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Home My WebLink AboutTract 16074 Sycamore Hills SUPPLEMENT TO DRAINAGE STUDY REPORT Tract 16074: Sycamore Hills City of Fontana, California February 4, 2003 Revision History Prepared for: Date Comments Forecast Homes 08/12/2002 Supplement 10670 Civic Center Drive Modified Lines H,I -1 a, CA 91730 Added Lines J, J-1 Rancho Cucamonga, and K 10/03/2002 Response to I Comments - Pre Prepared by: Supplement/ P y: Added Lines 1,1-1 RBF CONSULTING 11/21/2002 Response to Second 27555 Ynez Road, Suite 400 Comments/ Revised Temecula, California 92591 -4679 WSPG Models. CONSULTING 909.676 telephone 1/10/2003 Response to third 909.676.72400 fax Plan Check Contact Person: 445,4: , u,.,� -,;;. Comments , �. 2/4/2003 Response to fourth 5 . Plan Check Ejaz Mohammad, RCE 58580 1 C58580 r + Comments CO r 1 , I. EeP. ,2 3N D6 / "/ RBF JN 15- 100187 Cty't� -',, ,._Of CAS -\ 2• ti-o3 1. , s RPF „by,. TABLE OF CONTENTS STUDY SUMMARY FIGURES Figure 1 Vicinity Map Figure 2 Hydrology Map- Existing Tributary Watershed to Line J • Figure 3 Catch Basin Hydrology Map 1 14 APPENDICES Appendix A Hydrology Calculations Appendix B Hydraulic Calculations Appendix C Referenced Information • STUDY SUMMARY The original hydrology reports for the onsite and the offsite conditions for Sycamore Hills, Tract PIP 16074, are Storm Drain Basis of Design Report, (Reference 1), and Offsite Storm Drain Basis of Design Report" (Reference 2), respectively. Both reports were prepared by RBF Consulting for Forecast Homes. The current report is supplement to references 1 and 2. The site, located in the City of Fontana, CA, is shown on Figure 1. 1 The first supplement, submitted to the City of Fontana on August 12, 2002, addressed modifications to Line H, the extension of Lateral 1 -1, and the design of new Lines J, K, and Lateral J -1. The design flows for Lines J and K were obtained from the Master Hydrology Study for Empire Center Lines A, B, & C Fully Developed Condition, (Reference 3) herein referred to as the MHS, which was prepared by Hall and Foreman, Inc. According to the MHS, the storm drain in Santa Ana Avenue 1 was intended to convey the 25 -year fully developed (commercial) offsite flow of 219 cfs and the carryover (difference between the 100 -year flow and 25 -year flow) of 64 cfs was intended to be ■ conveyed in Empire Center Drive. Currently, Empire Center Drive is not constructed. Therefore, for the interim condition as submitted in the first supplement, Line K was intended to convey the above carryover. All pertinent data from the MHS is included in Appendix C. It is noted that Line K has been eliminated from this project( See following paragraph). Subsequent to the City of Fontana's request Line J is now designed to carry the100 -year existing peak flow. For future reference, it is to be noted that MHS calls for Line J to carry only the 25 -year developed flow, and the overflow to be conveyed in Empire Center Drive. The tributary area draining to the inlet to Line J is shown on Figure 2 (Hydrology Map- Existing Tributary Watershed • to Line J). The Rational model for this condition incorporated the fully - developed flows at the culvert in Stover Avenue (Node 28) obtained from the MHS (See Appendix C). The Rational output (See Appendix A) indicates a 100 -year flow of 316.3 cfs at the upstream inlet of Line J (Node 30). This flow is larger than the 100 -year flow of 282.4 cfs for proposed conditions at the inlet. It is noted that for the existing conditions the watershed is considerably larger than that of the proposed condition, which drains a portion to the Sierra Avenue storm drain, upstream of the junction with Line J. The revised WSPG analysis (See Appendix B) indicates that Line J and Lateral J -1 can convey the flow without causing any adverse impact downstream. As previously indicated, Line K has been eliminated since it is no longer needed to convey the above - mentioned carryover. In this submittal, laterals J -2 and J -3 have been added to Line J (See Figure 3) For interim conditions, risers will be added to the upstream ends of both laterals. The 100 -year flow (1.1 cfs) in Lateral J -2 was obtained from Reference 3 (Node 223.01, page 19, File: FECSLB.100), included in Appendix C. The Rational File 187N100, included in Appendix A, was assembled to quantify the 100 -year flow in Lateral J -3. The model incorporated 2 drainage basins. The basin comprising Nodes 1600 to 1100 represent the street stations in the north half of Santa Ana Avenue. The hydrologic parameters for the basin comprising Nodes 303.01 to 306.01 were obtained from the Reference 3 (See Basin 307 on Hydrology Map Fully Developed Condition, in Appendix C). The combined 100 -year flow for Lateral J -3 is 9.2 cfs. In addition, the bypass flow of 1.5 cfs from Catch TRACT 16074 OFFSITE DRAINAGE STUDY REPORT - SUPPLEMENT SYCAMORE HILLS RE.AFF Basin # 7 (per Master Drainage Plan) was added to the 9.2 cfs , resulting in a 100 -year flow of 10.7 cfs at Lateral J -3. The flow used in the hydraulic analysis was conservatively rounded off to 11.0 cfs. All supporting referenced information is included in Appendix C. With the addition of Laterals J -2 and J -3, the total 100 -year flow in Line J increased from 316.3 cfs to 331.6 cfs. Also, for interim conditions, the catch basin at the upstream end of Lateral J -1 has been replaced with a riser. The revised WSPG model for Line J and the WSPG models for the three above - mentioned laterals are included in Appendix B. In the interim condition for this submittal by RBF Consulting, Line -J will pick up 100 -year existing flow (316.3 cfs) from upstream end and the flow from laterals J -1 through J -3, which is approximately 332 cfs. However, Line J in existing condition also picks up some drainage area (east of Sierra Avenue, and north of Santa Ana Avenue) which in ultimate condition is planned to be drained to Line -C North. We estimate that in the interim condition, the flow in Line -C North to be 100 cfs. Therefore, sum of flow at the junction of Line -C North and Line -J is 432 cfs. Comparing that to the sum in ultimate condition (410 cfs), we see the increase in flow is 22 cfs at the junction, which is about 5% of the total flow. Peak flow estimation in hydrology is considered accurate within 20 %, therefore we conclude that 5% increase is within limit of acceptable error of estimation. Therefore we conclude that there is no significant adverse effect in Line -C South or downstream due to picking up of 100 -year existing flow by Line J. Subsequently, we assumed the controlling water surface elevation at the downstream end of Line J unchanged between ultimate condition and the interim condition. IP The 100 -year design flow (4.8 cfs) for Line I was obtained from Reference 2 (Offsite Node 640). Copies of referenced information are included in Appendix C. The peak flow for Line -I has been modified to include an additional 0.13 acres of drainage area (between high point @ 23 +00.00 to node @ 24 +00.00), increasing drainage area from 1.67 acres to 1.80 acres, thus making design peak of 5.2 cfs. Additionally, flow from the north half of the street, equal to south half of the street peak flow (5.2 cfs,) is assumed to be picked up by lateral 1 -1. Therefore, including flow from lateral 1 -1, the total flow to Line -I is 10.4 cfs. 1 1 TRACT 16074 OFFSITE DRAINAGE STUDY REPORT - SUPPLEMENT SYCAMORE HILLS 1 1 1 u REFERENCES • Reference 1 RBF Consulting, Storm Drain Basis of Design Report, 4/11/2000 1 Reference 2 RBF Consulting, Offsite Storm Drain Basis of Design Report ,1/26/2001 Reference 3 Hall & Forman, Inc., Master Hydrology Study for Empire Center, 1/28/1992 1 1 w 1 • 1 1 TRACT 16074 OFFSITE DRAINAGE STUDY REPORT - SUPPLEMENT SYCAMORE HILLS • • • I 1 O 1 M i P i Pro SAN BERNARDINO FWY (0) ili 1 SLOVER AVENUE 'i 1 0� z i r/� SANTA ANA AVE . �.... - .�r�.,,, V I SANTA ANA AVF . A� w v II D > MAYWOOD ST. a m (D �G a ¢ 7r • ¢ w r ��✓ w ■tom �i JURUPA AVENUE u l it it riii4l../.L. ~.", • r ircy ' PROJECT P I SITE k- mI 1 ml VICINITY MA P I NOT TO SCALE 1 I r i I SYCAMORE HILLS TRACT NO. len C ONSULTING 1100.076 1042 • FM(.U.A7t72p • .w.eF,ean MT OF POINTANA �� oP 1 C3117 NAP 1 i DATA FROM co MASTER DRAINAGE PLAN — , 1 C.B. #6 LATERAL J-3 Q100� 8 ACRES /Q = 11. CFS \‘ n I = C PROPOSED R/W f /1 �I LINE H J - 1 s iM I III l'� l' L LATERAL I -1 .D S �— 1600 J 5 it • P 12 13 14 6 6.6 16 —1111."-- 17 — 18 — 0 — 29 _ 22 3 24 25 26 27 28 29 3 — ✓t _ �` I . _� L I NE J ` — f- f °_ W - �- - - - - - - ------IL 2100 2300 P ROPOSED R/W W LINE I f LATERAL J -1 C.B. #5 % JOIN EXISTING 72" RCP (LINE B) 13_ 1 0100 =3.2 CFS Q100 =5.2 CFS Ld ' A = 1.0 ACRES A = 1.8 ACRES n L I LATERAL 1. 1 C FS 1 640 I SEE REFERENCE 2 IN APPENDIX C 1 C in I 6 I (PER MASTER DRAINAGE PLAN) FOR DRAINAGE BOUNDARY , 1 x r I < I WI 1 2 I 1 I 1 I I f I I I Cr I— LEGEND INDEX MAP SCALE : 1" = 150' AREA NODE 150 0 150 300 450 1600 - 1 NODE DESIGNATION -_ ° 1066.1-- ELEVATION GRAPHIC SCALE Do DRAINAGE BASIN BOUNDARY SYCA1VAORE HELLS Fr) FLOW DIRECTION D QTY OF FONTANA 7 R . 27666 Ylla ROAD, SURE 400 TRACT N0.16074 TEMECU A, CNLF .FOML 92591 -4679 Q C ONSULTING 909.676.8042 • FAX 909676.7240 • www36F.cam FIGURE 3 o CATCH BASIN HYDROLOGY MAP V J z 0 <C Q J -- U Z W �.. Oo ar 0 J ct 0 i� S t .A f i 11 111 s! L . I 111 111 t/ s/ 11 t ,A I S IA L- t o L -a L .-a L . > mm RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ID (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2000 Advanced Engineering Software (aes) w. Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: tom RBF & Associates OM 14725 Alton Parkway Irvine, CA 92618 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** - * SYCAMORE HILLS * FONTANA * 100-YEAR STORM ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** eye N FILE NAME: 187100.DAT TIME /DATE OF STUDY: 10:06 10/02/2002 OP Nov REp(e sPiu'r i USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: S ' R ' p . 4l 7 N % -- *TIME- OF-CONCENTRATION MODEL*-- ON SA)-/TA A Mk A imp . is USER SPECIFIED STORM EVENT(YEAR) = 100.00 4 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 Gsg.g.�� UL p f • SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 IN *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) = 0.920 • 100-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 ma) SLOPE OF INTENSITY DURATION CURVE = 0.6000 O *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * ** * * * * ** * * ** FLOW PROCESS FROM NODE 1600.00 TO NODE 2100.00 IS CODE = 21 PR tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ttUSE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ri INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1066.55 DOWNSTREAM(FEET) = 1064.05 011 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ■ • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.805 1m SUBAREA Tc AND LOSS RATE DATA(AMC II): . DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.67 0.75 0.10 56 10.54 i SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 2.25 IN ill ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AM FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 1 ON tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE um TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: pow TIME OF CONCENTRATION(MIN.) = 10.54 RAINFALL INTENSITY(INCH /HR) = 3.81 M. AREA-AVERAGED Fm(INCH /HR) = 0.07 AREA-AVERAGED Fp(INCH /HR) = 0.75 'o* AREA-AVERAGED Ap = 0.10 • EFFECTIVE STREAM AREA(ACRES) = 0.67 TOTAL STREAM AREA(ACRES) = 0.67 +a+ PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 wee FLOW PROCESS FROM NODE 2300.00 TO NODE 2100.00 IS CODE = 21 00 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS CtUSE TIME - OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA wr = INITIAL SUBAREA FLOW - LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1065.05 DOWNSTREAM(FEET) = 1064.05 60 Tc = K*[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* * 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.303 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.741 AP SUBAREA Tc AND LOSS RATE DATA(AMC II): 10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 40 COMMERCIAL B 0.28 0.75 0.10 56 7.30 AA SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 r* SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 1.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 1 40 ttttCDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ww ttttKAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PR ;; TIME OF CONCENTRATION(MIN.) = 7.30 Ig RAINFALL INTENSITY(INCH/HR) = 4.74 AREA-AVERAGED Fm(INCH/HR) = 0.07 - AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.28 PP TOTAL STREAM AREA(ACRES) = 0.28 ▪ PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 W E ** CONFLUENCE DATA ** OW STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.25 10.54 3.805 0.75( 0.07) 0.10 0.7 1600.00 *m 2 1.18 7.30 4.741 0.75( 0.07) 0.10 0.3 2300.00 OP ank S RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO OA CONFLUENCE FORMULA USED FOR 2 STREAMS. S ** PEAK FLOW RATE TABLE ** !° STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER is NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.13 7.30 4.741 0.75( 0.07) 0.10 0.7 2300.00 mot 2 3.19 10.54 3.805 0.75( 0.07) 0.10 1.0 1600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.19 Tc(MIN.) = 10.54 EFFECTIVE AREA(ACRES) = 0.95 AREA-AVERAGED Fm(INCH /HR) = 0.07 III AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.95 mm LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 2100.00 = 500.00 FEET. r END OF STUDY SUMMARY: mm TOTAL AREA(ACRES) = 0.95 TC(MIN.) = 10.54 EFFECTIVE AREA(ACRES) = 0.95 AREA - AVERAGED Fm(INCH /HR)= 0.07 i AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 3.14 aw is ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.13 7.30 4.741 0.75( 0.07) 0.10 0.7 2300.00 2 3.19 10.54 3.805 0.75( 0.07) 0.10 1.0 1600.00 AM END OF RATIONAL METHOD ANALYSIS 11w 1 mm I Om I In P. N I PO I PO I I; ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** em RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE In (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2000 Advanced Engineering Software (aes) on Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: 0. RBF & Associates t J f 1 r J To L! �'t! 1 4725 Alton Parkway Irvine, CA 92618 ill * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** i m il * SYCAMORE HILLS TRACT 16074 * _ V , / /'' * 100 -YEAR * F-f IS 7� CS L �� D! Ti o 0 w * AREA NORTH OF SANTA ANA * SEE r iG U E Z ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm ii FILE NAME: 187RM100.DAT TIME /DATE OF STUDY: 09:38 10/01/2002 r ii USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: AM -- *TIME -OF- CONCENTRATION MODEL*- - 6 USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 w SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 6 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 WI 100 -YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) = 1.500 I li COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH /HOUR) = 1.5000 o SLOPE OF INTENSITY DURATION CURVE = 0.6000 t aill *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ii + + 10 1 Vie. 1 1 1 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.00 TO NODE 2.00 IS CODE = 21 i; tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ttUSE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ril INITIAL SUBAREA FLOW-LENGTH(FEET) = 940.00 ELEVATION DATA: UPSTREAM(FEET) = 1091.00 DOWNSTREAM(FEET) = 1078.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ow i SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.260 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.966 SUBAREA Tc AND LOSS RATE DATA(AMC II): i: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER ow *BARREN* B 2.50 0.27 1.00 86 19.26 MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 0 SUBAREA RUNOFF(CFS) = 6.06 i TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 6.06 i FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 52 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW PO tttttTRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1078.50 DOWNSTREAM(FEET) = 1063.70 r * CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0099 is CHANNEL FLOW THRU SUBAREA(CFS) = 6.06 FLOW VELOCITY(FEET /SEC) = 2.19 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) - TRAVEL TIME(MIN.) = 11.40 Tc(MIN.) = 30.66 i LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 2440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 81 MO tttatADDITION OF SUBAREA TO MAINLINE PEAK FLOW io _ MAINLINE Tc(MIN) = 30.66 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.244 ,w SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER - *BARREN* B 6.10 0.27 1.00 86 im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 I, SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 10.83 • EFFECTIVE AREA(ACRES) = 8.60 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 15.27 i ll ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 30.00 IS CODE = 52 wu i t ttattCOMPUTE NATURAL VALLEY CHANNEL FLOW ttattTRAVELTIME THRU SUBAREA ▪ ELEVATION DATA: UPSTREAM(FEET) = 1063.70 DOWNSTREAM(FEET) = 1060.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.0035 CHANNEL FLOW THRU SUBAREA(CFS) = 15.27 • FLOW VELOCITY(FEET /SEC) = 1.66 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 10.57 Tc(MIN.) = 41.23 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. PP ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 Po aaattMAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 Po ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** is mm FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 t tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS it ttUSE TIME-OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA p, INITIAL SUBAREA FLOW - LENGTH(FEET) = 975.00 i ELEVATION DATA: UPSTREAM(FEET) = 1091.00 DOWNSTREAM(FEET) = 1077.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 w SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.444 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.949 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ig LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER Nis *BARREN" B 4.00 0.27 1.00 86 19.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 MO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.64 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 9.64 IN **************************** * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** P t FLOW PROCESS FROM NODE 6.00 TO NODE 10.00 IS CODE = 52 1 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW tttttTRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1077.70 DOWNSTREAM(FEET) = 1069.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL SLOPE = 0.0088 f CHANNEL FLOW THRU SUBAREA(CFS) = 9.64 ig FLOW VELOCITY(FEET /SEC) = 2.32 (PER LACFCD /RCFCBWCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.47 Tc(MIN.) = 25.91 mm LONGEST FLOWPATH FROM NODE 5.00 TO NODE 10.00 = 1875.00 FEET. ********************************************* ** *** ******* ** * ********** *** *** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 fis CttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE 1; TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.91 MO RAINFALL INTENSITY(INCH /HR) = 2.48 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 RIB EFFECTIVE STREAM AREA(ACRES) = 4.00 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.64 IR ********************************************* ** ******* ***** **** * ******* ***** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 21 N tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ttUSE TIME - OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ▪ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1079.00 DOWNSTREAM(FEET) = 1069.80 ▪ Tc = K*ULENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 U el SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.252 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.796 mm SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) mm NATURAL POOR COVER "BARREN° B 8.70 0.27 1.00 86 21.25 • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 m' SUBAREA RUNOFF(CFS) = 19.76 W TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 19.76 u .� ********************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 mom INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ..w TIME OF CONCENTRATION(MIN.) = 21.25 is RAINFALL INTENSITY(INCH /HR) = 2.80 AREA - AVERAGED Fm(INCH /HR) = 0.27 mwi AREA-AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 IN EFFECTIVE STREAM AREA(ACRES) = 8.70 mm TOTAL STREAM AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "'" FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 21 (6 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS mm ttUSE TIME-OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1090.00 DOWNSTREAM(FEET) = 1077.50 w 1i Tc = K*E(LENGTH** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.988 mm * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.901 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER 1 "BARREN" B 10.40 0.27 1.00 86 19.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 24.61 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 24.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 10.00 IS CODE = 52 ttttICOMPUTE NATURAL VALLEY CHANNEL FLOW tttttTRAVELTIME THRU SUBAREA * ELEVATION DATA: UPSTREAM(FEET) = 1077.50 DOWNSTREAM(FEET) = 1069.80 1 CHANNEL LENGTH THRU SUBAREA(FEET) = 790.00 CHANNEL SLOPE = 0.0097 CHANNEL FLOW THRU SUBAREA(CFS) = 24.61 FLOW VELOCITY(FEET /SEC) = 3.13 (PER LACFCD /RCFC&WCD HYDROLOGY MANUAL) 1 S TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) = 24.20 *w LONGEST FLOWPATH FROM NODE 9.00 TO NODE 10.00 = 1790.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 im tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE tttttANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES m« k TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: p TIME OF CONCENTRATION(MIN.) = 24.20 RAINFALL INTENSITY(INCH /HR) = 2.59 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 mm AREA- AVERAGED Ap = 1.00 66 EFFECTIVE STREAM AREA(ACRES) = 10.40 TOTAL STREAM AREA(ACRES) = 10.40 "" PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.61 66 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER mm NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.64 25.91 2.483 0.27( 0.27) 1.00 4.0 5.00 2 19.76 21.25 2.796 0.27( 0.27) 1.00 8.7 7.00 "" 3 24.61 24.20 2.587 0.27( 0.27) 1.00 10.4 9.00 it RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO m. CONFLUENCE FORMULA USED FOR 3 STREAMS. NI ** PEAK FLOW RATE TABLE ** m. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE O 1 52.36 21.25 2.796 0.27( 0.27) 1.00 21.1 7.00 2 52.15 24.20 2.587 0.27( 0.27) 1.00 22.8 9.00 "" 3 50.45 25.91 2.483 0.27( 0.27) 1.00 23.1 5.00 S COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: pm PEAK FLOW RATE(CFS) = 52.36 Tc(MIN.) = 21.25 L. EFFECTIVE AREA(ACRES) = 21.12 AREA - AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.10 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 10.00 = 1875.00 FEET. S ********************************************* ** * ** ** * *** * * ** * * * * * ** * * * * * * *** ■ k. FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 52 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW tttttTRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1069.80 DOWNSTREAM(FEET) = 1060.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1150.00 CHANNEL SLOPE = 0.0085 CHANNEL FLOW THRU SUBAREA(CFS) = 52.36 6 FLOW VELOCITY(FEET /SEC) = 3.62 (PER LACFCD /RCFCBWCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.29 Tc(MIN.) = 26.55 R LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 3025.00 FEET. 6 ********************************************* * * ** * * ** * *** ** * ** ** * ** ** ** * ** ** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 81 • 1 ma I tttttADDITION OF SUBAREA TO MAINLINE PEAK FLOW PO MAINLINE Tc(MIN) = 26.55 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.447 SUBAREA LOSS RATE DATA(AMC II): PO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS IN LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER P' 'BARREN' B 14.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 w* SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 29.16 EFFECTIVE AREA(ACRES) = 36.02 AREA-AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 38.00 PEAK FLOW RATE(CFS) = 70.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 R' is tttttMAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 == pm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 tattaRATIONAL METHOD INITIAL SUBAREA ANALYSIS it ttUSE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA 1. " INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1088.30 DOWNSTREAM(FEET) = 1074.50 e m Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.396 hi * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.049 SUBAREA Tc AND LOSS RATE DATA(AMC II): ma DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER O "BARREN" B 5.60 0.27 1.00 86 18.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.00 ■ 1' TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 14.00 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * FLOW PROCESS FROM NODE 14.00 TO NODE 30.00 IS CODE = 52 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW A ctataTRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1074.50 DOWNSTREAM(FEET) = 1060.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL SLOPE = 0.0112 CHANNEL FLOW THRU SUBAREA(CFS) = 14.00 I FLOW VELOCITY(FEET /SEC) = 2.88 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.53 Tc(MIN.) = 25.92 w LONGEST FLOWPATH FROM NODE 13.00 TO NODE 30.00 = 2200.00 FEET. 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 30.00 IS CODE = 81 dd ¢¢¢¢¢ADDITION OF SUBAREA TO MAINLINE PEAK FLOW MAINLINE Tc(MIN) = 25.92 • * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.482 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER • 'BARREN' B 7.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 15.71 EFFECTIVE AREA(ACRES) = 13.50 AREA - AVERAGED Fm(INCH /HR) = 0.27 ow AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 26.85 40 *********** *********************** ** * ** * * * * ** * * * * * * * * * * * * * * * * **** *4444 * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 CCCttMAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 **************************** * * * ** * * * * * * * * * * * * * * * * * * * * * * * *4* *4444************ 4* FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 «t4ItRATIONAL METHOD INITIAL SUBAREA ANALYSIS • «USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1088.00 DOWNSTREAM(FEET) = 1076.50 Ado Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.324 • * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.872 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER <* *BARREN* B 7.40 0.27 1.00 86 20.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 ow SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 17.32 TOTAL AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) = 17.32 40 * * * * * * * * * * * * *4 *****444*44 * * * ** ****4444* *4**4***** *44 *4* * * ** ****44444** * * * * ** -" FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 52 c¢¢UUCOMPUTE NATURAL VALLEY CHANNEL FLOW • a¢aatTRAVELTIME THRU SUBAREA • ELEVATION DATA: UPSTREAM(FEET) = 1076.50 DOWNSTREAM(FEET) = 1066.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1070.00 CHANNEL SLOPE = 0.0093 • CHANNEL FLOW THRU SUBAREA(CFS) = 17.32 o FLOW VELOCITY(FEET /SEC) = 2.79 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.40 Tc(MIN.) = 26.72 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 20.00 = 2070.00 FEET. 4444 #4444* 4444 * * * * * * * * * * *4 * * * * * * * * * * * * *4 * * * ** 4444 * # * * * * * * * * * * * * * *4 * * *4 * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 81 4 tttttADDITION OF SUBAREA TO MAINLINE PEAK FLOW MAINLINE Tc(MIN) = 26.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.437 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" B 10.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 • SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 21.24 EFFECTIVE AREA(ACRES) = 18.30 AREA-AVERAGED Fm(INCH /HR) = 0.27 ** AREA-AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 35.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW - • tttttTRAVELTIME THRU SUBAREA • ELEVATION DATA: UPSTREAM(FEET) = 1066.50 DOWNSTREAM(FEET) = 1060.00 • CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0176 CHANNEL FLOW THRU SUBAREA(CFS) = 35.66 FLOW VELOCITY(FEET /SEC) = 4.66 (PER LACFCD /RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 28.05 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 30.00 = 2440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 tttttCONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY to ** MAIN STREAM CONFLUENCE DATA ** to STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.66 28.05 2.367 0.27( 0.27) 1.00 18.3 18.00 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 30.00 = 2440.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** - STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.27 41.23 1.879 0.27( 0.27) 1.00 8.6 0.00 - LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER . NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 49.20 28.05 2.367 0.27( 0.27) 1.00 24.2 18.00 2 42.61 41.23 1.879 0.27( 0.27) 1.00 26.9 0.00 TOTAL AREA(ACRES) = 26.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.20 Tc(MIN.) = 28.047 EFFECTIVE AREA(ACRES) = 24.15 AREA-AVERAGED Fm(INCH /HR) = 0.27 AREA-AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED Ap = 1.00 , TOTAL AREA(ACRES) = 26.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 ow tttttCLEAR MEMORY BANK # 1 ow ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 ow ¢¢¢¢¢CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY 4. ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ow 1 49.20 28.05 2.367 0.27( 0.27) 1.00 24.2 18.00 2 42.61 41.23 1.879 0.27( 0.27) 1.00 26.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** M. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 70.49 26.55 2.447 0.27( 0.27) 1.00 36.0 7.00 2 68.77 29.49 2.297 0.27( 0.27) 1.00 37.7 9.00 3 66.56 31.26 2.218 0.27( 0.27) 1.00 38.0 5.00 ijf LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 3025.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ow NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.82 26.55 2.447 0.27( 0.27) 1.00 58.9 7.00 2 118.81 28.05 2.367 0.27( 0.27) 1.00 61.0 18.00 OA 3 117.24 29.49 2.297 0.27( 0.27) 1.00 62.2 9.00 4 114.15 31.26 2.218 0.27( 0.27) 1.00 62.8 5.00 5 97.56 41.23 1.879 0.27( 0.27) 1.00 64.9 0.00 ow TOTAL AREA(ACRES) = 64.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 118.82 Tc(MIN.) = 26.546 Wm EFFECTIVE AREA(ACRES) = 58.87 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA- AVERAGED Fp(INCH/HR) = 0.27 AREA Ap = 1.00 TOTAL AREA(ACRES) = 64.90 lrt LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** am FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 eetttCLEAR MEMORY BANK # 2 MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 it tttttCONFLUENCE MEMORY BANK # 3 WITH THE MAIN MEMORY Rr ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE r 1 118.82 26.55 2.447 0.27( 0.27) 1.00 58.9 7.00 2 118.81 28.05 2.367 0.27( 0.27) 1.00 61.0 18.00 3 117.24 29.49 2.297 0.27( 0.27) 1.00 62.2 9.00 4 114.15 31.26 2.218 0.27( 0.27) 1.00 62.8 5.00 5 97.56 41.23 1.879 0.27( 0.27) 1.00 64.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM a Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 26.85 25.92 2.482 0.27( 0.27) 1.00 13.5 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 30.00 = 2200.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 144.76 25.92 2.482 0.27( 0.27) 1.00 71.0 13.00 2 145.25 26.55 2.447 0.27( 0.27) 1.00 72.4 7.00 3 144.27 28.05 2.367 0.27( 0.27) 1.00 74.5 18.00 4 141.85 29.49 2.297 0.27( 0.27) 1.00 75.7 9.00 5 137.79 31.26 2.218 0.27( 0.27) 1.00 76.3 5.00 6 117.08 41.23 1.879 0.27( 0.27) 1.00 78.4 0.00 TOTAL AREA(ACRES) = 78.40 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.25 Tc(MIN.) = 26.546 EFFECTIVE AREA(ACRES) = 72.37 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED Ap = 1.00 °° TOTAL AREA(ACRES) = 78.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. ***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *4444 * * * * * *44 * * * ** *4444 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 tttttCLEAR MEMORY BANK # 3 AO ****** 4 * 4 ********* 4 4 4 444*** ***444444444444444444*****44 *44 *444 *44 ., FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 tttttMAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 pq * * * * * * * *4 * * * * * * **44 *4* *444* *444* *44444 *4444 *44 444444444 *44444444444 *44 *44444 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS t«USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA INITIAL SUBAREA FLOW - LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1090.00 DOWNSTREAM(FEET) = 1078.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 o SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.574 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.937 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 6.10 0.27 1.00 86 19.57 ae OM SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.63 mi TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 14.63 t FLOW PROCESS FROM NODE 22.00 TO NODE 26.00 IS CODE = 52 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW ,00 tttttTRAVELTIME THRU SUBAREA °°- ELEVATION DATA: UPSTREAM(FEET) = 1078.10 DOWNSTREAM(FEET) = 1070.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 CHANNEL SLOPE = 0.0112 CHANNEL FLOW THRU SUBAREA(CFS) = 14.63 FLOW VELOCITY(FEET /SEC) = 2.92 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.10 Tc(MIN.) = 23.68 • LONGEST FLOWPATH FROM NODE 21.00 TO NODE 26.00 = 1670.00 FEET. • FLOW PROCESS FROM NODE 22.00 TO NODE 26.00 IS CODE = 81 «,. tttatADDITION OF SUBAREA TO MAINLINE PEAK FLOW C a �J • MAINLINE Tc(MIN) = 23.68 J O.� //v ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.620 SUBAREA LOSS RATE DATA(AMC II): 411‘ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN' B 3.00 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 6.34 4411 EFFECTIVE AREA(ACRES) = 9.10 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 19.23 MW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • . FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 q tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 2 40 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.68 - RAINFALL INTENSITY(INCH/HR) = 2.62 • AREA- AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 • AREA - AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 9.10 • TOTAL STREAM AREA(ACRES) = 9.10 b PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 24.00 IS CODE = 21 ¢t¢ttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ttUSE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 • ELEVATION DATA: UPSTREAM(FEET) = 1090.00 DOWNSTREAM(FEET) = 1078.00 • Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 4 . SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.152 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.887 SUBAREA Tc AND LOSS RATE DATA(AMC II): • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) - NATURAL POOR COVER "BARREN" B 7.60 0.27 1.00 86 20.15 •sir SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 17.88 *' TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 17.88 • FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE = 52 tttttCOMPUTE NATURAL VALLEY CHANNEL FLOW tttttTRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1078.00 DOWNSTREAM(FEET) = 1070.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0133 +*rr CHANNEL FLOW THRU SUBAREA(CFS) = 17.88 FLOW VELOCITY(FEET /SEC) = 3.36 (PER LACFCD /RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 23.13 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 26.00 = 1600.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE = 81 ttCOMADDITION OF SUBAREA TO MAINLINE PEAK FLOW *rrr MAINLINE Tc(MIN) = 23.13 50e M/ 2-6 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.657 - SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS mor LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN • NATURAL POOR COVER 'BARREN' B 2.80 0.27 1.00 86 0e SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 6.01 EFFECTIVE AREA(ACRES) = 10.40 AREA Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 • TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 22.33 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 O tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: . TIME OF CONCENTRATION(MIN.) = 23.13 • RAINFALL INTENSITY(INCH /HR) = 2.66 ▪ AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA- AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 10.40 - TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 14 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.23 23.68 2.620 0.27( 0.27) 1.00 9.1 21.00 2 22.33 23.13 2.657 0.27( 0.27) 1.00 10.4 27.00 www RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.41 23.13 2.657 0.27( 0.27) 1.00 19.3 27.00 2 41.22 23.68 2.620 0.27( 0.27) 1.00 19.5 21.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.41 Tc(MIN.) = 23.13 EFFECTIVE AREA(ACRES) = 19.29 AREA-AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 AO TOTAL AREA(ACRES) = 19.50 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 26.00 = 1670.00 FEET. • ********************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE was TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: • TIME OF CONCENTRATION(MIN.) = 23.13 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA - AVERAGED Fm(INCH/HR) = 0.27 • AREA-AVERAGED Fp(INCH /HR) = 0.27 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 19.29 TOTAL STREAM AREA(ACRES) = 19.50 mg PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.41 1 40 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 7 ''wj ✓ 14.? (j 1) ..-/ I tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE N c Y E t ! M . ! USER- SPECIFIED VALUES ARE AS FOLLOWS: N 1 o-r" TC(MIN.) = 21.10 RAINFALL INTENSITY(INCH /HR) = 2.81 EFFECTIVE AREA(ACRES) = 51.51 r(J 1((,t QV ( (�a N .4 ▪ TOTAL AREA(ACRES) = 51.51 PEAK FLOW RATE(CFS) = 111.76 f .. AREA-AVERAGED Fm(INCH /HR) = 0.00 AREA- AVERAGED Fp(INCH/HR) = 0.14 ,, ti D Lk' AREA - AVERAGED Ap = 0.00 rI NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 26.00 IS CODE = 52 tttt5COMPUTE NATURAL VALLEY CHANNEL FLOW me tatt'TRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1090.00 DOWNSTREAM(FEET) = 1070.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1650.00 CHANNEL SLOPE = 0.0121 CHANNEL FLOW THRU SUBAREA(CFS) = 111.76 FLOW VELOCITY(FEET /SEC) = 5.40 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) As TRAVEL TIME(MIN.) = 5.09 Tc(MIN.) = 26.19 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 26.00 = 3250.00 FEET. do ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 IS CODE = 81 atattADDITION OF SUBAREA TO MAINLINE PEAK FLOW do MAINLINE Tc(MIN) = 26.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.467 4111 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SCHOOL B 8.50 0.75 0.60 56 dm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 15.44 am EFFECTIVE AREA(ACRES) = 60.01 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA-AVERAGED Fp(INCH /HR) = 0.74 AREA-AVERAGED Ap = 0.09 TOTAL AREA(ACRES) = 60.01 PEAK FLOW RATE(CFS) = 129.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '"" FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 IS taaatDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE attttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.19 mN RAINFALL INTENSITY(INCH/HR) = 2.47 AREA-AVERAGED Fm(INCH /HR) = 0.06 AREA- AVERAGED Fp(INCH/HR) = 0.74 AREA - AVERAGED Ap = 0.09 dm EFFECTIVE STREAM AREA(ACRES) = 60.01 TOTAL STREAM AREA(ACRES) = 60.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 129.78 me ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.41 23.13 2.657 0.27( 0.27) 1.00 19.3 27.00 1 41.22 23.68 2.620 0.27( 0.27) 1.00 19.5 21.00 2 129.78 26.19 2.467 0.74( 0.06) 0.09 60.0 28.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** "' STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 165.14 23.13 2.657 0.36( 0.12) 0.33 72.3 27.00 2 166.06 23.68 2.620 0.36( 0.12) 0.33 73.8 21.00 3 168.30 26.19 2.467 0.37( 0.11) 0.31 79.5 28.00 AM v.. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 168.30 Tc(MIN.) = 26.19 ' EFFECTIVE AREA(ACRES) = 79.51 AREA - AVERAGED Fm(INCH /HR) = 0.11 AREA-AVERAGED Fp(INCH /HR) = 0.37 AREA - AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 79.51 mir LONGEST FLOWPATH FROM NODE 28.00 TO NODE 26.00 = 3250.00 FEET. FLOW PROCESS FROM NODE 26.00 TO NODE 30.00 IS CODE = 52 Ns • ttttaCOMPUTE NATURAL VALLEY CHANNEL FLOW tattaTRAVELTIME THRU SUBAREA ELEVATION DATA: UPSTREAM(FEET) = 1070.00 DOWNSTREAM(FEET) = 1060.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL SLOPE = 0.0095 us CHANNEL FLOW THRU SUBAREA(CFS) = 168.30 FLOW VELOCITY(FEET /SEC) = 5.43 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) ▪ TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 29.41 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 4300.00 FEET. so ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 aim tttttADDITION OF SUBAREA TO MAINLINE PEAK FLOW • MAINLINE Tc(MIN) = 29.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.301 -- SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS so LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" B 9.20 0.27 1.00 86 • SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 M.. SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 16.80 ▪ EFFECTIVE AREA(ACRES) = 88.71 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA-AVERAGED Fp(INCH /HR) = 0.34 AREA - AVERAGED Ap = 0.38 • TOTAL AREA(ACRES) = 88.71 PEAK FLOW RATE(CFS) = 173.22 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 em ttttaCONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER .® NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 170.13 26.37 2.456 0.34( 0.14) 0.41 81.5 27.00 2 171.02 26.92 2.426 0.34( 0.14) 0.40 83.0 21.00 3 173.22 29.41 2.301 0.34( 0.13) 0.38 88.7 28.00 • LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 4300.00 FEET. ■ ** MEMORY BANK # 1 CONFLUENCE DATA ** "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ▪ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 144.76 25.92 2.482 0.27( 0.27) 1.00 71.0 13.00 2 145.25 26.55 2.447 0.27( 0.27) 1.00 72.4 7.00 3 144.27 28.05 2.367 0.27( 0.27) 1.00 74.5 18.00 go 4 141.85 29.49 2.297 0.27( 0.27) 1.00 75.7 9.00 5 137.79 31.26 2.218 0.27( 0.27) 1.00 76.3 5.00 6 117.08 41.23 1.879 0.27( 0.27) 1.00 78.4 0.00 °Mir LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 3490.00 FEET. ** PEAK FLOW RATE TABLE ** am STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 313.83 25.92 2.482 0.29( 0.20) 0.68 151.1 13.00 me 2 315.25 26.37 2.456 0.29( 0.20) 0.68 153.5 27.00 3 315.66 26.55 2.447 0.29( 0.20) 0.68 154.3 7.00 4 316.03 26.92 2.426 0.29( 0.20) 0.68 155.9 21.00 5 316.29 28.05 2.367 0.29( 0.20) 0.68 160.1 18.00 6 315.20 29.41 2.301 0.29( 0.20) 0.67 164.3 28.00 7 314.76 29.49 2.297 0.29( 0.20) 0.67 164.4 9.00 8 304.42 31.26 2.218 0.29( 0.20) 0.67 165.0 5.00 me 9 256.61 41.23 1.879 0.29( 0.20) 0.67 167.1 0.00 TOTAL AREA(ACRES) = 167.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 316.29 Tc(MIN.) = 28.047 EFFECTIVE AREA(ACRES) = 160.10 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA-AVERAGED Fp(INCH /HR) = 0.29 AREA-AVERAGED Ap = 0.67 AO TOTAL AREA(ACRES) = 167.11 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 30.00 = 4300.00 FEET. ********************************************* * * * * * * * * ** * * * * * * * * * * * * ** * * * * * ** MO FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 ststeCLEAR MEMORY BANK # 1 END OF STUDY SUMMARY: ++Ni TOTAL AREA(ACRES) = 167.11 TC(MIN.) = 28.05 EFFECTIVE AREA(ACRES) = 160.10 AREA-AVERAGED Fm(INCH/HR)= 0.20 AREA-AVERAGED Fp(INCH /HR) = 0.29 AREA-AVERAGED Ap = 0.68 mw PEAK FLOW RATE(CFS) = ivaPo tool *f" L ** PEAK FLOW RATE TABLE ** i� STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 41 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 313.83 25.92 2.482 0.29( 0.20) 0.68 151.1 13.00 �,. 2 315.25 26.37 2.456 0.29( 0.20) 0.68 153.5 27.00 m0 3 315.66 26.55 2.447 0.29( 0.20) 0.68 154.3 7.00 4 316.03 26.92 2.426 0.29( 0.20) 0.68 155.9 21.00 5 316.29 28.05 2.367 0.29( 0.20) 0.68 160.1 18.00 6 315.20 29.41 2.301 0.29( 0.20) 0.67 164.3 28.00 mO 7 314.76 29.49 2.297 0.29( 0.20) 0.67 164.4 9.00 8 304.42 31.26 2.218 0.29( 0.20) 0.67 165.0 5.00 ram 9 256.61 41.23 1.879 0.29( 0.20) 0.67 167.1 0.00 • mw END OF RATIONAL METHOD ANALYSIS AO 1 mo ss RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates mmi 14725 Alton Parkway Irvine, CA 92618 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA AVE * me* 100-YEAR * TOTAL FLOWS IN SIERRA (EAST SIDE) a SANTA ANA -^ ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 187N100.DAT ... TIME /DATE OF STUDY: 10:18 01/08/2003 40 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 .. SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 411 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = 0.6000 so *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 1600.00 TO NODE 1100.00 IS CODE = 21 40 cetttRATIONAL METHOD INITIAL SUBAREA ANALYSIS (MUSE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1065.72 DOWNSTREAM(FEET) = 1062.46 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 4. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.991 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.929 SUBAREA Tc AND LOSS RATE DATA(AMC II): mg DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.57 0.75 0.10 56 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) = 1.98 40 ..********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 306.01 TO NODE 306.01 IS CODE = 1 ¢¢¢¢¢DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: • TIME OF CONCENTRATION(MIN.) = 9.99 aril RAINFALL INTENSITY(INCH /HR) = 3.93 AREA - AVERAGED Fm(INCH /HR) = 0.07 "" AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.57 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 me ********************************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 303.01 TO NODE 306.01 IS CODE = 21 mid ¢¢¢¢¢RATIONAL METHOD INITIAL SUBAREA ANALYSIS ... (MUSE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA • INITIAL SUBAREA FLOW - LENGTH(FEET) = 850.00 ELEVATION DATA: UPSTREAM(FEET) = 1074.30 DOWNSTREAM(FEET) = 1063.37 m Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.785 "' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.752 • SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ."" LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 2.20 0.75 0.10 56 10.78 air SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 7.28 .ter TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 7.28 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** wrr FLOW PROCESS FROM NODE 306.01 TO NODE 306.01 IS CODE = 1 ¢¢¢¢¢DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ¢¢¢¢¢AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES 40 TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: A A TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH /HR) = 3.75 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 • AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.20 TOTAL STREAM AREA(ACRES) = 2.20 III PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 • ** CONFLUENCE DATA ** • STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1.98 9.99 3.929 0.75( 0.07) 0.10 0.6 1600.00 2 7.28 10.78 3.752 0.75( 0.07) 0.10 2.2 303.01 dm io RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. No ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.05 9.99 3.929 0.75( 0.07) 0.10 2.6 1600.00 2 9.17 10.78 3.752 0.75( 0.07) 0.10 2.8 303.01 40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.17 Tc(MIN.) = 10.78 EFFECTIVE AREA(ACRES) = 2.77 AREA - AVERAGED Fm(INCH /HR) = 0.07 • AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.77 LONGEST FLOWPATH FROM NODE 303.01 TO NODE 306.01 = 850.00 FEET. wo END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.77 TC(MIN.) = 10.78 EFFECTIVE AREA(ACRES) = 2.77 AREA-AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 • PEAK FLOW RATE(CFS) = 9.17 r ** PEAK FLOW RATE TABLE ** STREAM O Tc Intensity Fp(Fm) Ap Ae HEADWATER • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE s 1 9.05 9.99 3.929 0.75( 0.07) 0.10 2.6 1600.00 2 9.17 10.78 3.752 0.75( 0.07) 0.10 2.8 303.01 WiN END OF RATIONAL METHOD ANALYSIS 1 40 40 4i 40 40 40 00 40 APPENDIX B HYDRAULIC CALCULATIONS ro Worksheet M— Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channel Along Santa Ana Avenu Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Slope 0.0032 ft/ft Left Side Slope 2.00 H : V Right Side Slope 2.00 H : V Bottom Width 4.00 ft Discharge 86.00 cfs Results 4ur,.� r1 Yn Depth 2.56 ft " p r- o �� e-ro ' + .0 ► Flow Area 23.32 ft2 Y Wetted Perimeter 15.44 ft a Top Width 14.23 ft Critical Depth 1.80 ft ,... Critical Slope 0.0135 ft/ft Velocity 3.69 ft/s Velocity Head 0.21 ft Specific Energy 2.77 ft Froude Number 0.51 Flow Type Subcritical Aft MVO rrr Ne Y11 Yrl 4.. Project Engineer: Ejaz Mohammad, P.E. h:\pdata\ 15100187 \calclhydrology \187hydro.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] 02/13/03 04:37:56 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 40 (C) Copyright 1982 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 ww Analysis prepared by: RBF & Associates w 14725 Alton Parkway Irvine, CA 92618 brr TIME /DATE OF STUDY: 15:54 11/11/2002 m * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** uw * CATCH BASINS # 5 & 6 * * FIGURE 3 * * * * * * * * * * * * ** * * ** * * ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ttittSUMP TYPE BASIN INPUT INFORMATION Afall Curb Inlet Capacities are approximated based on the Bureau of • Public Roads nomograph plots for flowby basins and sump basins. Aw BASIN INFLOIJ(CFS) = 5.20 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.67 etetCALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.07 ww 1 6 1< mw WO WM LINE H UPSTREAM CHANNEL Worksheet for Trapezoidal Channel Project Description Worksheet channel -line h Flow Element Trapezoidal Cha Method Manning's Form Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 005000 Mt ; . Left Side Slope 2.00 H : V q pitabt Right Side Slope 2.00 H : V Bottom Width 15.00 ft el Discharge 157.70 cfs C�� ,� o E f o w t;. C?UR' N o F C 6 ©1. £2c + 5 (c2' 4 5 P 16. 3 Results S' Le'[s (c 3(, FIB. ?a P ' -) Depth 1.85 ft Flow Area 34.6 ft Wetted Perim, 23.27 ft Top Width 22.40 ft OOP Critical Depth 1.41 ft Critical Slope 0.012807 Mt Velocity 4.56 ft/s Velocity Head 0.32 ft Specific Enert 2.17 ft Froude Numb 0.65 Flow Type Subcritical (A) El / LIA/A. �- INuer EGL f 0 5 0 , q I (I,+1 loS3,rLf US -P + V COOT /t L Project Engineer: RBF Consulting h:\pdata\ 15100479\ hydrology \flowmaster\streets.fm2 RBF Consulting FlowMaster v6.1 [614k] 10/01/02 02:27:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 1871ineh.wsp 0 T1 SYCAMORE HILLS T2 STORM DRAIN LINE H REV. 10/1/2002 T3 W.O. 15- 100187.001 FILE:187LINEH.WSP SO 1000.001050.04 1 .013 R 1044.661050.34 1 .013 JX 1049.351050.37 1 2 .013 10.4 1051.35 45.0 R 1137.771050.97 1 .013 SH 1 1053.14 CD 1 4 4.00 CD 2 4 2.00 Lt at% H ItCNI Page 1 of 1 I871ineh.out DATE: 10/ 1/2002 TIME: 15:10 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 4.00 CD 2 4 2.00 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE F 0 5 1 5 P - PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SYCAMORE HILLS HEADING LINE NO 2 IS - STORM DRAIN LINE H REV. 10/1/2002 HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE:187LINEH.WSP F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1050.04 1 0.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1044.66 1050.34 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 44 INVERT -3 INVERT -4 PHI 3 PHI 4 1049.35 1050.37 1 2 0 0.013 10.4 0.0 1051.35 0.00 45.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1137.77 1050.97 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1137.77 1050.97 1 1053.14 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P D PAGE 1 Page 1 of 4 t i i i t i i t i i f ; 1 k s i i i i i i i i T. i i I ; Ili 18 18 ii ii 11 1 i II I l i 187Iineh.out WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LINE H REV. 10/1/2002 W.O. 15- 100187.001 FILE:187LINEH.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ***************************************************************************************************** * ** * * ** * * * * ** *,r * * * * * * * * ** * * * ** 1000.00 1050.04 3.128 1053.168 168.1 15.94 3.947 1057.115 0.00 3.716 4.00 0.00 0.00 0 0.00 17.02 0.00672 .015520 0.26 4.000 0.00 1017.02 1050.15 3.036 1053.190 168.1 16.43 4.189 1057.379 0.00 3.716 4.00 0.00 0.00 0 0.00 27.64 0.00672 .016947 0.47 4.000 0.00 1044.66 1050.34 2.900 1053.240 168.1 17.23 4.609 1057.849 0.00 3.716 4.00 0.00 0.00 0 0.00 JUNCT STR 0.00640 .020675 0.10 0.00 1049.35 1050.37 2.505 1052.875 157.7 19.05 5.633 1058.508 0.00 3.652 4.00 0.00 0.00 0 0.00 16.60 0.00679 .024420 0.41 4.000 0.00 1065.95 1050.48 2.440 1052.923 157.7 19.63 5.986 1058.909 0.00 3.652 4.00 0.00 0.00 0 0.00 24.90 0.00679 .027007 0.67 4.000 0.00 1090.85 1050.65 2.345 1052.997 157.7 20.59 6.583 1059.580 0.00 3.652 4.00 0.00 0.00 0 0.00 23.93 0.00679 .030542 0.73 4.000 0.00 1114.78 1050.81 2.255 1053.069 157.7 21.60 7.243 1060.312 0.00 3.652 4.00 0.00 0.00 0 0.00 22.99 0.00679 .034583 0.80 4.000 0.00 1137.77 1050.97 2.170 1053.140 157.7 22.65 7.967 1061.107 0.00 3.652 4.00 0.00 0.00 0 0.00 SYCAMORE HILLS O , CUSEL STORM DRAIN LINE H REV. 10/1/2002 W.O. 15- 100187.001 FILE:187LINEH.WSP i Jf .. #/ (' � f { !`{ ( � V• O 'd) 1000.00 .I W C H E _} V 2 1 1 R 1002.81 1005.62 • 1008.43 . • 1011.25 • 1014.06 . • Page 2 of 4 i i i i i i i i i i i I ! i i i i i i i i i i i i i i i i i i i i i I t i 1871ineh.out 1016.87 , 1019.68 .I W C H E . R 1022.49 . 1025.30 . 1028.12 . 1030.93 . 1033.74 . 1036.55 . 1039.36 . 1042.17 . 1044.99 . I W C H E JX 1047.80 . 1050.61 . I W C H E . R 1053.42 . 1056.23 . 1059.04 . 1061.86 . 1064.67 . 1067.48 . I W C H E . R 1070.29 1073.10 , 1075.91 . 1078.73 . 1081.54 . 1084.35 . 1087.16 . 1089.97 . 1092.78 I W C H E . R 1095.60 . 1098.41 . 1101.22 . 1104.03 . 1106.84 1109.65 . 1112.47 . 1115.28 . I W C H E . R 1118.09 1120.90 1123.71 1126.52 1129.34 1132.15 1134.96 1137.77 . I W C H E . R 1050.04 1051.15 1052.25 1053.36 1054.47 1055.57 1056.68 1057.79 1058.89 1060.00 1061.11 N O T E S 1. GLOSSARY I = INVERT ELEVATION Page 3 of 4 187lineh.out C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE _ * ** Page 4 of 4 'e Rip -Rap Analysis Upstream End of Line H 4r The velocity in the upstream open channel is approximately 5 fps( See FlowMaster output). However, as the flow enters the 48 -inch storm drain, the velocity increases to 22.7 cfs. For additional protection around the inlet, the riprap was conservatively sized based on City of Murrieta Standard Drawing No. 446a. This standard is normally used to size riprap at the downstream end of a pipe or open channel based on the outlet velocity. Although the actual velocity around the inlet is only 5 fps, the riprap was conservatively sized based on the maximum velocity of 20 fps as indicated on the above standard. The rip -rap was added to the embankment for extra protection. It is noted that the filter fabric is shown on Sheet 4 of the storm drain plans. 4. 40 44 oft rr so 4 ' 2D CR 2W (MIN.) ENDWALL (TYP.) a '.. JORW ' •, • ,-, ler----`9 . -:, L ‘1 ,41 -. V741. r i s ,00.4,.... r N u �` ‘11111 r � , DESIGN ROCK F VELOCITY CLASSIFICATION o (FT. /SEC) N iv rh 6 -' 0 NO. 2 BACKING 10 -'2 1/4 TON b 12 -' 1/2 TON ig . 14 -'S 1 TON Vi 16 -'3 2 TON 6" WIDE 5OT c Li OF RIP RAP 0 0 4110 ` A III D = P::-'E DIAMETER '' 41"...... W = BOTTOM WIDTH OF CHANNEL .1 , 3D OR 3W A4- PLAN I MIN. NO. 4 BARS ]�� FLOW CONCRETE . z o . • I .CHANNEL �!`7� _. 7 D CR w _ 1 .Z•;;" « ?.: ?:% ?•.�.r...1. /FILTER `�` � b MIN .. _ BLANKET . IN \ Mr ij v � ~ �� = SILL, CLASS 420 -C -2000 ll .• 4v4,•4;4.4 .•4•y ' ; I . . • •t_, _ 1 3(MIN.) CONCRETE r 2D OR 2W SECTION B —B SECTION A —A CITY OF MURRIETA DEPARTMENT OF DEVELOPMENT SERVICES I REVISIONS STD. NO. 5/92 APPROVED RIP RAP 446a ENERGY DISSIPATOR SHEET I of 2 IlL ..I I NOTES: 1. PLANS SHALL SPECIFY: A) ROCK CLASS AND THICKNESS (T). B) FILTER BLANKET MATERIAL. NUMBER OF LAYERS AND THICKNESS. 2. RIP RAP SHALL SE EITHER QUARRY STONE OR BROKEN CONCRETE (IF SHOWN ON THE PLANS.) COBBLES ARE NOT ACCEPTABLE. 3. RIP RAP SHALL BE PLACED OVER A GEOTEXTILE FILTER FABRIC. FILTER BLANKET MATERIAL SHALL BE PLACED UNDER THE FABRIC WHEN SPECIFIED. 4. SEE STANDARD SPECIAL PROVISIONS FOR SELECTION OF RIP RAP AND FILTER BLANKET. 5. RIP RAP ENERGY D:SSIPATOR SHALL BE DESIGNATED AS EITHER TYPE 1 OR TYPE 2. TYPE 1 SHALL BE WITH CONCRETE SILL: TYPE 2 SHALL BE WITHOUT SILL. • 4re L- 73- CITY OF MURRIETA DEPARTMENT OF DEVELOPMENT SERVICES REVISIONS STD. NO. 5/92 APPROVED RIP RAP 446b ENERGY DISSIPATOR 40 SHEET 2 OF 2 1 I * i it it ti it 1 f I i i t I t t 1 I t I i I s I r II 1871inei.wsp T1 PRELIMINARY WSPG ANALYSIS T2 LINE I- FONTANA T3 RBF CONSULTING SO 1002.831051.35 1 1053.24 R 1011.721052.28 1 .013 R 1029.601054.14 1 .013 45.50 R 1299.061055.49 1 .013 R 1303.541055.51 1 .013 5.70 JX 1308.221055.53 1 2 .013 5.2 1056.55 45.00 R 1334.401055.66 1 .013 45.00 R 1356.071055.77 1 .013 SH 1 CD 1 4 2.00 CD 2 4 1.50 Page 1 of 1 i i 6 ) 6 i 6 i 6 ) l i 6 i t i I t I i k i I / I i t t i L } ilk s II i i 8 187i.out ODDATE: 2/ 4/2003 TIME: 10:42 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = OD F 0 5 1 5 P 4 -0 PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - PRELIMINARY WSPG ANALYSIS HEADING LINE NO 2 IS - LINE I- FONTANA HEADING LINE NO 3 IS - RBF CONSULTING DD F 0 5 1 5 P 4 -0 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.83 1051.35 1 1053.24 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1011.72 1052.28 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1029.60 1054.14 1 0.013 0.00 45.50 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1299.06 1055.49 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1303.54 1055.51 1 0.013 0.00 5.70 0.00 0 * ELEMENT NO 6 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT -2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1308.22 1055.53 1 2 0 0.013 5.2 0.0 1056.55 0.00 45.00 0.00 ELEMENT NO 7 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1334.40 1055.66 1 0.013 0.00 45.00 0.00 0 ELEMENT NO 8 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1356.07 1055.77 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1356.07 1055.77 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC CDLICENSEE: R.H.F. 6 ASSOC. - SAN DIEGO F0515P 4 4 PAGE 1 WATER SURFACE PROFILE LISTING PRELIMINARY WSPG ANALYSIS Page 1 of 5 187i.out LINE I- FONTANA RBF CONSULTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1002.83 1051.35 0.585 1051.935 10.4 13.58 2.862 1054.797 0.00 1.155 2.00 0.00 0.00 0 0.00 4.99 0.10461 .056863 0.28 0.510 0.00 1007.82 1051.87 0.605 1052.477 10.4 12.94 2.598 1055.075 0.00 1.155 2.00 0.00 0.00 0 0.00 3.90 0.10461 .049712 0.19 0.510 0.00 1011.72 1052.28 0.627 1052.907 10.4 12.34 2.363 1055.270 0.00 1.155 2.00 0.00 0.00 0 0.00 2.52 0.10403 .044066 0.11 0.510 0.00 1014.24 1052.54 0.644 1053.186 10.4 11.87 2.189 1055.375 0.00 1.155 2.00 0.00 0.00 0 0.00 2.71 0.10403 .039110 0.11 0.510 0.00 1016.95 1052.82 0.667 1053.491 10.4 11.32 1.989 1055.480 0.00 1.155 2.00 0.00 0.00 0 0.00 2.25 0.10403 .034277 0.08 0.510 0.00 1019.20 1053.06 0.691 1053.750 10.4 10.80 1.811 1055.561 0.00 1.155 2.00 0.00 0.00 0 0.00 1.90 0.10403 .030037 0.06 0.510 0.00 1021.10 1053.26 0.715 1053.971 10.4 10.29 1.643 1055.614 0.00 1.155 2.00 0.00 0.00 0 0.00 1.59 0.10403 .026328 0.04 0.510 0.00 1022.69 1053.42 0.741 1054.162 10.4 9.81 1.495 1055.657 0.00 1.155 2.00 0.00 0.00 0 0.00 1.35 0.10403 .023097 0.03 0.510 0.00 1024.04 1053.56 0.768 1054.329 10.4 9.35 1.358 1055.687 0.00 1.155 2.00 0.00 0.00 0 0.00 1.14 0.10403 .020268 0.02 0.510 0.00 1025.18 1053.68 0.796 1054.476 10.4 8.92 1.235 1055.711 0.00 1.155 2.00 0.00 0.00 0 0.00 0.97 0.10403 .017789 0.02 0.510 0.00 1026.15 1053.78 0.825 1054.606 10.4 8.50 1.123 1055.729 0.00 1.155 2.00 0.00 0.00 0 0.00 0.81 0.10403 .015617 0.01 0.510 0.00 ODLICENSEE: R.B.F. & ASSOC. - SAN DIEGO -0 -0 F0515P PAGE 2 WATER SURFACE PROFILE LISTING PRELIMINARY WSPG ANALYSIS LINE I- FONTANA RBF CONSULTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1026.96 1053.87 0.855 1054.720 10.4 8.11 1.022 1055.742 0.00 1.155 2.00 0.00 0.00 0 0.00 0.69 0.10403 .013713 0.01 0.510 0.00 1027.65 1053.94 0.886 1054.823 10.4 7.73 0.928 1055.751 0.00 1.155 2.00 0.00 0.00 0 0.00 0.55 0.10403 .012049 0.01 0.510 0.00 Page 2 of 5 . S i 4 4 4 t L t a i : t 1 t t $ I a t i t $ I ; t i i $ 1871.out 1028.20 1053.99 0.919 1054.914 10.4 7.37 0.844 1055.758 0.00 1.155 2.00 0.00 0.00 0 0.00 0.45 0.10403 .010597 0.00 0.510 0.00 1028.65 1054.04 0.954 1054.995 10.4 7.03 0.767 1055.762 0.00 1.155 2.00 0.00 0.00 0 0.00 0.36 0.10403 .009326 0.00 0.510 0.00 1029.01 1054.08 0.990 1055.068 10.4 6.70 0.697 1055.765 0.00 1.155 2.00 0.00 0.00 0 0.00 0.26 0.10403 .008212 0.00 0.510 0.00 1029.27 1054.11 1.028 1055.134 10.4 6.39 0.634 1055.768 0.00 1.155 2.00 0.00 0.00 0 0.00 0.19 0.10403 .007237 0.00 0.510 0.00 1029.46 1054.12 1.068 1055.193 10.4 6.09 0.576 1055.769 0.00 1.155 2.00 0.00 0.00 0 0.00 0.11 0.10403 .006382 0.00 0.510 0.00 1029.57 1054.14 1.109 1055.246 10.4 5.81 0.524 1055.770 0.00 1.155 2.00 0.00 0.00 0 0.00 0.03 0.10403 .005626 0.00 0.510 0.00 1029.60 1054.14 1.155 1055.295 10.4 5.53 0.475 1055.770 0.00 1.155 2.00 0.00 0.00 0 0.00 3.34 0.00501 .005152 0.02 1.172 0.00 1032.94 1054.16 1.172 1055.329 10.4 5.44 0.459 1055.788 0.00 1.155 2.00 0.00 0.00 0 0.00 266.12 0.00501 .005032 1.34 1.172 0.00 1299.06 1055.49 1.172 1056.662 10.4 5.44 0.459 1057.121 0.00 1.155 2.00 0.00 0.00 0 0.00 4.48 0.00446 .004895 0.02 1.220 0.00 DOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO -0 4 F0515P PAGE 3 WATER SURFACE PROFILE LISTING PRELIMINARY WSPG ANALYSIS LINE I- FONTANA RBF CONSULTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HP NORM DEPTH ZR * * * * *** ** * **t* * * ** * * ** *** ** fits***************** tt******************** t********************•********* * ** * ** * * *t ** * * * * * * * * * * * * ** * * * ** 1303.54 1055.51 1.194 1056.704 10.4 5.31 0.439 1057.143 0.00 1.155 2.00 0.00 0.00 0 0.00 JUNCT STR 0.00427 .002666 0.01 0.00 1308.22 1055.53 1.565 1057.095 5.2 1.97 0.060 1057.155 0.00 0.804 2.00 0.00 0.00 0 0.00 15.34 0.00497 .000610 0.01 0.783 0.00 1323.56 1055.61 1.492 1057.098 5.2 2.07 0.066 1057.164 0.00 0.804 2.00 0.00 0.00 0 0.00 10.84 0.00497 .000672 0.01 0.783 0.00 1334.40 1055.66 1.440 1057.100 5.2 2.15 0.072 1057.172 0.00 0.804 2.00 0.00 0.00 0 0.00 12.75 0.00508 .000743 0.01 0.780 0.00 1347.15 1055.72 1.378 1057.103 5.2 2.25 0.079 1057.182 0.00 0.804 2.00 0.00 0.00 0 0.00 8.92 0.00508 .000821 0.01 0.780 0.00 1356.07 1055.77 1.334 1057.104 5.2 2.33 0.085 1057.189 0.00 0.804 2.00 0.00 0.00 0 0.0000 PRELIMINARY WSPG ANALYSIS LINE I- FONTANA 1 / 5 Gv 5‘ c. = ro 17,' $q f (.o% Page 3 of 5 er 8 a 4 a h i€ a t t i 16 z t t t 4 8 t i m i t I a i 1871.out REF CONSULTING 1002.83 .I W C H E R 1009.25 . I W C H E R 1015.68 . I W C H E R 1022.10 . I W C H E . R 1028.52 . I W C H E . R 1034.94 . I W C H E . R 1041.37 . I W C H E R 1047.79 . I W C H E . R 1054.21 . I W C H E . R 1060.63 . I W C X R 1067.06 . I W C EH . R 1073.48 . I W C E H . R 1079.90 . I W C E H . R 1086.32 . I W C E H . R 1092.75 . I W C E H R 1099.17 . 1 W C E H . R 1105.59 . I W C E H . R 1112.01 . I W C E H R 1118.44 . I WC E H . R 1124.86 . I X E H . R 1131.28 . I X E H . R 1137.70 • 1144.13 • 1150.55 • • 1156.97 • 1163.39 • 1169.82 • 1176.24 • 1182.66 • 1189.08 • 1195.51 • 1201.93 • 1208.35 • 1214.77 • 1221.20 • 1227.62 • 1234.04 ' 1240.46 ' 1246.89 ' 1253.31 . • 1259.73 ' 1266.15 . 1272.58 . 1279.00 • 1285.42 . 1291.84 . 1298.27 . 1304.69 . I X E H . R 1311.11 . I CW E H . .721 1317.53 . I C WE H . R 1323.96 . I C WE H . R 1330.38 • • 1336.80 . I C WE H . R 1343.22 • 1349.65 • I C WE H . R 1356.07 . I C WE H . R 1051.35 1051.99 1052.63 1053.28 1053.92 1054.56 1055.20 1055.84 1056.49 1057.13 1057.77 NOT E S 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL Page 4 of 5 ■ a a a i a i I dt i a i 1 i ; A i a 4 x a a 1 a a i a a a iii a i a 187i.out E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLYGO INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE _ * ** Page 5 of 5 • t a s I i it 7 t B t ) t i t . ti 7 t 4 I t ! 7 94, 7 t i & t € I87LAT11.WSP 0 T1 SYCAMORE HILLS T2 STORM DRAIN LATERAL I -1 EXTENDED T3 W.O. 15- 100187.001 FILE:187LINEJ.WSP SO 1002.141056.55 1 .013 1057.10 R 1057.541057.64 1 .013 SH 1 CD 1 4 1.50 Page 1 of 1 * 7 s t i I I I I I r i 4 I i i 1 I it 4 I R $ I i 187LATI1.0UT OODATE: 11/20/2002 TIME: 15:54 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = 00 F 0 5 1 5 P -0 -0 PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SYCAMORE HILLS HEADING LINE NO 2 IS - STORM DRAIN LATERAL I -1 EXTENDED HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE:187LINEJ.WSP 00 F 0 5 1 5 P -0 9 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.14 1056.55 1 1057.10 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1057.54 1057.64 1 0.013 0.00 0.00 0.00 0 ELEMENT ND 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1057.54 1057.64 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ODLICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P -D -0 PAGE 1 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL I -1 EXTENDED W.O. 15- 100187.001 FILE:187LINEJ.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR **************************************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1002.14 1056.55 0.625 1057.175 5.2 7.46 0.864 1058.039 0.00 0.878 1.50 0.00 0.00 0 0.00 4.21 0.01968 .018535 0.08 0.620 0.00 1006.35 1056.63 0.626 1057.259 5.2 7.44 0.859 1058.118 0.00 0.878 1.50 0.00 0.00 0 0.00 23.55 0.01968 .017334 0.41 0.620 0.00 1029.90 1057.10 0.649 1057.745 5.2 7.09 0.781 1058.526 0.00 0.878 1.50 0.00 0.00 0 0.00 10.58 0.01968 .015228 0.16 0.620 0.00 1040.48 1057.30 0.673 1057.977 5.2 6.76 0.710 1058.687 0.00 0.878 1.50 0.00 0.00 0 0.00 6.30 0.01968 .013385 0.08 0.620 0.00 Page 1 of 3 187LATI1 POUT 1046.78 1057.43 0.698 1058.126 5.2 6.45 0.646 1058.772 0.00 0.878 1.50 0.00 0.00 0 0.00 4.14 0.01968 .011770 0.05 0.620 0.00 1050.92 1057.51 0.724 1058.234 5.2 6.15 0.587 1058.821 0.00 0.878 1.50 0.00 0.00 0 0.00 2.72 0.01968 .010359 0.03 0.620 0.00 1053.64 1057.56 0.752 1058.315 5.2 5.86 0.534 1058.849 0.00 0.878 1.50 0.00 0.00 0 0.00 1.85 0.01968 .009126 0.02 0.620 0.00 1055.49 1057.60 0.781 1058.381 5.2 5.59 0.485 1058.866 0.00 0.878 1.50 0.00 0.00 0 0.00 1.21 0.01968 .008044 0.01 0.620 0.00 1056.70 1057.62 0.811 1058.435 5.2 5.33 0.441 1058.876 0.00 0.878 1.50 0.00 0.00 0 0.00 0.65 0.01968 .007096 0.00 0.620 0.00 1057.35 1057.64 0.843 1058.479 5.2 5.08 0.401 1058.880 0.00 0.878 1.50 0.00 0.00 0 0.00 0.19 0.01968 .006258 0.00 0.620 0.00 1057.54 1057.64 0.878 1058.518 5.2 4.84 0.363 1058.881 0.00 0.878 1.50 0.00 0.00 0 0.0000 SYCAMORE HILLS STORM DRAIN LATERAL I -1 EXTENDED .. /� �f f` W.O. 15- 100187.001 FILE:187LIHEJ .WSP (IAA. ` j . 1 1` l- � C •r' S/ 't + 0 .. �••^ { . .� ? +" a° 1002.14 .I W C X . • . R . . R , 1 0,51 &"J %. 1003.27 . 1004.40 • 1005.53 . 1006.66 . I W C EH R 1007.79 . 1008.92 • 1010.05 • 1011.18 • 1012.32 • 1013.45 • 1014.58 • 1015.71 • 1016.84 • 1017.97 • 1019.10 • 1020.23 • 1021.36 • 1022.49 • 1023.62 . • 1024.75 • • 1025.88 . 1027.01 . • 1028.14 . • 1029.27 . 1030.41 . I W C E H R 1031.54 . • 1032.67 . 1033.80 . • 1034.93 . • 1036.06 . 1037.19 . • 1038.32 . 1039.45 . 1040.58 . I W C E H . R 1041.71 . • 1042.84 . 1043.97 . 1045.10 . • 1046.23 . Page 2 of 3 I87LATII.OUT 1047.36 . I W C E H R 1048.50 . 1049.63 . 1050.76 . 1051.89 I W C E H H 1053.02 . 1054.15 . I W C E H . R 1055.28 . 1056.41 . I W C E H . R 1057.54 . I W C E H . R 1056.55 1056.81 1057.07 1057.33 1057.59 1057.85 1058.10 1058.36 1058.62 1058.88 1059.14 N O T E S 1. GLOSSARY I INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLYDC INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE = * ** Page 3 of 3 — a + a . at a a 3 4& i 6 i it 4 & i a 4 a 3 a, d lik 4 lin a r a at i 118 A 187J25.WSP 0 T1 SYCAMORE HILLS LINE J T2 25 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 T3 W.O. 15- 100187.001 FILE:187J25.WSP 50 862.831039.92 1 .013 1047.5 R 897.711039.99 1 .013 R 934.331040.06 1 .013 24.0 JX 934.331040.06 1 2 .013 11.0 1043.52 90.0 R 961.731040.11 1 .013 17.0 JX 961.731040.11 1 2 .013 1.1 1044.20 90.0 R 992.001040.18 1 .013 19.0 R 1000.001040.20 1 .013 R 1012.181040.32 1 .013 A 1041.631040.62 1 '.013 22.5 R 1071.901040.92 1 .013 R 1101.351041.21 1 .013 22.5 R 1407.321044.27 1 .013 R 1414.161044.34 1 .013 _ 1 R 1907.321049.27 1 .013 1 JX 1914.161049.34 1 3 .013 3.2 1051.60 60.0 R 1957.281049.77 1 .013 A 2021.971050.48 1 .013 90.0 R 2034.971050.54 1 .013 SN 1 CD 1 4 6.00 CD 2 4 1.50 CD 3 4 2.00 Page 1 of 1 _ w R i a A We t k a i v 4 A. , an. A., a 4 , 4. . 4 ,, is . +t. 4 d. 4 187J25.0UT OODATE: 2/13/2003 TIME: 8: 3 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE EL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 6.00 CD 2 4 1.50 CD 3 4 2.00 DO F 0 5 4 41 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SYCAMORE HILLS LINE J HEADING LINE NO 2 IS - 25 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE :187J25.WSP DO F 0 5 1 5 P 4 -0 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT W S ELEV 862.83 1039.92 1 1047.50 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 897.71 1039.99 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 934.33 1040.06 1 0.013 0.00 24.00 0.00 0 ELEMENT NO 4 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 934.33 1040.06 1 2 0 0.013 11.0 0.0 1043.52 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING ELEMENT NO 5 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 961.73 1040.11 1 0.013 0.00 17.00 0.00 0 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT-2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 , 961.73 1040.11 1 2 0 0.013 1.1 0.0 1044.20 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING ELEMENT NO 7 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 992.00 1040.18 1 0.013 0.00 19.00 0.00 0 ELEMENT NO 8 IS A REACH * U/S DATA STATION INVERT SECT * N RADIUS ANGLE ANG PT MAN H 1000.00 1040.20 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH • * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1012.18 1040.32 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH • * * Page 1 of 5 - x i Y i. a 4 & At 3 4 a it 9 * a I t a a a i a a A ! A a it 6 4 I a i 187J25.0UT U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1041.63 1040.62 1 0.013 0.00 22.50 0.00 000 F 0 5 1 -0 - 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1071.90 1040.92 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1101.35 1041.21 1 0.013 0.00 22.50 0.00 0 ELEMENT NO 13 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1407.32 1044.27 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 14 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1414.16 1044.34 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 15 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1907.32 1049.27 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 16 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT-3 PHI 3 PHI 4 1914.16 1049.34 1 3 0 0.013 3.2 0.0 1051.60 0.00 60.00 0.00 ELEMENT NO 17 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1957.28 1049.77 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 18 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2027.97 1050.48 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2034.97 1050.54 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 20 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 2034.97 1050.54 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P -0 -0 PAGE 1 WATER SURFACE PROFILE LISTING SYCAMORE HILLS LINE J 25 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 W.O. 15- 100187.001 FILE:187J25.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR **************************************************************************************************** * ** * * * * * * * * * ** * * * * * * * * * * * * * * * ** 862.83 1039.92 7.580 1047.500 234.3 8.29 1.066 1048.566 0.00 4.193 6.00 0.00 0.00 0 0.00 34.88 0.00201 .003061 0.11 6.000 0.00 897.71 1039.99 7.617 1047.607 234.3 8.29 1.066 1048.673 0.00 4.193 6.00 0.00 0.00 0 0.00 36.62 0.00191 .003061 0.11 6.000 0.00 934.33 1040.06 7.769 1047.829 234.3 8.29 1.066 1048.895 0.00 4.193 6.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .002920 0.00 0.00 Page 2 of 5 Mk r B i iii I & I t a t a $ a I d & n & a I. a i * i a I a I a I a & a I a it a 187J25.0UT 934.33 1040.06 7.965 1048.025 223.3 7.90 0.969 1048.994 0.00 4.091 6.00 0.00 0.00 0 0.00 27.40 0.00183 .002780 0.08 6.000 0.00 961.73 1040.11 8.075 1048.185 223.3 7.90 0.969 1049.154 0.00 4.091 6.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .002766 0.00 0.00 961.73 1040.11 8.094 1048.204 222.2 7.86 0.959 1049.163 0.00 4.081 6.00 0.00 0.00 0 0.00 30.27 0.00231 .002753 0.08 6.000 0.00 992.00 1040.18 8.195 1048.375 222.2 7.86 0.959 1049.334 0.00 4.081 6.00 0.00 0.00 0 0.00 8.00 0.00250 .002753 0.02 5.238 0.00 1000.00 1040.20 8.197 1048.397 222.2 7.86 0.959 1049.356 0.00 4.081 6.00 0.00 0.00 0 0.00 12.18 0.00985 .002753 0.03 3.101 0.00 1012.18 1040.32 8.111 1048.431 222.2 7.86 0.959 1049.390 0.00 4.081 6.00 0.00 0.00 0 0.00 29.45 0.01019 .002753 0.08 3.070 0.00 1041.63 1040.62 7.988 1048.608 222.2 7.86 0.959 1049.567 0.00 4.081 6.00 0.00 0.00 0 0.00 30.27 0.00991 .002753 0.08 3.095 0.00 1071.90 1040.92 7.771 1048.691 222.2 7.86 0.959 1049.650 0.00 4.081 6.00 0.00 0.00 0 0.00 29.45 0.00985 .002753 0.08 3.101 0.00 OOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO -0 -o F0515P PAGE 2 WATER SURFACE PROFILE LISTING SYCAMORE HILLS LINE J 25 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 W.O. 15- 100187.001 FILE:187J25.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ** ** * * * * * * * * * * * ** * * * * * * *** tit * * * * * ** * * * * * * * * * * * * * * * * * ** tit****************************************** * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** 1101.35 1041.21 7.658 1048.868 222.2 7.86 0.959 1049.827 0.00 4.081 6.00 0.00 0.00 0 0.00 228.77 0.01000 .002738 0.63 3.087 0.00 1330.12 1043.50 6.000 1049.498 222.2 7.86 0.959 1050.457 0.00 4.081 6.00 0.00 0.00 0 0.00 61.86 0.01000 .002566 0.16 3.087 0.00 1391.98 1044.12 5.443 1049.560 222.2 8.24 1.055 1050.615 0.00 4.081 6.00 0.00 0.00 0 0.00 12.84 0.01000 .002436 0.03 3.087 0.00 1404.82 1044.24 5.306 1049.551 222.2 8.40 1.096 1050.647 0.00 4.081 6.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1404.82 1044.24 3.093 1047.338 222.2 15.12 3.550 1050.888 0.00 4.081 6.00 0.00 0.00 0 0.00 2.50 0.01000 .009931 0.02 3.087 0.00 1407.32 1044.27 3.093 1047.363 222.2 15.12 3.549 1050.912 0.00 4.081 6.00 0.00 0.00 0 0.00 6.84 0.01023 .009924 0.07 3.066 0.00 1414.16 1044.34 3.094 1047.434 222.2 15.11 3.546 1050.980 0.00 4.081 6.00 0.00 0.00 0 0.00 289.25 0.01000 .009580 2.77 3.087 0.00 Page 3 of 5 • J i 8 4r l it * i1 a iK a I. I k + k s & a a i iA a h a iP. e IC i ik a i¢ 4 it 187J25.0UT 1130.16 . I C H W E . R 1150.72 • 1171.29 . 1191.85 • 1212.42 • 1232.98 • 1253.54 • 1274.11 • 1294.67 • 1315.23 • 1335.80 . I C X E . R 1356.36 • 1376.93 • 1397.49 . I C W H E . R 1418.05 . I C W H E R 1438.62 I W C H E . R 1459.18 I W C H E R 1479.75 . I W C H E R 1500.31 • 1520.87 • 1541.44 • 1562.00 • 1582.57 • 1603.13 • 1623.69 • 1644.26 • 1664.82 • 1685.38 • 1705.95 . I W C H E . R 1726.51 • 1747.08 • 1767.64 • 1788.20 • 1808.77 • 1829.33 • 1849.90 I W C H E . R 1870.46 • 1891.02 • 1911.59 I W C HE . 'IX 1932.15 . I W C H E . R 1952.71 . 1973.28 I W C HE . R 1993.84 I W C HE . R 2014.41 I W C X . R 2034.97 1 W C X . R 1039.92 1041.58 1043.24 1044.91 1046.57 1048.23 1049.89 1051.55 1053.22 1054.88 1056.54 NOTES 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLYGO INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE _ * ** Page 5 of 5 a i@ a a a it £ t d - J - / J sti4 187NEWJ.WSP 0 T1 SYCAMORE HILLS LINE J T2 100 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 T3 W.O. 15- 100187.001 PILEi187NEWJ.WSP SO 862.831039.92 1 .013 1047.5 R 897.711039.99 1 .013 R 934.331040.06 1 .013 24.0 JX 934.331040.06 1 2 .013 11.0 1043.52 90.0 R 961.731040.11 1 .013 17.0 JX 961.731040.11 1 2 .013 1.1 1044.20 90.0 R 992.001040.18 1 .013 19.0 R 1000.001040.20 1 .0 13 R 1012.181040.32 1 .013 R 1041.631040.62 1 .013 22.5 R 1071.901040.92 1 .013 R 1101.351041.21 1 .013 22.5 R 1407.321044.27 1 .013 R 1414.161044.34 1 .013 1 R 1907.321049.27 1 .013 1 JX 1914.161049.34 1 3 .013 3.2 1051.60 60.0 R 1957.281049.77 1 .013 R 2027.971050.48 1 .013 90.0 R 2034.971050.54 1 .013 SH 1 CD 1 4 6.00 CD 2 4 1.50 CD 3 4 2.00 Page 1 of 1 ., Ili 4 a. a i1 * 1 AIL m i4 1 la 9 ' & & i i a i a a 1 1 L i 8;, l k ! Es fl If i 187NEWJ.0UT OODATE: 2/12/2003 TIME 14.35 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 6.00 CD 2 4 1.50 CD 3 4 2.00 OD F 0 5 -0 - 0 1 5 P PAGE NO 3 'WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SYCAMORE HILLS LINE J HEADING LINE NO 2 IS - 100 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE:187NEWJ.WSP DO F 0 5 1 5 P 4 4 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . * * U/S DATA STATION INVERT SECT W S ELEV 862.83 1039.92 1 1047.50 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 897.71 1039.99 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * • * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 934.33 1040.06 1 0.013 0.00 24.00 0.00 0 ELEMENT NO 4 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 934.33 1040.06 1 2 0 0.013 11.0 0.0 1043.52 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING ELEMENT NO 5 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 961.73 1040.11 1 0.013 0.00 17.00 0.00 0 ELEMENT NO 6 IS A JUNCTION • * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 961.73 1040.11 1 2 0 0.013 1.1 0.0 1044.20 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV - WARNING ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 992.00 1040.18 1 0.013 0.00 19.00 0.00 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1000.00 1040.20 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1012.18 1040.32 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH * * • Page 1 of a A a A a . , ..: it , 4 i ..».. S A tit 1 it i i i t I 1 t i I 1@ 7 IIA d r A r A a l I 187NEWJ.0UT U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1041.63 1040.62 1 0.013 0.00 22.50 0.00 000 F 0 5 1 4 4 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1071.90 1040.92 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H , 1101.35 1041.21 1 0.013 0.00 22.50 0.00 0 ELEMENT NO 13 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1407.32 1044.27 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 14 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1414.16 1044.34 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1907.32 1049.27 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 16 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1914.16 1049.34 1 3 0 0.013 3.2 0.0 1051.60 0.00 60.00 0.00 ELEMENT NO 17 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1957.28 1049.77 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2027.97 1050.48 1 0.013 0.00 90.00 0.00 0 * ELEMENT NO 19 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2034.97 1050.54 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 20 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2034.97 1050.54 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P 4 4 PAGE 1 WATER SURFACE PROFILE LISTING SYCAMORE HILLS LINE J 100 -YEAR STORM INCLUDES NEW LATERALS J2 4 J3 W.O. 15- 100187.001 FILEI187NEWJ.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT / BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 862.83 1039.92 7.580 1047.500 331.6 11.73 2.136 1049.636 0.00 4.953 6.00 0.00 0.00 0 0.00 34.88 0.00201 .006131 0.21 6.000 0.00 897.71 1039.99 7.724 1047.714 331.6 11.73 2.136 1049.850 0.00 4.953 6.00 0.00 0.00 0 0.00 36.62 0.00191 .006131 0.22 6.000 0.00 934.33 1040.06 8.099 1048.159 331.6 11.73 2.136 1050.295 0.00 4.953 6.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .005931 0.00 0.00 Page 2 of 5 18. i ilk a Ye a i a i x B. e we a 1m 4 i $ , 8, 3 i a 3i 1 i 4 at 1 i i it t I 187NEWJ.OUT 934.33 1040.06 8.378 1048.438 320.6 11.34 1.996 1050.434 0.00 4.880 6.00 0.00 0.00 0 0.00 27.40 0.00183 .005731 0.16 6.000 0.00 961.73 1040.11 8.658 1048.768 320.6 11.34 1.996 1050.764 0.00 4.880 6.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .005711 0.00 0.00 961.73 1040.11 8.686 1048.796 319.5 11.30 1.983 1050.779 0.00 4.872 6.00 0.00 0.00 0 0.00 30.27 0.00231 .005691 0.17 6.000 0.00 992.00 1040.18 8.970 1049.150 319.5 11.30 1.983 1051.133 0.00 4.872 6.00 0.00 0.00 0 0.00 8.00 0.00250 .005691 0.05 6.000 0.00 1000.00 1040.20 8.996 1049.196 319.5 11.30 1.983 1051.179 0.00 4.872 6.00 0.00 0.00 0 0.00 12.18 0.00985 .005691 0.07 3.913 0.00 1012.18 1040.32 8.945 1049.265 319.5 11.30 1.983 1051.248 0.00 4.872 6.00 0.00 0.00 0 0.00 29.45 0.01019 .005691 0.17 3.868 0.00 1041.63 1040.62 9.011 1049.631 319.5 11.30 1.983 1051.614 0.00 4.872 6.00 0.00 0.00 0 0.00 30.27 0.00991 .005691 0.17 3.905 0.00 1071.90 1040.92 8.883 1049.803 319.5 11.30 1.983 1051.786 0.00 4.872 6.00 0.00 0.00 0 0.00 29.45 0.00985 .005691 0.17 3.914 0.00 mLICENSEE: R.B.F. & ASSOC. - SAN DIEGO -0 -0 F0515P PAGE 2 WATER SURFACE PROFILE LISTING SYCAMORE HILLS LINE J 100 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 W.O. 15- 100187.001 FILE.187NEWJ.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OP FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HP NORM DEPTH ZR 1101.35 1041.21 8.959 1050.169 319.5 11.30 1.983 1052.152 0.00 4.872 6.00 0.00 0.00 0 0.00 305.97 0.01000 .005691 1.74 3.893 0.00 1407.32 1044.27 7.640 1051.910 319.5 11.30 1.983 1053.893 0.00 4.872 6.00 0.00 0.00 0 0.00 6.84 0.01023 .005691 0.04 3.862 0.00 1414.16 1044.34 7.708 1052.048 319.5 11.30 1.983 1054.031 0.00 4.872 6.00 0.00 0.00 0 0.00 416.21 0.01000 .005660 2.36 3.893 0.00 1830.37 1048.50 6.000 1054.501 319.5 11.30 1.983 1056.484 0.00 4.872 6.00 0.00 0.00 0 0.00 65.56 0.01000 .005279 0.35 3.893 0.00 1895.93 1049.16 5.554 1054.710 319.5 11.69 2.123 1056.833 0.00 4.872 6.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1895.93 1049.16 4.249 1053.405 319.5 14.93 3.459 1056.864 0.00 4.872 6.00 0.00 0.00 0 0.00 11.39 0.01000 .007821 0.09 3.893 0.00 1907.32 1049.27 4.274 1053.544 319.5 14.83 3.415 1056.959 0.00 4.872 6.00 0.00 0.00 0 0.00 JUNCT STR 0.01023 .008055 0.06 0.00 Page 3 of 5 t ■ j ®'k .4 it 4 A t' df a ft I a 4 a I k I 187NEW1OUT 1914.16 1049.34 4.125 1053.465 316.3 15.26 3.617 1057.082 0.00 4.850 6.00 0.00 0.00 0 0.00 43.12 0.00997 .008109 0.35 3.869 0.00 1957.28 1049.77 4.218 1053.988 316.3 14.89 3.444 1057.432 0.00 4.850 6.00 0.00 0.00 0 0.00 9.77 0.01004 .007799 0.08 3.860 0.00 1967.05 1049.87 4.247 1054.115 316.3 14.78 3.392 1057.507 0.00 4.850 6.00 0.00 0.00 0 0.00 41.65 0.01004 .007322 0.30 3.860 0.00 2008.70 1050.29 4.442 1054.729 316.3 14.09 3.084 1057.813 0.00 4.850 6.00 0.00 0.00 0 0.00 19.27 0.01004 .006566 0.13 3.860 0.00 OOLICENSEE: R.H.F. & ASSOC. - SAN DIEGO a $ F0515P PAGE 3 WATER SURFACE PROFILE LISTING SYCAMORE HILLS LINE J 100 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 W.O. 15- 100187.001 FILE.187NEWJ.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT / BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SP AVE HF NORM DEPTH ZR 2027.97 1050.48 4.655 1055.135 316.3 13.44 2.803 1057.938 0.00 4.850 6.00 0.00 0.00 0 0.00 7.00 0.00857 .005970 0.04 4.084 0.00 2034.97 1050.54 4.850 1055.390 316.3 12.92 2.591 1057.981 0.00 4.850 6.00 0.00 0.00 0 0.0000 SYCAMORE HILLS LINE J 100 -YEAR STORM INCLUDES NEW LATERALS J2 & J3 W.O. 15- 100187.001 FILE.187NEWJ.WSP I& SE / ( / y IC) S 7, f 8 L. Z (z.. s '"'. 886.75 910.67 .I C H W E R 934.59 .I C H W E JE 958.51 .I C H W E R 982.44 . I C N W E JE 1006.36 . I C H W E . R 1030.28 . I C H W E R 1054.20 . I C H W E R 1078.12 I C H W E R 1102.04 I C H W E R 1125.96 I C H W E R 1149.88 I C H W E R 1173.81 • 1197.73 • 1221.65 • 1245.57 • 1269.49 • 1293.41 • 1317.33 • 1341.25 • • 1365.18 • 1389.10 • 1413.02 . I C H W E . R 1436.94 . I C H W E . R 1460.86 . • 1484.78 • 1508.70 • 1532.62 • 1556.55 • 1580.47 . • 1604.39 • 1628.31 • Page 4 of 5 a 1 a 6 IL s a a & i it 9 iik A & 4 A i a 4 i i As 6 i4 t i A is A a 4 & ) i6 4 a 4 187NEWJ.OUT 1652.23 • 1676.15 1700.07 . • 1723.99 • 1747.92 1771.84 . 1795.76 . 1819.68 • 1843.60 I C X E . R 1867.52 . 1891.44 . 1915.36 I C W H E . R 1939.29 I W C H E . R 1963.21 I W C H E . JX 1987.13 I W C H E . R 2011.05 I W C H E . R 2034.97 I W C H E . R 1039.92 1041.73 1043.53 1045.34 1047.14 1048.95 1050.76 1052.56 1054.37 1056.18 1057.98 NOTES 1. GLOSSARY I - INVERT ELEVATION C - CRITICAL DEPTH W - WATER SURFACE ELEVATION H - HEIGHT OF CHANNEL E - ENERGY GRADE LINE X - CURVES CROSSING OVER B • BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY00 INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE - * ** Page5of5 arr Line -J Riser Pipe Sizing 100 year Existing 25 -year Ultimate Peak Flow (Q) 316.3 220 cfs Riser Diameter 48 48 in Number of Risers 3 3 WSEL inside pipe 1058.50 1056.76 ft Top of Riser Elevation 1059.93 1059.93 ft Head Calculation Weir Calculation Weir Coeff. 2.6 2.6 Length 37.7 37.7 ft Head 2.2 1.7 ft Orifice Calculation Orifice Coeff. 0.6 0.6 " Area 37.7 37.7 ft2 Head 3.0 1.5 ft SAIP WSEL 1063.0 1061.6 ft Roadway Elev 1064.4 1064.4 ft Freeboard from Roadway 1.4 2.8 ft tto ,ar 187RiserCalc.xls 1/9/03 RBF Consulting to q d Vi f 44 r it & 4h . m 4 at, _ 4 a 4. r +4 s e. 4. a .. 8 4 a 4 8 . a a A .: : 187LATJI.WSP 0 T1 SYCAMORE HILLS T2 STORM DRAIN LATERAL J -1 T3 W.O. 15- 100187.001 FILE:187LATJ1.WSP SO 1003.421051.60 1 .013 1053.47 R 1006.341051.93 1 .013 R 1024.011053.92 1 .013 45.00 R 1038.621055.56 1 .013 SH 1 CD 1 4 2.00 Page 1 of 1 LATJIPOUT 00DATE: 2/12/2003 TIME, 14:53 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAM171ER WIDTH DROP CD 1 4 2.00 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE _ ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE =00 F 0 5 1 5 P 4 4 PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SYCAMORE HILLS HEADING LINE NO 2 IS - STORM DRAIN LATERAL J -1 HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE:187LATJI.WSP 00 F 0 5 1 5 P a -P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.42 1051.60 1 1053.47 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1006.34 1051.93 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1024.01 1053.92 1 0.013 0.00 45.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.62 1055.56 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1038.62 1055.56 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 00LICENSEE: A.B.F. & ASSOC. - SAN DIEGO F0515P -0 -0 PAGE 1 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -1 W.O. 15- 100187.001 FILE:187LATJ1.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1003.42 1051.60 1.870 1053.470 3.2 1.05 0.017 1053.487 0.00 0.625 2.00 0.00 0.00 0 0.00 1.07 0.11301 .000177 0.00 0.280 0.00 1004.49 1051.72 1.748 1053.468 3.2 1.10 0.019 1053.487 0.00 0.625 2.00 0.00 0.00 0 0.00 Page 1 of 5 : m & I & a & i & i t & a e & 1 !k d & 4 & 4 4g, 4 Rt. 4 at 4 LATJ1.OUT 0.82 0.11301 .000189 0.00 0.280 0.00 1005.31 1051.81 1.653 1053.467 3.2 1.15 0.021 1053.488 0.00 0.625 2.00 0.00 0.00 0 0.00 0.71 0.11301 .000207 0.00 0.280 0.00 1006.02 1051.89 1.571 1053.465 3.2 1.21 0.023 1053.488 0.00 0.625 2.00 0.00 0.00 0 0.00 0.32 0.11301 .000223 0.00 0.280 0.00 1006.34 1051.93 1.534 1053.464 3.2 1.24 0.024 1053.488 0.00 0.625 2.00 0.00 0.00 0 0.00 0.60 0.11262 .000242 0.00 0.280 0.00 1006.94 1052.00 1.464 1053.462 3.2 1.30 0.026 1053.488 0.00 0.625 2.00 0.00 0.00 0 0.00 0.54 0.11262 .000270 0.00 0.280 0.00 1007.48 1052.06 1.401 1053.459 3.2 1.36 0.029 1053.488 0.00 0.625 2.00 0.00 0.00 0 0.00 0.50 0.11262 .000303 0.00 0.280 0.00 1007.98 1052.12 1.342 1053.457 3.2 1.43 0.032 1053.489 0.00 0.625 2.00 0.00 0.00 0 0.00 0.46 0.11262 .000340 0.00 0.280 0.00 1008.44 1052.17 1.287 1053.454 3.2 1.50 0.035 1053.489 0.00 0.625 2.00 0.00 0.00 0 0.00 0.43 0.11262 .000383 0.00 0.280 0.00 1008.87 1052.21 1.235 1053.450 3.2 1.57 0.038 1053.488 0.00 0.625 2.00 0.00 0.00 0 0.00 0.38 0.11262 .000432 0.00 0.280 0.00 1009.25 1052.26 1.187 1053.444 3.2 1.65 0.042 1053.486 0.00 0.625 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 DOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO 4 it F0515P PAGE 2 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -1 W.O. 15- 100187.001 FILE:187LATJ1.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ********* a* a****a *a********aa*a** **a ** ****aaaa *, era***** ********************************************* ** ** *,e * * * * ** ** ** * * *** * * * **** *• 1009.25 1052.26 0.287 1052.544 3.2 11.55 2.072 1054.616 0.00 0.625 2.00 0.00 0.00 0 0.00 5.04 0.11262 .096141 0.48 0.280 0.00 1014.29 1052.83 0.294 1053.119 3.2 11.11 1.917 1055.036 0.00 0.625 2.00 0.00 0.00 0 0.00 5.90 0.11262 .084848 0.50 0.280 0.00 1020.19 1053.49 0.304 1053.793 3.2 10.60 1.743 1055.536 0.00 0.625 2.00 0.00 0.00 0 0.00 3.82 0.11262 .074159 0.28 0.280 0.00 1024.01 1053.92 0.315 1054.235 3.2 10.09 1.582 1055.817 0.00 0.625 2.00 0.00 0.00 0 0.00 0.98 0.11225 .067515 0.07 0.280 0.00 1024.99 1054.03 0.318 1054.348 3.2 9.91 1.524 1055.872 0.00 0.625 2.00 0.00 0.00 0 0.00 2.53 0.11225 .061677 0.16 0.280 0.00 1027.52 1054.31 0.329 1054.643 3.2 9.47 1.392 1056.035 0.00 0.625 2.00 0.00 0.00 0 0.00 Page 2 of 5 ., 4 M A $ s i 4 t e t i i * 1 2 I . A i Y 4 it A a A i, i. 0 4 ■ LATJ1.0UT 1.97 0.11225 .053881 0.11 0.280 0.00 1029.49 1054.54 0.340 1054.875 3.2 9.01 1.262 1056.137 0.00 0.625 2.00 0.00 0.00 0 0.00 1.59 0.11225 .047036 0.07 0.280 0.00 1031.08 1054.71 0.351 1055.065 3.2 8.60 1.149 1056.214 0.00 0.625 2.00 0.00 0.00 0 0.00 1.30 0.11225 .041071 0.05 0.280 0.00 1032.38 1054.86 0.363 1055.222 3.2 8.21 1.045 1056.267 0.00 0.625 2.00 0.00 0.00 0 0.00 1.07 0.11225 .035907 0.04 0.280 0.00 1033.45 1054.98 0.376 1055.356 3.2 7.82 0.951 1056.307 0.00 0.625 2.00 0.00 0.00 0 0.00 0.92 0.11225 .031374 0.03 0.280 0.00 1034.37 1055.08 0.388 1055.471 3.2 7.46 0.864 1056.335 0.00 0.625 2.00 0.00 0.00 0 0.00 0.77 0.11225 .027390 0.02 0.280 0.00 OOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO 4 4 F0515P PAGE 3 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J-1 W.O. 15- 100187.001 FILE:187LATJ1.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 444444444 44444 444 4 444 4 , 444444 *44 44444 44444444,,,,,,44444444444444,4 *44,4444*, *4444 4444444, 444 *44 *4444444,44!4,44444444,4444* 1035.14 1055.17 0.401 1055.570 3.2 7.11 0.785 1056.355 0.00 0.625 2.00 0.00 0.00 0 0.00 0.65 0.11225 .023939 0.02 0.280 0.00 1035.79 1055.24 0.415 1055.657 3.2 6.78 0.714 1056.371 0.00 0.625 2.00 0.00 0.00 0 0.00 0.55 0.11225 .020926 0.01 0.280 0.00 1036.34 1055.30 0.429 1055.733 3.2 6.46 0.649 1056.382 0.00 0.625 2.00 0.00 0.00 0 0.00 0.47 0.11225 .018293 0.01 0.280 0.00 1036.81 1055.36 0.444 1055.801 3.2 6.15 0.588 1056.389 0.00 0.625 2.00 0.00 0.00 0 0.00 0.40 0.11225 .015994 0.01 0.280 0.00 1037.21 1055.40 0.459 1055.861 3.2 5.87 0.535 1056.396 0.00 0.625 2.00 0.00 0.00 0 0.00 0.33 0.11225 .013985 0.00 0.280 0.00 1037.54 1055.44 0.475 1055.914 3.2 5.59 0.486 1056.400 0.00 0.625 2.00 0.00 0.00 0 0.00 0.28 0.11225 .012228 0.00 0.280 0.00 1037.82 1055.47 0.491 1055.962 3.2 5.33 0.442 1056.404 0.00 0.625 2.00 0.00 0.00 0 0.00 0.23 0.11225 .010692 0.00 0.280 0.00 1038.05 1055.50 0.508 1056.004 3.2 5.09 0.402 1056.406 0.00 0.625 2.00 0.00 0.00 0 0.00 0.19 0.11225 .009350 0.00 0.280 0.00 1038.24 1055.52 0.525 1056.043 3.2 4.86 0.366 1056.409 0.00 0.625 2.00 0.00 0.00 0 0.00 0.14 0.11225 .008180 0.00 0.280 0.00 1038.38 1055.53 0.544 1056.077 3.2 4.62 0.332 1056.409 0.00 0.625 2.00 0.00 0.00 0 0.00 Page 3 of 5 . - m m 4 § IL d 1 $ i 1 & i a * it e i e 46 I S. i a i a. i i 4 LATJ LOUT 0.12 0.11225 .007156 0.00 0.280 0.00 1038.50 1055.55 0.562 1056.108 3.2 4.41 0.303 1056.411 0.00 0.625 2.00 0.00 0.00 0 0.00 0.07 0.11225 .006262 0.00 0.280 0.00 OOLICENSEE: R.B.F. & ASSOC. - SAN DIEGO 6 -0 F0515P PAGE 4 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -1 W.O. 15- 100187.001 FILE:187LATJ1.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ EASE/ ZL NO AVBPR ELEV OF FLOW , ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SP AVE HP NORM DEPTH ZR **************************************************************************************************** * ** * * * * * * ** * * * * * * * * * * * * * * * * * * ** 1038.57 1055.55 0.582 1056.136 3.2 4.20 0.275 1056.411 0.00 0.625 2.00 0.00 0.00 0 0.00 0.04 0.11225 .005482 0.00 0.280 0.00 1038.61 1055.56 0.602 1056.161 3.2 4.01 0.250 1056.411 0.00 0.625 2.00 0.00 0.00 0 0.00 0.01 0.11225 .004787 0.00 0.280 0.00 1038.62 1055.56 0.625 1056.185 3.2 3.81 0.226 1056.411 0.00 0.625 2.00 /// 0.00 0.00 0 0.0000 SYCAMORE HILLS STORM DRAIN LATERAL J -1 `^" `° '� 0 t.;40. i,,,(„ - (, 6 ) W.O. 15- 100187.001 FILE:187LATJI.WSP ' r F 1003.42 .I C . X H R ) U ..7r (j 4 e 1003.92 1004.41 . 1004.91 . I C X H . R 1005.40 . I C X H . R 1005.90 . 1006.39 . I C X H . R 1006.89 . I C X H . R 1007.39 . I C X H . R 1007.88 . I C X H . R 1008.38 . I C X H . R 1008.87 . I C X H . R 1009.37 . I C X H . R 1009.87 . I C WE H . R 1010.36 . I W C H E . R 1010.86 • 1011.35 • • 1011.85 • • 1012.34 • 1012.84 • • 1013.34 • 1013.83 • 1014.33 . I W C H E . R 1014.82 • 1015.32 • 1015.81 • 1016.31 • • 1016.81 • 1017.30 • 1017.80 • 1018.29 • 1018.79 • 1019.28 • 1019.78 • 1020.28 . I W C HE . R 1020.77 . 1021.27 . 1021.76 • • 1022.26 • Page 4 of 5 4 4 » 4 s as is a A. , * a . a s a . a . a 4 4 4 * 9 LATJ1.OUT 1022.76 . 1023.25 . 1023.75 . 1024.24 • I W C E H . R 1024.74 . • 1025.23 • I W C E H . R 1025.73 • • 1026.23 . 1026.72 . 1027.22 . 1027.71 I W C E H . R 1028.21 . • 1028.70 , 1029.20 • 1029.70 I W C E H . R 1030.19 • 1030.69 , 1031.18 I W C E H • R 1031.68 • 1032.17 , 1032.67 I W C E H . R 1033.17 , 1033.66 I W C E H • R • 1034.16 . 1034.65 • I W C E H . R 1035.15 I W C E H • R 1035.65 , 1036.14 I W C E H . R 1036.64 I W C E H • R 1037.13 I W C E H • R 1037.63 I W C E H . R 1038.12 I W C E H . R • 1038.62 I W C E H • R • 1051.60 1052.20 1052.79 1053.39 1053.98 1054.58 1055.18 1055.77 1056.37 1056.96 1057.56 NOTES 1. GLOSSARY I . INVERT ELEVATION C . CRITICAL DEPTH W . WATER SURFACE ELEVATION H . HEIGHT OF CHANNEL E ` ENERGY GRADE LINE X = CURVES CROSSING OVER B : BRIDGE ENTRANCE OR EXIT Y . WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLYOO INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE _ * ** Page 5 of 5 LATERAL J -1 LAT J -1 Peak Flow (Q) 3.2 Riser Diameter 18 Number of Risers 1 WSEL inside pipe 1056.55 Top of Riser Elevation 1063.12 Head Calculation Weir Calculation Weir Coeff. 2.6 Length 4.7 Head 0.4 Orifice Calculation Orifice Coeff. 0.6 Area 1.8 Head 0.1 Max Head 0.4 WSEL Outside pipe 1063.53 187LatJRiserCalc.xls 1/10/2003 RBF Consulting 187LATJ2.0UT tG 1,16 1, Cry L- DATE: 1/10/2003 TIME: 10: 8 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 4 -0 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SYCAMORE HILLS ��N/V 6cT j L_ / `* G - 8 (_ E , `/.7/4 ( ! , 5 1.4 1 11- ' 5 " 9 HEADING LINE NO 2 IS - -- Vx ft t ),. L /r ✓& ` " T ST 9 A 4. 6 ) * 33 STORM DRAIN LATERAL J -2 VV /� 11 HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE:187LATJ2.WSP -0 4 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1003.00 1044.20 1 1048.80 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.00 1054.57 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1026.96 1054.75 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.16 1054.93 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1036.16 1054.93 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: R.B.F. S 4 4 ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -2 W.O. 15- 100187.001 FILE:187LATJ2.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR rrrrr************* rrr****r**** rr***** r** r* r* r** rrr******r*r***************** r***************** *****rrrrr ****** ******* 1003.00 1044.20 4.600 1048.800 1.1 0.62 0.006 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 4.48 0.69133 .000109 0.00 0.100 0.00 1007.48 1047.30 1.500 1048.800 1.1 0.62 0.006 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 0.20 0.69133 .000102 0.00 0.100 0.00 1007.68 1047.44 1.360 1048.799 1.1 0.65 0.007 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 0.12 0.69133 .000100 0.00 0.100 0.00 1007.80 1047.52 1.280 1048.798 1.1 0.68 0.007 1048.805 0.00 0.392 1.50 0.00 0.00 0 0.00 0.10 0.69133 .000107 0.00 0.100 0.00 1007.90 1047.58 1.213 1048.797 1.1 0.72 0.008 1048.805 0.00 0.392 1.50 0.00 0.00 0 0.00 0.08 0.69133 .000118 0.00 0.100 0.00 1007.98 1047.64 1.155 1048.797 1.1 0.75 0.009 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 0.07 0.69133 .000131 0.00 0.100 0.00 1008.05 1047.69 1.102 1048.796 1.1 0.79 0.010 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 0.07 0.69133 .000146 0.00 0.100 0.00 1008.12 1047.74 1.054 1048.795 1.1 0.83 0.011 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 0.06 0.69133 .000164 0.00 0.100 0.00 1008.18 1047.78 1.010 1048.794 1.1 0.87 0.012 1048.806 0.00 0.392 1.50 0.00 0.00 0 0.00 0.05 0.69133 .000185 0.00 0.100 0.00 1008.23 1047.82 0.968 1048.787 1.1 0.91 0.013 1048.800 0.00 0.392 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1008.23 1047.82 0.120 1047.939 1.1 16.67 4.313 1052.252 0.00 0.392 1.50 0.00 0.00 0 0.00 Page 1 of 3 40 1 87LATJ2.0UT ,„ 0.83 0.69133 .596141 0.49 0.100 0.00 LICENSEE: 4 -0 R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING .sd SYCAMORE HILLS STORM DRAIN LATERAL J -2 W.O. 15- 100187.001 FILE:187LATJ2.W5P . STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 'AO L /ELEM SO SF AVE HF NORM DEPTH ZR .................................................................................................... ............................... 1009.06 1048.39 0.124 1048.516 1.1 15.71 3.834 1052.350 0.00 0.392 1.50 0.00 0.00 0 0.00 1.93 0.69133 .512545 0.99 0,100 0.00 1010.99 1049.72 0.128 1049.851 1.1 15.07 3.526 1053.377 0.00 0.392 1.50 0.00 0.00 0 0.00 1.28 0.69133 .446758 0.57 0.100 0.00 1012.27 1050.61 0.132 1050.739 1.1 14.29 3.169 1053.908 0.00 0.392 1.50 0.00 0.00 0 0.00 * 4 0.94 0.69133 .390085 0.37 0.100 0.00 1013.21 1051.26 0.137 1051.393 1.1 13.58 2.864 1054.257 0.00 0.392 1.50 0.00 0.00 0 0.00 0.73 0.69133 .340492 0.25 0.100 0.00 dofi 1013.94 1051.76 0.141 1051.905 1.1 12.94 2.601 1054.506 0.00 0.392 1.50 0.00 0.00 0 0.00 0.59 0.69133 .296875 0.18 0.100 0.00 1014.53 1052.17 0.146 1052.318 1.1 12.36 2.372 1054.690 0.00 0.392 1.50 0.00 0.00 0 0.00 el 0.49 0.69133 .259332 0.13 0.100 0.00 1015.02 1052.51 0.151 1052.661 1.1 11.83 2.172 1054.833 0.00 0.392 1.50 0.00 0.00 0 0.00 0.41 0.69133 .226366 0.09 0.100 0.00 AO 1015.43 1052.80 0.156 1052.951 1.1 11.22 1.956 1054.907 0.00 0.392 1.50 0.00 0.00 0 0.00 0.35 0.69133 .197451 0.07 0.100 0.00 ° 1015.78 1053.04 0.161 1053.199 1.1 10.68 1.771 1054.970 0.00 0.392 1.50 0.00 0.00 0 0.00 0.31 0.69133 .172115 0.05 0.100 0.00 WO 1016.09 1053.25 0.166 1053.414 1.1 10.19 1.611 1055.025 0.00 0.392 1.50 0.00 0.00 0 0.00 0.26 0.69133 .150220 0.04 0.100 0.00 1016.35 1053.43 0.172 1053.601 1.1 9.73 1.471 1055.072 0.00 0.392 1.50 0.00 0.00 0 0.00 o- 0.23 0.69133 .131302 0.03 0.100 0.00 LICENSEE: -0 -0 R.B.F. £ ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -2 W.O. 15- 100187.001 FILE:187LATJ2.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L!ELEM SO SF AVE HF NORM DEPTH ZR . ...... ...................................................................................... ............................... Wow 1016.58 1053.59 0.178 1053.765 1.1 9.32 1.349 1055.114 0.00 0.392 1.50 0.00 0.00 0 0.00 H.. 0.20 0.69133 .114677 0.02 0.100 0.00 1016.78 1053.73 0.184 1053.910 1.1 8.87 1.222 1055.132 0.00 0.392 1.50 0.00 0.00 0 0.00 wm 0.18 0.69133 .100083 0.02 0.100 0.00 .. 1016.96 1053.85 0.190 1054.039 1.1 8.46 1.112 1055.151 0.00 0.392 1.50 0.00 0.00 0 0.00 0.15 0.69133 .087287 0.01 0.100 0.00 ON 1017.11 1053.96 0.196 1054.153 1.1 8.09 1.016 1055.169 0.00 0.392 1.50 0.00 0.00 0 0.00 0.14 0.69133 .076078 0.01 0.100 0.00 r 1017.25 1054.05 0.202 1054.256 1.1 7.69 0.919 1055.175 0.00 0.392 1.50 0.00 0.00 0 0.00 kM 0.13 0.69133 .066373 0.01 0.100 0.00 1017.38 1054.14 0.209 1054.347 1.1 7.33 0.835 1055.182 0.00 0.392 1.50 0.00 0.00 0 0.00 ba 0.10 0.69133 .057971 0.01 0.100 0.00 NO 1017.48 1054.21 0.216 1054.429 1.1 7.01 0.762 1055.191 0.00 0.392 1.50 0.00 0.00 0 0.00 0.10 0.69133 .050597 0.01 0.100 0.00 0° " 1017.58 1054.28 0.223 1054.503 1.1 6.67 0.690 1055.193 0.00 0.392 1.50 0.00 0.00 0 0.00 0.08 0.69133 .044193 0.00 0.100 0.00 W 1017.66 1054.34 0.231 1054.569 1.1 6.36 0.628 1055.197 0.00 0.392 1.50 0.00 0.00 0 0.00 Page 2 of 3 187LATJ2.0UT 0.08 0.69133 .038636 0.00 0.100 0.00 1017.74 1054.39 0.239 1054.629 1.1 6.04 0.567 1055.196 0.00 0.392 1.50 0.00 0.00 0 0.00 0.07 0.69133 .033751 0.00 0.100 0.00 1017.81 1054.44 0.247 1054.683 1.1 5.76 0.515 1055.198 0.00 0.392 1.50 0.00 0.00 0 0.00 0.06 0.69133 .029463 0.00 0.100 0.00 LICENSEE: 4 9 R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 ", WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -2 W.O. 15- 100187.001 FILE:187LATJ2.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR WI ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR W . r..r.r rr..r. r..r.. r.. r..r. r...... r.....r.rr.. r... r. r..rrr rrr.........r.. r....r r..r..r r..r..r... r..r ...rr.rr....r...r...rr..r..rr.. 1017.87 1054.48 0.255 1054.732 1.1 5.50 0.470 1055.202 0.00 0.392 1.50 0.00 0.00 0 0.00 44 0.05 0.69133 .025735 0.00 0.100 0.00 1017.92 1054.51 0.264 1054.776 1.1 5.24 0.426 1055.202 0.00 0.392 1.50 0.00 0.00 0 0.00 0.04 0.69133 .022495 0.00 0.100 0.00 1017.96 1054.54 0.273 1054.816 1.1 5.00 0.388 1055.204 0.00 0.392 1.50 0.00 0.00 0 0.00 0.04 0.69133 .019651 0.00 0.100 0.00 1018.00 1054.57 0.282 1054.852 1.1 4.76 0.352 1055.204 0.00 0.392 1.50 0.00 0.00 0 0.00 3.59 0.02009 .017836 0.06 0.270 0.00 1021.59 1054.64 0.285 1054.927 1.1 4.68 0.340 1055.267 0.00 0.392 1.50 0.00 0.00 0 0.00 5.37 0.02009 .016268 0.09 0.270 0.00 1026.96 1054.75 0.296 1055.046 1.1 4.47 0.310 1055.356 0.00 0.392 1.50 0.00 0.00 0 0.00 1.17 0.01956 .014840 0.02 0.270 0.00 1028.13 1054.77 0.298 1055.071 1.1 4.40 0.301 1055.372 0.00 0.392 1.50 0.00 0.00 0 0.00 2.73 0.01956 .013590 0.04 0.270 0.00 1030.86 1054.83 0.309 1055.135 1.1 4.20 0.274 1055.409 0.00 0.392 1.50 0.00 0.00 0 0.00 1.92 0.01956 .011883 0.02 0.270 0.00 1032.78 1054.86 0.319 1055.183 1.1 4.00 0.248 1055.431 0.00 0.392 1.50 0.00 0.00 0 0.00 0. 1.26 0.01956 .010381 0.01 0.270 0.00 1034.04 1054.89 0.330 1055.218 1.1 3.81 0.225 1055.443 0.00 0.392 1.50 0.00 0.00 0 0.00 0.90 0.01956 .009073 0.01 0.270 0.00 1034.94 1054.91 0.341 1055.247 1.1 3.63 0.205 1055.452 0.00 0.392 1.50 0.00 0.00 0 0.00 0.57 0.01956 .007932 0.00 0.270 0.00 LICENSEE: 4. . 4R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 5 WATER SURFACE PROFILE LISTING SYCAMORE HILLS rom4 STORM DRAIN LATERAL J -2 W.O. 15- 100187.001 FILE:187LATJ2.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER r r . r. L/ELEM SO SF AVE HF NORM DEPTH ZR .r r. r.. r..r.r.. r.. r.rr..r.r.. r...r. r... r......... r. r... r. rr.. r.. r..... r.. r.. r... r.. r.. r r.r..rr.rr ............... +..... 1035.51 1054.92 0.353 1055.270 1.1 3.46 0.186 1055.456 0.00 0.392 1.50 0.00 0.00 0 0.00 0.39 0.01956 .006938 0.00 0.270 0.00 "' 1035.90 1054.92 0.365 1055.290 1.1 3.30 0.169 1055.459 0.00 0.392 1.50 0.00 0.00 0 0.00 0.25 0.01956 .006063 0.00 0.270 0.00 1036.15 1054.93 0.377 1055.307 1.1 3.15 0.154 1055.461 0.00 0.392 1.50 0.00 0.00 0 0.00 44 0.01 0.01956 .005279 0.00 0.270 0.00 1036.16 1054.93 0.392 1055.322 1.1 2.99 0.139 1055.461 0.00 0.392 1.50 0.00 0.00 0 0.00 OP e. � . f fit? - t: - - ' I - - /0 > 4? N Page 3 of 3 LATERAL J -2 LAT J -2 Peak Flow (Q) 1.1 Riser Diameter 18 Number of Risers 1 WSEL inside pipe 1055.49 Top of Riser Elevation 1061.80 Head Calculation Weir Calculation Weir Coeff. 2.6 Length 4.7 Head 0.2 Orifice Calculation Orifice Coeff. 0.6 Area 1.8 Head 0.0 Max Head 0.2 WSEL Outside pipe 1062.00 40 40 40 44 kid 187LatJRiserCalc.xls 1/10/2003 RBF Consulting (Ai CAL J-3 187LATJ3.OUT DATE: 1/10/2003 TIME: 10: 8 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 -0 .9 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING ■ HEADING LINE NO 1 IS - �J( ^ L / {'7'� ) SYCAMORE HILLS � y/�� i a /vJ / HEADING LINE NO 2 IS - ` . jj `z % (} *�! J � 94-14. STORM DRAIN LATERAL J -3 i 69C rer/9� a t t j , s rm ' p� S HEADING LINE NO 3 IS - W.O. 15- 100187.001 FILE:187LATJ3.WSP 9 -0 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1003.28 1043.52 1 1048.44 ELEMENT NO 2 IS A REACH * * • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1098.11 1053.19 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS • * U/S DATA STATION INVERT SECT W S ELEV 1098.11 1053.19 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S_ELEV m INV + DC LICENSEE: R.B.F. fi 4 4ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -3 W.O. 15- 100187.001 FILE:187LATJ3.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1003.28 1043.52 4.920 1048.440 11.0 6.23 0.602 1049.042 0.00 1.270 1.50 0.00 0.00 0 0.00 23.24 0.10197 .010966 0.25 0.590 0.00 1026.52 1045.89 2.806 1048.696 11.0 6.23 0.602 1049.298 0.00 1.270 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1026.52 1045.89 0.610 1046.500 11.0 16.30 4.124 1050.624 0.00 1.270 1.50 0.00 0.00 0 0.00 3.57 0.10197 .090602 0.32 0.590 0.00 1030.09 1046.25 0.610 1046.864 11.0 16.27 4.112 1050.976 0.00 1.270 1.50 0.00 0.00 0 0.00 20.44 0.10197 .084822 1.73 0.590 0.00 1050.53 1048.34 0.633 1048.972 11.0 15.51 3.738 1052.710 0.00 1.270 1.50 0.00 0.00 0 0.00 11.53 0.10197 .074516 0.86 0.590 0.00 1062.06 1049.51 0.656 1050.170 11.0 14.78 3.394 1053.564 0.00 1.270 1.50 0.00 0.00 0 0.00 7.80 0.10197 .065449 0.51 0.590 0.00 1069.86 1050.31 0.680 1050.989 11.0 14.10 3.088 1054.077 0.00 1.270 1.50 0.00 0.00 0 0.00 5.73 0.10197 .057545 0.33 0.590 0.00 1075.59 1050.89 0.706 1051.600 11.0 13.45 2.808 1054.408 0.00 1.270 1.50 0.00 0.00 0 0.00 4.45 0.10197 .050648 0.23 0.590 0.00 1080.04 1051.35 0.733 1052.080 11.0 12.82 2.552 1054.632 0.00 1.270 1.50 0.00 0.00 0 0.00 3.57 0.10197 .044572 0.16 0.590 0.00 1083.61 1051.71 0.760 1052.471 11.0 12.22 2.320 1054.791 0.00 1.270 1.50 0.00 0.00 0 0.00 2.88 0.10197 .039257 0.11 0.590 0.00 1086.49 1052.01 0.790 1052.795 11.0 11.65 2.108 1054.903 0.00 1.270 1.50 0.00 0.00 0 0.00 2.39 0.10197 .034629 0.08 0.590 0.00 LICENSEE: -0 #R.B.F. i ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING SYCAMORE HILLS STORM DRAIN LATERAL J -3 W.O. 15- 100187.001 FILE:187LATJ3.WSP Page 1 of 2 ..s a Ail a 187LATJ3.0UT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ,1A ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER rr.rr /ELEM + +r.r rr SO +rr SF AVE HF NORM DEPTH ZR r. . r . rr rr r .rr.rrr. rrrr.r rr r. r.rr rrrrrrrr+ rrrrrr rr. rrr r. rrr r..rrrrrrr.rrr..rr r.r.r.rr rrrr...rrrrrr.rrrrr.rrrrrrrr 1088.88 1052.25 0.821 1053.070 11.0 11.11 1.917 1054.987 0.00 1.270 1.50 0.00 0.00 0 0.00 MR 1.99 0.10197 .030558 0.06 0.590 0.00 0 1090.87 1052.45 0.853 1053.305 11.0 10.60 1.744 1055.049 0.00 1.270 1.50 0.00 0.00 0 0.00 1.66 0.10197 .026987 0.04 0.590 0.00 O' 1092.53 1052.62 0.887 1053.508 11.0 10.10 1.584 1055.092 0.00 1.270 1.50 0.00 0.00 0 0.00 ill 1.38 0.10197 .023868 0.03 0.590 0.00 1093.91 1052.76 0.923 1053.685 11.0 9.63 1.441 1055.126 0.00 1.270 1.50 0.00 0.00 0 0.00 yM 1.14 0.10197 .021150 0.02 0.590 0.00 WO 1095.05 1052.88 0.962 1053.840 11.0 9.18 1.309 1055.149 0.00 1.270 1.50 0.00 0.00 0 0.00 0.94 0.10197 .018778 0.02 0,590 0.00 1095.99 1052.97 1.003 1053.977 11.0 8.76 1.191 1055.168 0.00 1.270 1.50 0.00 0.00 0 0.00 NM 0.75 0.10197 .016704 0.01 0.590 0.00 JO 1096.74 1053.05 1.047 1054.097 11.0 8.35 1.082 1055.179 0.00 1.270 1.50 0.00 0.00 0 0.00 0.59 0.10197 .014899 0.01 0.590 0.00 1097.33 1053.11 1.094 1054.204 11.0 7.96 0.984 1055.188 0.00 1.270 1.50 0.00 0.00 0 0.00 Ili 0.42 0.10197 .013340 0.01 0.590 0.00 1097.75 1053.15 1.146 1054.300 11.0 7.59 0.894 1055.194 0.00 1.270 1.50 0.00 0.00 0 0.00 SIMI 0.27 0.10197 .012008 0.00 0.590 0.00 NO 1098.02 1053.18 1.203 1054.384 11.0 7.24 0.813 1055.197 0.00 1.270 1.50 0.00 0.00 0 0.00 0.09 0.10197 .010892 0.00 0.590 0.00 Oft 1098.11 1053.19 1.270 1054.460 11.0 6.89 0.738 1055.198 0.00 1.270 1.50 0.00 0.00 0 0.00 al Ole .I L -- I S 5 .io - - oP 2 x o • 74 Alm a IIII OW a w oft II PP illi go I Page 2 of 2 It LATERAL J -3 INA • LAT J -3 Peak Flow (Q) 11 MI Riser Diameter 18 Number of Risers 1 WSEL inside pipe 1055.35 Top of Riser Elevation 1059.94 Head Calculation Weir Calculation Weir Coeff. 2.6 Length 4.7 Head 0.9 Orifice Calculation Orifice Coeff. 0.6 Area 1.8 Head 1.7 sok Max Head 1.7 * WSEL Outside pipe 1061.61 aft M e.+ It Mn 187LatJRiserCalc.xls 1/10/2003 RBF Consulting V • II IA FLOW DETERMINATION FOR STANDPIPE @ SIERRA/SANTA ANA (po TU S itE. (SEE FOLLOWING PAGES) er oft lat r a 04 I , HYDRAULIC CALCULATION '' _ Foy EMPIRE CENTER L lIVE "C" /'OreT /ON OF LINE "8 FULLY DEVELOPED CONDITION a r PREPARED BY: • HALL & FOREMAN, INC. 3170 REDHILL AVENUE COSTA MESA, CA, 92626 - 3428 (714) 641 -8777 • " ADAM R. WRIGHT R.C.E. 31016 ; .. aec. An Xze g 47areour4e. iiii 3,. NEON4 s * l AVENUE o NEIA CA OM SNOWtERNN K 1N • tAM ANNS • LAND SNRVEVINs r 'al J JOB 4O FREQUENCY Z_S YEAR ail BY C.B. NO. 7 . Ail STA. o il t0 S/46ery CURB OPENING (SUMP) a Given: iron (a) discharge Q 0 = " 3 Z CFS 3 (b) curb type .4' �' , 0 (c) top of curb elev. 5/ 57 (d) flow line elev. = 50-57 (e) high point elev. = 5O..95 iii J Solution: iwJ (depth at opening) = ! 4/- inches h (height of opening) = /0.5 inches H/h = 4' 6' i / = 1 p. I s + + ilia iiii From Chart: g Q /ft. of opening = o• 74 CFS L required = 4,3 z/ :2•74 = S`, 8� ft. 1•14 do Use: Z 1 i• • R • rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** J. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 A „ Especially prepared for: AO HALL & FOREMAN I *CB * * ** * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * gift* * * Q 25 YR imr JN 4013 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** A FILE NAME: CB7.DAT TIME/DATE OF STUDY: 11:22 8/ 9/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: Ai — ---- -- *TIME -OF- CONCENTRATION MODEL* - - USER SPECIFIED STORM EVENT(YEAR) = 25.00 10 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 Ai SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .920 4 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0659 as SLOPE OF INTENSITY DURATION CURVE _ .6000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** il l FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< J DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 450.00 UPSTREAM ELEVATION = 1055.00 DOWNSTREAM ELEVATION = 1050.40 al ELEVATION DIFFERENCE = 4.60 � TC = .304 *[( 450.00 ** 3.00)/( 4.60)] ** .20 = 8.755 old 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.383 SOIL CLASSIFICATION IS "B" I COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 4.32 4 TOTAL AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) = 4.32 END OF STUDY SUMMARY: �J TOTAL AREA(ACRES) = 1.45 EFFECTIVE AREA(ACRES) = 1.45 A PEAK FLOW RATE(CFS) = 4.32 j END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** oft RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE } (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Ms (c) Copyright 1983 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 �► Analysis prepared by: RBF & Associates 14725 Alton Parkway j AT E .- Irvine, CA 92618'W'� i•/t * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA AVE * 100-YEAR * TOTAL FLOWS IN SIERRA mi'SIDE) 8 SANTA ANA ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** se FILE NAME: 187N100.DAT TIME /DATE OF STUDY: 14:49 11/20/2002 Lj USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- 06 USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 we SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 a *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 L COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = 0.6000 AA *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 1600.00 TO NODE 1100.00 IS CODE = 21 Aw tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS NO ttUSE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 fa ELEVATION DATA: UPSTREAM(FEET) = 1065.72 DOWNSTREAM(FEET) = 1062.46 ▪ Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.991 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.929 SUBAREA Tc AND LOSS RATE DATA(AMC II): 0 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.57 0.75 0.10 56 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 M SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) = 1.98 e n. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rr FLOW PROCESS FROM NODE 306.01 TO NODE 306.01 IS CODE = 1 t ill tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.99 '~ RAINFALL INTENSITY(INCH /HR) = 3.93 AREA-AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 w AREA-AVERAGED Ap = 0.10 • EFFECTIVE STREAM AREA(ACRES) = 0.57 PM TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 oft ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 303.01 TO NODE 306.01 IS CODE = 21 Pm tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ttUSE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA a Beet L INITIAL SUBAREA FLOW - LENGTH(FEET) = 850.00 ▪ ELEVATION DATA: UPSTREAM(FEET) = 1074.30 DOWNSTREAM(FEET) = 1063.37 • Tc = K *I(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 fii SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.785 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.752 41 " SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 2.20 0.75 0.10 56 10.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 7.28 Pm TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 7.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 306.01 TO NODE 306.01 IS CODE = 1 tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 • RAINFALL INTENSITY(INCH/HR) = 3.75 AREA-AVERAGED Fm(INCH /HR) = 0.07 ppo AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.20 TOTAL STREAM AREA(ACRES) = 2.20 ._ PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 ** CONFLUENCE DATA ** w STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER i NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1.98 9.99 3.929 0.75( 0.07) 0.10 0.6 1600.00 ▪ 2 7.28 10.78 3.752 0.75( 0.07) 0.10 2.2 303.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO •w CONFLUENCE FORMULA USED FOR 2 STREAMS. " ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER sin NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 5 1 9.05 9.99 3.929 0.75( 0.07) 0.10 2.6 1600.00 2 9.17 10.78 3.752 0.75( 0.07) 0.10 2.8 303.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.17 Tc(MIN.) = 10.78 EFFECTIVE AREA(ACRES) = 2.77 AREA-AVERAGED Fm(INCH /HR) = 0.07 AREA-AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 OD TOTAL AREA(ACRES) = 2.77 LONGEST FLOWPATH FROM NODE 303.01 TO NODE 306.01 = 850.00 FEET. omo el END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.77 TC(MIN.) = 10.78 EFFECTIVE AREA(ACRES) = 2.77 AREA- AVERAGED Fm(INCH /HR)= 0.07 is AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 9.17 opo ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE oPlk 1 9.05 9.99 3.929 0.75( 0.07) 0.10 2.6 1600.00 2 9.17 10.78 3.752 0.75( 0.07) 0.10 2.8 303.01 Ls END OF RATIONAL METHOD ANALYSIS 6 e 1 4 as e goo 6, At e -1- I TwP Q it ' 1/ 4 4 % 114 1414 7e4e. 16,70 1 al II, mr R• IA El R1111 II Oi RI RI I) R1 11 II II RI m m rn > Z 0 1- 0 0 - 0 MASTER HYDROLOGY STUDY FOR EMPIRE CENTER LINES A, B & C • FULLY DEVELOPED CONDITION • INTERIM CONDITION • PREPARED BY: HALL & FOREMAN, INC. 3170 REOHILL AVENUE COSTA MESA, CA, 9262673428 (714) 641 -87)] gAN 19 DATE • _1 . . • \ w �•�,, _ r / ,..1 • .. c, , 1 ):: i._ ., . . 4. _,. , , , . _ .: . ,- -. I - H . i 4 �AI _ I . %Il - -I .. 4-.. ... - + _ �I► C7 i 1ia� w� III/ • i„,., , I \c:\P •i„, ' M.74 --I ,_,--1 .. ..., _ , . , 4 t X I ! I I 1, 1 . i I ! i - � l ' — 11 • ' h I '441111Pr. _ . �, � . a r _l�aj _ I I • ! •``� �• ' .�F �' � Ira I ! —1 I f '� , . k / / ' I I 1 - 1 l- 1 . - „ meow w I � _.# - `y {_. ' ' ..2 p! I Z �_! 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B M y Moww•.. u nsw...M wp a vv ..•.•• Ilw� .. Ate•. Ne= ,. ..11n./ M d11 eN i � u pa . Mlu MIN IaMfl ls� asw l fOw • � I �w�wl tn U II R 1 MSI t t.MN•N Q. MM IOW M/M- NW .M.M ' WWIOaww.MMO a! i1t/wM 5,45 �I w�1w..sw/ IMY•M IMU l Nil ON IMl .SM MINN w1n.tNw I11IM li NMI! •w��.\ ;Nisi 01 ISM N m MOM IOW M•M•W nee INN NMI �M Yte MIN QM .t.MMM•1111111I11W t /I R I g I y1 t 1 1 t I IIIM IIIIII �i� ON fM fn. p ISSIr ►1 I.. Nina Ism /MM w r 11 I M 11 11 O e<tAR0111(1111 an 1111 1�1 o.-- tw MIS NISS I swam OlaWIW :RH1 r1samorars ntlf t1IN 111MRW■■a■011lf/ s sits l l N N lflflN►N mg lino 1a i1.� .1..t 1IINN1N NiIl ,, 2 3 4 5 6 T 0 910 LO 30 40 50 60 TO 00 90 STORM DURATION (MINUTES) 40 D ESIGN STORM F REQUENCY = - S YEARS , 1 ©0 ti C. `} . ONE HOUR POINT RAINFALL = l• ° INCHES , + . • • I LOG - LOG SLOPE: PROJECT LOCATION= . .. . SAN BERNARDINO COUNTY INTENSITY - DURATION CURVES HYDROLOGY MANUAL CALCULATION SHEET n_ R FIGURE D- 3 LINE 'B 100 - YR. 25-YR. FULLY-DEVELOPED CONDITION C **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * ** * ** t r r. * EMPIRE CENTER EAST SIDE OF PROMOTION CENTER Q al Go To I/ 4/6-/ B ' /NE BB 00 * THE (Q100 - Q25) FROM THIS AREA WILL GO TO LINE "C" * 100 -YR STORM *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: FECNLB.100 TIME/DATE OF STUDY: 13:31 7/12/1990 ----------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 a **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.01 IS CODE = 2 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< NATURAL POOR COVER TC = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 500.00 UPSTREAM ELEVATION = 1111.00 DOWNSTREAM ELEVATION = 1102.00 ELEVATION DIFFERENCE = 9.00 TC = .525 *[( 500.00 ** 3.00)/( 9.00)] ** .20 = 14.083 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.197 0 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .2700 SUBAREA RUNOFF(CFS) = 10.41 TOTAL AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) = 10.41 1 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.10 TO NODE 100.01 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< -------------------------------------- 40 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.197 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 2.95 SUBAREA RUNOFF(CFS) = 8.29 EFFECTIVE AREA(ACRES) = 6.90 AVERAGED Fm(INCH /HR) = .187 TOTAL AREA(ACRES) = 6.90 4"0 PEAK FLOW RATE(CFS) = 18.70 TC(MIN) = 14.08 40 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.01 TO NODE 101.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 44 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.0 UPSTREAM NODE ELEVATION = 1088.40 DOWNSTREAM NODE ELEVATION = 1087.00 FLOWLENGTH(FEET) = 470.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.70 00 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 15.65 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ---------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.65 RAINFALL INTENSITY (INCH. /HOUR) = 3.00 EFFECTIVE STREAM AREA(ACRES) = 6.90 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.70 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< =--------===============-===-==================================== = = =--= NATURAL POOR COVER TC = K *[(LENGTH ** 3.00) /( ELEVAT1ON CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 550.00 UPSTREAM ELEVATION = 1111.00 2 DOWNSTREAM ELEVATION = 1103.00 ELEVATION DIFFERENCE = 8.00 TC = .525 *[( 550.00 ** 3.00)/( 8.00)] ** .20 = 15.267 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.046 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .2700 SUBAREA RUNOFF(CFS) = 12.24 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 12.24 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.10 TO NODE 102.01 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.046 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 12.84 EFFECTIVE AREA(ACRES) = 9.70 AVERAGED Fm(INCH/HR) = .174 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 25.08 TC(MIN) = 15.27 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.01 TO NODE 101.01 IS CODE = 3 ----------------------------------------------------------------------- = » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION = 1088.60 DOWNSTREAM NODE ELEVATION = 1087.00 FLOWLENGTH(FEET) = 590.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.08 TRAVEL TIME(MIN.) = 1.91 TC(MIN.) = 17.18 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 101.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.838 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .2700 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 8.09 EFFECTIVE AREA(ACRES) = 13.20 AVERAGED Fm(INCH /HR) = .199 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 31.35 3 TC(MIN) = 17.18 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.10 TO NODE 101.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.838 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.70 EFFECTIVE AREA(ACRES) = 17.10 AVERAGED Fm(INCH /HR) = .171 TOTAL AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) = 41.04 TC(MIN) = 17.18 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.18 RAINFALL INTENSITY (INCH. /HOUR) = 2.84 EFFECTIVE STREAM AREA(ACRES) = 17.10 TOTAL STREAM AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.04 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 18.70 15.65 3.001 .19 6.90 2 41.04 17.18 2.838 .17 17.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 58.37 22.48 2 58.65 24.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.65 TIME(MINUTES) = 17.182 EFFECTIVE AREA(ACRES) = 24.00 TOTAL AREA(ACRES) = 24.00 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 101.01 TO NODE 108.01 IS CODE = 3 4 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ------------------------ DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION = 1087.00 DOWNSTREAM NODE ELEVATION = 1079.70 FLOWLENGTH(FEET) = 1500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 58.65 TRAVEL TIME(MIN.) = 3.13 TC(MIN.) = 20.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.00 TO NODE 108.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ---------------================================================== = = = = == 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.567 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 12.56 EFFECTIVE AREA(ACRES) = 29.60 AVERAGED Fm(INCH /HR) _ .156 TOTAL AREA(ACRES) = 29.60 PEAK FLOW RATE(CFS) = 64.21 TC(MIN) = 20.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.10 TO NODE 108.01 IS CODE = 8 @ » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.567 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.42 EFFECTIVE AREA(ACRES) = 30.68 AVERAGED Fm(INCH /HR) = .153 TOTAL AREA(ACRES) = 30.68 PEAK FLOW RATE(CFS) = 66.63 TC(MIN) = 20.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *i FLOW PROCESS FROM NODE 114.00 TO NODE 108.01 IS CODE = 8 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.567 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.85 4 p 5 EFFECTIVE AREA(ACRES) = 34.18 AVERAGED Fm(INCH /HR) _ .145 TOTAL AREA(ACRES) = 34.18 PEAK FLOW RATE(CFS) = 74.48 TC(MIN) = 20.31 *********#****************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 108.01 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.567 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 2.76 EFFECTIVE AREA(ACRES) = 35.41 AVERAGED Fm(INCH /HR) _ .143 TOTAL AREA(ACRES) = 35.41 PEAR FLOW RATE(CFS) = 77.24 TC(MIN) = 20.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.01 TO NODE 107.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ---------------------- 4 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.7 UPSTREAM NODE ELEVATION = 1079.70 DOWNSTREAM NODE ELEVATION = 1075.90 FLOWLENGTH(FEET) = 260.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 77.24 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 20.65 *#*******************#**********#******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *r FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.541 SOIL CLASSIFICATION IS "A" 44 COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 16.28 EFFECTIVE AREA(ACRES) = 42.81 AVERAGED Fm(INCH /HR) = .135 TOTAL AREA(ACRES) = 42.81 PEAK FLOW RATE(CFS) = 92.70 TC(MIN) = 20.65 6 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m.. FLOW PROCESS FROM NODE 107.01 TO NODE 106.11 IS CODE = 3 ----------------------------------------------------------------------- » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ________________________________________ _______________________________ DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.5 UPSTREAM NODE ELEVATION = 1075.90 DOWNSTREAM NODE ELEVATION = 1070.55 FLOWLENGTH(FEET) = 360.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 92.70 TRAVEL TIME(MIN.) = .45 TC(MIN.) = 21.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 21.10 RAINFALL INTENSITY (INCH. /HOUR) = 2.51 EFFECTIVE STREAM AREA(ACRES) = 42.81 TOTAL STREAM AREA(ACRES) = 42.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 92.70 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.01 IS CODE = 2 �.. » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ______________________ __ _____________________________ DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 500.00 UPSTREAM ELEVATION = 1098.00 DOWNSTREAM ELEVATION = 1095.70 ELEVATION DIFFERENCE = 2.30 TC = .304 *[( 500.00 ** 3.00)/( 2.30)] ** .20 = 10.713 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.767 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA RUNOFF(CFS) = 12.63 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 12.63 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.01 TO NODE 106.11 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 7 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.4 UPSTREAM NODE ELEVATION = 1086.00 DOWNSTREAM NODE ELEVATION = 1070.55 FLOWLENGTH(FEET) = 1050.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.63 TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 12.81 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.385 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 11.62 EFFECTIVE AREA(ACRES) = 7.70 AVERAGED Fm(INCH /HR) _ .075 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 22.94 TC(MIN) = 12.81 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 111.00 TO NODE 106.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < ----------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.385 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.98 EFFECTIVE AREA(ACRES) = 8.70 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 25.92 TC(MIN) = 12.81 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.81 RAINFALL INTENSITY (INCH. /HOUR) = 3.38 EFFECTIVE STREAM AREA(ACRES) = 8.70 TOTAL STREAM AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.92 8 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 92.70 21.10 2.509 .14 42.81 2 25.92 12.81 3.385 .07 8.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. A"' SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 40 1 111.76 51.51 2 102.95 34.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 111.76 TIME(MINUTES) = 21.098 EFFECTIVE AREA(ACRES) = 51.51 TOTAL AREA(ACRES) = 51.51 _ END OF STUDY SUMMARY: ° TOTAL AREA(ACRES) = 51.51 EFFECTIVE AREA(ACRES) = 51.51 FLOW RATE(CFS) = 111.76 END OF RATIONAL METHOD ANALYSIS F L n — 1 �ra ' -+roc §bM 9 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5/11/87 Serial # I00908 Especially prepared for: AW HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * EMPIRE CENTER LINE "B" * 25 -YR STORM * BY: J.R. *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: FECSLB.025 TIME/DATE OF STUDY: 17:26 7/10/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 *************************,*************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< " USER - SPECIFIED VALUES ARE AS FOLLOWS: ---- ' , DATA F rz TC(MIN) = 21.45 RAIN INTENSITY(INCH /HOUR) = 1.98 N NE EFFECTIVE AREA(ACRES) = 51.51 TOTAL AREA(ACRES) = 51.51 PEAK FLOW RATE(CFS) = 86.821-Novi, AVERAGED LOSS RATE, Fm(IN /HR) = .140 FECNL8, **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.11 TO NODE 216.01 IS CODE = 3 4 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< '04 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.4 Av. 1 UPSTREAM NODE ELEVATION = 1070.55 r DOWNSTREAM NODE ELEVATION = 1061.50 FLOWLENGTH(FEET) = 600.00 MANNINGS N = . 013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 86.82 TRAVEL TIME(MIN.) = .74 TC(MIN.) = 22.19 ******•********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 216.00 TO NODE 216.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < ------------------------------------ 25 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 1.936 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = . 0750 SUBAREA AREA(ACRES). = 6.80 SUBAREA RUNOFF(CFS) = 11.39 EFFECTIVE AREA(ACRES) = 58.31 AVERAGED Fm(INCH /HR) = . 132 TOTAL AREA(ACRES) = 58.31 PEAK FLOW RATE(CFS) = 94.64 TC(MIN) = 22.19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 221.00 TO NODE 216.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK' FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.936 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = . 0750 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.68 EFFECTIVE AREA(ACRES) = 59.91 AVERAGED Fm(INCH /HR) = .131 TOTAL AREA(ACRES) = 59.91 PEAK FLOW RATE(CFS) = 97.32 TC(MIN) = 22.19 ,. **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 222.00 TO NODE 216.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< -- 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.936 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = . 0750 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.35 EFFECTIVE AREA(ACRES) = 61.91 AVERAGED Fm(INCH /HR) = . 129 TOTAL AREA(ACRES) = 61.91 PEAK FLOW RATE(CFS) = 100.67 TC(MIN) = 22.19 2 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 216.01 TO NODE 220.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.2 "' UPSTREAM NODE ELEVATION = 1061.50 DOWNSTREAM NODE ELEVATION = 1059.50 FLOWLENGTH(FEET) = 235.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45:00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 100.67 TRAVEL TIME(MIN.) = .35 TC(MIN.) = 22.54 - ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 220.01 TO NODE 220.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< = == _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 22.54 RAINFALL INTENSITY (INCH. /HOUR) = 1.92 EFFECTIVE STREAM AREA(ACRES) = 61.91 TOTAL STREAM AREA(ACRES) = 61.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.67 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *" FLOW PROCESS FROM NODE 219.00 TO NODE 219.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = R *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 720.00 UPSTREAM ELEVATION = 1087.50 DOWNSTREAM ELEVATION = 1080.00 ELEVATION DIFFERENCE = 7.5Q TC = .304 *[( 720.00 ** 3.00)/( 7.50)] ** .20 = 10.526 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.029 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS = 23.92 23.92 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *i FLOW PROCESS FROM NODE 219.01 TO NODE 220.01 IS CODE = 3 00 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 3 ======================================================================= DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1072.00 DOWNSTREAM NODE ELEVATION = 1059.50 FLOWLENGTH(FEET) = 680.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.92 TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 11.60 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 2.857 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 15.53 EFFECTIVE AREA(ACRES) = 15.20 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 15.20 "°". PEAK FLOW RATE(CFS) = 38.06 TC(MIN) = 11.60 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.01 TO NODE 220.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< "" CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.60 RAINFALL INTENSITY (INCH. /HOUR) = 2.86 EFFECTIVE STREAM AREA(ACRES) = 15.20 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE =• 38.06 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 100.67 22.54 1.918 .13 61.91 2 38.06 11.60 2.857 .08 15.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 125.88 77.11 2 117.06 47.05 4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 125.88 TIME(MINUTES) = 22.544 EFFECTIVE AREA(ACRES) = 77.11 TOTAL AREA(ACRES) = 77.11 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.01 TO NODE 217.01 IS CODE = 3 ` » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ------------ - - - - - - DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.7 UPSTREAM NODE ELEVATION = 1059.50 DOWNSTREAM NODE ELEVATION = 1056.70 FLOWLENGTH(FEET) = 330.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 125.88 " TRAVEL TIME(MIN.) = .47 TC(MIN.) = 23.01 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.00 TO NODE 217.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ________________________________________ _______________________________ 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.894 SOIL CLASSIFICATION IS "B" 00 . COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 11.79 EFFECTIVE AREA(ACRES) = 84.31 AVERAGED Fm(INCH /HR) = .115 TOTAL AREA(ACRES) = 84.31 PEAK FLOW RATE(CFS) = 135.02 TC(MIN) = 23.01 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.01 TO NODE 217.11 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.1 °"' UPSTREAM NODE ELEVATION = 1056.70 DOWNSTREAM NODE ELEVATION = 1047.66 FLOWLENGTH(FEET) = 1060.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 135.02 TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 24.47 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *1 5 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.56 EFFECTIVE AREA(ACRES) = 5.30 AVERAGED Fm(INCH /HR) _ .075 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 9.67 TC(MIN) = 19.33 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 217.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< W CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 19.33 RAINFALL INTENSITY (INCH. /HOUR) = 2.10 EFFECTIVE STREAM AREA(ACRES) = 5.30 TOTAL STREAM AREA(ACRES) = 5.30 . PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.67 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 166.20 24.47 1.825 .11 107.41 2 9.67 19.33 2.103 .08 5.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 174.55 112.71 2 162.15 90.15 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 4„ PEAK FLOW RATE(CFS) = 174.55 TIME(MINUTES) = 24.474 EFFECTIVE AREA(ACRES) = 112.71 TOTAL AREA(ACRES) = 112.71 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 227.01 IS CODE = 3 err » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< :400 -------------------- --- - - - - -- ------------------------------ DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.6 UPSTREAM NODE ELEVATION = 1047.66 DOWNSTREAM NODE ELEVATION = 1045.30 FLOWLENGTH(FEET) = 590.00 MANNINGS N = .013 le ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 174.55 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 25.50 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 227.01 TO NODE 227.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ________________________________________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 25.50 «�+ RAINFALL INTENSITY (INCH. /HOUR) = 1.78 EFFECTIVE STREAM AREA(ACRES) = 112.71 TOTAL STREAM AREA(ACRES) = 112.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 174.55 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 226.00 TO NODE 226.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1074.50 DOWNSTREAM ELEVATION = 1064.00 ELEVATION DIFFERENCE = 10.50 TC = .304 *[ 850.00 ** 3.00)/( 10.50)] ** .20 = 10.871 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.970 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 21.37 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 21.37 *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 226.01 TO NODE 227.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE.(NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1054.10 DOWNSTREAM NODE ELEVATION = 1045.30 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.37 TRAVEL TIME(MIN.) = .62 TC(MIN.) = 11.49 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 11 FLOW PROCESS FROM NODE 227.00 TO NODE 227.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.874 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 11.08 EFFECTIVE AREA(ACRES) = 12.60 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 12.60 PEAK FLOW RATE(CFS) = 31.74 _ TC(MIN) = 11.49 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 227.01 TO NODE 227.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >ANDCOMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ______ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.49 RAINFALL INTENSITY (INCH. /HOUR) = 2.87 EFFECTIVE STREAM AREA(ACRES) = 12.60 TOTAL STREAM AREA(ACRES) = 12.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.74 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN. (INCH /HOUR) (IN /HR) AREA(ACRES) 1 174.55 25.50 1.781 .10 112.71 2 31.74 11.49 2.874 .08 12.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 193.90 125.31 2 161.64 63.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK. FLOW RATE(CFS) = 193.90 TIME(MINUTES) = 25.497 EFFECTIVE AREA(ACRES) = 125.31 TOTAL AREA(ACRES) = 125.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.00 TO NODE 227.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.781 12 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 126.51 AVERAGED Fm(INCH /HR) = .101 TOTAL AREA(ACRES) = 126.51 PEAK FLOW RATE(CFS) = 193.90 TC(MIN) = 25.50 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 227.01 TO NODE 229.01 IS CODE = 3 ----------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1045.30 DOWNSTREAM NODE ELEVATION = 1044.75 FLOWLENGTH(FEET) = 145.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 193.90 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 25.75 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.01 TO NODE 229.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< _ •- = =___= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 25.75 RAINFALL INTENSITY (INCH. /HOUR) = 1.77 EFFECTIVE STREAM AREA(ACRES) = 126.51 TOTAL STREAM AREA(ACRES) = 126.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 193.90 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 193.90 25.75 1.771 .10 126.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE A NUMBER Q(CFS) AREA(ACRES) 1 193.90 126.51 COIiPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 193.90 TIME(MINUTES) = 25.747 EFFECTIVE AREA(ACRES) = 126.51 13 TOTAL AREA(ACRES) = 126.51 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.10 TO NODE 430.01 IS CODE = 2 ----------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 350.00 UPSTREAM ELEVATION = 1054.00 DOWNSTREAM ELEVATION = 1048.20 ELEVATION DIFFERENCE = 5.80 TC = .304 *[( 350.00 ** 3.00) /( 5.80)] ** .20 = 7.188 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.807 SOIL CLASSIFICATION IS "B" • COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA RUNOFF(CFS) = 24.19 TOTAL AREA(ACRES) = 7.20 PEAR FLOW RATE(CFS) = 24.19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.20 TO NODE 430.01 IS CODE = 8 �w » » >ADDITION OF SUBAREA TO MAINLINE PEAR FLOW « «< __ 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.807 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA_LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 19.15 EFFECTIVE AREA(ACRES) _, 12.90 AVERAGED Fm(INCH /HR) _ .075 TOTAL AREA(ACRES) = 12.90 .PEAR FLOW RATE(CFS) = 43.33 TC(MIN) = 7.19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 430.01 TO NODE 229.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.4 UPSTREAM NODE ELEVATION = 1048.50 DOWNSTREAM NODE ELEVATION = 1044.75 ,* FLOWLENGTH(FEET) = 520.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 43.33 TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 8.22 14 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.01 TO NODE 229.01 IS CODE = 1 ---------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 8.22 RAINFALL INTENSITY (INCH. /HOUR) = 3.51 EFFECTIVE STREAM AREA(ACRES) = 12.90 TOTAL STREAM AREA(ACRES) = 12.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.33 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 193.90 25.75 1.771 .10 126.51 2 43.33 8.22 3.513 .08 12.90 RAINFALL INTENSITY AND. TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 215.27 139.41 2 169.84 53.29 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 215.27 TIME(MINUTES) = 25.747 EFFECTIVE AREA(ACRES) = 139.41 TOTAL AREA(ACRES) = 139.41 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.00 TO NODE 229.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< .. 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.771 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 7.78 EFFECTIVE AREA(ACRES) = 144.51 AVERAGED Fnt(INCHIHR) _ .098 TOTAL AREA(ACRES) = 144.51 44 PEAK FLOW RATE(CFS) = 217.54 TC(MIN) = 25.75 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 229.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 15 25 YEAR RAINFALLINTENSITY(INCH /HOUR) = 7 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INC 11111) .075 SUBAREA AREA(ACRES) = .78 S RUNOFF(CFS) , 1119 EFFECTIVE AREA(ACRES) = 145.29 AVERAGED Fm(INCH /HR) = .098 TOTAL AREA(ACRES) = 145.29 • /J$E 7-As 7 ' C41C . PEAK FLOW RATE(CFS) = 218.73 TC(MIN) = 25.75 A (01. �bS' r►. ti i ** * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** * * * * * * * * ** * * * * * * * * * * * * ** * *r * * * * ** vg FLOW PROCESS FROM NODE 229.01 4 4. NODE 2'9.02 IS COD" 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU S = ':'« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- v.' FLOW) « «< _ __ DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.1 UPSTREAM NODE ELEVATION = 1044.75 DOWNSTREAM NODE ELEVATION = 1041.65 FLOWLENGTH(FEET) = 785.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 218.73 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 27.04 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 313.10 TO NODE 229.02 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< =__ == 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.720 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = .45 SUBAREA RUNOFF(CFS) = .67 EFFECTIVE AREA(ACRES) = 145.74 AVERAGED Fm(INCH/HR) = .098 TOTAL AREA(ACRES) = 145.74 PEAK FLOW RATE(CFS) = 218.73 TC(MIN) = 27.04 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.02 TO NODE 233.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - -- ------------------------------------------- _------------------ DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.2 UPSTREAM NODE ELEVATION = 1041.65 DOWNSTREAM NODE ELEVATION = 1040.65 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 16 PIPEFLOW THRU SUBAREA(CFS) = 218.73 TRAVEL TIME(MIN.) = .41 TC(MIN.) = 27.45 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.01 TO NODE 233.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 27.45 RAINFALL INTENSITY (INCH. /HOUR) = 1.70 EFFECTIVE STREAM AREA(ACRES) = 145.74 TOTAL STREAM AREA(ACRES) = 145.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 218.73 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 303.20 TO NODE 303.21 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< =--- = ___ DEVELOPMENT IS COMMERCIAL TC = R *[(LENGTH ** 3.00)/(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW - LENGTH = 1100.00 UPSTREAM ELEVATION = 1081.50 DOWNSTREAM ELEVATION = 1065.00 ELEVATION DIFFERENCE = 16.50 TC = .304 *[( 1100.00 ** 3.00)/( 16.50)] ** .20 = 11.593 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 = SUBAREA RUNOFF(CFS) = 13.28 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 13.28 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 303.21 TO NODE 233.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.2 UPSTREAM NODE ELEVATION = 1058.00 DOWNSTREAM NODE ELEVATION = 1040.65 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.28 TRAVEL TIME(MIN.) = .35 TC(MIN.) = 11.95 A **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 17 FLOW PROCESS FROM NODE 233.00 TO NODE 233.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.807 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 28.28 EFFECTIVE AREA(ACRES) = 16.80 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) = 41.31 TC(MIN) = 11.95 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.01 TO NODE 233.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< _____ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.95 RAINFALL INTENSITY (INCH. /HOUR) = 2.81 EFFECTIVE STREAM AREA(ACRES) = 16.80 TOTAL STREAM AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.31 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 218.73 27.45 1.704 .10 145.74 2 41.31 11.95 2.807 .08 16.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 243.36 162.54 2 201.89 80.23 A COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 243.36 TIME(MINUTES) = 27.445 EFFECTIVE AREA(ACRES) = 162.54 TOTAL AREA(ACRES) = 162.54 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 313.00 TO NODE 233.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLO1: «« 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.704 18 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 .85 SUBAREA AREA(ACRES) = .58 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 163.12 AVERAGED Fm(INCH/HR) = .096 TOTAL AREA(ACRES) = 163.12 PEAK FLOW RATE(CFS) = 243.36 TC(MIN) = 27.45 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 307.00 TO NODE 233.01 IS CODE = 8 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.704 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.23 EFFECTIVE AREA(ACRES) = 165.32 AVERAGED Fm(INCH/HR) _ .095 TOTAL AREA(ACRES) = 165.32 PEAK FLOW RATE(CFS) = 243.36 TC(MIN) = 27.45 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 313.20 TO NODE 233.01 IS CODE = 8 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.704 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 166.42 AVERAGED Fm(INCH/HR) _ .095 TOTAL AREA(ACRES) = 166.42 PEAK FLOW RATE(CFS) = 243.36 TC(MIN) = 27.45 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.01 TO NODE 306.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.4 UPSTREAM NODE ELEVATION = 1040.65 DOWNSTREAM NODE ELEVATION = 1039.50 FLOWLENGTH(FEET) = 290.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 243.36 19 TRAVEL TIME(MIN.) = . 46 TC(MIN.) = 27.91 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 306.01 TO NODE 306.01 IS CODE = 1 ----------------- — ----------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 27.91 RAINFALL INTENSITY (INCH. /HOUR) = 1.69 mo EFFECTIVE STREAM AREA(ACRES) = 166.42 TOTAL STREAM AREA(ACRES) = 166.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 243.36 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 243.36 27.91 1.687 .10 166.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 6 NUMBER Q(CFS) AREA(ACRES) 1 243.36 166.42 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 243.36 TIME(MINUTES) = 27.908 EFFECTIVE AREA(ACRES) = 166.42 TOTAL AREA(ACRES) = 166.42 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 166.42 --- EFFECTIVE AREA(ACRES) = 166.42 PEAK FLOW RATE(CFS) = 243.36 -.— END OF RATIONAL METHOD ANALYSI a) kilt USE b A4 5 G( 55/e-- S /Ec/ / b o v I%c 306 . o/ 4 20 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Copyright 1983,86,87 Advanced Engineering Software (aes) Ver. 4.1C Release Date: 5 /11/87 Serial # I00908 Especially prepared for: HALL & FOREMAN * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * ** * EMPIRE CENTER LINE "B" * Q100 -YR * BY: J.R. *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: FECSLB.100 TIME /DATE OF STUDY: 17:16 7/12/1990 4 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL* - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 21.10 RAIN INTENSITY(INCH /HOUR) = 2.51 EFFECTIVE AREA(ACRES) = 51.51 TOTAL AREA(ACRES) = 51.51 PEAK FLOW RATE(CFS) = 111.76 AVERAGED LOSS RATE, Fm(IN /HR) = .140 4* **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.11 TO NODE 216.01 IS CODE = 3 4 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.2 1 UPSTREAM NODE ELEVATION = 1070.55 DOWNSTREAM NODE ELEVATION = 1061.50 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 111.76 TRAVEL TIME(MIN.) = .70 TC(MIN.) = 21.80 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 216.00 TO NODE 216.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.460 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 0 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 14.60 EFFECTIVE AREA(ACRES) = 58.31 AVERAGED Fm(INCH /HR) = .132 TOTAL AREA(ACRES) = 58.31 PEAK FLOW RATE(CFS) = 122.14 TC(MIN) = 21.80 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 221.00 TO NODE 216.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.460 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.43 .0 EFFECTIVE AREA(ACRES) = 59.91 AVERAGED Fm(INCH/HR) = .131 TOTAL AREA(ACRES) = 59.91 PEAK FLOW RATE(CFS) = 125.57 TC(MIN) = 21.80 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 222.00 TO NODE 216.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLAW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.460 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.29 EFFECTIVE AREA(ACRES) = 61.91 AVERAGED Fm(INCH /HR) = .129 TOTAL AREA(ACRES) = 61.91 PEAK FLOW RATE(CFS) = 129.87 TC(MIN) = 21.80 2 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 216.01 TO NODE 220.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.0 UPSTREAM NODE ELEVATION = 1061.50 DOWNSTREAM NODE ELEVATION = 1059.50 FLOWLENGTH(FEET) = 235.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 129.87 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 22.13 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.01 TO NODE 220.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< __ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 22.13 RAINFALL INTENSITY (INCH. /HOUR) = 2.44 EFFECTIVE STREAM AREA(ACRES) = 61.91 TOTAL STREAM AREA(ACRES) = 61.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 129.87 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 219.00 TO NODE 219.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW- LENGTH = 720.00 UPSTREAM ELEVATION = 1087.50 DOWNSTREAM ELEVATION = 1080.00 ELEVATION DIFFERENCE = 7.50 TC = .304*[( 720.00** 3.00)/( 7.50)] ** .20 = 10.526 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.807 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 30.23 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 30.23 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 219.01 TO NODE 220.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 3 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.3 UPSTREAM NODE ELEVATION = 1072.00 DOWNSTREAM NODE ELEVATION = 1059.50 FLOWLENGTH(FEET) = 680.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.23 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 11.53 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 220.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.605 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 m. SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 19.69 EFFECTIVE AREA(ACRES) = 15.20 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 15.20 0' PEAK FLOW RATE(CFS) = 48.28 TC(MIN) = 11.53 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.01 TO NODE 220.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.53 RAINFALL INTENSITY (INCH. /HOUR) = 3.60 EFFECTIVE STREAM AREA(ACRES) = 15.20 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.28 m. CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 4 1 129.87 22.13 2.438 .13 61.91 2 48.28 11.53 3.605 .08 15.20 "` RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: 40, STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 162.19 77.11 2 150.16 47.47 4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 162.19 TIME(MINUTES) = 22.127 4 EFFECTIVE AREA(ACRES) = 77.11 TOTAL AREA(ACRES) = 77.11 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.01 TO NODE 217.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.6 UPSTREAM NODE ELEVATION = 1059.50 DOWNSTREAM NODE ELEVATION = 1056.70 FLOWLENGTH(FEET) = 330.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU.SUBAREA(CFS) = 162.19 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 22.56 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.00 TO NODE 217.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.410 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 15.13 EFFECTIVE AREA(ACRES) = 84.31 AVERAGED Fm(INCH /HR) _ .115 TOTAL AREA(ACRES) = 84.31 PEAK FLOW RATE(CFS) = 174.13 TC(MIN) = 22.56 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 217.01 TO NODE 217.11 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.7 UPSTREAM NODE ELEVATION = 1056.70 DOWNSTREAM NODE ELEVATION = 1047.66 FLOWLENGTH(FEET) = 1060.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 174.13 TRAVEL TIME(MIN.) = 1.39 TC(MIN.) = 23.96 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 5 FLOW PROCESS FROM NODE 218.00 TO NODE 217.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.325 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 15.99 EFFECTIVE AREA(ACRES) = 92.21 AVERAGED Fm(INCH /HR) = .111 TOTAL AREA(ACRES) = 92.21 PEAK FLOW RATE(CFS) = 183.68 TC(MIN) = 23.96 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 217.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.96 RAINFALL INTENSITY (INCH. /HOUR) = 2.32 '"` EFFECTIVE STREAM AREA(ACRES) = 92.21 TOTAL STREAM AREA(ACRES) = 92.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 183.68 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 224.00 TO NODE 224.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 1074.50 DOWNSTREAM ELEVATION = 1068.00 ELEVATION DIFFERENCE = 6.50 TC = .304 *[( 800.00 ** 3.00 6.50)] ** .20 = 11.538 100 YEAR RAINFALL INTENSITY(INCH /HOUR = 3.603 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA RUNOFF(CFS) = 29.21 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 29.21 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 224.01 TO NODE 217.11 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES 6 • PIPEFLOW VELOCITY(FEET /SEC.) = 10.9 UPSTREAM NODE ELEVATION = 1054.25 DOWNSTREAM NODE ELEVATION = 1047.66 " FLOWLENGTH(FEET) = 380.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.21 TRAVEL TIME(MIN.) = .58 TC(MIN.) = 12.12 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 225.00 TO NODE 217.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLAW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.499 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 9.24 EFFECTIVE AREA(ACRES) = 12.20 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 37.59 TC(MIN) = 12.12 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 217.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.12 RAINFALL INTENSITY (INCH. /HOUR) = 3.50 EFFECTIVE STREAM AREA(ACRES) = 12.20 TOTAL STREAM AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.59 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 183.68 23.96 2.325 .11 92.21 2 37.59 12.12 3.499 .08 12.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 208.38 104.41 2 179.80 58.84 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 208.38 TIME(MINUTES) = 23.956 7 EFFECTIVE AREA(ACRES) = 104.41 TOTAL AREA(ACRES) = 104.41 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 223.00 TO NODE 217.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< . 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.325 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 4 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 6.07 EFFECTIVE AREA(ACRES) = 107.41 AVERAGED Fm(INCH /HR) = .106 TOTAL AREA(ACRES) = 107.41 PEAK FLOW RATE(CFS) = 214.45 TC(MIN) = 23.96 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 217.11 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.96 RAINFALL INTENSITY (INCH. /HOUR) = 2.32 EFFECTIVE STREAM AREA(ACRES) = 107.41 TOTAL STREAM AREA(ACRES) = 107.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 214.45 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.10 TO NODE 217.21 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1075.00 DOWNSTREAM ELEVATION = 1068.80 ELEVATION DIFFERENCE = 6.20 TC = .304 *[( 800.00 ** 3.00) /( 6.20)l ** .20 = 11.648 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.583 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0750 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.10 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.21 TO NODE 217.11 IS CODE = 6 0 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «< UPSTREAM ELEVATION = 1068.80 DOWNSTREAM ELEVATION = 1065.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.96 PRODUCT OF DEPTH &VELOCITY = .85 STREETFLOW TRAVELTIME(MIN) = 6.79 TC(MIN) = 18.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.720 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = . 00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 1.30 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.10 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.78 FLOW VELOCITY(FEET /SEC.) = 1.96 DEPTH *VELOCITY = .85 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.20 TO NODE 217.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.720 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 3.90 4 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 9.29 TC(MIN) = 18.43 ******************** ik******************* * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 430.00 TO NODE 217.11 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.720 9 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 5.30 AVERAGED Fm(INCH /HR) _ .075 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 12.62 TC(MIN) = 18.43 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 217.11 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « <« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 18.43 RAINFALL INTENSITY (INCH. /HOUR) = 2.72 EFFECTIVE STREAM AREA(ACRES) = 5.30 TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.62 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 214.45 23.96 2.325 .11 107.41 2 12.62 18.43 2.720 .08 5.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 225.18 112.71 2 207.07 87.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 225.18 TIME(MINUTES) = 23.956 EFFECTIVE AREA(ACRES) = 112.71 TOTAL AREA(ACRES) = 112.71 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 217.11 TO NODE 227.01 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLAW) « «< DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.2 UPSTREAM NODE ELEVATION = 1047.66 DOWNSTREAM NODE ELEVATION = 1045.30 FLOWLENGTH(FEET) = 590.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 225.18 TRAVEL TIME(MIN.) = .96 TC(MIN.) = 24.92 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 227.01 TO NODE 227.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 24.92 RAINFALL INTENSITY (INCH. /HOUR) = 2.27 EFFECTIVE STREAM AREA(ACRES) = 112.71 TOTAL STREAM AREA(ACRES) = 112.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 225.18 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM. NODE 226.00 TO NODE 226.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 4 DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 850.00 UPSTREAM ELEVATION = 1074.50 DOWNSTREAM ELEVATION = 1064.00 ELEVATION DIFFERENCE = 10.50 TC = .304 *[( 850.00 ** 3.00)/( 10.50)] ** .20 = 10.871 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.734 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 27.01 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 27.01 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 FLOW PROCESS FROM NODE 226.01 TO NODE 227.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.6 UPSTREAM NODE ELEVATION = 1054.10 DOWNSTREAM NODE ELEVATION = 1045.30 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.01 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 11.44 4 . ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *i 11 FLOW PROCESS FROM NODE 227.00 TO NODE 227.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.621 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 14.04 EFFECTIVE AREA(ACRES) = 12.60 AVERAGED Fm(INCH /HR) = .075 TOTAL AREA(ACRES) = 12.60 PEAK FLOW RATE(CFS) = 40.21 TC(MIN) = 11.44 * * * * * ** ****************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 227.01 TO NODE 227.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.44 RAINFALL INTENSITY (INCH. /HOUR) = 3.62 EFFECTIVE STREAM AREA(ACRES) = 12.60 TOTAL STREAM AREA(ACRES) = 12.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.21 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) /HOUR) (IN /HR) AREA(ACRES) 1 225.18 24.92 2.270 .10 112.71 2 40.21 11.44 3.621 .08 12.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 250.08 125.31 2 208.14 64.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 250.08 TIME(MINUTES) = 24.918 EFFECTIVE AREA(ACRES) = 125.31 TOTAL AREA(ACRES) = 125.31 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 228.00 TO NODE 227.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLO+1 « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.270 12 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.37 EFFECTIVE AREA(ACRES) = 126.51 AVERAGED Fm(INCH /HR) = .101 TOTAL AREA(ACRES) = 126.51 PEAK FLOW RATE(CFS) = 250.08 TC(MIN) = 24.92 *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 227.01 TO NODE 229.01 IS CODE = 3 » »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< _ DEPTH OF FLOW IN 72.0 INCH PIPE IS 58.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.3 UPSTREAM NODE ELEVATION = 1045.30 DOWNSTREAM NODE ELEVATION = 1044.75 FLOWLENGTH(FEET) = 145.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 250.08 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 25.15 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.01 TO NODE 229.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 25.15 RAINFALL INTENSITY (INCH. /HOUR) = 2.26 EFFECTIVE STREAM AREA(ACRES) = 126.51 TOTAL STREAM AREA(ACRES) = 126.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 250.08 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 250.08 25.15 2.258 .10 126.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 250.08 126.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 250.08 TIME(MINUTES) = 25.154 EFFECTIVE AREA(ACRES) = 126.51 13 TOTAL AREA(ACRES) = 126.51 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.10 TO NODE 430.01 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 INITIAL SUBAREA FLOW- LENGTH = 350.00 UPSTREAM ELEVATION = 1054.00 DOWNSTREAM ELEVATION = 1048.20 ELEVATION DIFFERENCE = 5.80 TC = .304 *(( 350.00 ** 3.00)/( 5.80)]** .20 = 7.188 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.787 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = . 0750 SUBAREA RUNOFF(CFS) = 30.53 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 30.53 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.20 TO NODE 430.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.787 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 24.17 EFFECTIVE AREA(ACRES) = 12.90 AVERAGED Fm(INCH /HR) = . 075 TOTAL AREA(ACRES) = 12.90 PEAK FLOW RATE(CFS) = 54.70 TC(MIN) = 7.19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 430:01 TO NODE 229.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.9 UPSTREAM NODE ELEVATION = 1048.50 DOWNSTREAM NODE ELEVATION = 1044.75 FLOWLENGTH(FEET) = 520.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 54.70 TRAVEL TIME(MIN.) = .97 TC(MIN.) = 8.16 14 ***************************************** * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.01 TO NODE 229.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< -------=---------=----------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 8.16 RAINFALL INTENSITY (INCH. /HOUR) = 4.44 EFFECTIVE STREAM AREA(ACRES) = 12.90 TOTAL STREAM AREA(ACRES) = 12.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.70 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 250.08 25.15 2.258 .10 126.51 2 54.70 8.16 4.435 .08 12.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 0 1 277.46 139.41 2 217.80 53.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 277.46 TIME(MINUTES) = 25.154 EFFECTIVE AREA(ACRES) = 139.41 TOTAL AREA(ACRES) = 139.41 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.00 TO NODE 229.01 IS CODE = 8 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.258 SOIL CLASSIFICATION IS "B" •� COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 10.02 EFFECTIVE AREA(ACRES) = 144.51 AVERAGED Fm(INCH /HR) = .098 TOTAL AREA(ACRES) = 144.51 PEAK FLOW RATE(CFS) = 280.84 TC(MIN) = 25.15 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 229.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 15 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = :258 SOIL CLASSIFICATION IS "B" \ ` COMMERCIAL SUBAREA LOSS RATE, . (TN /HR) _ .0750 SUBAREA AREA(ACRES) = .78 SU RUNOFF (CFS = • 5 3 '""1 r . EFFECTIVE AREA(ACRES) = 14 .29 =' AVERAGED Fm(INCH/HR) = . 4 ' 8 UsE rf1�S TO CACr . TOTAL AREA(ACRES) = 145.2: PEAK FLOW RATE(CFS) = 28 .38 TC(MIN) = 25.15 CQloo- 0 /t r AloDe ' 2 01 * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** O FLOW PROCESS FROM NODE 229.01. TO NODE 229.02 IS CODE = » » >COMPUTE PIPEFLOW TRAVELTI a THRU SUBAREA« «< O » » >USING COMPUTER- ESTIMATED • PESIZE (NON - PRESS FLOW « «< DEPTH OF FLOW IN 75.0 INCH PIP IS 59.9 INC r" PIPEFLOW VELOCITY(FEET /SEC.) = '1: 7 UPSTREAM NODE ELEVATION = 1044.75 DOWNSTREAM NODE ELEVATION = 1041.65 FLOWLENGTH(FEET).= 785.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 282.38 TRAVEL TIME(MIN.)'= 1.22 TC(MIN.) = 26.37 **************************************** * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 313.10 TO NODE 229.02 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.194 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = .45 SUBAREA RUNOFF(CFS) = .86 EFFECTIVE AREA(ACRES) = 145.74 AVERAGED Fm(INCH/HR) _ .098 TOTAL AREA(ACRES) = 145.74 PEAK FLOW RATE(CFS) = 282.38 TC(MIN) = 26.37 **************************************** * * * * * * * * * *** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 229.02 TO NODE 233.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 75.0 INCH PIPE IS 59.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1041.65 DOWNSTREAM NODE ELEVATION = 1040.65 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 16 PIPEFLOW THRU SUBAREA(CFS) = - - 282.38 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 26.76 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.01 TO NODE 233.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MINUTES) = 26.76 RAINFALL INTENSITY (INCH. /HOUR) = 2.18 EFFECTIVE STREAM AREA(ACRES) = 145.74 TOTAL STREAM AREA(ACRES) = 145.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 282.38 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 303.20 TO NODE 303.21 IS CODE = 2 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< _= _ DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 1100.00 i UPSTREAM ELEVATION = 1081.50 DOWNSTREAM ELEVATION = 1065.00 ELEVATION DIFFERENCE =. 16.50 TC = .304 *[( 1100.00 ** 3.00)/( 16.50)] ** .20 = 11.593 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.593 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA RUNOFF(CFS) = 16.78 Eu` TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 16.78 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 303.21 TO NODE 233.01 IS CODE = 3 » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 15.0 UPSTREAM NODE ELEVATION = 1058.00 DOWNSTREAM NODE ELEVATION = 1040.65 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.78 TRAVEL TIME(MIN.) -= .33 TC(MIN.) = 11.93 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.00 TO NODE 233.01 I CODE = 8 17 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.532 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 35.78 EFFECTIVE AREA(ACRES) = 16.80 AVERAGED Fm(INCH/HR) = .075 TOTAL AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) = 52.28 TC(MIN) = 11.93 4 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 233.01 TO NODE 233.01 IS CODE = 1 0 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.93 RAINFALL INTENSITY (INCH. /HOUR) = 3.53 EFFECTIVE STREAM AREA(ACRES) = 16.80 TOTAL STREAM AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.28 CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 282.38 26.76 2.175 .10 145.74 2 52.28 11.93 3.532 .08 16.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE NUMBER Q(CFS) AREA(ACRES) 1 314.13 162.54 ,.. 2 260.37 81.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 0 PEAK FLOW RATE(CFS) = 314.13 TIME(MINUTES) = 26.757 EFFECTIVE AREA(ACRES) = 162.54 TOTAL AREA(ACRES) = 162.54 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 FLOW PROCESS FROM NODE 313.00 TO NODE 233.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.175 SOIL CLASSIFICATION IS "B" 18 COMMERCIAL. SUBAREA LOSS RATE, Fm(INCH /HR) = .0750 SUBAREA AREA(ACRES) = .58 SUBAREA RUNOFF(CFS) = 1.10 EFFECTIVE AREA(ACRES) = 163.12 AVERAGED Fm(INCH/HR) = .096 TOTAL AREA(ACRES) = 163.12 PEAK FLOW RATE(CFS) = 314.13 TC(MIN) = 26.76 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 307.00 TO NODE 233.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.175 .d SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0750 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.16 EFFECTIVE AREA(ACRES) = 165.32 AVERAGED Fm(INCH /HR) = .095 TOTAL AREA(ACRES) = 165.32 PEAK FLOW RATE(CFS) = 314.13 TC(MIN) = 26.76 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 313.20 TO NODE 233.01 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < «« 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.175 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.08 EFFECTIVE AREA(ACRES) = 166.42 AVERAGED Fm(INCH/HR) = .095 TOTAL AREA(ACRES) . = 166.42 PEAK FLOW RATE(CFS) = 314.13 TC(MIN) = 26.76 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** = FLOW PROCESS FROM NODE 233.01 TO NODE 306.01 IS CODE = 3 » » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< « < DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.3 INCHES PIPEFLOW VELOCITY(FEE /SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1040.65 DOWNSTREAM NODE ELEVATION = 1039.50 FLOWLENGTH(FEET) = 290.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 314.13 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 27.19 19 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 306.01 TO NODE 306.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: " TIME OF CONCENTRATION(MINUTES) = 27.19 RAINFALL INTENSITY (INCH. /HOUR) = 2.15 EFFECTIVE STREAM AREA(ACRES) = 166.42 0 TOTAL STREAM AREA(ACRES) = 166.42 PEAR FLOW RATE(CFS) AT CONFLUENCE = 314.13 a CONFLUENCE INFORMATION: STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE NUMBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES) 1 314.13 27.19 2.154 .10 166.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS. SUMMARY RESULTS: STREAM CONFLUENCE EFFECTIVE 4 NUMBER Q(CFS) AREA(ACRES) 1 314.13 166.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 314.13 TIME(MINUTES) = 27.194 EFFECTIVE AREA(ACRES) = 166.42 TOTAL AREA(ACRES) = 166.42 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 166.42 EFFECTIVE AREA(ACRES) = 166.42 PEAK FLOW RATE(CFS) = 314.13 ___ END OF RATIONAL METHOD ANALYSIS 20 777S (0 - r mos f fe. #22 bgb fi g /t/oA E # /ol // MoZ5 - a29. 01 Q,,, = /// 77 e. s. a = ,f92-. 38 - azs 8x,82 O. - Gt5- = 2 /g.73 r Q/. /►1/M 5. frf4v. / , = - 0 . . 0 98 ilv 4fie (CA.00 `Qzs) 2824 - cZj8,7 -3 Cp 346 S a is, X d .3B - //(.76= /7a. z e.(S. -�► ��.s R2 /8. 73 -- 86.82 /3/ 9/ C. f-'5. (at.. --- Q,$) _ X70. & z - /3/. 9/ 3 07/ (. 267-3-z18 " ?3) 6.1 ,- P)i .. A eA l.. (at- - Q) Y = > a y 3 ( 93 . 7a) = � /. Z 8 .¢ , . Dl /7a. 62- a = ,21.2e no- o s 38. 7/ c. - 1; dDD nki , eDE# 4-3o. v/ 1$ L/see S /eC/, ' 7 roe y 0. 098 /NAC ` //vim f/ r (5,e-6.7-_ -rte ��l