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Home My WebLink AboutTract Map 30990 Hydrology Report Aug. 4, 1996RECEIVED 0 AUG - 81996 CITY OF TEMECULA ENGINEERING DEPARTMENT HYDROLOGY First Street Extension in the City of Temecula amu, 8'14 /q 6 Prepared by E P NO9 I �7 N Z No. C15446 'R RENE 3-31 4 C 1 \Q OF CA�� • NORRIS-RERKE, INC. nLJ Consulting Civil Engineers and Land Surveyors I — 33055 VWO WAY • IEMECULA, CA 92591 • First Street Extension HYDROLOGY Revised May 1999 to revised concept DISCUSSION This is a partial revision to the study dated 8/4/96 for the storm drain west of Murrieta Creek. That study was based on the design of the Old Town Entertainment Center and supporting Western Bypass Corridor road. In that design runoff from the hills west of the WBC as well as the Old Town Entertainment Center and associated development north and south of First Street was diverted into First Street. The result was a 72" pipe from the WBC to Pujol Street and a 96" from Pujol to Murrieta Creek. This revision assumes that in the ultimate condition there will be no such diversion, except for a small portion of the WBC and First St itself. The existing drainage area is assumed to be developed as commercial land use conveying 100 -year runoff in paved driveway aisles and storm drain pipes into a pipe in first Street. (Datafile: "9203FC05.dat") A 2" hydrology analysis was run for the interim condition to insure the adequacy of • the phase 1 system using 10 -year rainfall and existing land use. Drainage patterns were verified by field inspection. (Datafile: "92031NTM.dat") CONCUSION The ultimate condition produces a runoff below Pujol of 90.3 cfs from a drainage area of 21.4 acres, 4.22 cfs/ac, at a time of concentration of 6.5 minutes. The resulting design is a 24" pipe in First Street to Pujol, then a 48" from Pujol to Murrieta Creek. The ultimate condition governs. The ultimate phase 1 design is more than adequate to convey the interim runoff. NORRIE-REPKE, INC. RMH RC ver 6.2 Mar 1999 RATIONAL METHOD HYDROLOGY Riverside County (C)Copyright 1999 Jack P. Norris, Tel 909-676-5816, Pax 676-0016 SIN 0 Jack P. Norris, RCE, 33055 Vino Way, Temecula CA 92591 909-676-5816 BBJ9203FCD5.DAT 8 records Runtime: 05-22-1999 07:28 Page 1 JPN Work code 8X Job# 92-03 Frequency: 100 - yr. I =12.357 Tc�-.550 Min. pipe size: 18" Legend: (i)=input (c)=computed 100 -yr 1 -hr D= 1.3" (i), -Loglog slope of I -D curve = .55 (i) Initial subarea Tc by Kirpich formula: Tc = k (Dist"3 / deltaH)".2 FT1 -----------------------------------------------------------------------+ 'O Triangle s/o 1st, midway between WBC & Pujol, into pipe in 1st to M. Creek No flow diverted to lst St. (�Ultimate con ltion. First Street Extension, Temecu a. +----------------------------------------------------------------------+ Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Remark: Assume a developed parcel with cut slope, then v -gutter & pipe flow. Node 901 to node 901.5 Elev 1096.00 to elev 1052.00 delta H = 44.00' Length= 90' Slope= .48889 Subarea: .1 acre Soil: D, RI= 75 Development type 14 = Commercial ai= .9 ------------------------------------------------------------------------------- k = .304 Tc = 2.12 min. I = 8.170 "/hr A(total) = 0.100 ac Fp = 0.42211/hr C=.895 Q(subarea) = 0.73 cfs Q(total) = 0.73 cfs ----------------------------------- Summary ------------------- --------- Stream 1 to node 901.5 Length= 90 ft. 7.32 cfs/acre avg. A(tot)= 0.10 acres Tc= 2.12 min Q= 0.73 cfs Record 2 Subarea 2 Stream 1 Process 4: Valley gutter section flow Remark: Assumed driveway aisle in parking lot Node 901.5 to node 902 Elev 1052.00 to elev 1032.00 delta H = 20.00' Length= 400' Slope= .05000 Subarea: .8 acre Soil: D, RI= 75 Development type 14 = Commercial ai= .9 Valley gutter'template 0 Section width = 30' n = .015 Gutter width = 3' Hike = 1.0" Lip = .38" Pav't X -fall = .015 Tt based on Qavg= 2.79 cfs Davg=0.19' Aavg= 0.80 sf. Vavg= 3.52 fps At end of reach: D = 0.19' (0.188) V = 6.07'/sec. D*V = 1.14 Sf = .05145 Flow area = 0.80 s.f. Flooded width = 12.79' ------------------------------------------------------------------------------- Tc = 2.12 + 1.89 = 4.01 min. I = 5.754 "/hr A(total) = 0.900 ac Fp = 0.41311/hr C=.894 Q(subarea) = 4.11 cfs Q(total) = 4.84 cfs ----------------------------------- Summary --------- -------------------- Stream 1 to node 902 Length= 490 ft. 5.38 cfs/acre avg. A(tot)= 0.90 acres Tc= 4.01 min Q= 4.84 cfs 0 Per. File 9203FCD5.DAT Runtime 05-22-1999 07:33 Job# 92-03 Page 2 Record 3 Subarea 3 Stream 1 Process 5: Pipe flow, Program -selected size *rk: Assumed pipe along east portion of parcel • e 902 to node 902.5 Pipeslope = .9 * groundslope. n = .013 Slev 1032.00 to elev 1029.00 delta H = 3.00' Length= 300' Slope= .01000 Subarea: 1 acre Soil: D, RI= 75 Development type 14 Commercial ai= .9 4.84 cfs in 1 18" pipe (d = 1.501) Depth, D=0.73' D/d=.487 Sf = .00933 Travel time X -Sect A= 0.85 sf, V= 5.68'/sec, Tt= 0.88 min. ------------------------------------------------------------------------------- Tc = 4.01 + 0.88 = 4.89 min. I 5.159 "/hr A(total) = 1.900 ac Fp = 0.409"/hr C=.893 Q(subarea) = 4.61 cfs Q(total) = 9.45 cfs ----------------------------------- Summary ------------------------ --- Stream 1 to node 902.5 Length= 790 ft. 4.97 cfs/acre avg. A(tot)= 1.90 acres Tc= 4.89 min Q= 9.45 cfs Record 4 Subarea 4 Stream 1 Process 5: Pipe flow, Program -selected size Remark: To First St. Node 902.5 to node 903 Pipeslope = 1 * groundslope. n = .013 Elev 1029.00 to elev 1022.00 delta H = 7.00' Length= 300' Slope= .02333 Subarea: 1 acre Soil: D, RI= 75 Development type 14 = Commercial ai= .9 9.45 cfs in 1 18" pipe (d = 1.50') Depth, D=0.82' D/d=.547 Sf = .02407 Travel time X -Sect A= 0.99 sf, V= 9.56'/sec, Tt= 0.52 min. W4.89 + 0.52 5.42 min. I = 4.879 "/hr tal) = 2.900 ac Fp 0.407 /hr C-.892 Q(subarea) = 4.35 cfs Q(total) = 13.81 cfs ----------------------------------- Summary --------------------------------- Stream 1 to node 903 Length= 1090 ft. 4.76 cfs/acre avg. A(tot)= 2.90 acres Tc= 5.42 min Q= 13.81 cfs Record 5 Subarea 5 Stream 1 Process 8: Add a subarea at last node Remark: Allow possible curb inlets in 1st St here (double tabled to Pujol CBs) At node 903 Subarea: 2.56 acres Soil: D, RI= 75 Development type 14 = Commercial ai= .9 ----------------------------------------- - Tc = 5.42 min. I = 4.879 "/hr A(total) 5.460 ac Fp = 0.407"/hr C=.892 Q(subarea) = 11.15 cfs Q(total) = 24.95 cfs ----------------------------------- Summary --------------------------------- - Stream 1 to node 903 Length= 1090 ft. 4.57 cfs/acre avg. A(tot)= 5.46 acres Tc= 5.42 min Q= 24.95 cfs File 9203FCD5.DAT Runtime 05-22-1999 07:33 Job# 92-03 Page 3 Record 6 Subarea 6 Stream 1 Process 5: Pipe flow, Program -selected size rk: Q Pujol, adding drainage subareas 118" & 1110" e 903 to node 13 Pipeslope = 1 * groundslope. n = .013 Elev 1021.00 to elev 990.60 delta H = 30.40' Length= 380' Slope= .08000 Subarea: 8.15 acres Soil: D, RI= 75 Development type 13 = Apartments ai= .8 24.95 cfs in 1 211, pipe (d - 1.75') Depth, D=0.93' D/d=.531 Sf_.08088T1 . v Travel time X -Sect A- 1 0 sf, V=19.21'/sec, Tt= 0.33 min. �1 --------------------------------------------------------------1 Tc = 5.42 + 0.33 = 5.75 min. I = 4.723 /hr' A(total) = 13.610 ac Fp = 0.40611/hr C=.885 Q(subarea) = 34.05 cfs Q(total) = 59.00 cfs -------------- ------ - - Summary ----------------------------------- Stream 1 to node 13 Length= 1470 ft. 4.34 cfs/acre avg. A(tot)= 13.61 acres Tc= 5.75 min Q= 59.00 cfs Record 7 Subarea 7 Stream 1 Process 5: Pipe flow, Program -selected size Remark: Drainage area #13 with Boys Club + N. side 1st St. Node 13 to node 15 Pipeslope = 1 * groundslope. n = .013 Elev 990.60 to elev 989.48 delta H = 1.12' Length= 200' Slope= .00560 Subarea: 7.76 acres Soil: D, RI= 75 Development type 13 = Apartments ai= .8 59.00 cfs in 1 42" pipe (d = 3.501) Depth, D=2.32' D/d=.663 Sf = .00569 Travel time X -Sect A= 6.77 sf, V= 8.72'/sec, Tt=' 0.38 min. -------------------_ ----------------------- -- 5.75 + 0.38 6.13 min. I = 4.559 "/hr AlCotal) = 21.370 ac Fp - 0.405 /hr C=.884 Q(subarea) = 31.27 cfs Q(total) = 90.27 cfs ----------------------------------- Summary ---------------------------- Stream 1 to node 15 Length= 1670 ft. 4.22 cfs/acre avg. A(tot)= 21.37 acres Tc= 6.13 min Q= 90.27 cfs Record 8 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size Remark: Find pipe size to Murrieta Creek Node 15 to node 17 Pipeslope = 1 * groundslope. n = .013 Elev 989.48 to elev 988.25 delta H = 1.23' Length= 220' Slope= .00559 Subarea: 0 acre 90.27 cfs in 1 48" pipe (d = 4.00') Depth, D=2.80' D/d=.700 Sf = .00563 Travel time X -Sect A= 9.40 sf, V= 9.61'/sec, Tt= 0.38 min. -------------------------------- --------------------7------- Tc = 6.13 + 0.38 = 6.51 min. I = 4.410 /hr A(total) = 21.370 ac Q(total) = 90.27 cfs ---------------------- Summary --------------------------- Stream 1 to node 17 Length= 1890 ft. 4.22 cfs/acre avg. A(tot)= 21.37 acres Tc= 6.51 min Q= 90.27 cfs End of RMH run for file 9203FCD5.DAT 11 RMH RC ver 6.2 Mar 1999 RATIONAL METHOD HYDROLOGY Riverside County (C)Copyright 1999 Jack P. Norris, Tel 909-676-5816, Fax 676-0016 SIN 0 Jack P. Norris, RCE, 33055 Vino Way, Temecula CA 92591 909-676-5816 9203INTM.DAT 11 records Runtime: 05-22-1999 11:03 Page 1 B JPN Work code 8X Job# 92-03 Frequency: 10 - yr. I = 8.165 Tc�-.550 Min. pipe size: 18" Legend: (i)=input (c)=computed 2 -yr 1 -hr D= .55" (i), 100 -yr 1 -hr D= 1.3" (i), 10 -yr 1 -hr depth = 0.859" (c), -Loglog slope of I -D curve = .55 (i) Initial subarea Tc by Kirpich formula: Tc = k (Dist�3 / deltaH)�.2 +-------------------- ---------------------------------------- ---------- ------+ Interim condition. Tributary to sump curb inlets in 1st east of Pujol. First Street Extension Phase 1, Temecula +--------------------------------------------------------------+ Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 901.1 to node 902 Elev 1106.00 to elev 1032.00 delta H = 74.00' Length= 540' Slope= .13704 Subarea: 1 acre Soil: D, RI= 75 Development type 1.2 = Nat/Agri, Fair cover ai= 0 ------------------------------------------------------------------------------- k = .706 Tc = 13.01 min. I = 1.991 "/hr A(total) = 1.000 ac Fp = 0.363"/hr C=.736 Q(subarea) = 1.46 cfs Q(total) = 1.46 cfs ----------------------------------- Summary ----------------------------------- Stream 1 to node 902 Length= 540 ft. 1.46 cfs/acre avg. A(tot)= 1.00 acres Tc= 13.01 min Q= 1.46 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel flow Node 902 to node 902.1 Elev 1032.00 to elev 1030.00 delta H = 2.00' Length= 320' Slope= .00625 Subarea: 1.18 acres Soil: D, RI= 75 Development type 1.2 = Nat/Agri, Fair cover ai= 0 Max d = 2' Bottom width = 1' Sideslope Z = 10:1 (h:v) n = .03 Q= 1.46 cfs. Calculated depth of flow, D = 0.30 ft. Travel time X -Sect A= 1.20 sf, V= 1.22'/sec, Tt= 4.37 min. ------------------------------------------------------------------------------- Tc = 13.01 + 4.37 = 17.38 min. I = 1.698 "/hr Notice: Long Tt. Tt= 4.37, Tc= 17.38. A(total) = 2.180 ac Fp = 0.35211/hr C=.713 Q(subarea) = 1.43 cfs Q(total) = 2.89 cfs ----------------------------------- Summary ------ --------- Stream 1 to node 902.1 Length= 860 ft. 1.33 cfs/acre avg. A(tot)= 2.18 acres Tc= 17.38 min Q= 2.89 cfs • File 9203INTM.DAT Runtime 05-22-1999 11:03 Job# 92-03 Page 2 Record 3 Subarea 3 Stream 1 Process 7:.Channel flow 902.1 to node 902.2 v 1030.00 to elev 1025.00 delta H = 5.00' Length= 310' Slope= .01613 Subarea: 1.35 acres Soil: D, R2= 75 Development type 1.2 = Nat/Agri, Fair cover ai= 0 Max d = 2' Bottom width = 1' Sideslope Z = 10:1 (h:v) n = .03 Q= 2.89 cfs. Calculated depth of flow, D = 0.32 ft. Travel time X -Sect A= 1.34 sf, V= 2.15'/sec, Tt= 2.40 min. ------------------------------------------------------------------------------- Tc = 17.38 + 2.40 = 19.78 min. I = 1.581 "/hr A(total) = 3.530 ac Fp 0.34711/hr C=.703 Q(subarea) = 1.50 cfs Q(total) = 4.39 cfs ----------------------------------- Summary ---------- ------------------- Stream 1 to node 902.2 Length= 1170 ft. 1.24 cfs/acre avg. A(tot)= 3.53 acres Tc= 19.78 min Q= 4.39 cfs Record 4 Subarea 4 Stream 1 Process 7: Channel flow Remark: To Pujol Node 902.2 to node 1303 Elev 1025.00 to elev 1004.50 delta H = 20.50' Length= 400' Slope= .05125 Subarea: .29 acre Soil: D, RI= 75 Development type 15 = User's fraction / mix ai= .2 Max d = 2' Bottom width = 1' Sideslope Z = 10:1 (h:v) n = .03 Q= 4.39 cfs. Calculated depth of flow, D = 0.30 ft. Travel time X -Sect A= 1.20 sf, V= 3.66'/sec, Tt= 1.82 min. ------ ------- ------------------------------------ "/hr --- = 19.78 + 1.82 = 21.60 min I = 1.507 A(total) = 3.820 ac Fp = 0.34311/hr C=.736 Q(subarea) = 0.32 cfs Q(total) = 4.72 cfs ----------------------------------- Summary --------------------------- Stream 1 to node 1303 Length= 1570 ft. 1.23 cfs/acre avg. A(tot)= 3.82 acres Tc= 21.60 min Q= 4.72 cfs Record 5 Subarea 5 Stream 1 Process 8: Add a subarea at last node Remark: Drainage subarea W8 goes into the CB on W. side of Pujol. At node 1303 Subarea: .79 acre Soil: D, RI= 75 Development type 14 = Commercial ai= .9 -------------------------------------------------- ---------------------- Tc = 21.60 min. I = 1.507 "/hr A(total) = 4.610 ac Fp 0.34311/hr C=.879 Q(subarea) = 1.05 cfs Q(total) = 5.76 cfs ----------------------------------- Summary --------------------- -------------- Stream 1 to node 1303 Length= 1570 ft. 1.25 cfs/acre avg. A(tot)= 4.61 acres Tc= 21.60 min Q= ------------------------------------------------------------------------------- 5.76 cfs File 9203INTM.DAT Runtime 05-22-1999 11:03 Job# 92-03 Page 3 Record 6 Subarea 6 Stream 1 Process 3: Street flow rk: To sump curb inlet e 1303 to node 1304 Elev 1004.50 to elev 1003.30 delta H = 1.20' Length= 100' Slope= .01200 Subarea: 1.24 acres Soil: D, RI= 75 Development type 14 = Commercial ai= .9 Street template 0 Half -width = 29' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Lip = .38" Xfall = .02 '/' Tt= 0.50 min. based on Qavg= 6.57 cfs on one side of street. Davg=0.38' Aavg= 1.96 s.f. vavg= 3.36'/sec At end of reach: D = 0.41' (0.412) V = 3.14'/sec. D*V = 1.29 Sf = .01208 Flow area = 2.36 s.f. Flooded width one side = 14.89' -----------_----- ----------------------------------------- 22.10 min. I 1.488 /hr Tc = 21.60 + 0.50 - A(total) = 5.850 ac Fp = 0.34211/hr C=.879 Q(subarea) = 1.62 cfs Q(total) 7.38 cfs ----------------------------------- Summary ----- ----------------------- Stream 1 to node 1304 Length= 1670 ft. 1.26 cfs/acre avg. A(tot)= 5.85 acres Tc= 22.10 min Q= 7.38 cfs This stream is designated for confluence with 1.other by record 10 +++++++x+xxxx+x+++++++++++++x+++++++++++++++*++++++++++xxxxx+++++x++ New Stream Record 7 Subarea 7 Stream 2 Process 1: Initial subarea Node 1001.1 to node 1001.2 lav 1034.30 to elev 1025.00 delta H = 9.30' Length= 145' Slope= .06414 area: .08 acre Soil: D, RI= 75 Development type 1.2 = Nat/Agri, Fair cover ai= 0 -------------------------------- ------------------------------ k = .706 Tc = 8.95 min. I = 2.446 "/hr A(total) = 0.080 ac Fp = 0.37611/hr C=.762 Q(subarea) = 0.15 cfs Q(total) = 0.15 cfs ----------------------------------- Summary ----------------------------------- Stream 2 to node 1001.2 Length= 145 ft. 1.86 cfs/acre avg. A(tot)= 0.08 acres Tc= 8.95 min Q= 0.15 cfs Record 8 Subarea 8 Stream 2 Process 7: Channel flow Node 1001.2 to node 1001.3 Elev 1025.00 to elev 1020.00 delta H = 5.00' Length= 145' Slope= .03448 Subarea: .1 acre Soil: D, RI= 75 Development type 1.2 = Nat/Agri, Fair cover ai= 0 Max d = 2' Bottom width = 1' Sideslope Z = 10:1 (h:v) n = .03 Q= 0.15 cfs. Calculated depth of flow, D = 0.07 ft. Travel time X -Sect A= 0.12 sf, V= 1.25'/sec, Tt= 1.93 min. ----- ----------------- ---------- ------------------ Tc = 8.95 + 1.93 = 10.88 min. I = 2.197 "/hr A(total) = 0.180 ac Fp = 0.37011/hr C=.749 Q(subarea) = 0.16 cfs Q(total) = 0.31 cfs ----------------------------------- Summary ----------------------------------- Stream 2 to node 1001.3 Length= 290 ft. 1.74 cfs/acre avg. A(tot)= 0.18 acres Tc= 10.88 min Q= 0.31 cfs File 9203INTM.DAT Runtime 05-22-1999 11:03 Job# 92-03 Page 4 Record 9 Subarea 9 Stream 2 Process 7: Channel flow rk: To Pujol e 1001.3 to node 1003 Elev 1020.00 to elev 1006.20 delta H = 13.80' Length= 225' Slope= .06133 Subarea: .87 acre Soil: D, RI= 75 Development type 5 = 1 dwelling /acre ai= .2 Max d = 2' Bottom width = 1' Sideslope Z = 10:1 (h:v) n = .03 Q= 0.31 cfs. Calculated depth of flow, D = 0.08 ft. Travel time X -Sect A= 0.14 sf, V= 2.18'/sec, Tt= 1.72 min. ------------------------------------------------------------------------------- Tc = 10.88 + 1.72 = 12.60 min. I = 2.026 "/hr A(total) = 1.050 ac Fp = 0.36411/hr C=.770 Q(subarea) = 1.36 cfs Q(total) = 1.67 cfs ----------------------------------- Summary ----------------------------------- Stream 2 to node 1003 Length= 515 ft. 1.59 cfs/acre avg. A(tot)= 1.05 acres Tc= 12.60 min Q= 1.67 cfs Record 10 Subarea 10 Stream 2 Process 3: Street flow Remark: To sump curb inlet N. side of 1st. Node 1003 to node 1304 Elev 1006.20 to elev 1003.30 delta H = 2.90' Length= 100' Slope= .02900 Subarea: .45 acre Soil: D, RI= 75 Development type 13 = Apartments ai= .8 Street template 0 Half -width = 29' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Lip = .38" fall = .02 '/' 0.36 min. based on Qavg= 2.06 cfs on one side of street. Davg=0.22' Aavg= 0.44 s.f. Vavg= 4.65'/sec At end of reach: D = 0.27' (0.265) V = 3.45'/sec. D*V = 0.92 Sf = .02945 Flow area = 0.71 s.f. Flooded width one side = 7.50' -------------------------- Tc = 12.60 + 0.36 = 12.96 min. -------------------------- I = 1.995 "/hr A(total) = 1.500ac Fp = 0.36311/hr C=.867 Q(subarea) = 0.78 cfs Q(total) = 2.45 cfs ----------------------------------- Summary ----------------------------------- Stream 2 to node 1304 Length= 615 ft. 1.63 cfs/acre avg. A(tot)= 1.50 acres Tc= 12.96 min Q= 2.45 cfs This stream is designated for confluence with 1 other by record 6 0 File 9203INTM.DAT Runtime 05-22-1999 11:03 Job# 92-03 Record 11 Process 9 Confluence * rk: Half of this Q to each of the 2 CBs in the submerged sump fluencing 2 streams at node 1304 @ Tc Stream 1 + Stream 2 = Confluenced ------ 22.10 Q= -------- 7.38 -------- + 1.83 = ------------ 9.21 cfs A= 5.85 + 1.50 = 7.35 ac. 12.96 Q= 4.33 + 2.45 = 6.78 cfs A= 5.85 + 1.50 = 7.35 ac. Qmax = 9.21 cfs at Tc = 22.10 minutes A = A(contributing) _ A(total) _ Page 5 7.35 ac 7.35 ac Confluenced streams will be designated as stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 1304 Length= 1670 ft. 1.25 cfs/acre avg.(c) Conflu'd A(c)= 7.350 ac A(tot)= 7.35 acres Tc= 22.10 min Q= 9.21 cfs ------------------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Other: Stream 2: Len= 615' Atot= 1.50 ac Tc= 12.96 min Q= 2.45 cfs ------------------------------------------------------------------------------- End of RMH run for file 9203INTM.DAT Q1e 2 G� t c -I'2 iu 4 , C -L C-R, cis t �A 'ck riv-1-, L 3 � fls (`fit E JILZ I' c,? . w TABLE OF CONTENTS CJ Introduction Soil map 1-D curves Curb & gutter detail II. Calculations (Hydrology and hydraulics in each section) A. Santiago B. Freeway and stub C. Between Creek and Front St. D. Between Pujol and Creek 2 subareas E. West of Pujol crown line 5 subareas III. Map (folded in pocket) • Is LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BWNDARV A SOILS GROUP DESIGNATION FOR R C F C Ek W C D TEMECULA HYDROLOGY MANUAL ® 0 FEET 5000 PLATE C-1.60 - � .3 _3,�R��a "7, �'+ L_ vim.. �•_ ,sr�Y��a� �`�a -, .l :f� Mrd -.:. _ '- ..a�i •-•.:� `:-i,. - I l ;., - !:. _ `. _ f s..r-.r ." ."- - �ew:+7r ,rte• _:q - : i N:. = _: `> �i; !=• 'c •, v .50 —_ . E- r.X •'. - _ : ` . =1......ori:.-F ':x:5��d' ✓G,a>.y ,yF Citi•--._` - /!^-. -�`= 4J t �' ,.. "_:'xr-'{ S; sem.,.. _ i _ �' I . ' •Z_'• . . ^•- - : H,..i ' �,' .-�."-;�„ '+ . �{ 1 - .... _�._-_..--�-_:- - . — •IT'--'.`,2`• �.__ 4�4__ F, "� '.,tom—� r :�.k^�' ; .50 z }cwu .t'. /._i_ __ i•.•:, ..re. -f '`. v n,-:'�.:-ET' � � - ,;�\� - �. .f' ,7•+. ;�. �..• :. ""-t,:"h`R• _-'--CTS'•-;f=-�•__y'k .'-r-"�—^-�_. 'rR.� .�,_.._...."L mine '--`� .55 � �_. - ..L ...i � , •e• - "-l; `- � � _ -�'-..tea-� �k ,u; .. - �- .,.��\� 't 4r o 0%.)rtL ll ... �♦ �'+� Y.Y11 �S.n, .<5 "i r � '',(``•, SN �"�, -~_- Y t•\ ' ,.- -•>";- >a _ --�.,_.. F�'r '-�,...=-� _: — ---- --- ��f-�.`�--�(?"fU` �i5 ,',�;: �° - 30.000 a;;•''=. f,' vF stf Inleristtyt: Durai vL�6il7ed `.`. �'6"�tid anaI s of autom tic v;yaecbr6in erecords_-- ps•_. _ , eel+ , -'�V` w, _ „- n 'R. � _ _.-�yf—I'}n • � GY;-�_�`a�'��§9�tUAt "• yds RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT SLOPE OF _ if T L -=:. - } . .;�1 '; ,qE�. - ,�'�- � •-_• '•,,�,.- INTENSITY DURATION CURVE Lsw X16 q N t A Tss 40 .... . . 4s T5S Z==� 30 000 14 t tals -6 AA. tt, 7S Volum-M I rnia,197 J- -C D At.: j9S 7 7 RIVERSIDE COUNTY FLOOD CONTROL WATER CONSERVATION . DISTRICT 100 -YEAR -1 -HOUR PRECIPITATION a l- —y �'�_ -a- �_ `..1 ..��• �' `l". ��.`'n`. _ _r. ..... njc._ _ Afvrlila' �itt Wt'`i�vcsi .': •'.3��, -'--_; b _,.:' ir. `cr�.wt w'.. a.... ,:.a� � \ ��n_i�+�a,i: � �aSW. .=•>Rztw..__ B3Yr-�:'�:". •e2w. .-..:.:afw>- �..�,a n U 3S _•, o Y T5S u.«+"-'.i'OyQ•'-��7`-- Y..,,. :� 30:0,00 s,tofs baseit'CnJJOAA a u'Syp7s 1197 jas- RIVERSIDE COUNTY FLOOD CONTROL &No WATER CONSERVATION DISTRICT 2 -YEAR -1 -HOUR PRECIPITATION DEPUTY CITY ENGINEER �-- e � r u qac A CYP. A-9MOP if 1 1 Ur 3/V 6' RADIUS + • RADIUS SU6'ACENG 6' CURB FACE 13A- 0 3/8' ... I3/4• RADIUS ...... .l6 ....... fU . . . . . . n a� 6' ...................... •. . . . . . . . . . . . . . . . . . . .LEVEL I r . . . .. . LINE ' --------------------------------------------T 2'-7 1/2' _I x z`. 113 NOTES, CLASS 520-C-2500 CONCRETE 1.601 CU. FT. / L.F. CU. YD. = 16.86 L.F. MINIMUM PERMISSIBLE GRADE 0.507. UNLESS SPECIFIC APPROVAL IS GIVEN BY THE DEPT, OF PUBLIC WORKS PRIOR TO DESIGN. REvUUM APPROVED CITY OF TEMECULA DATEINIT. DATE -Ta _.. .., m r...i - TYPE A-8 CURB DEPUTY CITY ENGINEER �-- e � r u qac A CYP. A-9MOP if 1 • between Pujol N Murrieta Creek 40 *#%:%:�**W#W%:k:W.*��%:#x%;�W..#;K*%: %: %: %: k.�k:*W #*:KM *'X. #'X.'k %:#W.W.1, :r r• 1: %: ;K'kW A: k:'k:k-K;K %::t %: W. %: %:%. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL • fc) Copyright 1982-92 Advanced Engineering Sottware laes) Ver. 1.3A Release Date: 3/06J92 License ID 12255 Analysis prepared by: Norris-Repke, Inc. 33055 Vino Way, Temecula CA 92591 - Tel 909 676 5816 Fax 676 0016 Main office 600 N. Tustin AV 11250, Santa Ana CA 92705 - 714 973 2230 DESCRIPTION OF STUDY * to new CB in Rancho'West Apartments K * First Street Extension 92-03 FILE NAME: 9203\9203APTS.DAT TIME/DATE OF STUDY: 4:17 8/ 4/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE : 1.00 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) _ .550 •100 -YEAR, 1-11OUR PRECIPITATION( INCH) = 1.250 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1..2500 SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL, AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< ------------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*C(LEN(.'.'>TH**3)/(CLEVATION CHANGE)I**.2 INITIAL SUBARF;, FLOW -LENGTH = 80.00 UPSTREAM ELEVATION = 1003.00 DOWNSTREAM ELEVATION = 1002.20 ELEVATION DIFFERENCE _ .80 TC = .323*[( 80.00**3)/( .80))**.2 = 4.6-78 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN_ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.903 SOIL CLASSIFICATION IS "B" •APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8683 SUBAREA RUNOFF(CFS) _ .26 TOTAL AREA(ACRES) _ .06 TOTAL RUNOFF(CFS) _ .20 FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE 9 ---------------------------------------------------------------------- >>>>>COMPUTE V GLITTER FLOW TRAVELT'IME THRU SUBAREA.-<�.' UF'.:,TREAM NOD[: ELEVATI 1002.21(, DOWNSTREAM NODE ELEVATION = 1001.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 225.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) PAVEMENT LIF'(FEET) = .030 MANNING'S N = .0150 .PAVEMENT CROSSFALL(DECIMAL NOTATION) = .02000 MAXIMUM DEPTH(FEET) = .50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.923. SOIL CLASSIFICATION 1S "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8620 TRAVELTIME THRU SUBAREA BASED ON VELOC:ITY(FEET/SEC) AVERAGE FLOWDEPTH(FEET) = .22 FLOODWIDTHIFEET) "V" GUTTER FLOW TRAVEL TIME(MIN) = 2.51 TC(MIN1 SUBAREA AREA(ACRES) _ .62 SUBAREA RUNOFF(( -'FS) SUMMED AREA(ACRES) _ .68 TOTAL RUNOFF(CFS) _ END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .26' FLOODWIDTH(FEET) = 16.30 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY = 3.00 1..50 _ 11.67 7.51 2.10 2.35 41 FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1001.20 DOWNSTREAM ELEVATION - 996.30 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 220.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET C:ROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1. **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ 6_Bi:• STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET ) = 17.40 AVERAGE FLOW VELOCITY(FEET%SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY = 1.03 STREETFLOW TRAVELTIME(MIN) = 7.03 TC(MIN) = 14.5.1 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.726 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 3.81 SUBAREA RUNOFF(CFC.) SUMMED AREA(ACRES) = 4.49 TOTAL RUNOFF(CFS) _ 11.13 END OF SUBAREA STREETFLOW HYDRAULICS:. DEPTH(FEET) = _53 HALFSTREET FLOODW1DTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC:.) = 2.48 DEPTH*VELOC'ITY = 1.30 ***%;*:K'X•:K**=kY':1'Y:k'K:Y.*Y::K*:KY::k*%=**Y:%:*:K*=kY:%.*.:K**:k'KK'K%'*'k:Y%':K*=Y*%:W.*:V:*:K %.:t. is*Y:'X'K :k %'%'X.'k ;k'f. 1 Y. 1' FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = I ------------------'---------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «•' ------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONC:ENTRATION(MIN.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 4.49 PEAK FLOW PATE(CFS) AT CONFLUENCE = 11.18 ***.1, It * * is a. 1' /.!V• t f TA V• t.'4' .i. A. V':X A'.t':!.'4 i X :{. A• 1 1: A V i FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 1:S (:ODE ,>>>>RATIONAL. METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 60.00 UPSTREAM ELEVATION = 1.003.00 DOWNSTREAM ELEVATION = 1002.20 ELEVATION DIFFERENCE = .80 TC = .323*(( 60.00**3)/( BO)]**.2 = 3.93L, COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.903 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .B687 SUBAREA RUNOFF(('FS) = .04 TOTAL AREA(ACRES) _ .00 TOTAL RUNOFF(CFS) _ .04 FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 9 --------------------------------'---=----------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION 1002.20 DOWNSTREAM NODE ELEVATION = 998.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 910.00 "V" GUTTER WIDTH(FEET) = 3,00 GUTTER HIKE(FEET) _ .100 PAVEMENT LIP(FEET) = ,030 MANNING'S N = .0150 •PAVEMENT CROSSFALL(DECIMAL NOTATION) _ .02000 MAXIMUM DEPTH(FEET) _ .50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.682 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = ,8494 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) _ .1..52 AVERAGE FLOWDEPTH(FEET) = .30 FLOODWIDTH(FEET) = 19.77 "V" CUTTER FLOW TRAVEL TIME(MIN) = 9.97 TC(MIN) = 14.97 SUBAREA AREA(ACRES) = 2.66 SUBAREA RUNOFF(CFS) 6.06 SUMMED AREA(ACRES) = 2.67 TOTAL RUNOFF(CFS) = 6.10 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) _ .36 FLOODWIDTH(FEET) = 25.55 FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY = 63 FLOW PROCESS FROM NODE 703.00 TO NODE 604.00 IS CODE = 9 ----------------------------------------------------------------------- - >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<:< UPSTREAM NODE ELEVATION = 998.60 DOWNSTREAM NODE ELEVATION = 996.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 "V" GUTTER WIDTH(FEEI) = 3.00 GUTTER HIKE(FEET) = .100 PAVEMENT LIP(FEET) = 030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) _ .02000 MAXIMUM DEPTH(FEET) = .50 100 YEAR RAINFALL. INTENSITY(1NCH/HOUR) = 2.508 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT .8470 TRAVELTIME THRU SUBAREA BASED ON VELOCTTY(FEET/SEC) = 2.40 AVERAGE FLOWDEPTH(FEET) = .33 FLOODWIDTH(FEET) = 23.23 "V" GUTTER FLOW TRAVEL TIME(MIN) = 1.95 TC(MIN) = 16.92 SUBAREA AREAIACRES) = .78 SUBAREA RUNOFF(CFS) = 1.66 ENI? lJl kUL'AREA "V" GU 'R Ha) RAULf+:S: DEPTH( FEET ) _ .34 FLOODWIDTH( FEET) FLOW VELOCITY(FEET/SEC:.) _ 2.45 DEPTH*VELOCJTY = .84 ** k' ******Y:*..*:k ;t. '1 k'1 'C 4,—*. Y. k;k:Y. 1, r:k'k'K Y'•Y'a' •--FLOW-PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>> >>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<%<< , TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN,) = 16.92 RAINFALL INTENSITY(INCH/HRl = 2.51 TOTAL STREAM AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS)'AT CONFLUENCE = 7.76 ** CONFLUENCE DATA *'k STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACREI 1 11.18 14.54 2.726 4.49 2 7.76 16.92 2.508 3.45 *********************************WARN ING****'k*****:K**:k**********-4,* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. )HIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *'k W. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.85 14.54 2.726 2 18.04 16.92 2.508 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK. FLOW RATE(CFS) = 17.85 'Tc(MIN.) = 14.54 TOTAL AREA(ACRES) = 7.94 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 17.85 Tc(MIN.) = 14.54 TOTAL AREA(ACRES) = 7.94 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 U u T WSE l� TG (.l4 Z°(J la cB wSt 6 T, 0.1 o6S'D91 .._ =12.2.k" /O 4 8 t 6 FV4_ 7_ Tu Tc 4 .f5 G � ydebr Nf H Curb T D.1 11'.z —30— TABLE L Bu/COU Gf P/✓OlC P. cods /:'cmC�/JOh /0•r of !d/b >r� ro�h OC oPen.hq i/74& of /on cu.a's S 6 lei' a .2- m C / Q .0B .z5 3 .06 o $ .04 .02 2 v .f5 G � ydebr Nf H Curb T D.1 11'.z —30— TABLE L Bu/COU Gf P/✓OlC P. cods /:'cmC�/JOh /0•r of !d/b >r� ro�h OC oPen.hq i/74& of /on cu.a's 0 24 6 rS /4-�tt s�(AvP TRY /D c 9 of 21 to ,00w . �A I �- G(•p (n j 0 *******Kik****:k**:Y.%:%.a.Y.**1.'K%.'KY:Y**T-P*I**4'W.*.f31*T1'1"4:**f:A 'Y V 1� K YY" K,*Y tY'1:1 i'. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL . (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1255 Analysis prepared by: Norris-Repke, Inc_ 33055 Vino Way, Temecula CA 92591 - Tel 909 676 5816 - Fax 676 0016 Main office 600 N. Tustin Av #250, Santa Ana CA 92705 - 714 973 2230 ************************** DESCRIPTION OF STUDY ************************** * To S. CS on 1st St. @ 14+33 K * Community Center N'ly on Pujol, E'ly on 1st * First Street Extension 92-03 JPN W FILE NAME: 9203W13.DAT TIME/DATE OF STUDY: 12:43 6/30/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS( DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .550 •100 -YEAR, 1 -HOUR PRECIPITATION(,INCH) = 1.250 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500 SLOPE OF INTENSITY DURATION CURVE = .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 ---------------------- —---------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW -LENGTH = 50.00 UPSTREAM ELEVATION = 1010.00 DOWNSTREAM ELEVATION = 1009.70 ELEVATION DIFFERENCE = .30 TC = .303*[( 50.00**3)/( .30)7**.2 = 4.032 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.903 SOIL CLASSIFICATION IS "D" •COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8925 SUBAREA RUNOFF(CFS) _ .04 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) _ .04 *****************************************************.*:K**.***********:K**:Kt**'K FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<!<': - -- --------- - - UPSTREAM ELEVATION -= 1009.70 DOWNSTREAM ELEVA = 3004 SO STREET LENGOI(FEEI) �= 860.00 CURB HEIGHF(INCHES) = 6. STREET HALFWIOTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 S INTERIOR STREET CROSSFALL(DECIMAL) = .010 OUTSIDE STREET CROSSFALL(DECIMAL) = .0220 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.02 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .28 HALFSTREET FLOODWIDTH(FEET) = 7.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.46 PRODUCT OF DEPTH&VELOCITY = .41 STREETFLOW TRAVELTIME(MIN) = 9.82 TC(MIN) = 14.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.698 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 SUBAREA AREA(ACRES) _ .78 SUBAREA RUNOFF(CFS) = 1.87 SUMMED AREA(ACRES) _ .79 TOTAL RUNOFF(CFS) = 1.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY = .58 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME(MIN) = .72 TC(MIN) = 15.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SUBAREA AREA(ACRES) _ .45 SUBAREA RUNOFF(CFS) = 1.05 SUMMED AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 2.96 •END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY = .81 ------------------------------------------------------ --------------------- ----------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.96 TC(MIN.) = 15.54 TOTAL AREA(ACRES) = 1.24 END OF RATIONAL METHOD ANALYSIS FLOW PROCESS FROM NODE 1303.00 TO NODE 1304.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION 1004.50 DOWNSTREAM ELEVATION - 1003.30 STREET LENGTH(FEEI) = 100-00 CURB HEIGHT(INCHES) = 6 - STREET HALFWIDTH(FEET) = 29.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME(MIN) = .72 TC(MIN) = 15.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SUBAREA AREA(ACRES) _ .45 SUBAREA RUNOFF(CFS) = 1.05 SUMMED AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 2.96 •END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY = .81 ------------------------------------------------------ --------------------- ----------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.96 TC(MIN.) = 15.54 TOTAL AREA(ACRES) = 1.24 END OF RATIONAL METHOD ANALYSIS E: JOB NO.: g z -03 gI{'�OJECT: / y f C X� DESIGNED BY: DATE: If -f-- 4 CHECKED BY: SHEET / OF DATE: /St (, JJ_ S(rJL4 (U SQ sC"�Sl, Iit- �jr S(�Q .D c'rs hof PE 4(c 4f- 0 - West of Pujol 0 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1255 Analysis prepared by: Norris-Repke, Inc. 33055 Vino Way, Temecula CA 92591 - Tel 909 676 5816 - Fax 676 0016 Main office 600 N. Tustin Av #250, Santa Ana CA 92705 - 714 973 2230 ************************** DESCRIPTION OF STUDY ************************** * Apartments west of Pujol, South of First * to CB @ SW cor Pujol & 1st * First Street Extension 92-03 * FILE NAME: 9203W8.DAT TIME/DATE OF STUDY: 9:46 7/15/1996 ---------------------------------------------7------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- •USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) _ .550 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.250 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500 SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 100.00 UPSTREAM ELEVATION = 1030.00 DOWNSTREAM ELEVATION = 1020.00 ELEVATION DIFFERENCE = 10.00 . TC = .533*[( 100.00**3)/( 10.00)]**.2 = 5.326 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.736 .ROIL CLASSIFICATION IS "D" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8228 SUBAREA RUNOFF(CFS) _ .08 TOTAL AREA(ACRES) _ .02 TOTAL RUNOFF(CFS) _ .08 **************************************************************************** FLOW PROCESS FROM NODS 802.00 TO NODE 802.50ODE = 52 -------------7-------------------------------------- --------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< / ------------------------- UPSTREAM NODE ELEVATION = 1020.00 lit R (( ! 1L:' 14 •DOWNSTREAM NODE ELEVATION = 1015.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = .0313 CHANNEL FLOW THRU SUBAREA(CFS) _ .08 A .NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 2.66 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = .94 TC(MIN.) = 6.27 FLOW PROCESS FROM NODE 802.50 TO NODE 802.50 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.330 SOIL CLASSIFICATION IS "D" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8832 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) _ .42 TOTAL RUNOFF(CFS) = 1.61 TC(MIN) = 6.27 FLOW PROCESS FROM NODE 802.50 TO NODE 803.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1015.30 DOWNSTREAM ELEVATION = 1014.90 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 6.00 INTERIOR STREET CROSSFALL(DECIMAL) = .010 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.18 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .37 HALFSTREET FLOODWIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.14 PRODUCT OF DEPTH&VELOCITY = .43 STREETFLOW TRAVELTIME(MIN) = 3.37 TC(MIN) = 9.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.417 SOIL CLASSIFICATION IS "D" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8793 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.11 SUMMED AREA(ACRES) = 2.12 TOTAL RUNOFF(CFS) = 6.71 •END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 1.46 DEPTH*VELOCITY = .60 FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 6 ---------------------------------------------------------------------------- UPSTREAM ELEVATION 1014.90 DOWNSTREAM ELEVION = 1008.50 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 6.00 • INTERIOR STREET CROSSFALL(DECIMAL) .010 _ OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.91 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 1.10 STREETFLOW TRAVELTIME(MIN) = .81 TC(MIN) = 10.46 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.268 SOIL CLASSIFICATION IS "D" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8784 SUBAREA AREA(ACRES) _ .83 SUBAREA RUNOFF(CFS) = 2.38 SUMMED AREA(ACRES) = 2.95 TOTAL RUNOFF(CFS) = 9.10 ENO OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.27 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 805.00 IS CODE = 6 ---------------------------------------------------------------------- » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1008.50 DOWNSTREAM ELEVATION = 1005.20 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .010 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.56 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = .96 STREETFLOW TRAVELTIME(MIN) = 4.73 TC(MIN) = 15.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.662 SOIL CLASSIFICATION IS "D" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8742 •SUBAREA AREA(ACRES) = 3.77 SUBAREA RUNOFF(CFS) = 8.77 SUMMED AREA(ACRES) = 6.72 TOTAL RUNOFF(CFS) = 17.87 OF SUBAREA ST ETFLOW HYDRAULICS: DEPTH(FEET) = 48 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY FEET/SEC.) = 2.49 DEPTH*VELOCITY = 1.18 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS)17.87 17.87 Tc(MIN.) 16.18 TnTAI ARFA(ACRPRI 2 JOB NO.: 2 PROJECT: /r y / SHEET ( OF L` DESIGNED BY: DATE: D CHECKED BY: DATE: tib- jos' P u� w� s ( . s�a jSt D (��}� I GiJ^IO (L Ar- =.Q$ 2C( 17,7 = Z l6bS, l6 it 4a cps/ f- �l iQat r o �D- 7 c- a RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Enaineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1255 Analysis prepared by: Norris-Repke, Inc. 33055 Vino Way, Temecula CA 92591 - Tel 909 676 5816 - Fax 676 0016 Main office 600 N'. Tustin Av #250, Santa Ana CA 92705 - 714 973 22230 ************************** DESCRIPTION OF STUDY ************************** * Triangle south of First, midway between WBC and Pujol * to onsite inlet at 9+00 on First St. * First Street Extension 92-03 A: FILE NAME: 9203W9.DAT TIME/DATE OF STUDY: 12:52 6/24/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- .USER SPECIFIED STORM EVENT(YEAR) = 100.00 - SPECIFIED MINIMUM PIPE SIZE(INCH) = 1B.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .80 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .550 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.250 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500 - SLOPE OF INTENSITY DURATION CURVE = .5500- RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW -LENGTH = 480.00• UPSTREAM ELEVATION = 1096.00 - DOWNSTREAM ELEVATION = 1032.00. ELEVATION DIFFERENCE = 64.00 • TC = .303*[( 480.00**3)/( 64.00)]**.2 = 5.359 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.719 SOIL CLASSIFICATION IS "D" -- COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8923 SUBAREA RUNOFF(CFS) = 21.05 TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 21.05 --------------------------- - R -- -- - -- ----- - -->>>>>COMPUTE TRAPEZOIDAL CHANNEL FL-OW<<<<<---RdZ-ao3 >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1032.00 - DOWNSTREAM NODE ELEVATION = 1027.00 - CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00' CHANNEL SLOPE = .0089 CHANNEL BASE(FEET) = 1.00. "Z" FACTOR = 10.000- MANNING'S FACTOR = .030- MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.05°a,J9: FLOW VELOCITY(FEET/SEC) = 2.70 FLOW DEPTH(FEET) _ .83 TRAVEL TIME(MIN.) = 3.46 TC(MIN.) = 8.82 FLOW PROCESS FROM NODE 903-00 TO NODE 903.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.589 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6901 SUBAREA AREA(ACRES) = 6.57 SUBAREA RUNOFF(CFS) = 20.99 TOTAL AREA(ACRES) = 11.57- TOTAL RUNOFF(CFS) = 42.04 TC(MIN) = 8.82 ------------------------- END OF STUDY SUMMARY; PEAK FLOW RATE(CFS) = 42.04 Tc(MIN.) = 8.82 TOTAL AREA(ACRES) = 11-57 END OF RATIONAL METHOD ANALYSIS T /5 ` -A J "_ roe{ `-3 sG.,rt 6.+ OCQ_ Zx+4-4_ wkfcG V.4,,J4 P( f / I So Use 36'' Rcp W/ "w- 003 $ w- f , +aa c i s 66 f 'fir . 003$ VAS% N�>/,2N 70 a a 0,L0 ci- I, (k,tx 6&1 4 f(s!, RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (ass) Ver. 1.3A Release Date: 3/06/92 License ID 1255 Analysis prepared by: Norris-Repke, Inc_ 33055 Vino Way, Temecula CA 92591 - Tel 909 676 5816 - Fax 676 0016 Main office 600 N. Tustin Av #250, Santa Ana CA 92705 - 714 973 2230 ************************** DESCRIPTION OF STUDY ************************** * Northwest cor First& Pujol * to BCR on Pujol * First Street Extension 92-03 * FILE NAME: 9203W10.DAT TIME/DATE OF STUDY: 12:42 6/24/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 - SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 •SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 80 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .550 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.250 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500 SLOPE OF INTENSITY DURATION CURVE _ .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------------------------------------- —------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 350.00 UPSTREAM ELEVATION = 1025.20 . DOWNSTREAM ELEVATION = 1008.20. ELEVATION DIFFERENCE = 17.00 TC = .323*[( 350.00**3)/( 17.00)]**.2 = 6.154 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.374 SOIL CLASSIFICATION IS ''D APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8834 SUBAREA RUNOFF(CFS) = 2.32 TOTAL AREA(ACRES) = .60•- TOTAL RUNOFF(CFS) = 2.32 FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « i7< UPSTREAM ELEVATION = 1008.20 DOWNSTREAM ELEVATION = 1006.20• STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6. • STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .010 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.50 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY = .86 STREETFLOW TRAVELTIME(MIN) = .70 TC(MIN) = 6.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.123 SOIL CLASSIFICATION IS "D% APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8825 SUBAREA AREA(ACRES) _ .10- SUBAREA RUNOFF(CFS) _ .36 SUMMED AREA(ACRES) _ .70- TOTAL RUNOFF(CFS) = 2.68 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.20 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY = B6 ----------------------------- END OF STUDY SUMMARY: . PEAK FLOW RATE(CFS) = 2.68 Tc(MIN.) = 6.85 TOTAL AREA(ACRES) _ .70 END OF RATIONAL METHOD ANALYSIS • 0 Curb inlet on continuous grade interception. CBonGrad.bas West side Pujol; North side First; at BCR 08-03-1996 15:05:38 Entered Q= 2.68cfs D=0.31' a=0.33' Calc'd L100= 7.48' a/y=1.06 Entered Lp= 7' Calc'd Lp/L100=0.94 Entered QP/Q=0.98 Calc'd Q= 2.63 cfs into curb inlet Q= 0.05 cfs flowby ---------------------------------------------------------------------------- 1 J C 0 f'Mki S Et ver 4.20 Aor. '96 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992,94 Norris•Repke, Inc. Tel 909.616-5816, Fax 616-0016 S/N 1 Norris-Repke Inc, 33055 Vino Way, Temecula CA 92591 909-676-5816 File: 9203Wi1B.DAT Runtime: 08-04-1996 03:52 Page 1 By JPN Work code 8 Job# 9203 User-specified 1 -hr 100 -yr depth = 1.25 -Slope of 1-0 curve = 0.550 (entered) First St. N. & S. sides from WBC to Pujol Corrects AES Tc and flow depths. Omits upper CBs. First Street Extension +----------------------------------------------------- Schematic diagram: Node number only. Streams: 2 1100 1200 1101 1201 `P 1102 1202 N 2 1103 1203 (_ 1104 1204 i 1105 1205 � 1106 1206 �K*****�K Yc********�:********K*K**x***********7c K*.*.Y.•JK******xx��a«{x�x:zaa RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL • (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1255 Analysis prepared by: Norris-Repke, Inc. 33055 Vino Way, Temecula CA 92591 - Tel 909 676 5816 - Fax 676 0016 Main office 600 N. Tustin AV #250, Santa Ana CA 92705 - 714 973 2230 ************************** DESCRIPTION OF STUDY ************************** * South side, then North side, First St. from WBC * without considering curb inlets reducing street flow * First Street Extension JPN 92-03 * FILE NAME: 9203W11.DAT TIME/DATE OF STUDY: 14:36 6/24/1996 --------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = .550 •100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.250 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500 SLOPE OF INTENSITY DURATION CURVE = .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1100.00 TO NODE 1101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------ - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]*".2 INITIAL SUBAREA FLOW -LENGTH = 30.00 UPSTREAM ELEVATION = 1085.701 DOWNSTREAM ELEVATION = 1.085.10. ELEVATION DIFFERENr,E = .60 TC = .303*[( 30.00**3)/( .60)]**.2 = 2.58-1 COMPUrED TIME OF CONCENTRATION INCREASED TO 5 MIN___•% N() W 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.903 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = _8925 SUBAREA RUNOFF(CFS) _ _04 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) _ .04 FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ----------- - --- --------- ------------ UPSTREAM ELEVATION = 085.10 DOWNSTREAM ELEVA- - - - T STREET LENGTH(FEET) _ 2200.00 CURB HEIGHT(INCHES) STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 •INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .20 HALFSTREET FLOODWIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = .68 STREETFLOW TRAVELTIME(MIN) _ .97 TC(MIN) 5. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.445 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8918 SUBAREA AREA(ACRES) _ .31 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) _ .32 TOTAL RUNOFF(CFS.) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .26 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY = --------------------- 1080.14 = 8. 66 = 1.23 1.27 5.09 .74 FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1080.14 DOWNSTREAM ELEVATION = 1048.14 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8 - STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .26 HALFSTREET FLOODWIDTH(FEET) = 5.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.65 PRODUCT OF DEPTH&VELOCITY = 1.47 STREETFLOW TRAVELTIME(MIN) z 1.18 TC(MIN) = 7.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.026 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8911 SUBAREA AREA(ACRES) _ .71 SUBAREA RUNOFF(CFS) = 2.55 SUMMED AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3_82 7fOU END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ HALFSTREET FLOODWIDTH(FEET) = 6.78 ;,17 /a�rj ro .29 0,68 FLOW VELOCITY(FEET/SEC.) = 5.88 DEPTH*VELOCITY = 1.73 r,f ce , r3 /�,°'$9 �/a 72 3,14 �� ce p' v� to c.3. 9� o os e FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS ---------------------------------------------------------------------------- CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---_c_... ------ TR -E-_____. ----_--_:-------- .._ UPSTREAM ELEVATION 1048.14 DOWNSTREAM LEIDN 1031.:,4 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 •INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.15 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.69 PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVELTIME(MIN) _ .62 TC(MIN) = 7.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.847 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907 SUBAREA AREA(ACRES) _ "19 SUBAREA RUNOFF(CFS) _ .65 SUMMED AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 4.47 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 7.34 FLOW VELOCITY(FEET/SEC.) = 6.13 DEPTH*VELOCITY = 1.87 FLOW PROCESS FROM NODE 1104.00 TO NODE 1105.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1031.34 DOWNSTREAM ELEVATION = 1007.34 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 Z. 06)(D DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.91 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.03 PRODUCT OF DEPTH&VELOCITY = 1.91 STREETFLOW TRAVELTIME(MIN) _ "83 TC(MIN) = 8.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.639 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8902 SUBAREA AREA(ACRES) _ .27 SUBAREA RUNOFF(CFS) _ .87 SUMMED AREA(ACRES) = 1.49- TOTAL RUNOFF(CFS) = 5.35 •END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ %-3Z--,HALFSTREET FLOODWIDTH(FEET) = 8.47 FLOW VELOCITY(FEET/SEC.)L 5.90 DEPTH*VELOCITY = 1.93 1. 6 = q. /6 9,\ Far D S- 'o 3 to L) X.0-"��a FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------- ASSUMED INITIA UBAREA UNIFORM DEVELOPMENT IS COMMERCIAL USER SPECIFIED Tc(MIN.) = 5.000 -I COMPUTED TIME OF CONCENTRATION INCREASED_ TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.903- •SOIL CLASSIFICATION IS "D'; COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8925 SUBAREA RUNOFF(CFS) _ .04 TOTAL AREA(ACRES) _ :oi TOTAL RUNOFF(CFS) _ .04 FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1088.40- DOWNSTREAM ELEVATION = 1080.14 -- STREET LENGTH(FEET) = 200.00. CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .20 HALFSTREET FLOODWIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 •PRODUCT OF DEPTH&VELOCITY = .87 STREETFLOW TRAVELTIME(MIN) = .76 TC(MIN) = 5.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.538 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920 SUBAREA AREA(ACRES) _ .34! SUBAREA RUNOFF(CFS) = 1.3B SUMMED AREA(ACRES) _ .35: TOTAL RUNOFF(CFS) = 1.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 4.53 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY = .90 FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 6 -------------------------------------------------------------------------- - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1080.14 DOWNSTREAM ELEVATION 1048.14 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.27 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .26 HALFSTREET FLOODWIDTH(FEET) = 5.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.06 PRODUCT OF DEPTH&VELOCITY = 1.32 �l i I\ L 1_ I I 1- V V V 1 1\ M U L L -L l�� .l - A ...r i_ � L. 1 I 1 L I l I �_ \.• � -/HO /v. �/r' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.052 1204.00 SOIL CLASSIFICATION 1S "D" = 6 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8911 TRAVELTIME THRU SUBAREA<<<<< SUBAREA AREA(ACRES) _ .47 SUBAREA RUNOFF(CFS) = 1.70 AREA(ACRES) _ .82 TOTAL RUNOFF(CFS) = 3.12 .SUMMED END OF SUBAREA STREETFLOW HYDRAULICS: STREET LENGTH(FEET) = DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 6.22 FLOW VELOCITY(FEET/SEC.) = 5.41 DEPTH*VELOCITY = 1.53 �r f 2=---- 7 rC �'///,,��(( rlU' � 75` ` A D %Q•.. - 2 8/ /��t�y� p�/ /� 3 (,,(y� - FLOW,PROCESS FROM \NODE 1 03.00 TO NODE 1204.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1048.14 DOWNSTREAM ELEVATION 1031.34 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = S. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.30 •' PRODUCT OF DEPTH&VELOCITY = 1.56 STREETFLOW TRAVELTIME(MIN) = .66 TC(MIN) = 7.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 SOIL CLASSIFICATION IS "D" i COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907 SUBAREA AREA(ACRES) _ .19i- SUBAREA RUNOFF(CFS) _ .65 SUMMED AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 3.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC.) = 5.81 DEPTH*VELOCITY = 1.71 **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1205.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 1031.34• DOWNSTREAM ELEVATION = 1007.34 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 S= , o a o DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.20 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.77 PRODUCT OF DEPTH&VELOCITY = 1.76 I . .. i I. 1 J 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.639 SOIL CLASSIFICATION IS "D -- APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8804 SUBAREA AREA(ACRES) _ .27'- SUBAREA RUNOFF(CFS) _ .86 SUMMED AREA(ACRES) = 1.28 TOTAL RUNOFF(CFS) = 4.6.3 — END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = :32--�k-HALFSTREET FLOODWIDTH(FEET) = 7.91 FLOW VELOCITY(FEET/SEC.) = 5.69 DEPTH*VELOCITY = 1.80 ---------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.63 Tc(MIN.) = 8.60 TOTAL AREA(ACRES) = 1.28 ------------------------------------------ -- END OF RATIONAL METHOD ANALYSIS l2D 6 w(sa�. S= 0 3 l 6 • 12M F-1 S B ver 4.20 Aor. '96 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992,94 Norris-Repke, Inc. Tel 909-616-5816. fax 626-0016 . SIN 1 Norris-Repke Inc, 33055 Vino Way, Temecula CA 92591 909-676-5816 File: 9203W11B.DA7 Runtime: 08-04-1996 03:45 page 1 By JPN Work code 8 Job# 9203 Frequency: 100 - yr. 1 =11.882 Tc -.550 Min. pine size: 18- User-3pecified 1 -hr 100 -yr, depth = 1.25". -Slope of I -D curve = 0.550 (entered) • • Initial subarea Tc by Kirpich formula: Tc = k (Dist -3 / deltaH V.2 f-------------------------------------------------------------.------------------1 First St. N. & S. sides from WBC to Pujol ; Corrects AES Tc and flow depths. Omits upper CBs- ; First Street Extension ; +-----------------=--------------------------------------------------------_-+ Record 1 Subarea 1 Stream 1 Process 1.: Initial subarea Remark: Retain true Tc (don't increase to 5 minutes) Node 1100 to node 1101 Elev 1085.7 to elev 1085.1 delta H = 0.60' Length= 30' Slope= .02000 Subarea: .01 acre Soil: D Fp = 0.460"/hr Development type 14 = Commercial ai= .9 Fn= 0.046 •'/hr ------------------------------------------------------------------------------.. k = .304 Tr. = 2.59 min- I = 7.038 "/hr A(total) _ .01 ac Fm(a.vg) = 0.046 "/hr 0=.9A(I-Fm) O(subarea) = 0.06 cfs 0(total) = 0.06 cfs ----------------------------------- Summary --------------------------- Stream 1 to node 1101 Length= 30 ft- Fm(avg)=.046 6.29 cfs/acre A(tot)= 0.010 acres Tc= 2.59 min C4= 0.06 cfs Record 2 Subarea 2 Stream 1 Process 3: Street flow Remark: Actual City of Temecula standard street crcns-section. Node 1101 to node 1102 Elev 1085.1 to elev 1080.14 delta H = 4.96' Length= 200' Slope= .02480 Subarea: .31 acre Soil: 0 Fp = 0.460"/hr Development type 14 = Commercial ai= .9 Fm= 0.046 "/hr Street template 25 Half -width = 20' n = -015 1 side CF = 6'• Batter= .25 h/v Gutter width = 24" Hike = L.5" Lip = .38" Xfall = .02 '/' Tt= 1.21 min. based on Oavg= 0.85 cfs on one side of street. Davg=0.19' Aavg= 0.31 s.f. Vavg= 2.75'/sec At end of reach: 0 = 0.24' (0.241) V = 2.99'/sec. DxV = 0.72 Sf = .02507 Flow area = 0.54 s.f. Flooded width one side = 6.30 ------------------------------------------------------------------------------ Tc = 2.59 + 1.21 = 3.80 min. I = 5.700 "/hr A(total I = .32 ac Fm(avg) = 0.046 "/hr 0=.9A(I-Fm) Q(subarea) = 1.58 cfs 9(total) = 1.63 cfs ----------------------------------- Summary Stream I to node_ 1102 Length= 230 ft. Fm(avg)=.046 5.09 cfs/acre A(tot)= 0.320 acres Tc= 3.80 min 0= L.63 cfs -------------------------------------------- File: 9203W116.DAT Runtime: 08-04-1996 03:45 dob4: 9203 Page 2 Record 3 Subarea 3 Stream 1 Process 3: Street flow Remark: 7+00 S. side • First St. Node 1102 to node 1103 Elev 1080.14 to elev 1048.14 delta H = 32.00' Length= 400' Slope= .08000 Subarea: .71 acre Soil: D FD = 0.460"/hr ' Development type 14 = Commercial ai= .9 Fm= 0.046 "/hr Street template 25 Half -width = 20' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24'' Hike = 1.5" Lip = .38" Xfall = .02 '/' Tt= 1.23 min. based on Gavg= 3.06 cfs on one side of street. Davg=0.24' Aavg= 0.56 s.f. Vavg= 5.44'/sec At end of reach: 0 = 0.27' (0.273) V = 5.82'/sec. D*V = 1.59 Sf = .08013 Flow area = 0.77 s.f. Flooded width one side = 7.91' ----------------------------------------------------------------------------- Tc = 3.80 + 1.23 = 5.03 min. I = 4.887 "/hr A(total) = 1.03 ac Fm(avp) = 0.046 "/hr 9=.9A(I-Fm) 9(subarea) = 3.09 cfs 9(total) = 4.49 cfs ----------------------------------- Summary ----------------------------------- Stream 1 to node 1103 Length= 630 ft. Fm(avg)=.046 4.36 cfs/acre ------------------------------------------------------------------------------- ------------------------------------------------------------------------------ A(tot)= 1.030 acres Tc= 5.03 min Q= 4.49 cfs • L Record 4 Subarea 4 Stream 1 Process 3: Street flow Remark: 9+10 S. side Node 1103 to node 1104 Elev 1048.14 to elev 1031.34 delta H = 16.80' Length= 210' Subarea: .19 acre Soil: 0 Fp = 0.460"/hr' Development type 14 = Commercial ai= .9 Fm= 0.046 Street template 25 Half -width = 20' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Xfall = .02 '/' Tt= 0.47 min. based on Qavg= 4.77 cfs on one side of street. Davg=0.26' Aavg= 0.64 s.f. Vavg= 7.42'/sec Slope= .08000 "/hr Lip = .38., At end of reach: D = 0.28' (0.282) V = 5.99'/sec. D*V = 1.69 Sf = .08092 Flow area = 0.84 s.f. . Flooded width one side = 8.36' ------------------------------------------------------------------------------ Ic = 5.03 r 0.47 = 5.50 min. I = 4.652 "/hr A(total) = 1.22 ac Fm(avg) = 0.046 "/hr ®=_9A(I-Fm) 9(subarea) = 0.79 cfs 9(total) = 5.06 cfs ------------------------------------- Summary --------------------------------- Stream 1 to node 1104 Length= 840 ft. Fm(avg)=_046 4.15 cfs/acre A(tot)= 1.220 acres rc= 5.50 min 9= 5.06 cfs ----------------------------------------------------------------------------- File: 9203W11B-DAT Runtime: 08-04-1996 03:45 Job#: 9203 • Record 5 Subarea 5 Stream 1 Process 3: Street flow Remark: BCR S. side, net 0 after partial pickup at 7100 Node 1104 to node 1105 Elev 1031.34 to elev 1007.34 delta H = 24.00' Length= 300' Subarea: .27 acre Soil: D Fp = 0.460"/hr Development type 14 = Commercial ai= .9 Fm= 0.046 Street template 25 Half -width = 20' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Xfall = .02 '/' Tt= 0-82 min. based on oavg= 5.39 cfs on one side of street. Davg=0.29' Aavg= 0.89 s.f. Vavg= 6.08'/sec • 11 Page 3 Slope= .08000 "/hr Lip = .38" At end of reach: D'= 0.29' (0.292) V = 6.14'/sec. D*V = 1.79 Sf = .08076 Flow area = 0.93 s.f. Flooded width one side = 8.86' -------------'------------------------------------------------------------------ Tc = 5.50 + 0.82 = 6.32 min. I = 4.309 "/hr A(total) = 1-49 ac Fm(avg) = 0.046 "/hr 0=.9A(I-Fm) 0(subarea) = 1.04 cfs 0(total) = 5.72 cfs -'-------------------------'--------- Summary ------------------------------ Stream 1 to node 1105 Length= 1140 ft. Fm(avg)=.046 3.84 cfs/acre , A(tot)= 1.490 acres Tc= 6.32 min 0= 5.72 cfs Record 6 Subarea 0 Stream 1 Process 3: Street flow Remark: @ BCR Node 1105 to node 1106 Elev 1007.34 to elev 1005.76 delta H = 1.58' Length= 50' Slope= .03160 Subarea: 0 acre Street template 25 Half -width = 20' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Lip = .38" Xfall = .02 '/' Tt= 0.17 min. based on oavg= 5.72 cfs on one side of street. Davg=0.32' Aavg= 1.20 s.f- Vavg= 4.77'/sec At end of reach: D__ 0,.33', (0.333) V = 4.28'/sec. D*V = 1.42 Sf = .03184 Flow area = 1.34 s.f. Flooded width one side = 10.92` --- ------------------------------- Tc = 6.32 + 0.17 = 6.50 min- 1 = 4.245 "/hr A(total) = 1.49 ac Fm(avg) = 0.046 "/hr 0(total) = 5.72 cfs Computed 0 < upstream 0 so upstream 0 is used instead (req'd by Manual D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 to node 1106 Length= 1190 ft. Fm(avg)=.046 3.84 cfs/acre A(tot)= 1.490 acres Tc= 6.50 min 0= 5.72 cfs -------- S 3S- crs (Jer A &S, �-33- D�r33 File: 9203W11B.DAT Runtime: 08-04-1996 03:45 Job#: 9203 Page 4 • xxxxxx*xxxxxxxxxx*xxxxxxx**xxx.ex**xxxxxx*xxxxx*xx**r�xx*xxxxs*x*x*xx* New Stream Record 7 Subarea 6 Stream 2 Process 1: Initial subarea Remark: North side First St. @ WBC. Node 1200 to node 1201 Elev 1089 to elev 1088.4 delta H = 0.60' Length= 30' Slope= .02000 Subarea: .01 acre Soil: 0 Fp = 0.460"/hr Development type 14 = Commercial ai= .9 Fm= 0.046 "/hr k = .304 Tc = 2.59 min. I = 7.038 "/hr A(total) = .01 ac Fni(avg) = 0.046 "/hr 9=.9A(I-Fm) 9(subarea) = 0.06 cfs 9(total) = 0.06 cfs -------------------=--------------- Summary ----------------------------------- Stream 2 to node 1201 Length= 30 ft. Fm(avg)=.046 6.29 cfs/acre A(tot)= 0.010 acres lc= 2.59 min 9= 0.06 cfs Record 8 Subarea 7 Stream 2 Process 3: Street flow Node 1201 to node 1202 9;694P8:14 18r@lev Jggq_lb dpdta U.408. yg� I Length= 200' Slope= .04130 Development type 14 = Commercial a1= .9 Fu= 0.046 "/hr Street template 25 Half -width = 20' n = _015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Li.p = .38" Xfall = .02 '/' Tt= 0.94 min. based on 9avg= 0.96 cfs on one side of street. Davg=0.18' Aavg= 0.27 s.f. Vavg= 3.55'/sec At end of reach: 0 = 0.23' (0.232) V = 3.79'lsec.. 0*V = 0.88 :>f = .042117 • Flow area = 0.49 s.f. Flooded width one side = 5.85` ---------------------------------------- ----'------- ---------------------- Tc = 2.59 f 0.94 = 3.53 min. 1 = 5.939 "/hr A(total) _ .35 ac Fm(avg) = 0.046 "/hr 9=.901-Fmr Q(subarea) = 1.80 cfs 9(tot.ai) = 1.86 cfs ----------------------------------- Summary Stream 2 to node 1202 Length= 230 ft. Fm(avq)= 046 5.30 cfs/acre A(tot)= 0.350 acres h,,- 3.53 min 9= 1.86 cfs Record 9 Subarea 8 Stream 2 Process 3: Street Flow Remark: 7+00 Node 1202 Lo i lode 1203 Elev 1080.14 to elev 1048.14 delta H = 32.00' Length= 400' 31ope= .08000 Subarea: .47 acre Soil: 0 Fp = 0.460"/hr Development type 14 = Commercial ai= .9 Fm= 0.046 "!hr Street template 25 Half -width = 20' n = .015 1 side CF = 6'' Batter= .25 h/v Gutter width = 24" Hike = 1..5" Lip Xfall = .02 '/' Tt= 1.25 min. based on 9avg= 2.77 cfs on one side of street.. Davg=0.24' Aavg= 0.52 s.f. Vavg= 5.33'/sec: At end of reach: 0 = 0.26' (0.257) V = 5.65'/5ec. D*V = 1.45 Sf = .08209 Flow area = 0.65 s.f. Flooded width one side = 7.1,0' ----------------------------------------------------------------------------------- Tc = 3.53 + 1.25 = 4.78 min. 1 = 5.026 "/hr • A(total) = .82 ac Fw(avg) = 0.046 "/hr 9=.9A(T-Fm) 9(subarea) = 2.11. cfs 9(total) = 3.68 cfs ------------------------------------ Summary ------------------------------------ Stream 2 to node 1203 Length= 630 ft. Fm(avg)=.046 4.48 cfs/acre A(tot)= 0.820 acres Tc= 4.78 min 9= 3.68 cfs ----------------------------------------------------------------------------- File: 9203W1.IB.DAT Runtime: 08-04-1996 03:45 Job#: 9203 Page 5 Record 10 Subarea 9 Stream 2 Process 3: Street flow • Node 1203 to node 1204 El.ev 1048.14 to elev 1031.34 delta H = 16.80' Length= 210' Slope= .08000 Subarea: .19 acre Soil: D Fp = 0.460"/hr Development type 14 = Commercial a1= _9 Fm= 0.046 "/hr Street template 25 Half -width = 20' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Lip = .38" Xfall = .02 '/' Tt= 0.57 min. based on 8avg= 3.96 cfs on one side of street. Davg=0.26' Aavg= 0.64 s.f. Vavg= 6.16'/sec At end of reach: D = 0.27' (0.268) V = 5.81'/sec. DO = 1.56 Sf = .08199 Flow area = 0.73-s.f. Flooded width one side = 7.65' ------------------------------------------ --------------------------------------- Tc = 4.78 + 0.57 = 5.35 min. I = 4.725 "/hr A(total) = 1.01 ac Fm(avg) = 0.046 "/hr 9=.9A(I-Fm) 9(subarea) = 0.80 cfs 9(total) = 4.25 cfs ----------------------------------- Summary ----------------------------------- Stream 2 to node 1204 Length= 840 ft_ Fm(avg)=_046 4.21 cfs/acre A(tot)= 1.010 acres Tc= 5.35 min 9= 4.25 cfs ------------------------------------------------------- --------'-------------- ------------------------------------------------------------------------------- Record 11 Subarea 10 Stream 2 Process 3: Street flow Remark: VPI @ 12+10 Node 1204 to node 1205 Elev 1031.34 to elev 1007.34 delta H = 24.00' Length= 300' Slope= .08000 Subarea: .27 acre Soil: D Fp = 0.460"/hr Development type 14 = Commercial ai= _9 Fm= 0.046 "/hr Street template 25 Half -width = 20' n = .015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" Lip = .38" Xfall = .02 '/' Tt= 0.69 min. based on Qavg= 4.65 cfs on one side of street. Davq=0.26' Aavg= 0.64 s.f. Vavg= 7.22'/sec: At end of reach: D = 0.28' (0-282) V = 5.97'/sec. D*V = 1..68 Sf = _08030 Flow area = 0.84 s_f. Flooded width one side = 8.36' ------------------------------------------------------------------------------- Tc = 5.35 4 0.69 = 6.04 min. I = 4.419 "/hr A(total) = 1.28 ac Fm(avg) = 0.046 '/hr ®=.9A(I-Fm) A(subarea) = 1.06 cfs 9(total) = 5.04 cfs -----------------------=----------- Summary ----------------------------------- Stream 2 to node 1205 Length= 1140 ft. Fm(avg)=.046 3.94 cfs/acre A(_tot)= 1.280 acres Ic= 6.04 min 4l= 5.04 cfs 0 File: 9203W11B.DAT Runtime: 08-04-1996 03:46 7obl: 9203 • Record 12 Subarea 0 Stream 2 Process 3: Street flow Remark: @ ECR. Node 1205 to node 1206 Eley 1007.34 to eley 1005.76 delta H = 1.58' Length= 50' Subarea: 0 acre Street template 25 Half -width = 20' n = _015 1 side CF = 6" Batter= .25 h/v Gutter width = 24" Hike = 1.5" xfall = .02 '/' Tt= 0.20 min. based on Aavg= 5.04 cfs on one side of street. Davg=0.32' Aavg= 1.20 s.f. Vavg= 4.20'/sec LI 0 Page 6 Slope= .03160 Lip = .38" At end of reach: D = 0.32' (0-321) V = 4.17'/sec. D*V = 1.34 Sf = .03206 Flow area = 1.21 s.f. Flooded width one side = 10.32' -------------------------------------------------------------------------------- Tc = 6.04 + 0.20 = 6.24 min. I = 4.341 "/hr A(total) = 1.28 ac.- Fm(avg) = 0.046 "/hr 9(total) = 5.04 cfs Computed 9 < upstream ® so upstream 9 is used instead (req'd by Manual 0.11.6,1) ----------------------------------- Summary ----------------------------------- Stream 2 to node 1206 Length= 1190 ft. Fm(avg)=_046 3.94 cfs/acre A(tot)= 1.280 acres Tc= 6.24 min 61= 5.04 cfs ++++++++++++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Other: Stream 1: Len= 1190' Atot= 1.49 ac Tc= 6.50 min Q= 5.72 cfs End of RMH run. Results stored. Files 9203W11B.DAT & .RES U9- 4A3 D= .31: i Pei=Z l dvi ur i H j /� M N 58 Q5 Curb inlet on continuous grade interception, using CBOnCrad.bas BCR S. side 1st; W. side Puiol. 08-04-1996 03.56:04 Entered Q= 5.72 cfs D=0.33' a=0.33' Calc'd L100=15.03' a/y=1.00 Entered Lp= 14' Calc'd Lp/L100=0.93 Entered Qp/0=0.97 Calc'd Q= 5.55 cfs into curb inlet Q= 0.17 cfs flowbv Curb inlet on continuous grade interception, using CBOnGrad.baa ECR N. side 1st; west of Pujol. 08-04-1996 03:58:34 Entered Q= 5.72 cfs D=0.32' a=0.33' Calc'd L100=15.45' a/y=1.04 Entered Lp= 14' Calc'd Lp/L100=0.91 Entered Qp/Q=0.96 Calc'd Q= 5.49 cfs into curb inlet • ----- Q_ 0_23 cfs flowby /A -)AL us,ny AES RV Q, Curb inlet on continuous grade interception, using CBOnGrad.bas BCR S side 1st. west of Pujol. 08-04-1996 04:11:26 U fir, Entered Q= 5.35 cfs D=0.33' a=0.33' Calc'd L100=14.25' a/y=1.00 Entered Lp= 14' Calc'd Lp/L100=0.98 Entered QP/Q=0.99 Calc'd Q= 5.30 cfs into curb inlet Q= 0.05 cfs flowby Curb inlet on continuous grade interception, using CBOnGrad.bas ECR N side 1st. west of Pujol. Using AES Q. 08-04-1996 04:12:29 Entered Q= 4.63 cfs D=0.32' a=0.33' Calc'd L100=12.62' a/y=1.03 Entered Lp= 14' Calc'd Lp/L100=1.11 Entered Qp/Q=1.00 Calc'd Q= 4.63 cfs into curb inlet Q= 0.00 cfs flowby NO '. First Street Extension HYDROLOGY MAP ' INTERIM CONDITION Phase 1 Datahle: '92031NTM.dat' c; �' c:, Scale: 1' = 100' Legend' \J 901 Node b �� c '� 100 •S P if, c —A [m.( Elevation Qq � ' Minutes ell (1�c CFS o.c Acres :�\ ;\�aA Jl ti :. \ w 0 INPUT FILE LISTING T1 FIRST STREET STORM DRAIN, FROM W/O PUJOL TO MURRIETA CREEK. TEMECULA T2 NOARIS-REPKE, INC. 31 92-03 JPN 5-21-99 SP FILE '9203FC06.DAT' T3 NO DIVERSION TO FIRST S1. SO 3343.0 989.5 1 1004.3 R 3564.0 990.74 1 .013 42.0 JK 3620.0 991.05 1 3 3.013 15.6 15.6 993.6 993.6 60.0 60.0 A 3748.0 991.8 1 .013 IS 3758.0 993.18 2 .013 JK 3758.0 993.81 2 3 3.013 17.0 17.0 994.0 994.0 90.0 90.0 A 4150.0 1024.18 2 .013 SH 2