36 3.40 10 1.96 2.94 10 2.83 4.52 10 1.88 2.69 11 1.01 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 4.26 11 1.79 2.57 12 1.14 2.82 12 2.13 3.1s 12 1.79 2.68 12 2.54 4.07 12 1.T2 2.46 13 1.71 2.70 13 2.04 3.01 13 1.72 2.58 13 2.43 3.88 13 1.65 2.37 1, )., 2.60 14 1.96 2.89 14 1.66 2.48 14 2.33 3.72 14 1.59 2.29 15 1159 2.50 15 1.89 2.79 15 1.60 2.40 15 2.23 3.58 15 1.54 2.21 16 1. 13 2.42 16 1.82 2.69 16 1.55 2.32 16 2.15 3.44 16 1.49 2.14 17 1.`9 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.45 2.08 IB 1.- 2.27 18 1.71 2.52 18 1.46 2.19 IB 2.01 3.22 18 1.41 2.02 1? 1:19 2.21 19 1.66 2.45 19 1.42 2.13 19 1.9s 3.12 19 1.37 1.97 20 1,35 2.15 20 1.61 2.38 20 1.39 2.08 20 1.69 3.03 20 1.34 1.92 22 1.2' 2.04 22 1.53 2.26 22 1.32 1.96 22 1.79 2.86 22 1.28 1.83 2' 1. 15 1.9s 24 1.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.19 1,87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1,18 1.69 28 1.1• 1.80 28 1.34 1.98 28 1.17 1.76 28 1.56 2.49 28 1,13 1,63 30 1.10 1.T3 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1,10 I.ST 32 1.05 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 34 1.43 1.62 34 1.20 I.78 34 1.06 1.59 34 1.39 2.22 34 1,03 1.48 36 1.90 1.57 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 - 36 1.00 1.44 3A .'T I.53 38 1.13 1.67 38 1.01 1.51 38 1.30 2.09 38 .98 1.40 10 .'I 1.49 40 1.10 1.62 40 .98 1.47 40 1.27 2.02 40 .95 1.37 15 .^.' 1.40 45 1.03 1.52 45 .92 1.39 45 1.18 1.89 45 .90 1.29 50 , ^5 1.32 50 .97 1.44 50 .88 1.31 50 1.11 1.78 50 .85 1.22 55 .?? 1.26 55 .92 1.36 55 .84 1.2s 55 1.05 1.68 55 .81 1.17 60 1.20 60 .88 1.30 60 .80 1.20 60 1.00 1.60 60 ,78 1.12 65 .13 1.15 65 .84 1.24 65 .77 1.15 65 .95 1.53 65 .75 1.08 70 .10 1.11 70 .81 1.19 70 .74 1.11 70 .91 1.46 70 .72 1.04 IS ,50 1.07 75 .78 1.15 75 .12 1.07 75 .88 1.41 is .70 1.00 00 .A= 1.03 80 .TS 1.11 80 .69 1.04 80 .85 1.35 80 .68 .97 95 1.00 85 .73 1.07 85 .67 1.01 85 .82 1.31 85 .66 .94 61.9PF - .530 SLOPE = .550 SLOPE • .500 SLOPE • .580 SLOPE • .490 r r rl C7 t.l iWE O 4 C J r° e X m n m A 0 � -n o �o a /7 'O �' Q _ 0 rn a � Q � to Length (L) of initial area in feet Ir O Gn N N W W A CT a1 �1 W to O C) t',X1 O O O O O O O O O O O p r O Time of concentration (Tc) in to to -J ao — N w A tT a�-l® 0 NO V v M 2 1 lax n < n Difference U) c A n < D3 O O n � 3 to 3 to r O Cook, r*1 7 O O r_ _I 7. -1 2 .I to CL CL to D $ x ° x, O CL Development or Zoning (K) c c 3�r1 3,x n 3 C1 fe t b ween ends of initial area _ I= N m 11 3 ♦ V N W W OO O O 0 O OOO O 00 O O 11 _ 3 O 000 D O W -n O O 3 O _ `G A D 2 1 lax n < n Difference U) c A n < D3 O O n � n O Cook, vatlon (H) in N WANWWD r �J S for special development O tr O O O O O O O O n O r_ c� 3 CL CL N D $ x ° x, O CL Development or Zoning (K) c c Z �D Percentage of Impervious Cover(AI) n 3 fe t b ween ends of initial area _ I= $ m 11 ♦ V N W W OO O O 0 O OOO O 00 O O 11 _ O 000 D O O a p (N (A N N r) cn O tr O 7D FD ::i a1 U A N O tp OD -4 t!f ` -U -1_6 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 a_( 1 ( 1 1 1 I 1 1 I 1 1 1. 1 I Time of concentration (TO in minutes for lingle Family Development (1/4 Acre] U J �^ m 350 We -25 o � c c E 300 c 20 _ i9 '6 18 0 250 ~ I7 J 16 c 15 t _ 14 P 0 200 13 J 12 v 1i w 0 150 9.5 9 E_ —7 G F lag i c f t4� L 4 RCFG ek W D YDROLOGRY Undeveloped Tc' Fair Cover LIMITATIONS: L Undeveloped 100 I. Maximum length = 1000' 1000 Single Family (1/4 Acre) 90 2. Maximum area = 10 Acres 900 80 a 70 Y u c fl 800 V m 60 a c 3 0 0 700 > 20 0 m O N 0 E 100 600 50 O s0 o o m Y u E 40 30 500 CL. m 20 c 35 c i 0 A s 6 Y w r K L 400 30 (1) Undeveloped J2 Good over Y m 350 We -25 o � c c E 300 c 20 _ i9 '6 18 0 250 ~ I7 J 16 c 15 t _ 14 P 0 200 13 J 12 v 1i w 0 150 9.5 9 E_ —7 G F lag i c f t4� L 4 RCFG ek W D YDROLOGRY Undeveloped 0 1.0 Fair Cover .6 :$ Undeveloped 0 Poor Cover 0 2 Single Family (1/4 Acre) 5� Y O C m Y w W KEY L-1 Tc—K —Tc a - Yco ea6a Tc S� 6 0 u Q 7 C Y 8 0 Y 9 0 10 E II LL r o 14 15 H _Y 16 c 17 E 18 c 19 20 12 ;, C O O `c 25 c 0 0 30 Y EXAMPLE: (1)L =550'; H= 5.O;K= Single Family(1 /4Ac.) Deveiovmeni i: = t : c m'src. (21 L = @50', H = 5.0',, K = Oommeroial Development , Tc = S.7 min. 6- Reference: Bibliography item No. 35. TINGE OF CONCENTRIMON FOR INITIAL SUBAREA "A mt 1TI n 1 [N `t All ra � 1- 0 C11 X � � Q r Length (L) of initial area in feet N N W W A U O O O O O O tOJ n m -1 a Rt �' _ O °- tt o _ A a z C) to rnT z Fate .I� a of concentration (Tc') in minutes for special I .t — N W m to O N O U e , 0 J IX i n rn 1 � Difference � o A � 0 D3 is N WJ \01 I Ir D 0 0 0 o v 3 to 3 cn r m Q m a U 0 X, -1 2 - D D Cr �-0 0 0 $ x S t -� Gl p 0 n D 3 3 U m -n 3 A `G %infoo A a of concentration (Tc') in minutes for special I .t — N W m to O N O U e , 0 J IX i n rn 1 � Difference � o A � 0 D3 is N WJ \01 lopment I; O O O O O O 0 I Ir 0 0 0 o 3 O° 0 lopment I; O O O O O O 0 tl> Percentage of Impervious Cover(Ai) 3 I wea n ends ia�ar� I2 0 0' MIT , 1 '711111 y y n [�, I 000000 N 000 O„ 0 S 000 O n O O rJ to O tr O ca W J a> ai A Time of concentration (TO in minutes f ngle Family Development (1/4Acrel I0 I � I r 3 m� c c� 3 N - - D D �-0 0 0 $ x x x x p p n D Development or Zoning (K) 3 3 U U) c %infoo rJ to O tr O ca W J a> ai A Time of concentration (TO in minutes f ngle Family Development (1/4Acrel I0 I � L 1000 900 BOO m TC' 100 90 90 70 700 60 C 600 n 50 0 m > m 500 v 0 o � 400 C 350 0 F 300 c o 250 J 0 J 200 M e 0 35 CL e S 30 w m 25 C E c 20 19 17 16 c 15 E 14 13 12 a. E 9 0 L F- 8 a I �6 1 r, l l 4 LIMITATIONS: x Undeveloped 0 I. Maximum length = 1000' 2. Maximum area = 10 Acres Single Family a (1/4 Acre) o Commercia o H c d 0 v U KEY Soo 400 0 0 300 > _ 200 c o V Q O N :E 100 o `c ° - o e0 �SOp E Q ° O a 3 0 o il) u c v c m 20 o au►, m a s 8 K Al Undeveloped Good Cover m 2 r Cover " l � x Undeveloped 0 Poor Cover 0 Single Family 50 0 (1/4 Acre) o Commercia 0 m (Pav c d 0 v KEY L-H Tc -K -Tc RC ,FO & WC HYDRO -' DaY MIANUAL �b n q — 'RPopoatd 2� .2 TC 5 -1 9 Id C m E Q 0 m 9 0 10 E II U- .2 12 c r a 14 15 H d 16-.s 17 E is 19-- 220-,2 c `o c 25 c 0 U 30 m EXAMPLE: E r (1) L =550`, H =5.0, K= Single Family(1 /4 Ac.) 35 Devebvrnen' T, . _ ? mi;.. (2) L = 550', K =5.0`, r = ommercia( GeveiopmeW , Sc = G.7 rnir, ` Reference: Bibliography item No, 35. i IR E OF CONCEN7RA-11ON FOR INMAL SUBAREA P;- A 7 - r I C? O cl ,d* t— Length (L) of initial area in feet Ir Q 6'rl N N W W ? U1 O1 —1 m CD p O O O O O O O O O O O O O Time f concentration (Tc) in minutes for special development I� J r -- 1— I - — r(— r -) n -A ff1 -1 00 tD _ N W A OI 01 100 1D O N O (WII U O J 07 0 0 E5 rV (Al ^ O O O O O 0 0 N Vt Difference Time of concentration A N IMJ Val m � to D n ! r $ p q A 0 •� Q � � _ T) O a min o m �x P Q a f) O r' g -0 0 U) m 3 a ISO $ no �a c '—`• Z COL C) or Zoning (K) c c nn j.:O N Vt Difference Time of concentration A N IMJ Val t0 D ! r $ p q V !I •� G) C � r min o m �x - a f) O 00 n < ISO $ no x c '—`• Z COL !! cr or Zoning (K) c c nn j.:O A 111 7 �D Percentage of Impervious Cover(Al) et ? S1 to 0 o i!n 3 3 N 00- N IMpp00,005 N WL O 0 00000 O O 00 o 3 O O n O 0 O D 0 w Io N Vt Difference Time of concentration A N IMJ Val O W OD �1 FD CT A N O t0 00 y 01 (TO in minutes for ingle Family Development (IAAcrei OI I J� 0 r C G) C m� o. C& o o CL /Development N - _3 —i 10 00 0 ISO $ no x c '—`• Z COL n or Zoning (K) c c (A 3 3 O �D Percentage of Impervious Cover(Al) et b wean ends of initia��l �a�eP 0 i!n N 00- N IMpp00,005 N WL O 0 00000 O O 00 O \ n O 0 O 0 O W OD �1 FD CT A N O t0 00 y 01 (TO in minutes for ingle Family Development (IAAcrei OI I J� 0 PLATE C TC' LIMITATIONS: L 100 I. Maximum length = 1000' TC 1000 90 2. Maximum area = 10 Acres 5 900 80 800 TO H 6 V a c u E Soo 300 a 700 60 c L 200 7 m a ^1 ° c E 100 C ° 600 0 50 ° o 8 c a so 40 0° m 0 E ° CL ° ° m 20 0 9 0 O 500 -°° 4 m 35 °' �� c 0 10 8 10 E f ° c ° K ; 6 I1 0 U- c 400 w 30 Undeveloped (� ) - Good Cover ° ° 2 ti 12 c - 0 ° 350 25 Undev ped c_ 0 1.0 c r Cover 665 14 300 E % Undeveloped 0 4 1 15-3 0 S 20 Poor Cover ,2 _co 16 E 0 - 17 Single Famlly 50 ° IT E 250 (1/4 Acre) ° IB c f6 L o 14 Commercial 0 20 o U (Pav c C 200 13 d ° 0 12 0 L 25 c ° KEY v 150 E 9 L-H Tc -K -Tc c t= 8 30 EXAMPLE: E (1)L =550Y, H= 5.0,K= Single Family(1 /4Ac.) 25 F� L Jevegpmen: , = Y. _ mi- F100 I V2) = 550'. 'r: =S.0', 1t= Commercial 4C, Deveiopment , Tc = 9.7 mir.. 5 k L 4 Reference: Bibliography item No. 35. R G F 0 & W G D 711E OF CONOEN7R4 710h'' Vt DROL'?e M'ANU.kL FOR N171AL SUBAREA PLATE C r r;, Q !' 47 r Difference ?ii 0 D3 n 4 iv tM7 N J Length (L) of initial area in feet IT`t _1 m 0 N N to O CA 0 to O Zt U 8 0 O O O n O O Time of con ntration (Tc) in minutes "it o special J n TO r- m VZU -+ ao to N W — u, 51 —I OD to 0 cNi1 q 1' �) (n fTl � � IN 17 W o lH U m rl C) Development or Zoning (K) _I T z U) Difference ?ii 0 D3 n 4 iv tM7 N J Length (L) of initial area in feet IT`t _1 0 N N to O CA 0 to O ? 0 U 8 0 O O O r O O Time of con ntration (Tc) in minutes 0 for special 3to W r- m VZU -+ ao to N W — u, 51 —I OD to 0 cNi1 O U [ Difference ?ii 0 D3 n 4 iv tM7 N J _, 17 O O 0 O r O O 11 0 t �.n° 3to ER 70 r- Ip U m m M , X � � 0 a 0 0`1 04 � m rl n Development or Zoning (K) _I T z U) t 0 �D 0 11 u IJ+ u Ut 3 0 n_ in fe b ween ends of initial areal= 0 o m rM n z Ttn0 y N a1 ODp 00 00000 0 O 11 000 O 0 \ 3 to O 3 tF to T 2. 0 3 9 _ r Difference ?ii 0 D3 n 4 iv tM7 N J susututtuttt�rn�ttu 0 0 0 0 0 0 _, 17 O O O r O O 0 3 susututtuttt�rn�ttu 0 0 0 0 0 0 G x'1-7, O 0 O to iD N tT VI A N O to (D a1 U l (- 1 -5� -I I I I I I I I I t t I I I I I I t 1 1 I, I I) ) 1 116 1 1 I t I I ) 1. 1 Time of concentration (Tc) in minutes for 'Single Family Development (1/4 Acre) -(1 I _, r �C 3 �.n° 02 00 IA n OM °v°n 0`1 04 O n Development or Zoning (K) c c U) O 0 �D Percentage of Impervious Cover(AI) 3 3 in fe b ween ends of initial areal= 0 o m rM n z Ttn0 y N a1 ODp 00 00000 0 O 11 000 O 0 \ � m O to G x'1-7, O 0 O to iD N tT VI A N O to (D a1 U l (- 1 -5� -I I I I I I I I I t t I I I I I I t 1 1 I, I I) ) 1 116 1 1 I t I I ) 1. 1 Time of concentration (Tc) in minutes for 'Single Family Development (1/4 Acre) -(1 I 5� TC 8 S k 1070 34 x 1p70.57. x 1p70.6 JQ CC x 1 0.88 071.81 ,. p APN: 960 - 010 -46 OWNER: WAL -MART REAL ESTATE BUSINESS TRUST BASI D ' ITC 1071 071.70 ADDRESS: 32225 HIGHWAY 79 i 1.21 FL '\-107"!l TC 7.8% Q SD ca TG 110 1071.65 FL -'� ARE�= 07 _ .9 Act 69.0 1 67 � E 0 51ITC 1p71.17 5 L p 1071' x1071.6 x10 1.1 p 0=3 Q 101 °08I x1071.77 CFS o jam \ r ' ITC 1071.51 01.513 F 10 001/ I 1p 11.43 1 ° " • - a 0=5.8 CFS �./ 10 0.91 FLx1p71 64 2 x 069.3 x1069.1 II v I 71.33 T �p p WAL -MART X1071.6 x1 1.2 k10 1 II x I 1070'g6 FIRNISH FLOOR 51.0 �Q. �T. �, I - 101 T68 F�k1p71.44 ' TC HEIGHT = 36.4 I 10 •63 F 0o 115 TC x 107 21 c �p.8 0 T 7 x 1 0.9 p70.5 ,c1069-7 � 1070.1 I I 10 J0.39I 1107 41 F. Q A ON AI t l 1 1011 'I _i1 A P11 A 1 An\ V - I I n, MH , olm . ,.-,n R9 p ;19 x- 1071-:441,071..60'_ . p _- p • 4& k10�'2407 To 7,41 7 a 1 ,.26 99 10,7 92, 1 ter" ECULA CREEK =x�X�X <0=22.25 CFS ................. .................... X Q =33.12 CFS vo HANNEL -..r.. 1 1070 32 x 1069. 1 LEGEND PATH OF TRAVEL BASIN BASIN BOUNDARY f O EXHIBIT A HYDROLOGY MAP EXISTING CONDITIONS I qt?b. I v 107' j0 0 107 6 .x,1.71 0 TC x 1071.66 TC TC 072 FS 071 FS -FS 41 x10 ;071.2 - x 1071 • o���t F �pF k10; 14 0 LS klo 7 7 x 1070 9 x 107 lS 071 3TFS CC CC - 1070-78 k 1070.45 1071-.1 6 TC X07 - F 107 - 101 F x 1 QQ7 x11�� 6 x 1 pl/0• 27 1070, C 18 "0 RCP 106- ,.I 7 FS x 070.25 1070 3 FS 107 1 TC g3 TC 071 2 FS 1070• FS 1x107 070• 1070.50 1p7 - 3 F 1 1 9 F k 10'fv 10. 1o70.69 c Ow-r- k10 7p- k1 k 0-u' >C10 x10 xY EXISTING WAL -MART FF= 71.86 APN. 960 - 010 -46 OWNER: WAL�MART REAL ESTATE BUSINESS TRUST ADDRESS. 32225 HIGHWAY 79 WAL -MART AREA = 149, 551.0 SO. FT. FINISH FLOOR = 1071.82' HEIGHT = 36.4' BASIN O AREA =0.59 AC r)=l QO f""= - - - 43- ° 1077 .1071 15 1071.34 0'41 1 p71.34x( 071.19 -011 X l000l 1r)-Q Qn nrc2) Q =1.75 CFS 0=2.58 CFS BASIN (2) � AREA =1.57 AC i 0=0.27 CFS FF 0 =3.32 CFS 10 � Q=4.90 CFS BASIN 03 AREA =0.11 AC � Q =0.02 CFS UL L BASIN (7) AREA =0.49 AC Q 0=0.09 CFS Q 0=1.47 CFS 0=2.17 CFS ,r .0 BASIN O kREA=0.25 AC 0=0.04 CFS 0=0.75 CFS 0=1.11 CFS BASIN O AREA =0.31 AC Q =0.86 CFS 0=1.27 CFS lw k1469.32x1 69.45 40 LEGEND PATH OF TRAVEL BASIN BASIN BOUNDARY 0 0 40 80 120 16# SCALE 1 40' EXHIBIT B HYDROLOGY MAP PROPOSED CONDITIONS NASLAND ENGINEERING CIVIL ENGINEERING SURVEYING o LAND PLANINING 4740 Ruffner Street, San Diego, California, 92111 0 858 - 292 -7770 TEMECULA WAL-MART EXPANSION