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HomeMy WebLinkAboutHYDROLOGY-HYDRAULIC REPORT THE COTTAGES AT MISSION TRAIL PM 37393 PCL 1 THE COTTAGES AT MISSION TRAIL i CITY OF LAKE ELSINORE HYDROLOGY/HYDRAULIC REPORT 1 r.lr(ec,ltu Vcxilcis North Americo, Inn. Ram Review Tfl::.se plarns h,)Ve hr�on roviev,+(,d and are found to be in slibstalltl3l cat tIrlOw"!with codes adoptrd by ordinances. AF,i,:,nal a::rerratlltil'mcicc.l Inr permit Issuanve pending approval by Prepared for `7"'i�;:bca'.,le city dofxaimr nts and agenrie s. % ;ri9;ne shall t:c'ur That all plans, and construction ruc::�1 here,,;r f i•r shall cum;Ay in at;respects to the applicable CIVIC P a ll n e rS ;"'(10 by c on menctng construction,thereunder o I trdemrnly City and its consultants from and 7777 Center Avenue,+ uif4 2c30 :o;< lions in the con,,plolod work. Huntington Beach, CA 92647 cif a permit tri,nc!on the appro r�I of these Ipf)rwe any violatmn of the,,t,pl c<,t-,le codes ' :nenuread to qwi� cn,ilrxity to Violate or rwcrl G �Inr :i:,un May, 201$ of such codas or oro,na nces shall Le valid. � I � ,n Rev Feb, 2019 Date: ' �OQROFESS/ON9 N a C 73577 * EXP tAr j22 d'f9l cl v ll_ FOFCAUF�� Prepared by: W/L SON•M/KAM/ •CORPORAT/ON f 9 CORPORATE PARK-SUITE 700'/RV1NE•CA •95606 PHONE; (949) 679-0090 FAX: (949) 679-0097 TABLE OF CONTENTS I. Introduction Project Description 1 Purpose 1 Methodology 1 Conclusion 2 Project Location Map Fig. 1 Project Soils Map Fig. 2 East Lake Specific Plan Fig. 3 11. References 111. Appendices • Off-Site Sedco Hills Creek Q100 Hydrology and Flood Plain Analysis including the east side of Mission Trail Flood Capacity (Excerpts from the MT-2 FEMA application) • Existing Condition Rational Method Q10 and Q100 Hydrology • Existing Condition Hydrology Map • Proposed Condition Rational Method Q10 and Q100 Hydrology • Proposed Condition Hydrology Map • Catch Basin Calculations • Street Capacity Calculations for Mission Trail • Unit Hydrograph and Flood Storage • Hydraulic Calculations Proposed Line"A" storm drain and laterals l _ Proposed Line"B" storm drain and laterals • Pump Calculations and V-Ditch hydraulics • Rip Rap Calculations I. INTRODUCTION A. PROJECT DESCRIPTION: The cottages at Mission Trail is a proposed 19.4 acre site with the City of Lake Elsinore. (Refer to Project Location Map, Figure 1). The proposed development is within the central portion of the 3,000 acre East Lake Specific Plan, which was originally adopted by the City of Lake Elsinore City Council in 1993. The site will consist of 143 single family units,a park and recreation center, and an open space site used for a retention basin. The northern half of the site will be drained by the proposed storm drain system Line"A". The southern half of the site will be drained by the proposed storm drain system Line "B". Both systems outlet into a proposed retention basin located within the open space area. A proposed hydrology map is included in the Appendix of this report. The Sedco Hills Creek drainage area was analyzed and a portion of the flows are tributary to Mission Trail. These flows were found to be contained within the east side of Mission Trail and do not impact the improvments proposed to the west side of Mission Trail fronting the project location. B. PURPOSE: This drainage report is intended to analyze the proposed drainage facilities associated with the project improvements. C. METHODOLOGY: The surrounding off-site flows were analyzed as part of this report. It was found that the flows within Mission Trail west of the centerline or high point of the street did not impact the project due to the lack of curb and gutter north of the project. These existing flows sheet flow away from the street and do not impact the limits of the proposed development. The flows within the east side of Mission Trail are contained within the temporary drainage ditch located outside of the existing edge of pavement and do not overtop the centerline and impact the proposed development. The Sedco Hills Creek drainage area was analyzed and a portion of the flows are tributary to Mission Trail. These flows were found to be contained within the east side of Mission Trail and do not impact the improvments proposed to the west side of Mission Trail fronting the project location. The results of these studies are included in the Appendix of this report. The proposed condition was analyzed utilizing the Advanced Engineering Software (AES)package for Riverside County(RATSCX) (ref. 2). A rational method hydrology analysis was performed on the proposed conditions for the 10 and 100-year storm events. The results are included in the Appendix of this report. Per the conditions of approval#86,the drainage system shall be designed to ensure that runoff from a 10-year storm of 6 hours or 24 hours duration under the developed condition is equal or less than the runoff under the existing condition of the same storm frequency. Any additional storm volume must be retained on site. A unit hydrograph analysis was performed and the results are summarized in the table below. Existing Condition Storm Storm Storm Volume Peak Flow Event Duration (ac-ft) cfs 10-Year 24 Hour 2.9 ac-ft 7.9 cfs 10-Year 6 Hour 2.0 ac-ft 17.4 cfs Proposed Condition Storm Storm Storm Volume Peak Flow Event Duration ac-ft cfs 10-Year 24 Hour 4.7 ac-ft 10.1 cfs 10-Year 6 Hour 2.8 ac-ft 22.1 cfs 100-Year 24 Hour 10.3 ac-ft 18.8 cfs Therefore, the additional 1.8 acre-feet from the 10-year 24 hour storm must be detained in the proposed basin. A stage vs storage curve is included in the Appendix of this report with the unit hydrograph calculation supporting these flood volumes. As per Condition 86, the proposed storm flows (including pumping) do not exceed the existing flows for all required conditions and that by complying with this Condition, future developments on downstream properties will accept the pumped flows within the developed state such that the City will not be charged for inverse condemnation of downstream properties. An irrigation pump is proposed to slowly drain the flood volume associated with the 10-year 24-hour storm out of the basin. A 468 GPM pump will drain the 4.7 ac-ft within 55 hours. The peak outflow from the pump is 1.04 cfs and is conveyed off the property from the pump outlet through a concrete v-ditch. The velocity at the end of the v-ditch is non-erosive (3 fps) and the flow discharges onto a rip-rap pad which spreads the flow prior to joining an existing earthen channel which runs along the length of the detention basin. The flood volume associated with the 100-year, 24-hour storm event was also calculated. Assuming a worst case scenario of the upper level groundwater elevation reported in the soils report of 1233, the maximum water surface elevation in the basin would be 1235.1. This value will be used for the downstream water surface elevation control for the proposed storm drain systems. The computer program, WSPG, was used to compute the hydraulics. A 100-year analysis was performed on the proposed storm drain systems. The hydraulic calculations are included in the Appendix of this report. D. CONCLUSION: These analyses and calculations confirm that the proposed storm drain system is adequate to transport the drainage to the detention basin and the required storage is provided. Additionally, protection of onsite structures will be maintained for the 100-year storm event. II. REFERENCES I. Hydrology Manual, Riverside County Flood Control and Water Conservation District, April 1978. 2. Advanced Engineering Software (AES)RATSCX, 2003 3. Water Surface Pressure Gradient for Windows(WSPGW), 2005. Rq��Rogo �Kes CgNy�� �pAD HORE DRIVE / LAKE ELSINORE op �s HEMLOCK STREET o � RppO �o PROJECT MALgGA SITE / a OLIVE ST. o Cs LEMON STREET VICINITY MAP NOT TO SCALE FICAIJRE I � r Tura �*�.,•��i rCf3 -} �� �� � t ,D�'t'�.z t t..a��� r / \' � r� � ��n� 'fAA q- MW 7111 Ise, lot- is .r"-vr ^ r�j�✓,, , V MIN, �rft!��iA 'r' a rf/.�T 1 ry.J;,, 1�'Y•.,�,c ,.��: f���1��)''�.'r�Z(�.�,�f'c��.��e� �i��`�.�.';�-�► �`�r^'"'�-�y_ �� ak �/'� Ise � .�-��-l� p� J�� � 9i �.�t1`�ti'1�Cd .�s'.r_,�43'��•o:�' �y% �i�(�:��'(1�y/�1W:'�s�(r� ' ti1M 4 / `, �'�r 1�IYt�•fll:Lli.Ir LI.I'/J Ail 'Mool-N-01 OR HIM!! :1 It►. WWW v � tA kufir,. �, ,a � �- ��► _ i1�sl �: , LEGEND SOILS GROUP BOUNDARY A SOILS r•i� ��s�.��t�i'y�r�;(.e�^�1-.�,Y aG4�r_:^�►F,tY` ���.'/� '� �ut.�'� �`�y'"�►t:��1 •� �� , GROUP 1 � - HyxiOLDGW MANUAL o 0 ... Sc f. �r (, ,0 it IokayPd d y Sedco Hills %,y�r�"e, o : A ov PROD c p Le e& 1,AQrA Victorian Ln E Levils SI U 52 0` N Jean Hayman f/ ElermnLvy cr J G n Wailest �+ J > ' ,o,o ``h.cw ref►• .�/ East Lake Specific Plan Boundary ;'�♦ I .. + m PA2 Boundary .. t Collector(2 Lanes/68'ROW) Major(4 Lanes/=ROAM ' Urban Arterial(B Lanes/120'ROWj o°i� "•r ,�, PA 2 1 ®VTTM 34017(Waterbury)Overlay ®Mixed Use Overlay ♦ { Action Sports,Tourism,Commercial and Recreation 41 -Active Recreation,Tourism,Gommercial and Transition Area I , v FIGURE 3-2 ��� Miles PLANNING AREA 2 0 0.15 0.3 Prepared fry: City of Lake Elsime GIS LAIC;LSiIIUIZ[ •Aj`1Y�J�7' C=ofRis County of Riverside de G7S City 0LmeElsirxaeGIS SrateplaneNAO W Ft Gu�E 3 East Lake Specific Man 3-9 III. APPENDICES OFF-SITE SEDCO HILLS CREEK Q100 HYDROLOGY AND FLOOD PLAIN ANALYSIS INCLUDING HEC-RAS CROSS SECTIONS (Excerpts from the MT-2 FEMA application) RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2612 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 DESCRIPTION OF STUDY ************************** * SEDCO HILLS CREEK HYDROLOGY * 100-YEAR HYDROLOGY POST-PROJECT HYDROLOGY * BY KAM 122018 FILE NAME: SEDCO.DAT TIME/DATE OF STUDY: 09:17 12/20/2018 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100--YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER--DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Volocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 61 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSES««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER 1 TC = K* [(LENGTH**3)/(ELEVATION CHANGE) )**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) - 1412.00 DOWNSTREAM ELEVATION(FEET) = 1386.00 ELEVATION DIFFERENCE(FEET) = 26.00 TC = 0.709*[( 100.00**3)/( 26.00) )**.2 = 5.860 100 YEAR RAINFALL TNTENSITY(INCH/HOUR) = 4.573 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7323 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 �7 --------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1386.00 DOWNSTREAM(FEET) = 1370.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0582 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.148 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7185 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. ) = 3.47 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN. ) = 1.32 Tc(MIN. ) = 7.18 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 5.78 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC. ) W 4.27 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1370.00 DOWNSTREAM(FEET) = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0682 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) � 4.00 100 YEAR RAINFALL INTENSTTY(INCH/HOUR) = 3.956 SINGLE-FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .7493 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.91 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN. ) - 0.75 Tc(MIN.) = 7.93 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 3.97 TOTAL AREA(ACRES) = 3-6 PEAK FLOW RATE(CFS) = 10.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC. ) = 5.18 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 51 --- ..- --------------------------------------------------------------------- 2 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< - -------- --------=-==---------- ELEVATION DATA: UPSTREAM(FEET) = 1355.00 DOWNSTREAM(FEET) = 1326.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = 0.0690 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.682 SINGLE--FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7804 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.46 AVERAGE FLOW DEPTH(FEET) = 0.54 TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 9.21 SUBAREA AREA(ACRES) = 3.54 SUBAREA RUNOFF(CFS) = 10.17 TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 20.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.60 FLOW VELOCITY(FEET/SEC.) = 5.82 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1015.00 FEET. k,►*wr*,t*,r:,�**,t**********�,t*t,t+****,t*r*r***,t,r*,t,t���***,t,r,r********,r***,t*+r**�** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 51 e:5 ----------------- ------------------------- --------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) 1326.00 DOWNSTREAM(FEET) = 1305.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0618 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.508 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7758 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.79 AVERAGE FLOW DEPTH(FEET) - 0.66 TRAVEL TIME(MIN.) = 0.98 TC(MIN.) = 10.19 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 8.44 TOTAL AREA(ACRES) = 10.2 PEAK FLOW RATE(CFS) = 29.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.70 FLOW VELOCITY(FEET/SEC.) = 6.04 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1355.00 FEET. FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 51 Ei0 ----------•-•----------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< 4 »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1305.00 DOWNSTREAM(FEET) = 1288.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0618 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.391 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7725 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 6.11 AVERAGE FLOW DEPTH(FEET) = 0.70 TRAVEL TIME(MIN. ) = 0.75 Tc(MIN.) = 10.94 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.02 3 TOTAL AREA(ACRES) = 10.6 PEAK FLOW RATE(CFS) = 30.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.70 FLOW VELOCITY(FEET/SEC. ) = 6.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 1630.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.6 TC(MIN.) = 10.94 PEAK FLOW RATE(CFS) - 30.39 ---- __-----� END OF RATIONAL METHOD ANALYSTS 4 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COTTAGES PROJECT OFF-SITE HYDROLOGY POST-PROJECT * CRESCANT STREET NORTH OF TERRACE 100-YEAR HYDROLOGY * BY KAM 122018 ************************************************************************** FILE NAME: N CRES.DAT TIME/DATE OF STUDY: 22:24 12/28/2018 ------------------------------------..--------------------------------- ------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0,4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) - 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK-- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top--of--Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 7 -------------------------------------_--------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: --"___�__ TC(MIN) = 10.90 RAIN INTENSITY(INCH/HOUR) = 3.40 F""' �S fl'T (#J-1 kj'LCCC"t4r'1 01�- TGP42Ae W e f C p_,0Sr_� F ND gA-8FD 1 HE k- C—RAS M40EL ,e-T S��av GR- Ew� Tc�K +4'� fzq�N, -�gTlwv �i$� 1 ,�t cis C'oeJ Ne'k%s\A 0N C-�sc-w-t' - t (b_v CAS Go C�_s 4- 1-�P TOTAL AREA(ACRES) 2.60 TOTAL RUNOFF(CFS) 14.40 k*kk*kkkkkk******kk******k*kk*kk*�'***k*k******kkkikkkkkkk*k****kkkkkk**kkkk* FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 51 ff »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) - 1286.60 DOWNSTREAM(FEET) = 1284.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 174.00 CHANNEL SLOPE = 0.0149 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.267 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7689 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.05 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. ) = 3.14 AVERAGE FLOW DEPTH(FEET) = 0.76 'TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 11.82 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 7.28 f TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 21.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.81 FLOW VELOCITY(FEET/SEC.) = 3.29 fI LONGEST FLOWPATH FROM NODE 0.00 TO NODE 401.00 = 174.00 FEET. { *****kk**kk********k*kkkkk***kkkkkkkkkkk*****kk*#kk*kkkk*******k*k********** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 51 �a --------------------------------------------------------------------------_--- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< _________ ELEVATION DATA: UPSTREAM(FEET) = 1284.00 DOWNSTREAM(FEET) = 1271.70 CHANNEL LENGTH THRU SUBAREA(FEET) - 315.00 CHANNEL SLOPE = 0.0390 ' CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.183 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7663 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.29 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.96 AVERAGE FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) - 12.48 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 22.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 8.12 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 402.00 489.00 FEET. { *****k*kk********k*kkkk****kkkkkkkkkkkkkkkkk*k***kk**************k********** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 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.) = 12.46 l RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 6.00 LPEAK FLOW RATE(CFS) AT CONFLUENCE = 22.90 *k***k*********kk*kkkkkkk*kk*kkkk*k*k*kkk*kkkkk***************************** 1. 1 22.90 12.48 3.183 6.00 2 20.32 11.69 3.284 2.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA ..- WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ++*+*+++++*++*+++*+*++++++*++++++++++++++++++++++*++++*++++++++*+*++*+*+++ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY .► NUMBER (CFS) (MIN.) (INCH/HOUR) 1 41.77 11.69 3.284 2 42.60 12.48 3.183 '- COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.60 Tc(MIN.) = 12.48 TOTAL AREA(ACRES) = 8.5 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 402.00 = 489.00 FEET. FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE 61 ,N __------------_--------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 1271.70 DOWNSTREAM ELEVATION(FEET) = 1267.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 45.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 46.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: �► NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.90 HALFSTREET FLOOD WIDTH(FEET) = 33.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.63 STREET FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = 15.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.892 SINGLE-FAMILY(1-ACRE LOT) RUNOFF COEFFICIENT = .7086 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 8.44 TOTAL AREA(ACRES) = 12.6 PEAK FLOW RATE(CFS) = 51.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.92 HALFSTREET FLOOD WIDTH(FEET) = 34.49 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 3.81 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L - 670.0 FT WITH ELEVATION-DROP = 4.7 FT, IS 7.9 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 403.00 FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< - ------- ------- -------- ------ USER-SPECIFIED VALUES ARE AS FOLLOWS: tS6Lov-TxAl' TC(MIN) = 10.00 RAIN INTENSITY(INCH/HOUR) = 3.54 Pk C pPAe rm o� M TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 14.00 - sl S16» P F �o 114T �Nf FLOW PROCESS FROM NODE 410.00 TO NODE 412.00 IS CODE = 61 Y3 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 1277.00 DOWNSTREAM ELEVATION(FEET) = 1271.70 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 45.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) - 0.62 HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.284 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7694 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) - 6.32 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 20.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.95 FLOW VELOCITY(FEET/SEC.) = 4.19 DEPTH*VELOCITY(FT*FT/SEC.) = 2.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 412.00 = 410.00 FEET. FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< --- ------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE 0.00 TO NODE 403.00 = 1159.00 FEET. -==------- ______-- END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 12.6 TC(MIN.) = 15.24 PEAK FLOW RATE(CFS) - 51.04 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ************************** * COTTAGES PROJECT OFF-SITE HYDROLOGY POST-PROJECT * CRESCANT STREET SOUTH OF TERRACE 100-YEAR HYDROLOGY * BY KAM 122218 ************************************************************************** FILE NAME: S_CRES.DAT TIME/DATE OF STUDY: 22:30 12/28/2018 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 2.320 10--YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60--MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET--CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** --FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 7 ----------------------------------------------._... _-----------------.----•-------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.90 RAIN INTENSITY(INCH/HOUR) = 3.40 Fww 5Pt-(r`S A-F (JJTIc(-c_ccnt)N 6r -T csz tt cpcscAtjT wD 33P&rr> Dr-P -THE G S mbo FL (S,_�O fl> C fG,�o Pry 1 *A_ti r 3T'kTtW q+95) ILIA CtaS C9crS Nopkrl+ D I� $Sc HNC f 14, 0 CfS &C'G S Sovr-F ory j4 p i f TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) 16.00 I FLOW PROCESS FROM NODE 400.00 TO NODE 307.00 IS CODE = 51 G-} ----------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1286.60 DOWNSTREAM(FEET) = 1281.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00 CHANNEL SLOPE = 0.0213 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.269 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7689 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.21 AVERAGE FLOW DEPTH(FEET) = 0.91 TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 11.81 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) W 2.94 f TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = 18.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.94 FLOW VELOCITY(FEET/SEC.) = 4.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 307.00 = 230.00 FEET. FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 51 G a ---------_--_---------•--------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1281.70 DOWNSTREAM(FEET) = 1276.40 CHANNEL LENGTH THRU SUBAREA(FEET) 150.00 CHANNEL SLOPE = 0.0353 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR - 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.197 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7667 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.44 AVERAGE FLOW DEPTH(FEET) W 0.67 TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 12.37 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 20.56 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.68 FLOW VELOCITY(FEET/SEC.) = 4.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 308.00 = 380.00 FEET. FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 51 --------^-------------------------------- ---•-------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1276.40 DOWNSTREAM(FEET) = 1271,20 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0347 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.157 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7655 SOIL CLASSIFICATION IS "B" i TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.67 AVERAGE FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 12.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 10.7 PEAK FLOW RATE(CFS) = 22.73 l END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC. ) = 7.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 309.00 = 530.00 FEET. FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 51 ------------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1271.20 DOWNSTREAM(FEET) = 1265.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0177 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.049 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7619 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.09 AVERAGE FLOW DEPTH(FEET) = 0.63 TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 13.66 SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 11.9 PEAK FLOW RATE(CFS) = 25.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.64 FLOW VELOCITY(FEET/SEC.) = 6.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 = 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.9 TC(MIN.) a 13.66 PEAK FLOW RATE(CFS) - 25.38 sca��ssaaccaaaoe=�-.•.�....--�aecva=�==�aa=====_=====a=a=aaaa=�m=a�:r-v�aQvcaa END OF RATIONAL METHOD ANALYSIS 1 I 1 _ 1 )ZUS MOMUCM NOW(3NOO-J2W 909Z6 0' )133dO S1�IH OO438 I600-L9-66:l 0 uns 0l Suns �Ib'L•LL NOISSIW lb' 0600-6L9-606:1 NaYd 3LYa0daoO 6 I SaDVLLOO aRL No►a � `p l �+n IWb'Ji1W NL75'NOS-71 lIM ®® �luomS-l3 3)Ivl-jO JWO 3'IVDS DIHdVZID I " LW NI l3NN•HO JO WONT? '7 r i l y f ,: -1, `� -` • I I LIU NI 3dld JO WONT dl •'G/ 7 l`, J�j � A 1331 NI HIVdMOlf JO H1ON3I .O[a=7 \ r ;.1] r f $'•--, •~ I--_/� Jdld JO la3•WI AM ,,••ll 1 7 (('' rT`/�/}.�� NOUYMTl3 3OYJal15 HSINIf NOM J 30YH0 HSINIf 93 NOIIYATn 0YHO ONa511f3 03 ON0.035 aid LM OR O slo 1 ' + 1 4 1J 1 I r t= •,' `' - SfJ LQ�WI SWMIF NIM r r- Nln NI(naols wa-000 NouYaNU,7N0.0 JO 3na 01 `ry �.� i J lj S9L1 SJ3 M MO ff Mad 3ON3nVN0O b13A-OOl 'N000 �`�)(- NOaVATU 30YJHn5 alt MOU WId 6YU-001 001 SM S30 M MO U.W3d HYJA-o01 0010 S I 1 + `•� l rL - S3O NI MOlf M7d HM-01 010 I_rM1 OWN WONa::- _ � 1 1 1N19 na01S HY3A-001 MW Senn OOOlf ` - d �'4. ••rt � �M1 1 1 '1 '�' ' ' "" '-, 8O'0 M011 JO NOIIO3810 ONY 3NRMOV —�--.— 1 �1 � _ 1, � r 1 \` C� ro I.'/ I � '1 - - - -� - - - .I MmI _� y ^ - J V� •'^ aava oe,�' _ AaY0Nn000THSa31YM , �\ `f r•-^ti �. f�\ �; `� \V�-• U lr,' , i I� �\\ � \ 1.Y. 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W W W O] N N A N to m N A m elm) N J N T A CD A O Ul N A A N Cry w O V N O p V W W W W W A i W CO CO CO v CO �1 W P) p W M CNii N � � W � W A A O r CL (D O pp n N A N O b o 0 0 O p 7 00000b000rri z z z z z z z z z z CD (nn 1 1 1 1 1 1 1 1 n n D r r F r r r r r r F- I Iv W W W W A A A A A A O N M (n N U1 (Nn (W11 Can CVn Ul a 0 0 0 0 0 N N N <• c d o S n m m m � ' G) m N N N N N N N N N N 0 (n gp1 W 01 V V V V V V �'' m V O] 0 (O O O -k N A 01 C 0) 0) W W A N N 40n W 0 0 O N N N N N N N N N N Q� m V O >V (0) OD W 001 V V (AD CoA A < N M � N O O O O O O O O O O OI (0 V (9 00 V V O N 0 0 T O N 0 A A A 0 to O N N O W V V Q1 O W (O n m r O O O O O O O O O O O O O O O O O O O N O O O O O O O O O to p n a (:2 0 A A A A A A v O V A N N N N A A CD 0 0 --• OD 0) 0) N s 0 0 0 0 0 0 0 0 V 0 0 0 Q O O � W V1 W O 1 O D W�D •OWD OD 90 NCO J (�(�,f1 A OWp u C�11 N a 000 W ow A 11. C Elevation A & co § K k a & , . � )� ? § /§ q ® e cm § 06 00 k ) / k ' � 2e $ 7k J Gm \ F2 � ) \ { CO | $ k �)j j [, 0 2 k § J Elevation(%) J m J v ~W ;9 .t~0 $0 O O Cn O Cn O N O N O O � Cn N cn 0 m 0 O 0 o Z m � cnr v, 0 o it p) Z 3 N O X dos r N O II � A (A v p� N O O W _V Oo O 3 !I w n cm) C w I c a �E a 1 Elevation A ..�%A � §� / f } � $ c q20 k ' ;u \ ] _ � § ƒ ƒ ƒ 2 { H 2 9 -n 1 $ ¢ � § 3 % o e2 \ c $ U { (0 § b k � � v Elevation(ft) J 00 N O X G � O m O o. n 0 Z .Z1 .. --I m K cn r ( O z c X u p� T o rn 0) OM o z r N � O u A to N N 00 (Oa7 N CO O co a C) m JCL �� F. EUkm A co-- - � - � | | � Z § § , 2 e « \ oog � 0 ; ; M � k � Be m / [ k \ k ? � -0 9 @ _ \ E7 � ■ z § o 70 F ) % CI {_ m k § \ -= k - � ! ■ Q 2} % mI /' k I , ! | Elevation(ft) J J J J J J J N N N N !V N m fOC p O O O O J C A7 P Gf CD C IV A O1 J O C E CD m cn v o n 0 O 00 B Z M3 m r. X cn r- w (D O z 0 o "U u � N z � a o r z co A' ch O A (0 4 O cu MI J CJI O -i O • G M 4' C 1 N a -4 G Elevation(ft) v Q +\ O i 1 I I { { I I I I O C() { O U) O o Z n 1 m M o m z cu o d11 M ii py I Z 0 O O r Z N CD CDm CD It w CA O W NSW 7 MI � G) j a Elevation(ft) (T 0) N V w co 50 N O tT O t.7 O UI 8 cn 1 1 2 1 1 1 i 2 O m cn a cn o nu) 0 cn O o Z m dO z .I v z � � �n o CD � Z N A 100 w c0 w w a w 0 AL C10 3 �•03 C � G) fprD (n a iCL ' 3 I { Elevation(ft) Ila J � J V 9 W ` of i I 0 7 p'1 U� II 1 m o � 0 O O Z M .. m m ;u o m (D Z 0 7 n N v z � = z o F z IL A o 0 u w � V N O W Ul- O w r G) co 5�i a �� a Elevation(ft) rn rn rn rn rn rn m V V V V V OD 00 SOD O N A O M O N A 1 I I t o i � t i I t i t t t t 1 � t N O_ II O m CO I 0G) 0 0m z � -� € m Ln r- �, 0 z L7 7 O II � ST R S Z �a 7 L CD r Z A t W O O _� II -► W (D W VI O W N `O �L .J 0' O W� g G)1 I` f , Il i t pp PP 1A pp oil 1 _ •14 ', O t t I 1 • 1 t t \� pp... \ 1 PIP! , _ , _�) I: •/ -t I' D�J rb Dj §' 1 1 F PRE-PROaECt I ,uJOD- / LYtlf \` N0� 8 ab b RIVE � - � ,� g � ����" ..:. .b .. � b� �� • , - _ -� POST PROJECT SEDCO UNES D&D1 ^Mo=a f ✓ ✓/ 11 DIVERTS 177.7 CFS FLOW AWAY i FROM PROPOSED DEVELOPMENT 1. 1 Pow � f00- M F10 LIMIT / PRE-PROJECT I •� ROAD a ....1 r YFAR I1YI1PRE j pp -N, r r PP / I � �\ 1 LEC3BIJp �N / I vim- 4 1 j/roSrO'uJq� \ %/ { /r! r, ! y----•••� FLOWLINE AND DIRECTION OF FLOW _ 3 190 36 • 4p1,3 / r ( i r rI�II' t S r r LAKE ELSINORE 100-YEAR FLOODPLAIN(ELEV 1263;NGD29) 124.4p�8 .4 // I 1' \ FLOOD LIMITS FOR 10- r 9� I 0 YEAR STORM EVENT PRE-PROJECT 1.264 F,9 - / / , I! ,, • � r I / ~ I O / ! ! • ' �l r FLOOD LIMITS FOR 100-YEAR STORM EVENT POST-PROJECT III " ALL r r r REA H NAMEN I / / ) i i I �• y.\\\r+p^ �` �/ MAX CAPS f! \ MAXIMUM CAPACITY CHANNEL CAN CARRY PRIOR TO OVERTOPPING HP PP GRAPHIC SCALE r I r { i r If / t a r ao . I (>N eesr) I Inch= BO rL r UIE�"p'�� I DO HEREBY CERTIFY THAT THE TOPOGRAPHIC WORK MAP SHOWN HEREON IS AN ACCURATE YE -- - I AND TRUE REPRESENTATION OF THE CURRENT CONDITIONS AS OF TODAY. FEBRUARY B.2019. CITY OF LAKE ELSINORE Lill' ALL ELEVATION SHOWN HEREON ARE ON THE NATIONAL GEODETIC VERTICAL DATUM(NGVD)OF 1929, 1A WILSON M1KAM1 �THE COTTACES o9 CORPORATE PARK 949-6]9-0090 AT MISSION TRAIL IRNE,'G 92606 SEDCO HILLS CREEK RE NO. SCOTT M.WILSON L 7334 •• F:949-sw-a091 I ROOD BASE MAP EXISTING CONDITION RATIONAL METHOD Q 10 HYDROLOGY RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982--2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by; Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679--0090 * ************************ DESCRIPTION OF STUDY ************************** * COTTAGES * 10-YEAR ON-SITE EXISTING HYDROLOGY * BY KAM 112216 FILE NAME: EX COTT.DAT TIME/DATE OF STUDY: 11:26 12/11/2018 ----------------------------------------------------------------------- ---- --- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10--YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.4810 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER--DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 l GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 Grl ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ] **.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00 UPSTREAM ELEVATION(FEET) = 1272.50 DOWNSTREAM ELEVATION(FEET) = 1265.00 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.533* [ ( 310.00**3)/( 7.50) ]**.2 = 11.123 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.226 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7502 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) 2.17 TOTAL RUNOFF(CFS) = 3.62 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 92 -------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1265.00 DOWNSTREAM NODE ELEVATION(FEET) = 1250.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 1225.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.05000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.871 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7272 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.22 AVERAGE FLOW DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = 17.62 "V" GUTTER FLOW TRAVEL TIME(MIN. ) = 4.84 TC(MIN. ) = 15.97 SUBAREA AREA(ACRES) = 17.73 SUBAREA RUNOFF(CFS) = 24.13 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 27.75 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 21.67 FLOW VELOCITY(FEET/SEC.) = 4.84 DEPTH*VELOCITY(FT*FT/SEC) = 2.31 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1335.00 FEET. END OF STUDY SUMMARY; TOTAL AREA(ACRES) = 19.9 TC(MIN. ) = 15.97 PEAK FLOW RATE(CFS) = 27.75 END OF RATIONAL METHOD ANALYSIS EXISTING CONDITION RATIONAL METHOD Q 100 HYDROLOGY RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 1 ************************** DESCRIPTION OF STUDY ************************** * COTTAGES * 100-YEAR ON-SITE EXISTING HYDROLOGY * BY KAM 112218 FILE NAME: EX_COTT.DAT TIME/DATE OF STUDY: 11:24 12/11/2018 ------------------------------------- ---------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK-- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0,00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 61 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00 UPSTREAM ELEVATION(FEET) = 1272.50 DOWNSTREAM ELEVATION(FEET) = 1265.00 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.533*[ ( 310.00**3)/( 7.50) ]**.2 = 11.123 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.364 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT .7950 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 5.80 TOTAL AREA(ACRES) = 2.17 TOTAL RUNOFF(CFS) = 5.80 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 92 (y'' --------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1265.00 DOWNSTREAM NODE ELEVATION(FEET) = 1250.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 1225.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.05000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.877 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7796 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.75 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = 21.09 "V" GUTTER FLOW TRAVEL TIME(MIN, ) = 4.29 TC(MIN.) = 15.42 SUBAREA AREA(ACRES) = 17.73 SUBAREA RUNOFF(CFS) = 39.76 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 45.56 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.59 FLOOD WIDTH(FEET) = 26.06 FLOW VELOCITY(FEET/SEC.) = 5.46 DEPTH*VELOCITY(FT*FT/SEC) = 3.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1535.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 19.9 TC(MIN.) = 15.42 PEAK FLOW RATE(CFS) = 45.56 END OF RATIONAL METHOD ANALYSIS EXISTING CONDITION HYDROLOGY MAP 03 3.f -------- -----1�-----�-----�--�-� - .—�--� '�` " 1 _ �:���.-�-�.�a -' i , ' ��•�����l =�-���, � �,�J EI(HYDROLOGY POSE. �I 3*� +ro _FVH THE.O DR�(NAOE its THIS AREA. kp. �. ^r "p' r• I 1C� m6ws QO;NOT O FiT P THE MISSION TRAIL Y ! �,j Ir Qp ryrA _ ! f D AAI CQNTAI_ WITHIN TIDE EAST SIDE f h o \_` ', •�_ �. ," �' ti _1 I - -� '^ WATERSHED BOUNDARY n° 4'7•, ` V ,• 1 . °� } �� ` ; 9 I I I / \ -��J\I I' tom~ _ �• y — SUB-AREA BOUNDARY iLOWllNE AND OIRECiION OF{LOW _ r� � r _-�A• -�-._��- � - ,UREA LAI[I 1 _ 1 I I �.� • _ � t /��,,� 7�• 1� - .� \ ._ AMA(Ao'<s) L ,]I - -J `` ©0 NODE NUMBER L J ��(( / -(/� I a • 010 IO-YEAR PEAK FLOW IN CFS r \ �; ..� ' t ] (•• l I l•4 l.-,f� t+f"' 1`�rC '—y�• 0100 100-YEAR PEA'FLOW IN CFS KS 1 0 YEAR PEAK ROWu `` r�_. -`���,•-LL{--! I 'l. r(/ ^' VVV I JJJ"-- —I SURFACE OCQyF 100-YEW CONFLUENCEWPEAK FLOW IN AITH CFS BARON \'•` 1 �, -� r� , ���f II_r' TC TIME OF CONCENRURON(100-YEAR STORM)IN MIN I MIN MINUTES •`-`7 / ��•7�• 1 I / y I CFS CUBIC FEET PER SECOND EG ENISTIO GRADE ELEVATION 'l `'V•> {yJJJ/TTI� I )j/ 1 I II(Jl(E'� T I\\ —jam FG FINISH GRADE EfEVARON 1 1 1 .J•�.h•\ i �'• `C r�t'1�( T I l�/ I l ( .Y1 r I T� �' •r/ I AFS NY. FlNISM SURFACE E7fYARON _ INVERT OF PIPE L=870' LENGTH OF ELOAPARI IN FEET Lp LENCIN OF PIPE IN FEET Lc LFNGNI OF CHANNEL IN FEET GRAPHIC SCALE )oT._eo rL CITY OF LAKE ELSINORE WILSON MIKAMI SHEET 1 _ CORPORATION THE COTTAGES 9 CORPORATE PARK T:949-6]9-0090 TR AT MISSION AIL °F SLIME 100 F.949�79-owl EXISTING CONDITION FUE NO, IRYINE,CA 92606 HYDROLOGY STUDY PROPOSED CONDITION RATIONAL METHOD ON-SITE HYDROLOGY PROPOSED CONDITION RATIONAL METHOD Q 10 HYDROLOGY Y (ON-SITE) RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ++*+*a*a++*#+a##aafaa**#a* DESCRIPTION OF STUDY _ * COTTAGES AT MISSION TRAIL * 10-YEAR HYDROLOGY ANALYSIS * BY KAM 010319 FILE NAME: COTTAGES.DAT TIME/DATE OF STUDY: 12:29 01/03/2019 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.320 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809628 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.4810 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 50.0 45.0 0.020/0.020/ --- 0.67 2.00 0.0312 0.167 0.0150 �. GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 A, ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< .� ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* ((LENGTH**3)/(ELEVATION CHANGE)]**.2 _ INITIAL SUBAREA FLOW-LENGTH(FEET) = 195.00 UPSTREAM ELEVATION(FEET) = 1270.60 DOWNSTREAM ELEVATION(FEET) = 1268.60 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359*( ( 195.00**3)/( 2.00) ]**.2 = 7.399 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.709 USER-SPECIFIED RUNOFF COEFFICIENT = .8556 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.23 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1262.60 DOWNSTREAM(FEET) = 1260.70 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.23 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 233.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 Al ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.693 USER-SPECIFIED RUNOFF COEFFICIENT = .8554 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.67 TC(MIN. ) = 7.49 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ------- ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1260.70 DOWNSTREAM(FEET) = 1260.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.67 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 328.00 FEET. • **#t*4 k t*##f.i###*t##*}##t f f**######**##*#*f f*#*###f*#*****i******}4*##*t t t. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 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.) = 7.96 _ RAINFALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 193.00 UPSTREAM ELEVATION(FEET) = 1270.40 DOWNSTREAM ELEVATION(FEET) = 1268.30 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.359*[ ( 193.00**3)/( 2.10) ]**.2 = 7.282 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.729 USER-SPECIFIED RUNOFF COEFFICIENT = .8559 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.17 FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1262.30 DOWNSTREAM(FEET) = 1260.70 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.17 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 226.00 FEET. FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 AvA ---------------------------------------------------------------------------- _ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.715 USER-SPECIFIED RUNOFF COEFFICIENT = .7987 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.50 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 2.25 TC(MIN.) = 7.36 FLOW PROCESS FROM NODE 132.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1260.70 DOWNSTREAM(FEET) = 1260.20 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.25 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.53 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 103.00 = 273.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.53 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.67 7.96 2.615 0.72 2 2.25 7.53 2.686 1.00 *+***tx*##*#frr#*#***t***#*t*####WARNING*r******+*#+*+***x##**##*###*#kk## IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.83 7.53 2.686 2 3.86 7.96 2.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.83 Tc(MIN.) = 7.53 TOTAL AREA(ACRES) = 1.7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 328.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1260.20 DOWNSTREAM(FEET) = 1259.80 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 r DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.83 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 406.00 FEET. *+*s*#*k k*##!k t*#***x****##*#*r s s r***t***#**!##t**#**#***+t#####*!s###+k#### FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE 81 A5 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.634 USER-SPECIFIED RUNOFF COEFFICIENT = .B870 SOIL CLASSIFICATION IS "D" f SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) 5.23 TC(MIN. ) = 7.84 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1259.80 DOWNSTREAM(FEET) = 1259.50 FLOW LENGTH(FEET) W 47.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 4.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.23 PIPE TRAVEL TIME(MIN. ) = 0.16 Tc(MIN. ) = 8.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 453.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 0000coococ=-_----a=ac=aaa------ ---a=eas:acasaasasaaaaaa=accacac=�== -- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.609 USER-SPECIFIED RUNOFF COEFFICIENT = .8541 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.05 ` TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 6.28 TC(MIN. ) = 8.00 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1259.50 DOWNSTREAM(FEET) a 1258.80 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES ( PIPE-FLOW VELOCITY(FEET/SEC. ) = 4.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 6.28 i PIPE TRAVEL TIME(MIN. ) = 0.52 Tc(MIN. ) = 8.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 596.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 A 7 � . >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< aaaaaaa�--=ae=;-exseaaeaa-=-caa=--a--�a=aroesa== -� =aa� -rasa 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531 USER-SPECIFIED RUNOFF COEFFICIENT = .8529 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 3.2 TOTAL RUNOFF(CFS) 7.25 1 . TC(MIN. ) = 8.52 1 . Il FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 A --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< r aeaaa==aaa=a--ae===ma=aaa=�as�eaa== a_ aaY=aa=saw-a=e_e i 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531 USER-SPECIFIED RUNOFF COEFFICIENT = .8529 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 8.39 TC(MIN, ) = 8.52 FLOW PROCESS FROM NODE 106,00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<-- ----- Aaaco===c=co==000=000e-ccoer-e�=ccacccacc=�a====a=_ELEVATION DATA: UPSTREAM(FEET) = 1258.80 DOWNSTREAM(FEET) = 1258.30 FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) � 4.89 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.39 PIPE TRAVEL TIME(MIN. ) = 0.36 Tc(MIN.) = 8.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 702.00 FEET. f FLOW PROCESS FROM NODE 107,00 TO NODE 107.00 IS CODE = 81 .Ark ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.481 l USER-SPECIFIED RUNOFF COEFFICIENT - .8521 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 9.34 TC(MIN. ) = 8.88 k##*#*i#!####**+###i*k###*##•k#A#k###kk*#k#**#kk*##*#kk#*##k#####*###k##*k## FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1258.30 DOWNSTREAM(FEET) - 1252.60 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES l PIPE-FLOW VELOCITY(FEET/SEC. ) = 12.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.34 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 819.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 A W ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.460 i USER-SPECIFIED RUNOFF COEFFICIENT = .8518 SOIL CLASSIFICATION IS "D" L SUBAREA AREA(ACRES) 0.45 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 10.29 TC(MIN.) = 9.04 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 All »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< f = �_==== _ - -----__----___ 10�____YEAR RAINFALL INTENSITY(INCH/HOUR) 2.460 USER-SPECIFIED RUNOFF COEFFICIENT = .8518 SOIL CLASSIFICATION IS "D" f SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.59 l TOTAL AREA(ACRES) = 5.0 TOTAL RUNOFF(CFS) = 10.87 TC(MIN. ) = 9.04 r FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 --------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1252.60 DOWNSTREAM(FEET) = 1251.60 I FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 13.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.87 PIPE TRAVEL TIME(MIN. ) = 0.02 TC(MIN. ) - 9.07 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 838.00 FEET, FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 USER-SPECIFIED RUNOFF COEFFICIENT = .8862 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) 11.72 TC(MIN. ) = 9.07 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< t ---------- ----------------------- -- ELEVATION DATA: UPSTREAM(FEET) = 1251.60 DOWNSTREAM(FEET) = 1223.80 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 21.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 11.72 PIPE TRAVEL TIME(MIN. ) = 0.10 Tc(MIN. ) = 9.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 973.00 FEET, i FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 I _ »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< #fa}aff}fff*al******t**kaaafak**k*kkfk***taila*F***t*t*t**tR*at*****ttttlr F*** ( FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 D1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* [ (LENGTH**3) /(ELEVATION CHANGE) ] **.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 189.00 UPSTREAM ELEVATION(FEET) = 1270.80 DOWNSTREAM ELEVATION(FEET) = 1268.70 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.359* [ ( 189.00**3)/( 2.10) ] **.2 = 7.191 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.746 USER-SPECIFIED RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) 1.03 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.03 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 I ------------------------------------------------------. -_------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1262.70 DOWNSTREAM(FEET) = 1260.20 i FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES 1 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.03 PIPE TRAVEL TIME(MIN. ) = 0.46 Tc(MIN. ) = 7,65 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 318.00 FEET, I **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: l TIME OF CONCENTRATION(MIN. ) = 7.65 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOG] RATE(CFS) AT CONFLUENCE = 1.03 FLOW PROCESS FROM NODE 230.00 TO NODE 231.00 IS CODE = 21 ------------------------------------------------ ---------- ------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* [ (LENGTH**3) /(ELEVATION CHANGE) ] **,2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 191.00 UPSTREAM ELEVATION(FEET) = 1270.40 DOWNSTREAM ELEVATION(FEET) = 1268.80 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.359* [ ( 191.00**3)/ ( 1.60) ]**.2 = 7.641 L �y 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.667 USER-SPECIFIED RUNOFF COEFFICIENT = .8550 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.03 ( TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.03 FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ----------- ELEVATION a DATA: UPSTREAM(FEET) = 1262.80 DOWNSTREAM(FEET) = 1260.70 FLOW LENGTH(FEET) = 33.00 MANNING'S H = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.03 PIPE TRAVEL TIME(MIN. ) = 0.08 Tc(MIN.) = 7.72 iLONGEST FLOWPATH FROM NODE 230.00 TO NODE 232.00 = 224.00 FEET. FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = 81 Il >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< �e==ceeec�===c==a==-=aea=v=-=earners=aa==oa=aea�aaaaaa=cvc==ooa=sc=-= 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.654 USER-SPECIFIED RUNOFF COEFFICIENT = .7967 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 2.04 f TC(MIN. ) = 7.72 **#****k***kkkk*AAtAkt*****i**t****i*t#*##t!!At*!*#*Aff AAAAtAtllf**At#AtlAfi FLOW PROCESS FROM NODE 232.01 TO NODE 202.00 IS CODE = 31 -----------------------------------------------------.._, ------- 1 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET)-= 1260.70 DOWNSTREAM(FEET) = 1260.20 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.04 PIPE TRAVEL TIME(MIN. ) = 0.11 TC(MIN. ) 7.83 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 202.00 = 258.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< 1 TOTAL NUMBER OF STREAMS = 2 - 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.83 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 0. 93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 1 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.03 7.65 2.666 0.44 2 2.04 7.83 2.636 0.93 ****k**k**********************k*rWARNING**********************k**k*****k** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. f RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 3.03 7.65 2.666 2 3.06 7.83 2.636 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.06 TC(MIN. ) = 7.83 TOTAL AREA(ACRES) = 1.4 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 318.00 FEET. ********************k*****************k************************************* FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 f --------------------------------------------------------���--------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ---- -------___--=___------------------ - ---- ELEVATION DATA: UPSTREAM(FEET) = 1260.20 DOWNSTREAM(FEET) 1259.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) - 4.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.06 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 373.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 1J'A ---------------------------------------------------------------------------- ( >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.600 USER-SPECIFIED RUNOFF COEFFICIENT = .8540 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) a 4.11 TC(MIN.) = 8.05 iRk#kxraxk*t*k*#*Ak##kkk*t###rxa}rr#a#xr###.kkk#x.#kltkfk�txx#xk*tk#*f-fi-##_k#f-#kt# FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ------------------------------------------------------------------------ l _ >>>>>COMPUTE PIPE--FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< l ELEVATION DATA: UPSTREAM(FEET) =--1259.90 DOWNSTREAM(FEET) = 1259.60 FLOW LENGTH(FEET) = 57.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 1. i� DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN. ) = 8.27 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 430.00 FEET. I FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 Pit; ----------------------------------- --------------------------- ---------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.567 ^ USER-SPECIFIED RUNOFF COEFFICIENT = .8867 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) 5.56 TC(MIN.) = 8.27 FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------- ---------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME TBRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< =_-___=------__ _ ---=___-- ELEVATION DATA: UPSTREAM(FEET) = 1259.60 DOWNSTREAM(FEET) = 1259.30 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE--FLOW VELOCITY(FEET/SEC. ) = 4.43 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.56 PIPE TRAVEL TIME(MIN. ) = 0.24 TC(MIN. ) = 8.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 493.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 k(� -----------------------------------------_____------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.532 USER-SPECIFIED RUNOFF COEFFICIENT = .8530 l SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) 0.97 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 6.54 TC(MIN.) = 8.51 I , **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1259.30 DOWNSTREAM(FEET) = 1258.50 l FLOW LENGTH(FEET) = 159.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4. 65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.54 PIPE TRAVEL TIME(MIN. ) = 0.57 Tc(MIN.) = 9.08 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 652.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 �j� f ------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.454 - - USER-SPECIFIED RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.54 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 7.67 ( TC(MIN. ) = 9.08 FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 {Zj6 1 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.454 USER-SPECIFIED RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 8.61 TC(MIN.) = 9.08 FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1258.50 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.61 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 743.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE 81 i�ck ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------- ----__�_-_ ------------------ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.418 USER--SPECIFIED RUNOFF COEFFICIENT = .8511 SOIL CLASSIFICATION IS "D" j SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) 0.93 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 9.53 TC(MIN.) = 9.37 FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 31 -------------- ------------------------------------------------------------- I »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< --------------�__ -------- ---------- ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.80 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 l ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 11.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.53 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN. ) = 9.55 f^ (� LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 868.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 [3w »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.396 USER-SPECIFIED RUNOFF COEFFICIENT = .8507 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 4 .6 TOTAL RUNOFF(CFS) = 10.08 TC(MIN. ) = 9.55 FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 istl ----------------------------- ---------- --------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.396 USER-SPECIFIED RUNOFF COEFFICIENT = .8507 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 11.00 1 TC(MIN.) = 9.55 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1252.80 DOWNSTREAM(FEET) = 1251.60 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 13.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.00 r PIPE TRAVEL TIME(MIN. ) = 0.02 TC(MIN. ) = 9.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 209.00 = 888.00 FEET, FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81 �'� ------------------------------------------------------------------------...._.. »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< �=G-��-��C_-------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.393 USER-SPECIFIED RUNOFF COEFFICIENT = .8859 ( SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 5.4 TOTAL RUNOFF(CFS) = 11.63 TC(MIN. ) = 9.58 1 . FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 31 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER--ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< --•-.----- ---•-•----=C--c--�c�=-----------------==-e=-CCCa-mac-=___ ELEVATION DATA: UPSTREAM(FEET) = 1251.60 DOWNSTREAM(FEET) = 1225.30 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 L� 1� DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 21.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11. 63 ( PIPE TRAVEL TIME(MIN. ) = 0.10 Tc(MIN.) = 9.67 +I LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 - 1016.00 FEET. FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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. ) = 9.67 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 5.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.63 f FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 �l (I »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ( ASSUMED INITIAL SUBAREA UNIFORM II DEVELOPMENT IS COMMERCIAL TC = K* [ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 UPSTREAM ELEVATION(FEET) = 1272.40 DOWNSTREAM ELEVATION(FEET) = 1268.80 ELEVATION DIFFERENCE(FEET) = 3.60 TC = 0.303*[ ( 285.00**3) /( 3.60) ] **.2 = 6.970 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.787 USER-SPECIFIED RUNOFF COEFFICIENT = .8754 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.78 i FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 61 --------------- ------- ------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED)<<<<< ------------------ --- -------------- -_-_=_- UPSTREAM ELEVATION(FEET) - 1266.80 DOWNSTREAM ELEVATION(FEET) = 1266.20 ( STREET LENGTH(FEET) = 424.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) _ 45.00 ( INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ( Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ( STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.27 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN. ) = 4.00 TC(MIN.) 10.97 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.241 1.. r� I USER-SPECIFIED RUNOFF COEFFICIENT = ,8713 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 2.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.42 FLOW VELOCITY(FEET/SEC. ) = 1.95 DEPTH*VELOCITY(FT*FT/SEC. ) = 0.75 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 - 709.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1263.90 DOWNSTREAM(FEET) = 1263.00 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES 1 PIPE-FLOW VELOCITY(FEET/SEC.) = 10.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.91 PIPE TRAVEL TIME(MIN. ) - 0.03 Tc(MIN.) = 11.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 726.00 FEET. l FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1263.00 DOWNSTREAM(FEET) = 1249.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 887.00 CHANNEL SLOPE = 0.0158 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.975 USER-SPECIFIED RUNOFF COEFFICIENT = .7347 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. ) = 4.52 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN. ) = 3.27 Tc(MIN.) = 14.27 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 3.71 l END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC. ) = 4.75 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1613.00 FEET. FLOW PROCESS FROM NODE 304.00 TO NODE 210.00 IS CODE - 51 --------------------------------------------------------------------------- 1 . »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1225.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 216.00 CHANNEL SLOPE = 0.1097 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.71 FLOW VELOCITY(FEET/SEC.) = 4.50 FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.80 Tc(MIN. ) = 15.07 l_, f LONGEST FLOWPATH FROM NODE 300.00 TO NODE 210.00 = 1829.00 FEET. FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -----=____________________________= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.07 RAINFALL INTENSTTY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN,) (INCH/HOUR) (ACRE) 1 11.63 9.67 2.381 5.39 2 3.71 15.07 1.924 1.96 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA f WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 14.01 9.67 2.381 2 13.11 15.07 1.924 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.01 TC(MIN. ) = 9.67 TOTAL AREA(ACRES) = 7.3 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 210.00 1829.00 FEET. FLOW PROCESS FROM NODE 210.00 TO NODE 110.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<<< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< mmaemmmax=mmccc=cram==ee=em�amnaamaaacaammm=eaecc------- yssecc=- --ea= ELEVATION DATA: UPSTREAM(FEET) = 1225.30 DOWNSTREAM(FEET) = 1223.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 268.00 CHANNEL SLOPE = 0.0056 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 14.01 FLOW VELOCITY(FEET/SEC. ) = 1.37 FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 110.00 = 2097.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 ----------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN--STREAM MEMORY««< -=s= ** MAIN STREAM CONFLUENCE DATA ** l � STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 14.01 12.94 2.070 7.35 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 110.00 = 2097.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 11.72 9.17 2.443 5.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 973.00 FEET. *************#*#**#*#****#***#***WARNING##****#*###*#**************#*#**** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 21.65 9.17 2.443 2 23.95 12.94 2.070 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.95 Tc(MIN.) = 12.94 TOTAL AREA(ACRES) = 12.7 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) — 2.070 USER-SPECIFIED RUNOFF COEFFICIENT = .7409 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 8.45 SUBAREA RUNOFF(CFS) = 12.96 TOTAL AREA(ACRES) = 21.1 TOTAL RUNOFF(CFS) = 36.90 TC(MIN. ) = 12.94 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.1 TC(MIN. ) = 12.94 PEAK FLOW RATE(CFS) = 36.90 ------------- ------------------------ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION RATIONAL METHOD Q 100 HYDROLOGY (ON-SITE) r r - RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) (Rational Tabling Version 19.0) Release Date: 06/01/2012 License ID 1551 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 ************************** DESCRIPTION OF STUDY ******k*******k*****kk**** * COTTAGES AT MISSION TRAIL * 100-YEAR HYDROLOGY ANALYSIS * BY KAM 010319 FILE NAME: COTTAGES.DAT TIME/DATE OF STUDY: 12:32 01/03/2019 --------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----•------------------------------------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE - 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) - 2.320 10-YEAR STORM 60-MINUTE IHTENSITY(INCH/HOUR) = 0.980 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.540 100--YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.500 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4809626 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4792280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.500 SLOPE OF INTENSITY DURATION CURVE = 0.4792 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) — =_—= =ate=-- _­=...=—=== _=== ===== ====== = _--___ 1 50.0 45.0 0.020/0.020/ --- 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top--of-Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 Ai >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------�•-.--�---------=====aaY��=aid- �aaaasva ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 1 r TC = K* [ (LENGTH**3) /(ELEVATION CHANGE) )-*.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 195.00 UPSTREAM ELEVATION(FEET) = 1270.60 DOWNSTREAM ELEVATION(FEET) = 1268.60 I ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359* [ ( 195.00**3)/( 2.00) ]**.2 = 7.399 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.090 USER-SPECIFIED RUNOFF COEFFICIENT = .8691 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.88 FLOW PROCESS FROM NODE 101,00 TO NODE 102.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PTPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1262.60 DOWNSTREAM(FEET) = 1260.70 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 7.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.88 PIPE TRAVEL TIME(MIN. ) = 0.08 Tc(MIN.) = 7.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 233.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 Ag, -------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.069 USER-SPECIFIED RUNOFF COEFFICIENT = .8690 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) - 0.7 TOTAL RUNOFF(CFS) = 2.56 TC(MIN.) = 7.48 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1260.70 DOWNSTREAM(FEET) = 1260.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.56 PIPE TRAVEL TIME(MIN,) = 0.42 TC(MIN, ) = 7.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 328.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------_______-____------------------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---- -----zr=-==��-a= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 2 r- TIME OF CONCENTRATION(MIN. ) = 7.89 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.56 r **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* ( (LENGTH**3) /(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 193.00 UPSTREAM ELEVATION(FEET) = 1270.40 DOWNSTREAM ELEVATION(FEET) = 1268.30 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.359* [ ( 193.00**3) /( 2.10) ]**.2 = 7.282 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.121 USER-SPECIFIED RUNOFF COEFFICIENT = .8693 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.79 FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 31 ------------------------------------------------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1262.30 DOWNSTREAM(FEET) = 1260.70 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 7.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.79 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.35 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 226.00 FEET. FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 Ati >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.102 USER--SPECIFIED RUNOFF COEFFICIENT = .8296 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) a 1.70 l_ TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 3.49 TC(MIN. ) = 7.35 t _ FLOW PROCESS FROM NODE 132.00 TO NODE 103.00 IS CODE = 31 --------------------------------------------------------.._------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER--ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1260.70 DOWNSTREAM(FEET) = 1260.20 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5.36 3 .,r ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 _ PIPE-FLOW(CFS) = 3.49 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 103.00 = 273.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: " TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.49 ** CONFLUENCE DATA *' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.56 7.89 3.965 0.72 2 3.49 7.50 4.063 1.00 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.92 7.50 4.063 2 5.96 7.89 3.965 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.92 Tc(MIN.) = 7.50 .� TOTAL AREA(ACRES) = 1.7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 328.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1260.20 DOWNSTREAM(FEET) = 1259.80 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) - 16.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.92 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.78 �. LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 406.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 AS ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 4 r I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.992 USER-SPECIFIED RUNOFF COEFFICIENT = .8910 SOIL CLASSIFICATION IS "D" f SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 8.05 TC(MIN. ) = 7.78 � xxxixxxx,t*t*xxxxx*�rxxxxx*xxxx�xiiixiixiix*xxxixxxx*xxx*x*,r**xi**x+xx�x�xxxx FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1259.80 DOWNSTREAM(FEET) = 1259.50 FLOW LENGTH(FEET) 47.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 16.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.05 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 453.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.956- - USER-SPECIFIED RUNOFF COEFFICIENT = .8682 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) W 1.61 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 9.67 TC(MIN. ) = 7.93 *xxxxxxxxxxxxx���ixxxxxxxxxxxxxxxxxxxxxxxixxxxixxxxxxxxxxxxxxx*xxxxxxxxxx��� FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ----------------------------------------..___-------------__----------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) - 1259.50 DOWNSTREAM(FEET) = 1258.80 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.67 PIPE TRAVEL TIME(MIN. ) = 0.47 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 596.00 FEET, i xxxxxxxxxxxxxxxx*�xxx�xxxxxxxxxxxxxxxx*x*****++.xxx*xxxxxxxxxxxxxxxxx*xxxxx** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 JIJ7 ----------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---- ------ -------------- -------------------- ------------------====-ate _ ---------------------___�." 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.849 USER-SPECIFIED RUNOFF COEFFICIENT = .8674 I SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 3.2 TOTAL RUNOFF(CFS) = 11.17 TC(MIN. ) 8.40 i**k**k**lt#•*+**kkf►*-*kk k*****##**+**k++*+#*.*+*+#.*#+***.#*kkkt#i#ik##***+****+ „ 5 I FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE - 81 A »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.849 USER-SPECIFIED RUNOFF COEFFICIENT = .8674 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) a 12.94 TC(MIN. ) = 8.40 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< :::maa==�=sno==va-.�=sa�aaa=aa=asaa=eae�acxors=xa�sYsra:vszzz:mzz:ssaammsaz ELEVATION DATA: UPSTREAM(FEET) = 1258.80 DOWNSTREAM(FEET) = 1258.30 FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5.42 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.94 PIPE TRAVEL TIME(MIN. ) = 0.33 Tc(MIN.) = 8.73 I LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 702.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 Al-A i i »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.779 USER-SPECIFIED RUNOFF COEFFICIENT = .8669 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.45 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 14.41 TC(MIN. ) = 8.73 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 c >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1258.30 DOWNSTREAM(FEET) 1252.60 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 13.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 1 . PIPE-FLOW(CFS) = 14 .41 PIPE TRAVEL TIME(MIN. ) = 0.14 Tc(MIN. ) = 8.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 - 819.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 Ato ------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.750 USER-SPECIFIED RUNOFF COEFFICIENT = .8666 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 15.88 6 1. TC(MIN.) = 8.87 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 All ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.750 USER-SPECIFIED RUNOFF COEFFICIENT = .8666 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 5.0 TOTAL RUNOFF(CFS) = 16.79 TC(MIN.) = 8.87 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ----------------------------------------------------------------------------- �, »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ---------------- ELEVATION DATA: UPSTREAM(FEET) = 1252.60 DOWNSTREAM(FEET) = 1251.60 r, FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.79 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 838.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 AID ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.745 USER-SPECIFIED RUNOFF COEFFICIENT = .8905 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 18.09 TC(MIN.) = 8.89 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 - ------------------------------------------------------------------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1251.60 DOWNSTREAM(FEET) = 1223.80 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES - PIPE-FLOW VELOCITY(FEET/SEC.) = 24.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.09 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 973.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 ------------------------------------------------------------------------------ >>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< Vr =___=______----- ----�s====:----------------- ------------ 7 .� FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM Y DEVELOPMENT IS CONDOMINIUM TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 189.00 UPSTREAM ELEVATION(FEET) = 1270.80 DOWNSTREAM ELEVATION(FEET) = 1268.70 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.359*[ ( 189.00**3)/( 2.10) )**.2 = 7.191 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.146 USER-SPECIFIED RUNOFF COEFFICIENT = .8695 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.59 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1262.70 DOWNSTREAM(FEET) = 1260.20 FLOW LENGTH(FEET) = 129.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.59 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 318.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 -------------------- --------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 .� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 7.59 RAINFALL INTENSITY(INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59 FLOW PROCESS FROM NODE 230.00 TO NODE 231.00 IS CODE = 21 g'a Y --------------------------------------------------------------- ---- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM .. DEVELOPMENT IS CONDOMINIUM TC = K* ( (LENGTH**3)/ (ELEVATION CHANGE) )**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 191.00 UPSTREAM ELEVATION(FEET) = 1270.40 DOWNSTREAM ELEVATION(FEET) = 1268.80 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.359*[ ( 191.00**3)/( 1.60) ]**.2 = 7.641 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.027 v USER-SPECIFIED RUNOFF COEFFICIENT = .8687 SOIL CLASSIFICATION IS "D" 8 SUBAREA RUNOFF(CFS) 1.57 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.57 ******************k***#**#*********k**###*#*#*##******kk*k*kkkkkk**kkk#*kkk* FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< v-ELEVATION DATA: UPSTREAM(FEET) = 1262.80 DOWNSTREAM(FEET) = 1260.70 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 8.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.57 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN. ) = 7.71 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 232.00 = 224.00 FEET. FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = 81 � ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010 USER-SPECIFIED RUNOFF COEFFICIENT = .8282 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 3.17 TC(MIN.) FLOW PROCESS FROM NODE 232.00 TO NODE 202.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< IELEVATION DATA:-UPSTREAM(FEET) = 1260.70 DOWNSTREAM(FEET)V= 1260.20 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 5.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.17 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 202.00 = 258.00 FEET, FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE =---1---- ^>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ____ ________________ -TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.81 1 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 0.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.17 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) i 9 i 1 1 1.59 7.59 4.039 0.44 2 3.17 7.81 3.986 0.93 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA ., WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. _ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.67 7.59 4.039 2 4.73 7.81 3.986 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.73 Tc(MIN.) = 7.81 TOTAL AREA(ACRES) = 1.4 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 318.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 _ ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ------------------ ELEVATION DATA: UPSTREAM(FEET) = 1260.20 DOWNSTREAM(FEET) = 1259.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.73 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 373.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 J-p ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.938 USER-SPECIFIED RUNOFF COEFFICIENT = .8681 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 6.34 TC(MIN.) = 8.01 ****+#*}**}**#k f+*#*#**#****k**k 4 k k##*#*********#*#k###*###k+f 4#**##***+***# FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< -------------------------------- EIEVATION DATA: UPSTREAM(FEET) = 1259.90 DOWNSTREAM(FEET) = 1259.60 FLOW LENGTH(FEET) = 57.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.34 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 8.21 10 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 430.00 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ------------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ftw 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.891 USER-SPECIFIED RUNOFF COEFFICIENT = .8908 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 8.56 TC(MIN.) = 8.21 FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1259.60 DOWNSTREAM(FEET) = 1259.30 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 493.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 �lp ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.844 -- USER-SPECIFIED RUNOFF COEFFICIENT = .8674 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 10.06 TC(MIN.) = 8.42 t FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< L »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1259.30 DOWNSTREAM(FEET) = 1258.50 FLOW LENGTH(FEET) = 159.00 MANNING'S N = 0.013 .r DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.06 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 8.94 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 652.00 FEET. .- FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 � ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< b.- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.736 USER-SPECIFIED RUNOFF COEFFICIENT = .8665 ,� 11 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1.75 r TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 11.81 TC(MIN.) = 8.94 FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 g 9j ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.736 USER-SPECIFIED RUNOFF COEFFICIENT = .8665 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 13.26 TC(MIN.) = 8.94 FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1258.50 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.26 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 9.20 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 743.00 FEET. FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 j-jC1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ..- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.685 USER-SPECIFIED RUNOFF COEFFICIENT = .8661 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.44 a. TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 14.70 TC(MIN.) = 9.20 FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.80 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.70 PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 868.00 FEET. FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 GO +- ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.654 USER-SPECIFIED RUNOFF COEFFICIENT = .8658 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) 4.6 TOTAL RUNOFF(CFS) = 15.55 TC(MIN.) = 9.36 FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 Q�ll ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.654 USER-SPECIFIED RUNOFF COEFFICIENT = .8658 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 16.98 TC(MIN.) = 9.36 FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1252.80 DOWNSTREAM(FEET) = 1251.60 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES _ PIPE-FLOW VELOCITY(FEET/SEC.) = 15.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.98 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 9.38 y LONGEST FLOWPATH FROM NODE 200.00 TO NODE 209.00 = 888.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.650 USER-SPECIFIED RUNOFF COEFFICIENT = .6902 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 5.4 TOTAL RUNOFF(CFS) = 17.95 TC(MIN. ) = 9.38 FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 31 _ ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1251.60 DOWNSTREAM(FEET) = 1225.30 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.95 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.47 LONGEST FLOWPATH FRO14 NODE 200.00 TO NODE 210.00 = 1016.00 FEET. 13 1 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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. ) = 9.47 'i RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 5.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.95 FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ------------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< c cccc=oaaaaavasam=asccaaacaoaas==cacc=caaaaaaaa.v-- --=---=a=ca=c==aa ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 l UPSTREAM ELEVATION(FEET) = 1272.40 DOWNSTREAM ELEVATION(FEET) = 1268.80 ELEVATION DIFFERENCE(FEET) = 3.60 j TC = 0.303* [ ( 285.00**3) /( 3.60) ] **.2 = 6.970 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.209 USER-SPECIFIED RUNOFF COEFFICIENT = .8821 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.19 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 1268.80 DOWNSTREAM ELEVATION(FEET) = 1266.20 STREET LENGTH(FEET) = 424.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 50.00 ( DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) a 45.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ( SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.84 I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 3. 66 Tc(MIN.) = 10.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.438 [ USER-SPECIFIED RUNOFF COEFFICIENT = .8190 1 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 3.29 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.77 14 I ►� FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC. ) = 0.93 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 709.00 FEET. i FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1263.90 DOWNSTREAM(FEET) = 1263.00 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.48 PIPE TRAVEL TIME(MIN. ) = 0.02 Tc(MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 726.00 FEET. +*►t►:*��fr;►,�*:�r+,�►f**t*�**,�**,r**+*►***t,r*a*,►*�*:.**s#�+*:wry*r***�+*+►s+** --FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 51 r--------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1263.00 DOWNSTREAM(FEET) = 1249.00 CHANNEL LENGTH THRU SUBAREA(FEET) = BB7.00 CHANNEL SLOPE = 0.0158 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 if 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.068 USER-SPECIFIED RUNOFF COEFFICIENT = .7861 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.15 ( TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. ) = 5.23 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN. ) = 2.83 Tc(MIN. ) = 13.48 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 5.81 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 5.42 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1613.00 FEET. FLOW PROCESS FROM NODE 304.00 TO NODE 210.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ( ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1225.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 216.00 CHANNEL SLOPE = 0.1097 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.81 FLOW VELOCITY(FEET/SEC. ) = 5.01 FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 0.72 Tc(MIN. ) = 14.20 �I LONGEST FLOWPATH FROM NODE 300.00 TO NODE 210.00 = 1829.00 FEET. 1 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE 1 --------------------------------------------------------------------------- l _ >>>>>DESIGNATE TNDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 15 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.20 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 17.95 9.47 3.634 5.39 i - 2 5.81 14.20 2.993 1.96 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED i ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE, THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** j RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 21.83 9.47 3.634 2 20.59 14.20 2.993 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 21.83 TC(MIN. ) 9.47 TOTAL AREA(ACRES) = 7.3 1 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 210.00 = 1B29.00 FEET. FLOW PROCESS FROM NODE 210.00 TO NODE 110.00 IS CODE = 51 I __»______COMPUTE_-___E-----TRAPEZOIDAL------------CHANNEL------FLOW----«---«-<----------------------------_ - _ »> >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ----------- ---------- ------------------------------- ---------- ----------------------axv a--...-___aaac�=.a=cam ELEVATION DATA: UPSTREAM(FEET) = 1225.30 DOWNSTREAM(FEET) = 1223.80 I CHANNEL LENGTH THRU SUBAREA(FEET) = 268.00 CHANNEL SLOPE = 0.0056 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.83 FLOW VELOCITY(FEET/SEC. ) = 1.55 FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 2.89 Tc(MIN. ) = 12.36 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 110.00 = 2097.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 -aa»»CONFLUENCE-MEMORY BANK # 1-WITH THE MAIN-STREAM MEMORY««<---___---- aaa_ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 15 NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 21.83 12.36 3.199 7.35 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 110.00 = 2097.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA l 16 l _ NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) I 1 18.09 8.98 3.727 5.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 973.00 FEET. IIN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.95 8.98 3.727 2 37.35 12.36 3.199 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.35 TC(MIN.) = 12.36 TOTAL AREA(ACRES) = 12.7 IIII FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.199 USER-SPECIFIED RUNOFF COEFFICIENT = .7902 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 8.45 SUBAREA RUNOFF(CFS) 21.36 TOTAL AREA(ACRES) = 21.1 TOTAL RUNOFF(CFS) = 58.71 TC(MIN. ) = 12.36 END OF STUDY SUMMARY: I TOTAL AREA(ACRES) 21.1 TC(MIN. ) = 12.36 PEAK FLOW RATE(CFS) = 58.71 END OF RATIONAL METHOD ANALYSIS l I l 17 -a I I I PROPOSED CONDITION i HYDROLOGY MAP 1 f l i Xo l N N ti JC'a N XN V o ko 1 � u _ II N CA I � I I / II 1 ti II X ko I I I u kmo 11 I O r Z Tyo I III ICI II ,I I I 11HH INQp I N I z I kN ti Ii 1 N I I L-90_. 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IA2}[fS.�y �I` { • 0100 7.7 CFS 40.1J'2F$ 100-12 FS 01't}CTS 4d 0 ; •I� I �.. "iJ.� I ,.{., a5 MIN RATE tlgF7 { T<-7.0 1 -----. , ........... ---------- ...................... 1 \ I Dio C'fT 10 CFS 0Z7 1 01]0 1 6 CFS 10.0 6 CFS {{,, 1� .-w . - O100-I.0 r,IOt wwL•w ' ' �.rw / ' • r -� - + 1. j all 1 i 1 ;Fir {i FSnQr . TW0.t EtiN � ' I 1 1 1 r 1 tab If 1 II 1 r Z Vw ---- J �rrrrrrrrrrrrrrrr�nl,��rr��r i ~�• ttE ' 190A+ 1-`f f r ) • , ,0-17 � , j r I r . 4/WA SA"A d inow AAO awn"9r now liu mm" 010 10-1FAR PEAK ROW IN CFS 0100 100-YFM PFAK ROW M CFS NS TOO 100-/E1R P FLOW E WATER SURFACE A00N OCONF 100-IFAR CWOLUENCE PEAK FLOW IN CFS TC 101E OF CWKRTI/NIION(100-4EAR STORM)IN MIN YW IWIUIES CFS C1WIC FEET PEN SECOND EC EAISIINC(WAGE nEtAIM PC FRASN ORAOE TION FS FIIIISII SURFACE EIEIMITON W. 6WTRT OF WE L� IENM OF 1`1011FAM W FEET 4 IEN6711 OF PIPE W FEET 1c IFNCFN OF CNA WEL RI FEET GRAPHIC SCALE �yy r [1 Eh'�wlll CITY OF LAKE ELSINORE WILSON MIKAMI SHEET 1 CORPORATION THE COTTAGES 9 CORPORATE PARK T:949-679-0090 AT MISSION TRAIL O IKONE,I CA 92606 F:949-679-0091 PROPOSED CONDITION FILE N0. HYDROLOGY STUDY CATCH BASIN CALCULATIONS COTTAGES AT MISSION TRAIL CATCH BASIN ANALYSIS CATCH BASIN#1 (SUMP) **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS)= 1.30 BASIN OPENING(FEET)= 0.83 DEPTH OF WATER(FEET)= 0.81 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET)= 0.58 I USE W=7.0' CATCH BASIN#2 (SUMP) »»SUMP TYPE BASIN INPUT INFORMATION«« -------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS)= 2.10 BASIN OPENING(FEET)= 0.83 DEPTH OF WATER(FEET)= 0.81 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET)= 0.93 USE W=7.0' CATCH BASIN#3(SUMP) »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS)= 1.00 BASIN OPENING(FEET)= 0.83 DEPTH OF WATER(FEET)= 0.81 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET)= 0.44 USE W=7.0' CATCH BASIN#4(SUMP) »»SUMP TYPE BASIN INPUT INFORMATION«« f ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS)= 2.20 BASIN OPENING(FEET)= 0.83 DEPTH OF WATER(FEET)= 0.81 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET)= 0.98 { USE W=7.0' MISSION TRAIL OFF-SITE CATCH BASIN »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) =0,005000 CONSTANT STREET FLOW(CFS) = 4.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) =0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)= 48.00 INTERIOR STREET CROSSFALL(DECIMAL)=0.020000 OUTSIDE STREET CROSSFALL(DECIMAL)=0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET)= 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET)= 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE,AND THEN SPLITS ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -------------------------------------------------- STREET FLOW DEPTH(FEET)= 0.40 HALFSTREET FLOOD WIDTH(FEET)= 14.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY= 0.82 BASIN LOCAL DEPRESSION(FEET)= 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.18 0.67 1.50 0.85 2.00 1.12 2.50 1.38 3.00 1.64 3.50 1.90 4.00 2.14 4.50 2.35 5.00 2.55 5.50 2.75 6.00 2.94 6.50 3.13 7.00 3.31 7.50 3.46 8.00 3.60 8.50 3.74 9.00 3.87 9.50 4.00 10.00 4.12 10.50 4.23 11.00 4.34 11.50 4.45 11.76 4.50 USE CATCH BASIN W=14' M _ x H O H N v � O r H � 0 O °D z z w Fy rn W w o Ul a U 0 E. m m W �+ o W N a O I (g o v m w U) � o o A O rAF� o W o N w r) w m �N N fh W �D $ N U' T� z H E .� U) 1 ID o a �+ v Z E-N C F u « O H ?+ Iz N H N W W > A M H I W C4 U I z+ z o zz � 0 U) H z a E 0 H N w a H 3 a 3 a H A N W W P, U Q H U E W 54 U) W N to [z� I as 3: PuN H H iw-1 UH UH UN U F 0�4 w y U)) U) C7 A E. I q 1 W n4 cwnq W W « FO * FO El t:) FL H a a an a [) a rM U) U) Ma: I. O ; o � m W co a o m o zM z � zm� W ri a Q: 0' H to H to H to E.FS F E FHFI�A�04 W � N-i N o E+ -W < * z0 zm zm H� O CIa W $ O P4 0 o O M o M D 0 O x o F o F O) �4 E. m U) < H U) A, O R N a 9 N PG E+ U) El F O F O O E-E o Iw-Ix W E. " � W .w7 � ~ ") ~ O � ~ a E. p o a) E. W ' 3 3 o E F x E � w wo xo � A H F U H O W z H cn w v) Ft 4L H H H U) W U) w r1 N f•) H H H z aL x r - 0 0 0 N r, 3 O F z z z W W W U; E z z z O 0 0 0 C) o W H H H z z z 1 E W z a a a OU z z z W W W l..• w as A A F0 w w w Ia-I U OU OU W W W W W W w x x x l� I r rr_1 ♦ {1. ,sti" x O O O O O O O a ♦ 4 •ri U x ♦ 3 Upr x W W W W W W W 1-1 ♦ O U ,�41li H ri H .-4 H rA HH H H .-i H H di z a E 4, �.. 1 W — 1 04 — 1 a — 1 a — 1 a — I 04 — I • x O O O O O O O O O O O O O N ♦ a P4 x O O O P O O O O O O O O O Er M x E t I x I I I I I I I • 41 1 H x 0 1 0 0 1 0 O 1 0 O 1 0 O 1 0 0 1 0 O 1 m ♦ ,3 Ca r-I x O O O O O O O O o o O O O 'A i ro x O O O O O O O o • N H Iz x 11 i V) N I z * W O I _x — 1 — I — 1 — I — I — I — I I M \ E+ I x 1 I I I I I I C• ♦ 41 G, x O O O O O O O x O M O M O M O (`'1 O m O M O • '.�" x O .-i O ri O r1 O O O -1 O -1 O H O N ♦ •r1 ro x O O O a1 I, O al•ri x H ri .--1 .--1 1Ir4 O i �-, Ca I ♦ I I I I I I 1 1 ♦ R. 1 x I I 1 I ) I — 1 1 O Sl.x 1 E 4 0 x dr Ln N L1 O LO ID Ln r-♦ Ln vV LO M i 3 4 x rn • O•r1 x • 1-4 3 O x 1 • I z x I 1 I i I I I t o I z k 1 1 1 1 1 1 1 • ro x N m m CT O lD at 4 al x of m m r M In m d• m M m ri m 1 •14 4) 'o x m m m m w m w 41 4-3iL 0 x r1 r-I r-1 ri • •i a) 0 x ♦ N 0 U x ♦ U 1 k+ x I I I I 1 I I ♦ — _— — — • 1 • t I r I I N I I a> I d• I u x o �D o 'D o r o r o r o m o o 0 41 a) a) p x o 0 0 0 0 0 0 z • P.rl Cl x v� H • � W f H E • m W f U] ♦ 1 (n x I I I I I I I O a ♦ 1 ♦ I I I I •ri IN ?11-1 x W M O O O O O kD W (n m .-i O N a ♦t, W W * W N 0) N ri 1-1N O N O N O M > Cu } G' U x 1D lD lD lD 1D lD %D + O Pit • W C7 x N N N N N N N z a U LD 1-4 W ♦ I —x I I I — I I I I (n m W O ♦ 1 a x 0) 1 M v I N u1 I m r I D1 —O 1 N C I aD m 1 Q ri C>' ♦ •d rh x 61 61 N m T r r r W l0 V' u) G4 i +-I ra FC x N N ,-I r1 rl H U 4] W ' I x I I I 1 I I I Ri c ♦ I x CA I kD I O I i0 I M I N I r-I I T I z W N ♦ x m r a• O r a ri N S z i j C7 •r1 H f x (n © ♦ I f O I O I —O 1 O 1 O I O I O I to Ln LO 2 (a O i 0G+ m E ♦ U x u VI m ♦ x ro 11 ♦ x �� ✓ a, a CD I f I I I I I I I H H # — Y Ei 9 yr ♦ — I x cw I M I r l —r I —LO I m I r l ro O R f r lD V N L d rieAD O '.• ��y+y f 11 41 x M M Q' 4• C d• Q' ..r J N . it (a 1D lD w ID l0 0.i W H t '.5 W ♦ N N N N N N N 41 1-4 E+ `G" f 1 x m I —N I M I r I c l kD 1 r l n ♦ 'r, f r Q1 N lf/ Q1 M m U Am E • x y f I ♦ I I I 1 I I I Iy • I x O I -1 1 cN I r-i I H I N I 0 1 "1 ♦ N ♦ O N r tV N N r N l0 N -1 N M ♦ v p•x O a0 N w lfl m �D m r m m m m ♦ N > O x N N N N N N '$ ♦ N a) r-I t M O (+•) O ('7 O M O ('1 O M O M m • 11 (n x 10 1.0 w lD ID w ID W ♦ N N (N N N N N ri O ; -- I U 4. I I I — I I I — I El 1 —x —O 1 m —m I a) W I Ln -4 1 N M 1 Q1 —N I m O I O • G 41 O m m Lr) G' CD N w M O d• M m U ♦ 0 =; x (D N 41 0) Un N r H Ol m r ID (n ♦ •ri 0) . ♦ 11 r-1 x (D Ol pS W w u"7 M M l0 r-i m dl W ♦ ro W f O O ,-I N N N N a # 11 14 x O O O O O O O H ♦ U) a [w Y f V-DITCH FLOW CAPACITY »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.00 CHANNEL Z1(HORIZONTAL/VERTICAL)= 1.00 Z2(HORIZONTAL/VERTICAL) = 1.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) =0.010000 MANNINGS FRICTION FACTOR=0.0130 NORMAL-DEPTH FLOW INFORMATION: »»>NORMAL DEPTH FLOW(CFS) = 5.72 FLOW TOP-WIDTH(FEET)= 2.00 FLOW AREA(SQUARE FEET) = 1.00 HYDRAULIC DEPTH(FEET)= 0.50 FLOW AVERAGE VELOCITY(FEET/SEC.)= 5.72 UNIFORM FROUDE NUMBER = 1.424 PRESSURE + MOMENTUM(POUNDS) = 84.10 AVERAGED VELOCITY HEAD(FEET)= 0.507 SPECIFIC ENERGY(FEET)= 1.507 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET)= 2.31 CRITICAL FLOW AREA(SQUARE FEET)= 1.33 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.58 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.30 CRITICAL DEPTH(FEET) = 1.15 CRITICAL FLOW PRESSURE+ MOMENTUM(POUNDS) = 79.50 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET)= 0.287 CRITICAL FLOW SPECIFIC ENERGY(FEET)= 1.440 ----------------------------------------------------------------------------- STREET CAPACITY CALCULATIONS MISSION TRAIL ULTIMATE CONFIGURATION Z y r Q C) O N i. e- � C/7 W I z O 2 : H W rti W O W II LLJ� z Z M o � � a m - � O V, L`' �L w Q N O LO z Q W 0 z La z ' CO �, 3Nl7 � o z c '— W � ,e z (� Z CL a p a w LLI w� d lo Y Li w m Q O ` � o 0 N� N Cl) N LAJ� W Y �I n- :5 d O o v C A t�, O Z y J 0 t c7 N mmgz U�O QV) vi y W W O_ QUO �of LL,J ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1557 Analysis prepared by: Wilson Mikami Corporation 3 Peters Canyon, Suite 10 Irvine CA 92606 949 679-0090 *****k******+************* DESCRIPTION OF STUDY k********kk*********k***** * ULTIMATE MISSION TRAIL HALF STREET FLOOD CAPACITY AT 0.5% * * * * TIME/DATE OF STUDY: 09:23 12/03/2018 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 0.77 2 10.00 0.67 3 10.01 0.00 4 12.00 0.16 5 50.00 1.12 SUBCHANNEL SLOPE(FEET/FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR - 0.015000 . . . . . . . . . ........ . ..... .. .. .. .... . . . .. . . . ... . . . . ... . ........ .. ..... ... .... .. SUBCHANNEL FLOW(CFS) = 25.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 9.24 SUBCHANNEL FLOW VELOCITY(FEET/SEC. ) = 2.787 SUBCHANNEL FROUDE NUMBER = 0.971 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 36.15 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.26 1 , ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 25.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 25.76 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.77 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. THEREFORE, THE FULL STREET WITH ULTIMATE IMPROVEMENTS CAN CARRY 50 CFS UNIT HYDROGRAPH AND FLOOD STORAGE RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Quality of Soil Group_ Cover Type (3) Cover (2) A B I C I D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 �1: Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 �.5 — f't'�'G (Lawn, shrubs, etc. ) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 56 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) l gmbwwboW IFL AN l i R 17— M ! M W !M 'eiIrOY W N � • W ii g O ► Fi%'b en -M. wirmMR49 m fAN rr : 1 M � 7 'Es Yin ;wrl "qc 14-111',' 16- M'a.22 SIR_ SM- 1 O"Lih dN AMWK "I rot'R., O"Ism, Lik Ap WE% k ARM Ns. 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I i1 � R - .. l-. lir p ` • e ...`• `, n • I �Y'-�! y; ! /1 '�rt�!;�r_R"7 '�.7i. t JI \ '1' .SQ_�/,N �' - •� d1] _ q �(>f�r_ 111�•a. \ \ r 11 k , 04,d[fW,y� U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/02/18 File: excot1061O.out ++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used f English Units used in output format ----------------------------------------------------------------------- UNIT HYDROGRAPH FOR EXISTING CONDITION 10-YEAR 6 HOUR STORM EVENT BY KAM 050218 Drainage Area = 19.90(Ac.) = 0.031 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 19.90(Ac.) = 0.031 Sq. Mi. USER Entry of lag time in hours Lag time = 0.252 Hr. Lag time = 15.12 Min. 250 of lag time = 3.78 Min. 40% of lag time = 6.05 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) I User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) [1) Rainfall(In) [2) Weighting[1*2] 19.90 1.40 27.86 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) (2) Weighting[1*2] � 19.90 3.50 69.65 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 2.264 (In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.264 (In) Sub-Area Data: I I Area(Ac.) Runoff Index Impervious % 19.900 84.00 0.050 Total Area Entered = 19.90(Ac. ) 1 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) ( 84.0 84.0 0.198 0.050 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ( (In/Hr) ) = 0.095 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve --------------------------------------------------------------------- Unit Hydrograph Data --- ----------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 33.069 3.313 0.664 2 0.167 66.138 12.694 2.546 3 0.250 99.206 21.541 4.320 4 0.333 132.275 20.142 4.040 5 0.417 165.344 11.218 2.250 6 0.500 198.413 6.379 1.279 7 0.583 231.481 4.493 0.901 8 0.667 264.550 3.483 0.699 9 0.750 297.619 2.849 0.571 10 0.833 330.688 2.236 0.449 11 0.917 363.757 1.939 0.389 12 1.000 396.825 1.545 0.310 13 1.083 429.894 1.293 0.259 14 1.167 462.963 1.055 0.212 15 1.250 496.032 1.004 0.201 16 1.333 529.101 0.890 0.178 17 1.417 562.169 0.720 0.144 18 1.500 595.238 0.622 0.125 19 1.583 628.307 0.547 0.110 20 1.667 661.376 0.457 0.092 21 1.750 694.444 0.359 0.072 22 1.833 727.513 0.331 0.066 23 1.917 760.582 0.331 0.066 24 2.000 793.651 0.331 0.066 f 25 2.083 826.720 0.229 0.046 Sum 100.000 Sum= 20.055 1 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.50 0.136 0.189 0.122 0.01 f 2 0.17 0.60 0.163 0.189 0.147 0.02 ( 3 0.25 0.60 0.163 0.189 0.147 0.02 4 0.33 0.60 0.163 0.189 0.147 0.02 5 0.42 0.60 0.163 0.189 0.147 0.02 6 0.50 0.70 0.190 0.189 ---- 0.00 7 0.58 0.70 0.190 0.189 --- 0.00 8 0.67 0.70 0.190 0.189 -- 0.00 9 0.75 0.70 0.190 0.189 --- 0.00 1 h I . 10 0.83 0.70 0.190 0.189 ___ 0.00 I 11 0.92 0.70 0.190 0.189 0.00 12 1.00 0.80 0.217 0.189 --- 0.03 r 13 1.08 0.80 0.217 0.189 --- 0.03 1 14 1.17 0.80 0.217 0.189 --- 0.03 15 1.25 0.80 0.217 0.189 --- 0.03 16 1.33 0.80 0.217 0.189 --- 0.03 � - 17 1.42 0.80 0.217 0.189 --- 0.03 18 1.50 0.80 0.217 0.189 --- 0.03 19 1.58 0.80 0.217 0.189 --- 0.03 20 1.67 0.80 0.217 0.189 --- 0.03 21 1.75 0.80 0.217 0.189 --- 0.03 22 1.83 0.80 0.217 0.189 --- 0.03 23 1.92 0.80 0.217 0.189 --- 0.03 24 2.00 0.90 0.244 0.169 --- 0.06 25 2.08 0.80 0.217 0.189 --- 0.03 26 2.17 0.90 0.244 0.189 --- 0.06 27 2.25 0.90 0.244 0.189 --- 0.06 28 2.33 0.90 0.244 0.189 --- 0.06 29 2.42 0.90 0.244 0.189 --- 0.06 30 2.50 0.90 0.244 0.189 --- 0.06 31 2.58 0.90 0.244 0.189 --- 0.06 32 2.67 0.90 0.244 0.189 --- 0.06 33 2.75 1.00 0.272 0.189 --- 0.08 34 2.83 1.00 0.272 0.189 --- 0.08 35 2.92 1.00 0.272 0.189 --- 0.08 36 3.00 1.00 0.272 0.189 --- 0.08 37 3.08 1.00 0.272 0.189 --- 0.08 38 3.17 1.10 0.299 0.189 --- 0.11 39 3.25 1.10 0.299 0.189 --- 0.11 40 3.33 1.10 0.299 0.189 --- 0.11 41 3.42 1.20 0.326 0.189 --- 0.14 42 3.50 1.30 0.353 0.189 --- 0.16 43 3.58 1.40 0.380 0.189 --- 0.19 44 3.67 1.40 0.380 0.189 --- 0.19 45 3.75 1.50 0.407 0.189 --- 0.22 46 3.83 1.50 0.407 0.189 --- 0.22 47 3.92 1.60 0.435 0.189 --- 0.25 48 4.00 1.60 0.435 0.189 --- 0.25 49 4.08 1.70 0.462 0.189 --- 0.27 50 4.17 1.80 0.489 0.169 --- 0.30 51 4.25 1.90 0.516 0.189 --- 0.33 52 4.33 2.00 0.543 0.189 --- 0.35 53 4.42 2.10 0.570 0.189 --- 0.38 54 4.50 2.10 0.570 0.189 --- 0.38 55 4.58 2.20 0.598 0.189 --- 0.41 56 4.67 2.30 0.625 0.189 --- 0.44 57 4.75 2.40 0.652 0.189 --- 0.46 t 58 4.83 2.40 0.652 0.189 --- 0.46 59 4.92 2.50 0.679 0.189 --- 0.49 60 5.00 2.60 0.706 0.189 --- 0.52 61 5.08 3.10 0.842 0.189 --- 0.65 62 5.17 3.60 0.978 0.189 --- 0.79 63 5.25 3.90 1.059 0.189 --- 0.87 64 5.33 4.20 1.141 0.189 --- 0.95 65 5.42 4.70 1.277 0.189 --- 1.09 66 5.50 5.60 1.521 0.189 --- 1.33 67 5.58 1.90 0.516 0.189 --- 0.33 68 5.67 0.90 0.244 0.189 --- 0.06 69 5.75 0.60 0.163 0.189 0.147 0.02 70 5.83 0.50 0.136 0.189 0.122 0.01 71 5.92 0.30 0.081 0.189 0.073 0.01 72 6.00 0.20 0.054 0.189 0.049 0.01 Y Sum = 100.0 Sum = 14.1 - Flood volume = Effective rainfall 1.18(In) times area 19.9(Ac.)/[ (In)/(Ft.) ] = 2.0(AC.Ft) Total soil loss = 1.09(In) Total soil loss = 1.802(Ac.Ft) Total rainfall = 2.26(In) Flood volume = 85051.1 Cubic Feet Total soil loss = 76479.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 17.906(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M .� R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q I I I I 0+10 0.0004 0.05 Q I I I I 0+15 0.0011 0.11 Q I I I I 0+20 0.0024 0.18 Q I 1 I 0+25 0.0039 0.22 Q I I 0+30 0.0055 0.23 Q I I I I 0+35 0.0069 0.21 Q I I I 1 0+40 0.0080 0.15 Q I I I I 0+45 0.0086 0.10 Q I I I l 0+50 0.0091 0.07 Q { I I I 0+55 0.0095 0.06 Q I I I 1+ 0 0.0100 0.07 Q 1+ 5 0.0109 0.13 Q I I I I �^ 1+10 0.0126 0.24 Q ( I I I 1+15 0.0150 0.35 Q I ! I I 1+20 0.0178 0.41 Q I I I I 1+25 0.0208 0.44 Q 1 I I I 1+30 0.0240 0.46 Q I I I 1+35 0.0273 0.48 Q I I I 1+40 0.0307 0.49 Q I ( I 1 1+45 0.0341 0.50 VQ I I I I 1+50 0.0377 0.51 VQ I I I I 1+55 0.0413 0.52 VQ I I I 2+ 0 0.0450 0.54 VQ I I I I 2+ 5 0.0491 0.60 IQ I I I I r' 2+10 0.0538 0.67 IQ I I I I 2+15 0.0589 0.74 IQ I I I I 2+20 0.0644 0.81 IQ I I 1 1 2+25 0.0706 0.89 IQ I I I 2+30 0.0771 0.95 IQ I I I I 2+35 0.0839 0.98 IQ I I I 2+40 0.0908 1.00 IVQ I I I 2+45 0.0979 1.04 1 Q I I I I 2+50 0.1057 1.12 1 Q I I I I 2+55 0.1143 1.25 1 Q I I I [ 3+ 0 0.1237 1.37 1 Q I I I I 3+ 5 0.1337 1.44 1 Q I I I I 3+10 0.1440 1.50 1 VQ I 1 I I 3+15 0.1550 1.60 1 Q I I I I 3+20 0.1670 1.74 1 Q I I I I 3+25 0.1800 1.89 1 Q I I I l 3+30 0.1941 2.05 1 VQ I I I I 3+35 0.2100 2.30 1 0 1 1 I F I 3+40 0.2282 2.64 1 VQ I I I I 3+45 0.2486 2.97 I Q 1 I I I 3+50 0.2711 3.27 I VQ I I I r 3+55 0.2955 3.55 I VQ I I I 1 4+ 0 0.3219 3.82 I VQ I I I I 4+ 5 0.3500 4.09 I VQ I 1 I I 4+10 0.3802 4.38 I VQ I 4+15 0.4126 4.71 I VQI I I I 4+20 0.4479 5.12 I VQ I I I 4+25 0.4863 5.57 I VIQ I I 1 4+30 0.5277 6.02 I V Q I I 4+35 0.5721 6.44 I IVQ I ( 1 4+40 0.6190 6.81 ( 1 VQ I I I 4+45 0.6687 7.21 I 1 VQ I I I 4+50 0.7213 7.64 I 1 VQ I I I 4+55 0.7767 8.05 1 VQ I 5+ 0 0.8348 8.43 I QV I I I 5+ 5 0.8961 8.90 I QV I I 5+10 0.9630 9.70 I QI I I 5+15 1.0385 10.97 I 1 IQ I I 5+20 1.1250 12.55 I 1 1 v Q 1 1 5+25 1.2227 14.19 1 1 1 V Q ; 1 5+30 1.3327 15.97 1 1 1 V ,Q 1 5+35 1.4526 17.41 1 1 1 VI Q 1 5+40 1.5686 16.85 1 1 1 1 VQ 1 5+45 1.6615 13.49 1 1 1 Q I V 1 5+50 1.7248 9.19 1 1 Q I I V 1 5+55 1.7685 6.35 1 1 Q I I V 1 6+ 0 1.8016 4.80 1 QI 1 1 v 1 6+ 5 1.8280 3.83 1 Q I I I V I 6+10 1.8495 3.13 1 Q I I V I 6+15 1.8672 2.57 1 Q I I I V I 6+20 1.8819 2.14 1 Q I I I V I 6+25 1.8942 1.76 1 Q I I I V I 6+30 1.9046 1.51 1 Q I I VI 6+35 1.9134 1.28 1 Q I I I VI 6+40 1.9211 1.11 1 Q I I I VI 6+45 1.9275 0.94 IQ I I I VI 6+50 1.9329 0.78 IQ I I I VI 6+55 1.9374 0.65 IQ I I I VI 7+ 0 1.9412 0.55 IQ I VI 7+ 5 1.9443 0.45 Q I 1 I VI 7+10 1.9468 0.37 Q I I I VI 7+15 1.9489 0.30 Q I I VI 7+20 1.9505 0.23 Q I I I VI 7+25 1.9517 0.17 Q I I I VI 7+30 1.9523 0.09 Q I I I VI 7+35 1.9524 0.02 Q I I I VI 7+40 1.9525 0.01 Q I I I VI 7+45 1.9525 0.00 Q I I I VI 7+50 1.9525 0.00 Q { I I VI 7+55 1.9525 0.00 Q I 1 I VI 8+ 0 1.9525 0.00 Q I I I V l I L ( U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/02/18 File: EXCOT10242410.out i 1 ++++++++f++++++++++++++++t+++++t+t++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -------------------------------- UNIT HYDROGRAPH FOR EXISTING CONDITION 10-YEAR AS-HOUR STORM EVENT BY KAM 050218 --------------------------------------------------------------------- Drainage Area = 19.90(Ac.) = 0.031 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 19.90(Ac.) a 0.031 Sq. Mi. USER Entry of lag time in hours Lag time = 0.252 Hr. Lag time - 15.12 Min. 250 of lag time = 3.78 Min. 40% of lag time = 6.05 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00 (CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall (In) (2) Weighting[1*2] 19.90 2.50 49.75 i 100 YEAR Area rainfall data: Area(Ac.) [1] Rain£all(In) [2] weighting[1*2] 19.90 7.00 139.30 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 7.000 (In) Point rain (area averaged) = 4.351 (In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.351(In) Sub-Area Data: l I Area(Ac.) Runoff Index Impervious % 19.900 84.00 0.050 Total Area Entered - 19.90(Ac. ) RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 84.0 84.0 0.198 0.050 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ( (In/Hr) ) = 0.095 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------........--------- U n i t H y d r o g r a p h VALLEY S-Curve -------__--------------------------------------------------------- Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 33.069 3.313 0.664 2 0.167 66.138 12.694 2.546 3 0.250 99.206 21.541 4.320 4 0.333 132.275 20.142 4.040 5 0.417 165.344 11.218 2.250 6 0.500 198.413 6.379 1.279 7 0.583 231.481 4.493 0.901 8 0.667 264.550 3.483 0.699 9 0.750 297.619 2.849 0.571 10 0.833 330.688 2.236 0.449 11 0.917 363.757 1.939 0.389 12 1.000 396.825 1.545 0.310 13 1.083 429.894 1.293 0.259 14 1.167 462.963 1.055 0.212 I 15 1.250 496.032 1.004 0.201 16 1.333 529.101 0.890 0.178 17 1.417 562.169 0.720 0.144 18 1.500 595.238 0.622 0.125 19 1.583 628.307 0.547 0.110 20 1.667 661.376 0.457 0.092 21 1.750 694.444 0.359 0.072 22 1.833 727.513 0.331 0.066 23 1.917 760.582 0.331 0.066 24 2.000 793.651 0.331 0.066 25 2.083 826.720 0.229 0.046 ` Sum 1--- Sum' -055-- ------ - --- - -- 1 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.035 0.336 0.031 0.00 2 0.17 0.07 0.035 0.335 0.031 0.00 3 0.25 0.07 0.035 0.333 0.031 0.00 1 4 0.33 0.10 0.052 0.332 0.047 0.01 5 0.42 0.10 0.052 0.331 0.047 0.01 6 0.50 0.10 0.052 0.329 0.047 0.01 7 0.58 0.10 0.052 0.328 0.047 0.01 8 0.67 0.10 0.052 0.327 0.047 0.01 9 0.75 0.10 0.052 0.326 0.047 0.01 JT I f 10 0.83 0.13 0.070 0.324 0.063 0.01 11 0.92 0.13 0.070 0.323 0.063 0.01 12 1.00 0.13 0.070 0.322 0.063 0.01 13 1.08 0.10 0.052 0.320 0.047 0.01 14 1.17 0.10 0.052 0.319 0.047 0.01 15 1.25 0.10 0.052 0.318 0.047 0.01 16 1.33 0.10 0.052 0.317 0.047 0.01 17 1.42 0.10 0.052 0.315 0.047 0.01 18 1.50 0.10 0.052 0.314 0.047 0.01 19 1.58 0.10 0.052 0.313 0.047 0.01 20 1.67 0.10 0.052 0.312 0.047 0.01 21 1.75 0.10 0.052 0.310 0.047 0.01 22 1.83 0.13 0.070 0.309 0.063 0.01 23 1.92 0.13 0.070 0.308 0.063 0.01 24 2.00 0.13 0.070 0.307 0.063 0.01 25 2.08 0.13 0.070 0.305 0.063 0.01 26 2.17 0.13 0.070 0.304 0.063 0.01 27 2.25 0.13 0.070 0.303 0.063 0.01 28 2.33 0.13 0.070 0.302 0.063 0.01 29 2.42 0.13 0.070 0.300 0.063 0.01 30 2.50 0.13 0.070 0.299 0.063 0.01 31 2.58 0.17 0.087 0.298 0.078 0.01 32 2.67 0.17 0.087 0.297 0.078 0.01 33 2.75 0.17 0.087 0.296 0.078 0.01 I 34 2.83 0.17 0.087 0.294 0.078 0.01 35 2.92 0.17 0.087 0.293 0.078 0.01 36 3.00 0.17 0.087 0.292 0.078 0.01 37 3.08 0.17 0.087 0.291 0.078 0.01 38 3.17 0.17 0.087 0.290 0.078 0.01 39 3.25 0.17 0.087 0.288 0.078 0.01 40 3.33 0.17 0.087 0.287 0.078 0.01 41 3.42 0.17 0.087 0.286 0.078 0.01 42 3.50 0.17 0.087 0.285 0.078 0.01 43 3.58 0.17 0.087 0.284 0.078 0.01 44 3.67 0.17 0.087 0.282 0.078 0.01 45 3.75 0.17 0.087 0.281 0.078 0.01 46 3.83 0.20 0.104 0.280 0.094 0.01 47 3.92 0.20 0.104 0.279 0.094 0.01 48 4.00 0.20 0.104 0.278 0.094 0.01 49 4.08 0.20 0.104 0.276 0.094 0.01 50 4.17 0.20 0.104 0.275 0.094 0.01 51 4.25 0.20 0.104 0.274 0.094 0.01 52 4.33 0.23 0.122 0.273 0.110 0.01 53 4.42 0.23 0.122 0.272 0.110 0.01 54 4.50 0.23 0.122 0.271 0.110 0.01 55 4.58 0.23 0.122 0.269 0.110 0.01 56 4.67 0.23 0.122 0.268 0.110 0.01 57 4.75 0.23 0.122 0.267 0.110 0.01 58 4.83 0.27 0.139 0.266 0.125 0.01 59 4.92 0.27 0.139 0.265 0.125 0.01 60 5.00 0.27 0.139 0.264 0.125 0.01 61 5.08 0.20 0.104 0.263 0.094 0.01 l 62 5.17 0.20 0.104 0.261 0.094 0.01 l 63 5.25 0.20 0.104 0.260 0.094 0.01 64 5.33 0.23 0.122 0.259 0.110 0.01 65 5.42 0.23 0.122 0.258 0.110 0.01 l 66 5.50 0.23 0.122 0.257 0.110 0.01 67 5.58 0.27 0.139 0.256 0.125 0.01 68 5.67 0.27 0.139 0.255 0.125 0.01 69 5.75 0.27 0.139 0.253 0.125 0.01 70 5.83 0.27 0.139 0.252 0.125 0.01 l 71 5.92 0.27 0.139 0.251 0.125 0.01 72 6.00 0.27 0.139 0.250 0.125 0.01 I L 73 6.08 0.30 0.157 0.249 0.141 0.02 74 6.17 0.30 0.157 0.248 0.141 0.02 75 6.25 0.30 0.157 0.247 0.141 0.02 76 6.33 0.30 0.157 0.246 0.141 0.02 77 6.42 0.30 0.157 0,245 0.141 0.02 78 6.50 0.30 0.157 0.243 0.141 0.02 79 6.58 0.33 0.174 0.242 0.157 0.02 80 6.67 0.33 0.174 0.241 0.157 0.02 81 6.75 0.33 0.174 0.240 0.157 0.02 82 6.83 0.33 0.174 0.239 0.157 0.02 83 6.92 0.33 0.174 0.238 0.157 0.02 84 7.00 0.33 0.174 0.237 0.157 0.02 85 7.08 0.33 0.174 0.236 0.157 0.02 86 7.17 0.33 0.174 0.235 0.157 0.02 87 7.25 0.33 0.174 0.234 0.157 0.02 88 7.33 0.37 0.191 0.233 0.172 0.02 89 7.42 0.37 0.191 0.232 0.172 0.02 90 7.50 0.37 0.191 0.231 0.172 0.02 91 7.58 0.40 0.209 0.229 0.188 0.02 92 7.67 0.40 0.209 0.228 0.188 0.02 93 7.75 0.40 0.209 0.227 0,188 0.02 94 7.83 0.43 0.226 0.226 0.204 0.02 95 7.92 0.43 0.226 0.225 --- 0.00 96 8.00 0.43 0.226 0.224 --- 0.00 97 8.08 0.50 0.261 0.223 - - 0.04 98 8.17 0.50 0.261 0.222 0.04 99 8.25 0.50 0.261 0.221 --- 0.04 100 8.33 0.50 0.261 0.220 --- 0.04 l 101 8.42 0.50 0.261 0.219 --- 0.04 102 8.50 0.50 0.261 0.218 0.04 103 8.58 0.53 0.278 0.217 --- 0.06 104 8.67 0.53 0.278 0.216 --- 0.06 105 8.75 0.53 0.278 0.215 0.06 106 8.83 0.57 0.296 0.214 0.08 107 8.92 0.57 0.296 0.213 --- 0.08 108 9.00 0.57 0.296 0.212 --- 0.08 109 9.08 0.63 0.331 0.211 --- 0.12 110 9.17 0.63 0.331 0.210 --- 0.12 111 9.25 0.63 0.331 0.209 --- 0.12 112 9.33 0. 67 0.348 0.208 --- 0.14 113 9.42 0. 67 0.348 0.207 --- 0.14 114 9.50 0. 67 0.348 0.206 --- 0.14 115 9.58 0.70 0.365 0.205 --- 0.16 1 116 0.70 0.365 0.204 --- 0.16 117 9.75 0.70 0.365 0.203 0.16 118 9.83 0.73 0.383 0.202 --- 0.18 119 9.92 0.73 0.383 0.201 --- 0.18 120 10.00 0.73 0.383 0.200 --- 0.18 121 10.08 0.50 0.261 0.199 __ 0.06 _ 122 10.17 0.50 0.261 0.198 0.06 123 10.25 0.50 0.261 0.197 --- 0.06 124 10.33 0.50 0.261 0.196 --- 0.06 125 10.42 0.50 0.261 0.195 --- 0.07 � - 126 10.50 0.50 0.261 0.194 --- 0.07 127 10.58 0.67 0.348 0.193 --- 0.15 128 10.67 0.67 0.348 0.192 --- 0.16 129 10.75 0.67 0.348 0.191 --- 0.16 4 130 10.83 0.67 0.348 0.191 --- 0.16 131 10.92 0. 67 0.348 0.190 --- 0.16 132 11.00 0. 67 0.348 0.169 --- 0.16 I 133 11.08 0. 63 0.331 0.18E --- 0.14 134 11. 17 0.63 0.331 0.187 --- 0.14 135 11.25 0.63 0.331 0.186 --- 0.14 L f- �~ 136 11.33 0.63 0.331 0.185 --- 0.15 0.15 137 11.42 0.63 0.331 0.184 0.15 138 11.50 0.63 0.331 0.183 --- 0.15 r_ 131 11.58 1,57 0.296 0.112 --- 0.11 f 140 11.67 0.57 0.296 0.181 f =_= 0.11 141 11.75 0.57 0.296 0.180 0.12 142 11.83 0.60 0.313 0.180 --- 0.13 143 11.92 0,60 0.313 0.179 --- 0.13 1 144 12.00 0.60 0.313 0.178 0.14 145 12.08 0.83 0.435 0.177 0.26 146 12.17 0.83 0.435 0.176 --- 0.26 147 12.25 0.83 0.435 0.175 --- 0.26 148 12.33 0.87 0.453 0.174 --- 0.28 149 12.42 0.87 0.453 0.173 --- 0.28 150 12.50 0.87 0.453 0.172 --- 0.28 151 12.58 0.93 0.487 0.172 --- 0.32 I 152 12.67 0.93 0.487 0.171 --- 0.32 153 12.75 0.93 0.487 0.170 0.32 154 12.83 0.97 0.505 0.169 --- 0.34 155 12.92 0.97 0.505 0.168 --- 0.34 156 13.00 0.97 0.505 0.167 0.34 157 13.08 1.13 0.592 0.166 0.43 158 13.17 1.13 0.592 0.166 --- 0.43 159 13.25 1.13 0.592 0.165 -== 0.43 160 13.33 1.13 0.592 0.164 0.43 161 13.42 1.13 0.592 0.163 0.43 162 13.50 1.13 0.592 0.162 --- 0.43 163 13.58 0.77 0.400 0.161 --- 0.24 164 13.67 0.77 0.400 0.161 0.24 165 13.75 0.77 0.400 0.160 0.24 166 13.83 0.77 0.400 0.159 --- 0.24 1 167 13.92 0.77 0.400 0.158 --- 0.24 168 14,00 0.77 0.400 0.157 0.24 169 14.08 0.90 0.470 0.157 0.31 170 14.17 0.90 0.470 0.156 --- 0.31 171 14.25 0.90 0,470 0.155 --- 0.31 172 14.33 0.87 0.453 0.154 --- 0.30 173 14.42 0.87 0.453 0.153 --- 0.30 174 14.50 0.87 0.453 0.153 --- 0.30 175 14.58 0.87 0.453 0.152 --- 0.30 176 14.67 0.87 0.453 0.151 0.30 177 14.75 0.87 0.453 0.150 0.30 178 14.83 0.63 0.435 0.150 --- 0.29 179 14.92 0.83 0.435 0.149 --- 0.29 180 15.00 0.83 0.435 0.148 0.29 181 15.08 0.80 0.418 0.147 0.27 182 15.17 0.80 0.418 0.146 --- 0.27 183 15.25 0.80 0.418 0.146 --- 0.27 184 15.33 0,77 0.400 0.145 --- 0.26 j 185 15.42 0.77 0.400 0.144 0.26 186 15.50 0.77 0.400 0.143 --- 0.26 187 15.58 0.63 0,331 0.143 --- 0.19 188 15.67 0.63 0.331 0.142 --- 0.19 189 15.75 0.63 0,331 0.141 --- 0.19 190 15,83 0.63 0.331 0.141 --- 0.19 191 15.92 0. 63 0.331 0.140 --- 0,19 192 16.00 0. 63 0.331 0.139 0.19 193 16.08 0.13 0.070 0.138 0.063 0.01 194 16.17 0.13 0.070 0.138 0.063 0.01 i 195 16.25 0.13 0.070 0.137 0.063 0.01 196 16.33 0.13 0.070 0.136 0.063 0.01 197 16.42 0.13 0.070 0.136 0.063 0.01 198 16.50 0.13 0.070 0.135 0.063 0.01 t.. l_ f 199 16.58 0.10 0.052 0.134 0.047 0.01 200 16.67 0.10 0.052 0.134 0.047 0.01 201 16.75 0.10 0.052 0.133 0.047 0.01 202 16.83 0.10 0.052 0.132 0.047 0.01 r 203 16.92 0.10 0.052 0.132 0.047 0.01 204 17.00 0.10 0.052 0.131 0.047 0.01 205 17.08 0.17 0.087 0.130 0.078 0.01 206 17.17 0.17 0.087 0.130 0.078 0.01 { 207 17.25 0.17 0.087 0.129 0.078 0.01 l 208 17.33 0.17 0.087 0.128 0.078 0.01 209 17.42 0.17 0.087 0.128 0.078 0.01 210 17.50 0.17 0.087 0.127 0.078 0.01 ( 211 17.58 0.17 0.087 0.126 0.078 0.01 212 17.67 0.17 0.087 0.126 0.078 0.01 213 17.75 0.17 0.087 0.125 0.078 0.01 214 17.83 0.13 0.070 0.124 0.063 0.01 I 215 17.92 0.13 0.070 0.124 0.063 0.01 216 18.00 0.13 0.070 0.123 0.063 0.01 217 18.08 0.13 0.070 0.123 0.063 0.01 218 16.17 0.13 0.070 0.122 0.063 0.01 ( 219 18.25 0.13 0.070 0.121 0.063 0.01 220 18.33 0.13 0.070 0.121 0.063 0.01 221 18.42 0.13 0.070 0.120 0.063 0.01 222 18.50 0.13 0.070 0.120 0.063 0.01 I 223 18.58 0.10 0.052 0.119 0.047 0.01 224 18.67 0.10 0.052 0.119 0.047 0.01 225 18.75 0.10 0.052 0.118 0.047 0.01 226 18.83 0.07 0.035 0.117 0.031 0.00 I 227 18.92 0.07 0.035 0.117 0.031 0.00 228 19.00 0.07 0.035 0.116 0.031 0.00 229 19.08 0.10 0.052 0.116 0.047 0.01 230 19.17 0.10 0.052 0.115 0.047 0.01 231 19.25 0.10 0.052 0.115 0.047 0.01 l 232 19.33 0. 13 0.070 0.114 0.063 0.01 233 19.42 0.13 0.070 0.114 0.063 0.01 234 19.50 0. 13 0.070 0.113 0.063 0.01 235 19.58 0.10 0.052 0.113 0.047 0.01 236 19.67 0. 10 0.052 0.112 0.047 0.01 237 19.75 0.10 0.052 0.112 0.047 0.01 f 238 19.83 0.07 0.035 0. 111 0.031 0.00 239 19.92 0.07 0.035 0.111 0.031 0.00 240 20.00 0.07 0.035 0.110 0.031 0.00 241 20.08 0.10 0.052 0.110 0.047 0.01 242 20.17 0.10 0.052 0.109 0.047 0.01 243 20.25 0.10 0.052 0.109 0.047 0.01 244 20.33 0.10 0.052 0.108 0.047 0.01 245 20.42 0.10 0.052 0.10E 0.047 0.01 246 20.50 0.10 0.052 0.107 0.047 0.01 l 247 20.58 0.10 0.052 0.107 0.047 0.01 l 248 20.67 0.10 0.052 0.106 0.047 0.01 249 20.75 0.10 0.052 0.106 0.047 0.01 250 20.83 0.07 0.035 0.105 0.031 0.00 f 251 20.92 0.07 0.035 0.105 0.031 0.00 l 252 21.00 0.07 0.035 0.105 0.031 0.00 253 21.08 0.10 0.052 0.104 0.047 0.01 254 21.17 0. 10 0.052 0.104 0.047 0.01 255 21.25 0.10 0.052 0.103 0.047 0.01 256 21.33 0.07 0.035 0.103 0.031 0.00 257 21.42 0.07 0.035 0.103 0.031 0.00 258 21.50 0.07 0.035 0.102 0.031 0.00 259 21.58 0.10 0.052 0.102 0.047 0.01 260 21.67 0.10 0.052 0.101 0.047 0.01 261 21.75 0.10 0.052 0. 101 0.047 0.01 r P I 262 21.83 0.07 0.035 0.101 0.031 0.00 263 21.92 0.07 0.035 0.100 0.031 0.00 264 22.00 0.07 0.035 0.100 0.031 0.00 265 22.01 0.10 0.052 0.100 0.047 0.01 266 22.17 0.10 0.052 0.099 0.047 0.01 267 22.25 0.10 0.052 0.099 0.047 0.01 268 22.33 0.07 0.035 0.099 0.031 0.00 261 22.42 0.07 0.035 0.011 0.031 0.00 270 22.50 0.07 0.035 0.098 0.031 0.00 271 22.58 0.07 0.035 0.098 0.031 0.00 272 22.67 0.07 0.035 0.098 0.031 0.00 273 22.75 0.07 0.035 0.097 0.031 0.00 274 22.83 0.07 0.035 0.097 0.031 0.00 275 22.92 0.07 0.035 0.097 0.031 0.00 276 23.00 0.07 0.035 0.097 0.031 0.00 277 23.01 0.07 0.035 0.016 0.031 0.01 278 23.17 0.07 0.035 0.096 0.031 0.00 279 23.25 0.07 0.035 0.096 0.031 0.00 280 23.33 0.07 0.035 0.096 0.031 0.00 t 281 23.42 0.07 0.035 0.096 0.031 0.00 282 23.50 0.07 0.035 0.095 0.031 0.00 283 23.58 0.07 0.035 0.095 0.031 0.00 284 23.67 0.07 0.035 0.095 0.031 0.00 285 23.75 0.07 0.035 0.095 0.031 0.00 286 23.83 0.07 0.035 0.095 0.031 0.00 287 23.92 0.07 0.035 0.095 0.031 0.00 288 24.00 0.07 0.035 0.095 0.031 0.00 Sum = 100.0 Sum = 20.9 Flood volume = Effective rainfall 1.74 (In) l times area 19.9(Ac.)/[ (In) /(Ft.) ] = 2.9(Ac.Fr Total soil loss = 2.61 (In) fff Total soil Joss = 4.330(Ac.Ft) I Total rainfall = 4.35(In) Flood volume = 125689.2 Cubic Feet Total soil loss = 188626.1 Cubic Feet -------------------------------------------- -------------------------- 2- Peak flow rate of this hydrograph =------7_922(CFS)- i ------------------------------------ --------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 24 - H O U R S T O R M ----R u n o f f H y d r o g r a p h ----------- ----------------------------------------------------- Hydrograph in 5 Minute intervals ( (CFS) ) ----------------------------------------------------- 1 Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.01 Q I I I I l 0+15 0.0003 0.03 Q I I I I 0+20 0.0006 0.04 Q I I I I 0+25 0.0009 0.05 Q I I I I f 0+30 0.0014 0.07 Q ( I I I L 0+35 0.0019 0.08 Q I ( I I 0+40 0.0025 0.08 Q I 1 I I 0+45 0.0031 0.09 Q [ I I I 0+50 0.0037 0.09 Q [ I I I 0+55 0.0044 0.10 Q I I I I 1+ 0 0.0051 0.11 Q I I 1 I 1+ 5 0.0059 0.11 Q I I I I 1 1+10 0.0067 0.12 Q [ [ I I 1+15 0.0075 0.11 Q [ I I I 1+20 0.0082 0.11 Q I ( I I P IJ {E l_ f� 1+25 0.0089 0.11 Q I I I I 1+30 0.0097 0.11 Q I I 1+35 0.0104 0.10 Q I I I 1+40 0.0111 0.11 Q I I I 1+45 0.0118 0.11 Q I I I 1+50 0.0126 0.11 Q I I I 1+55 0.0133 0.11 Q I I i 1 2+ 0 0.0141 0.12 Q I I I I 2+ 5 0.0150 0.13 Q I I I I 2+10 0.0159 0.13 Q I I I I 2+15 0.0168 0.13 Q I I I 2+20 0.0177 0.13 Q I I 1 I 2+25 0.0186 0.13 Q I 2+30 0.0196 0.14 Q I 2+35 0.0205 0.14 Q I I I 2+40 0.0215 0.14 Q I I I 2+45 0.0225 0.15 Q I I I 2+50 0.0236 0.16 Q I I I I 2+55 0.0247 0.16 Q I I I I 3+ 0 0.0259 0.16 Q I 1 1 3+ 5 0.0270 0.17 Q I I 3+10 0.0262 0.17 Q ! I I 3+15 0.0293 0.17 Q I I ! 3+20 0.0305 0.17 Q I I I 3+25 0.0317 0.17 Q I I I I 3+30 0.0329 0.17 Q I I I 3+35 0.0340 0.17 Q I I I 3+40 0.0352 0.17 Q 3+45 0.0364 0.17 Q I I I 3+50 0.0376 0.17 Q I 1 1 3+55 0.0388 0.18 Q I I I I 4+ 0 0.0401 0.19 Q I ! I 4+ 5 0.0415 0.19 Q I I 4+10 0.0428 0.20 Q f I 1 4+15 0.0442 0.20 Q I I I 4+20 0.0456 0.20 Q I I 4+25 0.0471 0.21 Q I ! I I 1 4+30 0.0486 0.22 Q I I ! 4+35 0.0501 0.23 Q I I 4+40 0.0517 0.23 Q I I i 1 4+45 0.0533 0.23 Q I I I I 4+50 0.0549 0.24 Q I I I 4+55 0.0566 0.24 Q I 5+ 0 0.0583 0.25 VQ ! 1 I 5+ 5 0.0601 0.26 VQ I I I I 5+10 0.0618 0.25 VQ I I I I 5+15 0.0635 0.24 Q I I I I 5+20 0.0651 0.23 Q I I I I 5+25 0.0667 0.23 Q I I I 5+30 0.0683 0.23 Q I ! ! 5+35 0.0699 0.24 Q I ! I 5+40 0.0716 0.25 Q I I I 5+45 0.0734 0.25 IQ l 5+50 0.0752 0.26 IQ I I I 5+55 0.0770 0.27 IQ I I I 6+ 0 0.0769 0.27 IQ I I I I 6+ 5 0.0807 0.27 IQ I I I I 6+10 0.0827 0.28 IQ I I I 6+15 0.0846 0.29 IQ I I I I 6+20 0.0867 0.30 IQ I I 1 I 6+25 0.0887 0.30 IQ I I I 1 6+30 0.0908 0.30 IQ I I I I 6+35 0.0929 0.31 IQ ( I I 6+40 0.0951 0.31 IQ { I I I 6+45 0.0973 0.32 IQ I 1 I I 6+50 0.0995 0.33 IQ I I 1 I 6+55 0.1018 0.33 IQ I I 1 I 7+ 0 0.1042 0.34 IQ I I 1 I 7+ 5 0.1065 0.34 IQ I I I I 7+10 0.1088 0.34 IQ I I I I 7+15 0.1112 0.34 IQ I I I I 7+20 0.1136 0.34 IQ f I I I 7+25 0.1160 0.35 IQ ( I I I 7+30 0.1184 0.36 IQ I I I I 7+35 0.1210 0.37 IQ I I I I 7+40 0.1236 0.38 IQ I I I I 7+45 0.1262 0.39 IQ I I I 7+50 0.1290 0.40 IQ I I 1 I 7+55 0.1317 0.39 IQ I I I I 8+ 0 0.1341 0.35 IQ I I I I 8+ 5 0.1361 0.29 IQ I I I 8+10 0.1382 0.31 IQ I I 8+15 0.1411 0.42 IQ I I I I f 8+20 0.1449 0.55 I Q I I I I 8+25 0.1493 0.63 1 Q I I i 8+30 0.1539 0.68 I Q I I I I 8+35 0.1590 0.73 1 Q I I I I 1 8+40 0.1645 0.81 1 VQ I I I I 8+45 0.1708 0.91 I VQ I I I 8+50 0.1779 1.02 1 V Q 1 I I 8+55 0.1857 1.13 1 V Q I I I 1 9+ 0 0.1943 1.26 1 V Q I I I 9+ 5 0.2039 1.39 1 V Q I I 9+10 0.2146 1.55 1 V Q I I I I 9+15 0.2269 1.76 1 V Q I I I I 9+20 0.2403 1.96 I V Q I I I I 1 9+25 0.2549 2.12 I V Q I 1 I I 9+30 0.2706 2.28 I V QI I I 1 9+35 0.2873 2.43 I V QI 9+40 0.3050 2.57 I V Q ( I I 9+45 0.3238 2.72 1 V Q I I I 9+50 0.3434 2.86 1 V IQ I I I 9+55 0.3641 3.00 1 V IQ I I I 10+ 0 0.3857 3.14 I V I Q I I I 10+ 5 0.4077 3.19 I V I Q I I I 10+10 0.4281 2.97 1 V IQ I I I 10+15 0.4454 2.51 1 V Q 10+20 0.4597 2.07 I V Q I I I I 10+25 0.4724 1.85 I VQ I I I I 10+30 0.4844 1.74 I Q I I I I 10+35 0.4963 1.73 I Q I I I I 10+40 0.5094 1.90 1 Q I ( ( I ` 10+45 0.5248 2.24 I VQ I I I I 10+50 0.5425 2.57 I V Q I I I I 10+55 0.5614 2.75 I V Q I I I 11+ 0 0.5810 2.85 I V IQ I I I 11+ 5 0.6011 2.91 I V IQ ( I I 11+10 0.6212 2.93 I V IQ I I I 11+15 0.6412 2.90 I V IQ I I I 11+20 0.6610 2.87 I VIQ 1 I I 11+25 0.6807 2.87 I VIQ I I I 11+30 0.7005 2.88 1 VIQ I I I 11+35 0.7203 2.87 1 VIQ { I I 11+40 0.7395 2.79 1 VQ I I I 11+45 0.7579 2.66 I Q 1 ( I 11+50 0.7754 2.55 I Q I 1 I l_ 11+55 0.7929 2.53 1 Q I 1 I 12+ 0 0.8106 2.58 1 QV I I I 12+ 5 0.8294 2.72 1 QV I I I 12+10 0.8505 3.07 1 IVQ I I I 12+15 0.8754 3.62 I 1 V Q I I I I 12+20 0.9039 4.14 I 1 V Q I I I 12+25 0.9347 4.48 I V Q I I I 12+30 0.9673 4.73 I I V Q I I I 1 12+35 1.0014 4.95 V QI I I 12+40 1.0371 5.18 1 I V Q I 12+45 1.0745 5.44 I I V IQ 1 12+50 1.1136 5.67 I V I Q I I 12+55 1.1541 5.87 I 1 V I Q I I 13+ 0 1.1958 6.05 I 1 V I Q 1 1 13+ 5 1.2389 6.27 I 1 V I Q 1 1 13+10 1.2844 6.60 I 1 V I Q I I 13+15 1.3331 7.07 I 1 V I Q I I 13+20 1.3847 7.49 I 1 VI QI 1 13+25 1.4381 7.75 I 1 VI IQ 1 13+30 1.4927 7.92 I 1 V IQ I 13+35 1.5472 7.92 I 1 IV IQ I 13+40 1.5992 7.54 I 1 1 V Q I 13+45 1. 6460 6.90 I 1 1 V Q I I 13+50 1. 6881 6,11 I 1 1 VQ I I 13+55 1.7277 5.75 I 1 1 QV I I 14+ 0 1.7660 5.56 1 1 1 Q V I I 14+ 5 1.8038 5.49 I I IQ V 1 1 14+10 1.8421 5.57 I I 1 Q V 1 1 14+15 1.8821 5.80 I I 1 Q V I I l 14+20 1.9236 6.02 I I 1 Q V I I 14+25 1. 9656 6.10 I I 1 Q V I I r 14+30 2.0075 6.08 I I 1 Q V I I 14+35 2.0491 6.05 1 1 1 Q V I I 14+40 2.0908 6.05 1 1 1 Q V I I 14+45 2.1324 6.05 I I 1 Q VI I 14+50 2.1740 6.04 I I 1 Q V 1 14+55 2.2154 6.00 I I 1 Q V I 15+ 0 2.2563 5.94 I I 1 Q IV I 15+ 5 2.2967 5.87 I 1 Q IV I 15+10 2.3365 5.79 I 1 Q I V 15+15 2.3758 5.70 I I 1 Q I V i 15+20 2.4144 5.61 I l I Q I V I 15+25 2.4525 5.53 I ! 1 Q I V I 15+30 2.4699 5.43 I I IQ I V 1 15+35 2.5264 5.30 I I IQ I V I i - 15+40 2.5614 5.08 I I Q I V I 15+45 2.5941 4.76 I I QI I V I 15+50 2. 6249 4.47 I I Q I I V I 15+55 2. 654 6 4.31 I I Q I I V I 16+ 0 2. 6836 4.22 1 1 Q I I V 1 16+ 5 2.7114 4.03 1 1 Q I I V 1 16+10 2.7356 3.51 J 1 Q I I V 1 16+15 2.7540 2.67 Q I I V I l 16+20 2.7670 1.89 Q I I I V 1 16+25 2.7769 1.44 Q I I I V 16+30 2.7851 1.18 1 Q I I I V 1 j 16+35 2.7919 0.99 1 Q I I I V I l 16+40 2.7977 0.84 1 Q I I I V 1 16+45 2.8026 0.71 1 Q I I V I 16+50 2.8068 0161 1 Q I I V I 16+55 2.8104 0.52 1 Q I I V ' 1 17+ 0 2.8135 0.45 IQ I I V; 17+ 5 2.8163 0,40 IQ I I VI s1 L1 r- 17+10 2.6187 0.36 IQ I I i VI 17+15 2.8210 0.33 IQ I I I VI 17+20 2.8231 0.31 IQ I I I VI 17+25 2.8250 0.28 IQ ! I I VI 17+30 2.8268 0.26 IQ I I I VI 1 17+35 2.8285 0.24 Q I I I VI 17+40 2.8300 0.22 Q I I I VI 17+45 2.8314 0.21 Q I I I VI 17+50 2.8328 0.20 Q I I I VI 17+55 2.8341 0.18 Q I I I VI 18+ 0 2.8352 0.17 Q I I VI 18+ 5 2.8363 0.15 Q I I VI 18+10 2.8373 0.15 Q I I VI 18+15 2.8383 0.15 Q I I VI 18+20 2.8393 0.14 Q 1 I I VI 18+25 2.8403 0.14 Q I I I VI 18+30 2.8412 0.14 Q I I I VI 18+35 2.8422 0.14 Q I I I VI 18+40 2.8432 0.14 Q I I I VI 18+45 2.8440 0.13 Q I I I VI 18+50 2.8449 0.12 Q I I I VI 18+55 2.8456 0.11 Q I I I VI 19+ 0 2.8463 0.10 Q I I VI 19+ 5 2.8470 0.09 Q I I VI 19+10 2.8476 0.09 Q I I VI 19+15 2.B483 0.10 Q I I I VI 19+20 2.8490 0.10 Q I I I VI 19+25 2.8498 0.11 Q I I I VI 19+30 2.8506 0.12 Q I i I VI 19+35 2.8514 0.12 Q I I I VI 19+40 2.8523 0.12 Q f I I VI 19+45 2.8531 0.12 Q I ( ! VI 19+50 2.8538 0.11 Q I I VI 19+55 2.8546 0.10 Q I I VI 20+ 0 2.8552 0.10 Q I I I VI 20+ 5 2.8558 0.09 Q I I I VI 20+10 2.8564 0.09 Q I I I VI 20+15 2.8571 0.09 Q I I 1 VI 20+20 2.8577 0.10 Q I I I VI 20+25 2.8584 0.10 Q I I I VI 20+30 2.8591 0.10 Q I I I VI 20+35 2.8598 0.10 Q I I I VI 20+40 2.8606 0.10 Q I I I VI 20+45 2.8613 0.10 Q I I I VI 20+50 2.8620 0.10 Q I I I VI 20+55 2.8626 0.10 Q I I I VI 21+ 0 2.8633 0.09 Q I I I VI 21+ 5 2.8639 0.09 Q I I 1 VI 21+10 2.8645 0.09 Q ( I I VI I 21+15 2.8651 0.09 Q I I VI 21+20 2.8657 0.10 Q I I VI 21+25 2.8664 0.09 Q I I I VI 21+30 2.B670 0.09 Q I I I VI i., 21+35 2.6676 0.08 Q I I I VI 21+40 2.8681 0.08 Q I I I VI 21+45 2.8687 0.09 Q I I I VI 21+50 2.8694 0.09 Q I I I VI 21+55 2.8700 0.09 Q I I I VI 22+ 0 2.8706 0.09 Q i I i VI 22+ 5 2.8712 0.08 Q I I I VI 22+10 2.8718 0.08 Q I i VI 22+15 2.8724 0.09 Q I I VI 22+20 2.8730 0.09 Q I I I VI L. I (' 22+25 2.8736 0.09 Q I I I VI I 22+30 2.8742 0.09 Q I I I VI 22+35 2.8748 0.08 Q I I I VI 22+40 2.8753 0.08 Q I I I VI 22+45 2.8758 0.08 Q I I I VI 22+50 2.8764 0.07 Q I I I VI 22+55 2.8769 0.07 Q I I I VI 23+ 0 2.8774 0.07 Q I I VI 23+ 5 2.8779 0.07 Q I I I V 23+10 2.8784 0.07 Q I I I VI 23+15 2.8789 0.07 Q I I I VI 23+20 2.8793 0.07 Q I I I V 23+25 2.8798 0.07 Q I ( VI ( 23+30 2.8803 0.07 Q I I VI 23+35 2.8808 0.07 Q I I I VI 23+40 2.8813 0.07 Q I I I VI 23+45 2.8818 0.07 Q I I I VI 23+50 2.8823 0.07 Q I I I VI 23+55 2.8827 0.07 Q I I VI 24+ 0 2.B832 0.07 Q I I I VI 24+ 5 2.8837 0.07 Q I I I VI 24+10 2.8841 0.06 Q I I I VI 24+15 2.8844 0.04 Q I I I VI 24+20 2.8846 0.03 Q I I I VI 24+25 2.8848 0.02 Q I I I VI 24+30 2.8849 0.02 Q I I I VI 24+35 2.6850 0.01 Q I I I VI 24+40 2.6851 0.01 Q I I i VI 24+45 2.8851 0.01 Q I I I VI 24+50 2.8852 0.01 Q I I I VI 24+55 2.8852 0.01 Q I I I VI 25+ 0 2.8953 0.01 Q I I I VI j 25+ 5 2.8853 0.00 Q I I I VI i 25+10 2.8853 0.00 Q I I I VI 25+15 2.8853 0.00 Q I I I V 25+20 2.8854 0.00 Q I I I V 25+25 2.8854 0.00 Q I I I V. 25+30 2.8854 0.00 Q I I I VI 25+35 2.8854 0.00 Q I I I VI 25+40 2.8854 0.00 Q ( I I VI 25+45 2.8854 0.00 Q I I I VI 25+50 2.8854 0.00 Q I I I VI 25+55 2.8854 0.00 Q I I i VI 26+ 0 2.8854 0.00 Q I I 1 VI I 1 L I L L Project Report Date: Sheet of W Project: Job No.: RE: By: Contact: Phone: QX0 PEE►] (1 N ct- rJ IZU 60-0,0%A T b IA- = .a Ac.p,-,�-S tiaYv 9.o Ac,lc!> 00L31W19 ,Ka o.o5 CN - (:8lrc j2, a XcP"s ukVL;:LO k"^I' �GYo CN = 7S LA?E,G�kr4EC) !o tkWP 0..W a C . c�5 a+ G I.+EIG; "alb CV�Z�it �L)(v\rfZ �•�(�� ��l�� fi (',S�3 �ZrJ ' � 3 �} W/LBON - M/KAM/ - CORPORA7y0N �r CONSULTING; ENGINEERING; SERVICES 9 CORPORATE PARK, SUITE 100•IRVINE, CA 92606 (949) 679-0090 FAX (949) 679-0091 fU n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/25/18 File: CT610.out r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4002 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format DEVELOPED CONDITION COTTAGES AT MISSION TRAIL 10-YEAR 6 HOUR STORM EVENT BY KAM 052318 ----------------------------------------------- ------------------ Drainage Area = 21.20(Ac.) = 0.033 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 21.20(Ac. ) - D.033 5q. Mi, USER Entry of lag time in hours Lag time = 0.177 Hr. Lag time = 10.62 Min. 25% of lag time = 2.65 Min. 40% of lag time = 4.25 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) I 2 YEAR Area rainfall data: l Area(Ac. ) [1] Rainfall(In) (2] Weighting[1*2] 21.20 1.40 29.68 100 YEAR Area rainfall data: l 1 Area(Ac. ) [1] Rainfall(In) [2] Weighting[1*2]21.20 3.50 74.20 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.400(ln) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 2.264(In) Areal adjustment factor = 99.99 Adjusted average point rain = 2.264 (In) Sub-Area Data: 1 Area(Ac.) Runoff Index Impervious $ 21.200 83.00 0.490 Total Area Entered = 21.20(Ac. ) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 83.0 83.0 0.210 0.490 0.117 1.000 0.117 Sum (F) _ 0.117 Area averaged mean soil loss (F) (In/Hr) = 0.117 Minimum soil loss rate ( (In/Hr) ) = 0.059 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.510 ---------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve --------------------------------------------------------------- Unit Hydrograph Data ----------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 47.081 5.565 1.193 2 0.167 94.162 23.671 5.057 3 0.250 141.243 28.891 6.173 4 0.333 168.324 14.103 3.013 5 0.417 235.405 7.110 1.519 6 0.500 282.486 4.890 1.045 7 0.583 329.567 3.572 0.763 8 0.667 376.648 2.743 0.586 9 0.750 423.729 2.071 0.442 10 0.833 470.810 1.567 0.335 11 0. 917 517.891 1,400 0.299 12 1.000 564.972 11099 0.235 13 1.083 612.053 0.885 0.169 14 1. 167 659.134 0.708 0.151 15 1.250 706.215 0.532 0.114 16 1.333 753.296 0.471 0.101 17 1.417 800.377 0.702 0.150 Sum = 100.000 Sum= 21.366 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.50 0.136 0.117 ---- 0.02 2 0.17 0.60 0.163 0.117 --- 0.05 3 0.25 0.60 0.163 0.117 --- 0.05 4 0.33 0.60 0.163 0.117 --- 0.05 5 0.42 0.60 0.163 0.117 --- 0.05 6 0.50 0.70 0.190 0.117 --- 0.07 7 0.58 0.70 0.190 0.117 --- 0.07 8 0.67 0.70 0.190 0.117 --- 0.07 9 0.75 0.70 0.190 0.117 --- 0.07 10 0.83 0.70 0.190 0.117 --- 0.07 11 0.92 0.70 0.190 0.117 --- 0.07 ( 12 1.00 0.80 0.217 0.117 --- 0.10 13 1.08 0.80 0.217 0.117 --- 0.10 14 1. 17 0.80 0.217 0.117 --- 0.10 15 1.25 0.80 0.217 0.117 --- 0.10 16 1.33 0.80 0.217 0.117 --- 0.10 17 1.42 0.80 0.217 0.117 --- 0.10 i 18 1.50 0.80 0.217 0.117 --- 0.10 19 1.58 0.80 0.217 0.117 --- 0.10 20 1.67 0.80 0.217 0.117 --- 0.10 21 1.75 0.B0 0.217 0.117 --- 0.10 22 1.83 0.80 0.217 0.117 --- 0.10 23 1.92 0.80 0.217 0.117 --- 0.10 24 2.00 0.90 0.244 0.117 --- 0.13 25 2.08 0.80 0.217 0.117 --- 0.10 26 2.17 0.90 0.244 0.117 --- 0.13 27 2.25 0.90 0.244 0.117 - 0.13 28 2.33 0.90 0.244 0.117 --- 0.13 29 2.42 0.90 0.244 0.117 --- 0.13 30 2.50 0. 90 0.244 0.117 --- 0.13 31 2.58 0. 90 0.244 0,117 --- 0.13 32 2.67 0. 90 0.244 0.117 --- 0.13 33 2.75 1.00 0.272 0.117 --- 0.15 34 2.83 1.00 0.272 0.117 --- 0.15 35 2.92 1.00 0.272 0.117 --- 0.15 36 3.00 1.00 0.272 0.117 --- 0.15 37 3.08 1.00 0.272 0.117 --- 0.15 38 3.17 1.10 0.299 0.117 --- 0.18 39 3.25 1.10 0.299 0.117 --- 0.18 40 3.33 1.10 0.299 0.117 --- 0.18 41 3.42 1.20 0.326 0.117 --- 0.21 42 3.50 1.30 0.353 0.117 --- 0.24 43 3.58 1.40 0.380 0.117 --- 0.26 44 3.67 1.40 0.380 0.117 --- 0.26 45 3.75 1.50 0.407 0.117 --- 0.29 46 3.83 1.50 0.407 0.117 --- 0.29 47 3.92 1.60 0.435 0.117 --- 0.32 48 4.00 1.60 0.435 0.117 --- 0.32 49 4.08 1.70 0.462 0.117 --- 0.34 50 4.17 1.80 0.489 0.117 --- 0.37 51 4.25 1.90 0.516 0.117 --- 0.40 52 4.33 2.00 0.543 0.117 --- 0.43 53 4.42 2.10 0.570 0.117 --- 0.45 54 4.50 2.10 0.570 0.117 --- 0.45 55 4.58 2.20 0.598 0.117 --- 0.48 56 4.67 2.30 0.625 0.117 --- 0.51 57 4.75 2.40 0.652 0.117 --- 0.53 58 4.83 2.40 0.652 0.117 --- 0.53 59 4.92 2.50 0.679 0.117 --- 0.56 60 5.00 2.60 0.706 0.117 --- 0.59 61 5.08 3.10 0.842 0.117 --- 0.72 62 5.17 3.60 0.978 0.117 --- 0.86 63 5.25 3.90 1.059 0.117 --- 0.94 64 5.33 4.20 1.141 0.117 --- 1.02 65 5.42 4.70 1.277 0.117 ---- 1.16 66 5.50 5.60 1.521 0.117 --- 1.40 67 5.58 1.90 0.516 0.117 0.40 68 5.67 0.90 0.244 0.117 --- 0.13 69 5.75 0.60 0.163 0.117 --- 0.05 70 5.83 0.50 0.136 0.117 --- 0.02 l 71 5.92 0.30 0.081 0.117 0.042 0.04 72 6.00 0.20 0.054 0.117 0.028 0.03 Sum = 100.0 Sum = 18.9 Flood volume = Effective rainfall 1.57(In) times area 21.2 (Ac.)/[ (In) /(Ft.) ] = 2.8(Ac-Ft Total soil loss = 0.69(In) Total soil loss = 1.219 (Ac.Ft) Total rainfall = 2.26(In) Flood volume = 121120.8 Cubic Feet Total soil loss = 53091.6 Cubic Feet f� Peak flow rate of this hydrograph 22.079(CFS) ------------------------------------ -__------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ( (CFS) ) Time(h+m) Volume AC.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.02 Q I I I I 0+10 0.0012 0.15 Q 0+15 0.0039 0.40 Q I I I I 0+20 0.0082 0.62 Q I I I I 0+25 0.0133 0.73 Q 1 I I I 0+30 0.0190 0.83 VQ I I 0+35 0.0259 1.01 VQ I I S 0+40 0.0342 1.21 VQ I I 0+45 0.0433 1.31 VQ I I I I 0+50 0.0527 1.37 VQ I I I I 0+55 0.0625 1.42 VQ I I I I 1+ 0 0.0727 1.48 IQ I I I I 1+ 5 0.0840 1.64 IVQ I I I I i 1+10 0.0966 1.83 IVQ I I I I 1+15 0.1099 1.93 IVQ I I I 1+20 0.1236 1.98 IVQ I I I I 1+25 0.1375 2.02 IVQ I I I 1+30 0.1517 2.05 1 Q I I I 1+35 0.1659 2.07 1 Q I 1+40 0.1803 2.09 1 Q I I I 1 1+45 0.1948 2.10 1 Q I I I I i 1+50 0.2093 2.11 1 QV I I I 1+55 0.2239 2.12 1 QV I I I 2+ 0 0.2388 2.16 1 QV I I I 2+ 5 0.2544 2.27 1 Q I 1 I 1 2+10 0.2705 2.33 1 Q I 1 1 2+15 0.2869 2.39 1 QV I I I 2+20 0.3042 2.52 1 QV I I I 2+25 0.3221 2.59 1 QV 1 I I 2+30 0.3401 2.62 1 QV I I I 2+35 0.3583 2.64 1 Q V I I 2+40 0.3766 2.66 1 Q V I I 2+45 0.3953 2.71 1 Q V I I I l 2+50 0.4149 2.85 1 Q V I I I 2+55 0.4358 3.03 1 Q V I I I 3+ 0 0.4573 3.12 1 Q V I I I 3+ 5 0.4791 3.17 1 Q V I I I � - 3+10 0.5013 3.23 1 Q V I I 3+15 0.5247 3.39 1 Q V I I i 3+20 0.5493 3.58 1 Q V I I I 3+25 0.5749 3.71 1 Q V I I I I 3+30 0.6019 3.93 1 Q V I I I I 3+35 0.6316 4.30 1 Q V1 I I I 3+40 0.6640 4.72 1 Q V1 I I I 3+45 0. 6989 5.06 1 Q V I 1 3+50 0.7359 5.37 1 Q V I I 3+55 0.7749 5.67 1 Q IV I I 4+ 0 0.8160 5.97 1 Q IV I I I 4+ 5 0.8592 6.27 Q I V I I I 4+10 0.9046 6.59 1 Q I V I I I 4+15 0.9529 7.02 1 QI V I I I L. F 4+20 1,0047 7.51 I Q V I I 4+25 1.0599 8.03 I Q V I I I 4+30 1,1187 8.53 I IQ V I I I r 4+35 1.1802 8.94 I IQ V I I I 4+40 1.2444 9.32 I 1 Q V I I 4+45 1.3119 9.80 I 1 Q V I I 4+50 1.3827 10.29 I 1 Q VI I r_ 4+55 1.4564 10.69 I 1 Q V 1 1 5+ 0 1.5326 11.07 I 1 Q I V I I 5+ 5 1.6130 11.68 I 1 Q I V I I 5+10 1.7017 12.88 I I Q 1 V I I 5+15 1.8029 14.70 I I QI V I I 5+20 1.9172 16.59 I I 1 Q V I I 5+25 2.0438 18.38 I I 1 Q V{ I 5+30 2.1852 20,53 I I I Q IV 5+35 2.3372 22.08 I I I QI V 5+40 2.4692 19.02 I I 1 Q I V I l 5+45 2.5551 12.61 1 1 Q I I V 1 5+50 2.6116 B.21 I Q I I V 1 5+55 2.6516 5.80 1 Q I I I V I 6+ 0 2.6621 4.43 1 Q I I V I 6+ 5 2.7064 3.53 1 Q I I V 1 6+10 2.7250 2.71 1 Q I I I VI 6+15 2.7391 2.04 1 Q I I I VI 6+20 2.7501 1.60 1 Q I I I VI 6+25 2.7588 1.26 IQ I I I VI 6+30 2.7655 0.98 IQ I I I VI 6+35 2.7707 0.75 Q I I I VI 6+40 2.7745 0.56 Q I I I VI 6+45 2.7774 0.41 Q I I I VI 6+50 2.7794 0.29 Q I I I VI 6+55 2.7800 0.09 Q I I I VI 7+ 0 2.7803 0.04 Q I I 1 VI 7+ 5 2.7804 0.02 Q I I I VI 7+10 2.7805 0.01 Q 1 I I VI 7+15 2.7805 0.01 Q I I VI 7+20 2.7806 0.00 Q I I VI 1 1 . f 1 . I L U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/25/18 File: CT2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 [ Program License Serial Number 4002 1 ------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ---------------------------------- - ---------------------------- DEVELOPED CONDITION COTTAGES AT MISSION TRAIL 10-YEAR 24-HOUR STORM EVENT BY KAM 052318 -------------------------------- -------------------------------------- Drainage Area = 21.20 (Ac. ) = 0.033 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 21.20(Ac.) - 0.033 Sq. Mi. USER Entry of lag time in hours Lag time = 0.177 Hr. Lag time = 10.62 Min. 25% of lag time = 2.65 Min. 40% of lag time = 4.25 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: II� i Area(Ac. ) [1] Rainfall(In) [2] Weighting[1*2] 21.20 2.50 53.00 100 YEAR Area rainfall data; Area(Ac.) [1] Rainfall (In) [2] Weighting[1*2] 21,20 7.00 148.40 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 2.500(In) l Area Averaged 100-Year Rainfall = 7.000(In) Point rain (area averaged) = 4.351 (In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.351 (In) Sub-Area Data: 1. I 1 Area(Ac. ) Runoff Index Impervious % 21.200 83.00 0.490 Total Area Entered = 21.20(Ac.) I{ • RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 83.0 83.0 0.210 0.490 0.117 1.000 0.117 f ' Sum (F) a 0.117 Area averaged mean soil loss (F) (In/Hr) = 0.117 Minimum soil loss rate ( (In/Hr) ) = 0.059 (for 24 hour storm duration) Soil low loss rate (decimal) =---0_510- -------------------------------- ------------------------------ U n i t H y d r o g r a p h VALLEY S-Curve ------------------------------------------------------ Unit Hydrograph Data -------------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------_--------------------- 1 0.083 47.081 5.585 1.193 2 0.167 94.162 23.671 5.057 3 0.250 141.243 28.891 6.173 4 0.333 186.324 14.103 3.013 5 0.417 235.405 7.110 1.519 6 0.500 282,486 4.890 1.045 7 0.583 329.567 3.572 0.763 8 0.667 376.648 2.743 0.586 9 0.750 423.729 2.071 0.442 10 0.833 470.810 1.567 0.335 11 0.917 517.891 1.400 0.299 12 1.000 564.972 1.099 0.235 13 1.083 612.053 0.865 0.189 14 1.167 659.134 0.708 0.151 15 1.250 706.215 0.532 0.114 16 1.333 753.296 0.471 0.101 17 1.417 800.377 0.702 0.150 Sum = 100.000 Sum= 21.366 1 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.035 0.208 0.018 0.02 2 0.17 0.07 0.035 0.207 0.018 0.02 1 3 0.25 0.07 0.035 0.206 0.018 0.02 4 0.33 0.10 0.052 0.205 0.027 0.03 5 0.42 0.10 0.052 0.205 0.027 0.03 5 6 0.50 0.10 0.052 0.204 0.027 0.03 7 0.58 0.10 0.052 0.203 0.027 0.03 � - 8 0.67 0.10 0.052 0.202 0.027 0.03 9 0.75 0.10 0.052 0.202 0.027 0.03 10 0.83 0.13 0.070 0.201 0.036 0.03 11 0.92 0.13 0.070 0.200 0.036 0.03 1 12 1.00 0.13 0.070 0.199 0.036 0.03 13 1.08 0.10 0.052 0.198 0.027 0.03 14 1.17 0.10 0.052 0.198 0.027 0.03 15 1.25 0.10 0.052 0.197 0.027 0.03 16 1.33 0.10 0.052 0.196 0.027 0.03 17 1.42 0.10 0.052 0.195 0.027 0.03 l.. 1B 1.50 0.10 0.052 0.194 0.027 0.03 19 1.58 0.10 0.052 0.194 0.027 0.03 20 1.67 0.10 0.052 0.193 0.027 0.03 21 1.75 0.10 0.052 0.192 0.027 0.03 j 22 1.B3 0.13 0.070 0.191 0.036 0.03 23 1.92 0.13 0.070 0.191 0.036 0.03 24 2.00 0.13 0.070 0.190 0.036 0.03 25 2.08 0.13 0.070 0.189 0.036 0.03 26 2.17 0.13 0.070 0.188 0.036 0.03 27 2.25 0.13 0.070 0.188 0.036 0.03 28 2.33 0.13 0.070 0.187 0.036 0.03 29 2.42 0.13 0.070 0.186 0.036 0.03 30 2.50 0.13 0.070 0.185 0.036 0.03 31 2.58 0.17 O.OB7 0.184 0.044 0.04 32 2.67 0.17 0.067 0.184 0.044 0.04 33 2.75 0.17 0.087 0.183 0.044 0.04 34 2.83 0.17 0.087 0.182 0.044 0.04 35 2.92 0.17 0.087 0.181 0.044 0.04 36 3.00 0.17 0.087 0.181 0.044 0.04 37 3.08 0.17 0.087 0.180 0.044 0.04 38 3.17 0.17 0.087 0.179 0.044 0.04 39 3.25 0.17 0.087 0.178 0.044 0.04 40 3.33 0.17 0.067 0.178 0.044 0.04 41 3.42 0.17 O.OB7 0.177 0.044 0.04 42 3.50 0.17 0.087 0.176 0.044 0.04 43 3.58 0.17 0.087 0.175 0.044 0.04 44 3.67 0.17 0.087 0.175 0.044 0.04 45 3.75 0.17 0.087 0.174 0.044 0.04 46 3.83 0.20 0.104 0.173 0.053 0.05 47 3.92 0.20 0.104 0.173 0.053 0.05 48 4.00 0.20 0.104 0.172 0.053 0.05 49 4.08 0.20 0.104 0.171 0.053 0.05 50 4.17 0.20 0.104 0.170 0.053 0.05 51 4.25 0.20 0.104 0.170 0.053 0.05 52 4.33 0.23 0.122 0.169 0.062 0.06 53 4.42 0.23 0.122 0.168 0.062 0.06 54 4.50 0.23 0.122 0.167 0.062 0.06 55 4.58 0.23 0.122 0.167 0.062 0.06 56 4.67 0.23 0.122 0.166 0.062 0.06 57 4.75 0.23 0.122 0.165 0.062 0.06 58 4.83 0.27 0.139 0.165 0.071 0.07 59 4.92 0.27 0.139 0.164 0.071 0.07 60 5.00 0.27 0.139 0.163 0.071 0.07 61 5.08 0.20 0.104 0.162 0.053 0.05 62 5.17 0.20 0.104 0.162 0.053 0.05 63 5.25 0.20 0.104 0.161 0.053 0.05 64 5.33 0.23 0.122 0.160 0.062 0.06 65 5.42 0.23 0.122 0.160 0.062 0.06 66 5.50 0.23 0.122 0.159 0.062 0.06 67 5.58 0.27 0.139 0.158 0.071 0.07 68 5.67 0.27 0.139 0.158 0.071 0.07 69 5.75 0.27 0.139 0.157 0.071 0.07 70 5.83 0.27 0.139 0.156 0.071 0.07 71 5. 92 0.27 0.139 0.155 0,071 0.07 72 6.00 0.27 0.139 0.155 0.071 0.07 73 6.08 0.30 0.157 0.154 --- 0.00 74 6.17 0.30 0.157 0.153 --- 0.00 75 6.25 0.30 0.157 0.153 --- 0.00 76 6.33 0.30 0.157 0.152 --- 0.00 77 6.42 0.30 0.157 0.151 --- 0.01 78 6.50 0.30 0.157 0.151 --- 0.01 79 6.58 0.33 0.174 0.150 --- 0.02 80 6.67 0.33 0.174 0.149 --- 0.02 r 81 6.75 0.33 0.174 0.149 --- 0.03 B2 6.83 0.33 0.174 0.146 --- 0.03 83 6.92 0.33 0.174 0.147 --- 0.03 84 7.00 0.33 0.174 0.147 --- 0.03 85 7.08 0.33 0.174 0.146 --- 0.03 86 7.17 0.33 0.174 0.145 --- 0.03 87 7.25 0.33 0.174 0.145 --- 0.03 88 7.33 0.37 0.191 0.144 --- 0.05 89 7.42 0.37 0.191 0.143 --- 0.05 90 7.50 0.37 0.191 0.143 --- 0.05 91 7.58 0.40 0.209 0.142 --- 0.07 92 7.67 0.40 0.209 0.141 --- 0.07 93 7.75 0.40 0.209 0.141 --- 0.07 94 7.83 0.43 0.226 0.140 --- 0.09 95 7.92 0.43 0.226 0.139 --- 0.09 96 8.00 0.43 0.226 0.139 --- 0.09 97 8.08 0.50 0.261 0.138 --- 0.12 98 8.17 0.50 0.261 0.138 --- 0.12 99 8.25 0.50 0.261 0.137 --- 0.12 100 8.33 0.50 0.261 0.136 --- 0.12 101 8.42 0.50 0.261 0.136 --- 0.13 102 8.50 0.50 0.261 0.135 0.13 103 8.58 0.53 0.278 0.134 --- 0.14 104 8.67 0.53 0.278 0.134 --- 0.14 105 8.75 0.53 0.278 0.133 0.15 106 8.83 0.57 0.296 0.132 0.16 107 8.92 0.57 0.296 0.132 --- 0.16 108 9.00 0.57 0.296 0.131 0.16 109 9.08 0. 63 0.331 0.131 0.20 110 9.17 0. 63 0.331 0.130 0.20 111 9.25 0.63 0.331 0.129 --- 0.20 1 112 9.33 0. 67 0.348 0.129 0.22 113 9.42 0. 67 0.348 0.128 0.22 114 9.50 0.67 0.348 0.127 --- 0.22 115 9.58 0.70 0.365 0.127 --- 0.24 116 9.67 0.70 0.365 0.126 --- 0.24 117 9.75 0.70 0.365 0.126 --- 0.24 118 9.83 0.73 0.383 0.125 --- 0.26 119 9.92 0.73 0.383 0.124 --- 0.26 120 10.00 0.73 0.383 0.124 --- 0.26 121 10.08 0.50 0.261 0.123 --- 0.14 122 10.17 0.50 0.261 0.123 --- 0.14 123 10.25 0.50 0.261 0.122 --- 0.14 124 10.33 0.50 0.261 0.121 --- 0.14 125 10.42 0.50 0.261 0.121 --- 0.14 126 10.50 0.50 0.261 0.120 --- 0.14 127 10.58 0. 67 0.348 0.120 --- 0.23 128 10.67 0. 67 0.348 0.119 --- 0.23 129 10.75 0.67 0.348 0.119 --- 0.23 130 10.83 0.67 0.348 0.118 -- 0.23 131 10.92 0.67 0.348 0.117 --- 0.23 132 11.00 0.67 0.348 0.117 --- 0.23 133 11.08 0.63 0.331 0.116 --- 0.21 134 11.17 0.63 0.331 0.116 --- 0.22 135 11.25 0.63 0.331 0.115 --- 0.22 136 11.33 0. 63 0.331 0.115 --- 0.22 137 11.42 0. 63 0.331 0.114 --- 0.22 138 11.50 0. 63 0.331 0.113 --- 0.22 139 11.58 0.57 0.296 0.113 --- 0.18 140 11.67 0.57 0.296 0.112 --- 0.18 141 11.75 0.57 0.296 0.112 --- 0.18 142 11.83 0. 60 0.313 0.111 --- 0.20 143 11.92 0.60 0.313 0.111 --- 0.20 r- 144 12.00 0.60 0.313 0.110 --- 0.20 145 12.06 0.83 0.435 0.109 --- 0.33 146 12.17 0.83 0.435 0.109 --- 0.33 147 12.25 0.83 0.435 0.108 --- 0.33 148 12.33 0.87 0.453 0.108 --- 0.34 149 12.42 0.87 0.453 0.107 --- 0.35 150 12.50 0.87 0.453 0.107 --- 0.35 151 12.58 0.93 0.487 0.106 --- 0.38 152 12.67 0.93 0.487 0.106 --- 0.38 153 12.75 0.93 0.487 0.105 --- 0.38 154 12.83 0.97 0.505 0.105 --- 0.40 155 12.92 0.97 0.505 0.104 --- 0.40 156 13.00 0.97 0.505 0.104 --- 0.40 157 13.08 1.13 0.592 0.103 --- 0.49 158 13.17 1..13 0.592 0.103 - 0.49 159 13.25 1.13 0.592 0.102 --- 0.49 160 13.33 1 .13 0.592 0.101 0.49 161 13.42 1..13 0.592 0.101 0.49 162 13.50 1.13 0.592 0.100 --- 0.49 163 13.58 0.77 0.400 0.100 --- 0.30 164 13.67 0.77 0.400 0.099 --- 0.30 165 13.75 0.77 0.400 0.099 --- 0.30 166 13.83 0.7-1 0.400 0.098 --- 0.30 I 167 13.92 0.77 0.400 0.098 =_= 0.30 168 14.00 0.77 0.400 0.097 0.30 169 14.08 0.90 0.470 0.097 --- 0.37 170 14.17 0.90 0.470 0.096 --- 0.37 171 14.25 0.90 0.470 0.096 --- 0.37 172 14.33 0.87 0.453 0.095 0.36 173 14.42 0.87 0.453 0.095 0.36 174 14.50 0.87 0.453 0.094 --- 0.36 175 14.58 0.87 0.453 0.094 --- 0.36 176 14.67 0.87 0.453 0.094 --- 0.36 177 14.75 0.87 0.453 0.093 --- 0.36 178 14.83 0.83 0.435 0.093 --- 0.34 179 14.92 0.83 0.435 0.092 --- 0.34 180 15.00 0.83 0.435 0.092 --- 0.34 181 15.08 0.80 0.418 0.091 --- 0.33 182 15.17 0.80 0.418 0.091 --- 0.33 183 15.25 0.80 0.418 0.090 --- 0.33 184 15.33 0.77 0.400 0.090 --- 0.31 185 15.42 0.77 0.400 0.069 --- 0.31 186 15.50 0.77 0.400 0.089 --- 0.31 187 15.58 0. 63 0.331 0.088 --- 0.24 188 15.67 0. 63 0.331 0.088 --- 0.24 l 189 15.75 0. 63 0.331 0.087 --- 0.24 190 15.83 0.63 0.331 0.087 --- 0.24 191 15.92 0.63 0.331 0.087 =_= 0.24 192 16.00 0.63 0.331 0.086 0.24 l 193 16.08 0.13 0.070 0.086 0.036 0.03 194 16.17 0.13 0.070 0.085 0.036 0.03 195 16.25 0.13 0.070 0.085 0.036 0.03 196 16.33 0.13 0.070 0.084 0.036 0.03 197 16.42 0.13 0.070 0.084 0.036 0.03 198 16.50 0.13 0.070 0.084 0.036 0.03 199 16.58 0.10 0.052 0.083 0.027 0.03 200 16.67 0.10 0.052 0.083 0.027 0.03 201 16.75 0.10 0.052 0.082 0.027 0.03 202 16.83 0.10 0.052 0.082 0.027 0.03 203 16.92 0.10 0.052 0.081 0.027 0.03 204 17.00 0.10 0.032 0.081 0.027 0.03 205 17.08 0.17 0.087 0.081 --- 0.01 206 17.17 0.17 0.087 0.080 --- 0.01 it L. r- 207 17.25 0.17 0.087 0.080 --- 0.01 208 17.33 0.17 0.087 0.079 --- 0.01 209 17.42 0.17 0.087 0.079 --- 0.01 210 17.50 0.17 0.087 0.079 --- 0.01 I 211 11.58 0.17 0,087 0.078 --- 0.01 212 17.67 0.17 0.087 0.078 --- 0.01 213 17.75 0.17 0.087 0.077 --- 0.01 211 17.83 1,13 0,070 0.077 0.016 0.03 � . 215 17.92 0.13 0.070 0.077 0.036 0.03 216 18.00 0.13 0.070 0.076 0.036 0.03 217 18.08 0.13 0.070 0.076 0.036 0.03 218 18.17 0.13 0.070 0.076 0.036 0.03 219 16.25 0.13 0.070 0.075 0.036 0.03 220 18.33 0.13 0.070 0.075 0.036 0.03 221 1B.42 0.13 0.070 0.074 0.036 0.03 222 18.50 0.13 0.070 0.074 0.036 0.03 223 18.58 0.10 0.052 0.074 0.027 0.03 224 18.67 0.10 0.052 0.073 0.027 0.03 225 18.75 0.10 0.052 0.073 0.027 0.03 226 18.83 0.07 0.035 0.073 0.018 0.02 227 18.92 0.07 0,035 0.072 0.018 0.02 228 19.00 0.07 0.035 0.072 0.018 0.02 229 19.08 0.10 0,052 0.072 0.027 0.03 I 230 19.17 0.10 0.052 0.071 0.027 0.03 231 19.25 0.10 0.052 0.071 0.027 0.03 232 19.33 0.13 0.070 0.071 0.036 0.03 233 19.42 0.13 0.070 0.070 0.036 0.03 234 19.50 0.13 0.070 0.070 0.036 0.03 235 19.58 0.10 0.052 0.070 0.027 0.03 236 19.67 0.10 0.052 0.069 0.027 0.03 237 19.75 0.10 0.052 0.069 0.027 0.03 238 19.83 0.07 0.035 0.069 0.018 0.02 239 19.92 0.07 0.035 0.068 0.018 0.02 240 20.00 0.07 0.035 0.068 0.018 0.02 241 20.08 0.10 0.052 0.068 0.027 0.03 242 20.17 0.10 0.052 0.068 0.027 0.03 243 20.25 0.10 0.052 0.067 0.027 0.03 244 20.33 0.10 0.052 0.067 0.027 0.03 245 20.42 0.10 0.052 0.067 0.027 0.03 246 20.50 0.10 0.052 0.066 0.027 0.03 247 20.58 0.10 0.052 0.066 0.027 0.03 248 20. 67 0.10 0.052 0.066 0.027 0.03 249 20.75 0.10 0.052 0.066 0.027 0.03 250 20.83 0.07 0.035 0.065 0.018 0.02 251 20.92 0.07 0.035 0.065 0.018 0.02 252 21.00 0.07 0.035 0.065 0.018 0.02 253 21.08 0.10 0.052 0.064 0.027 0.03 254 21.17 0. 10 0.052 0.064 0.027 0.03 I 255 21.25 0.10 0.052 0.064 0.027 0.03 l - 256 21.33 0.07 0.035 0.064 0.018 0.02 257 21.42 0.07 0.035 0.063 0.018 0.02 258 21.50 0.07 0.035 0.063 0.018 0,12 259 21.58 0.10 0.052 0.063 0.027 0.03 260 21.67 0.10 0.052 0.063 0.027 0.03 261 21.75 0.10 0.052 0.063 0.027 0.03 262 21.83 0.07 0.035 0.062 0.018 0.02 j 263 21.92 0.07 0.035 0.062 0,018 0.02 l 264 22.00 0.07 0.035 0.062 0.018 0.02 265 22.08 0.10 0.052 0.062. 0,027 0.03 266 22.17 0.10 0.052 0.062 0.027 0.03 267 22.25 0.10 0.052 0.061 0.027 0.03 268 22.33 0.07 0.035 0.061 0.018 0.02 269 22.42 0.07 0.035 0.061 0.018 0.02 1; I_ 270 22.50 0.07 0.035 0.061 0.018 0.02 271 22.58 0.07 0.035 0.061 0.018 0.02 272 22.67 0.07 0.035 0.060 0.018 0.02 273 22,75 0.07 0,035 0,010 0,011 0,02 f 274 22.83 0.07 0.035 0.060 0.018 0.02 275 22.92 0.07 0.035 0.060 0.018 0.02 276 23.00 0.07 0.035 0.060 0.018 0.02 277 23.08 0.07 0.035 0.060 0.018 0.02 278 23.17 0.07 0.035 0.060 0.018 0.02 �! 279 23.25 0.07 0.035 0.059 0.018 0.02 280 23.33 0.07 0.035 0.059 0.018 0.02 281 23.42 0.07 0.035 0,059 0.018 0.02 f282 23.50 0.07 0.035 0.059 0.018 0.02 283 23.58 0.07 0.035 0.059 0.018 0.02 284 23.67 0.07 0.035 0.059 01018 0.02 285 23.75 0.07 0.035 0.059 01018 0.02 286 23.83 0.07 0.035 0.059 0.018 0.02 287 23.92 0.07 0,035 0.059 0.018 0.02 288 24.00 0.07 0.035 0.059 0.018 0.02 Sum = 100.0 Sum = 32.0 Flood volume = Effective rainfall 2.67 (In) times area 21.2(Ac.)/[ (In) /(Ft.) ] = 4.7(Ac.Ft) Total soil loss = 1.68 (In) Total soil loss = 2.976(Ac.Ft) I Total rainfall = 4.35(In) Flood volume = 205195.5 Cubic Feet Total soil loss = 129652.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = ----10�118(CFS)- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M -------R-u-n-o-f-f H y d r o g rap h l -------- ------------------------------------------ Hydrograph in 5 Minute intervals ( (CFS) ) --= -- - Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 -20.0 --------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q I I I 0+10 0.0009 0.11 Q I I I ` 0+15 0.0023 0.21 Q ( I ( I 0+20 0.0042 0.27 Q { I l l 0+25 0.0066 0.34 Q I I I 0+30 0.0094 0.41 Q I I I 0+35 0.0125 0.45 Q I I I 0+40 0,0158 0.47 Q I I I 0+45 0.0192 0.49 Q I I 0+50 0.0227 0.51 VQ I I 0+55 0.0266 0.57 VQ I I 1 1 1+ 0 0.0310 0.63 VQ { I I 1+ 5 0.0354 0.65 VQ I I I 1+10 0.0397 0.62 VQ I I I I l 1+15 0,0437 0.58 VQ I I I I 1+20 0.0477 0.57 VQ I I I I 1+25 0.0515 0.56 VQ 1+30 0,0554 0.56 VQ I [ 1+35 0.0592 0.56 VQ ( I 1+40 0.0631 0.56 VQ ( I 1+45 0.0669 0.55 VQ ( I I I I 1+50 0.0708 0.56 VQ [ { [ [ l 1+55 0.0749 0.61 VQ I I I 1 2+ 0 0.0795 0.66 VQ I I I 1 I . II I . I 2+ 5 0.0842 0.68 VQ ( I I 2+10 0.0689 0.69 VQ I I 2+15 0.0938 0.70 VQ I I 2+20 0.0987 0.71 VQ I I I I 2+25 0.1036 0.71 VQ I I I 2+30 0.1085 0.72 VQ I I I 2+35 0.1135 0.73 VQ I I I I 2+40 0.1188 0.77 IQ I I 1 I 2+45 0.1246 0.83 IQ I I I 2+50 0.1305 0.86 IQ I I I 2+55 0,1365 0.87 IQ I I I 3+ 0 0.1425 0.88 IQ I I I 3+ 5 0.1486 0.89 IQ I I I I i 3+10 0.1548 0.89 IQ I I ( I 3+15 0.1610 0.90 IQ I I I I 111 3+20 0.1672 0.90 IQ I I I 3+25 0.1734 0.90 IQ I I I 3+30 0.1796 0.91 IQ 3+35 0.1859 0.91 IQ I I I I 3+40 0.1921 0.91 IQ I I I I 3+45 0.1984 0.91 IQ I I ! I 3+50 0.2047 0.92 IQ I I I I 3+55 0.2114 0.96 IQ I ( I I 4+ 0 0.2184 1.02 IVQ 1 I I I 4+ 5 0.2256 1.04 IVQ 1 I I 4+10 0.2329 1.06 IVQ I I I 4+15 0.2402 1.07 I Q I I I I 4+20 0.2476 1.08 I Q I I I I 4+25 0.2554 1.13 I Q I I I I 4+30 0.2636 1.19 I Q I I I I 4+35 0.2720 1.21 1 Q I I I I 4+40 0.2804 1.23 1 Q I I I I 4+45 0.2890 1.24 1 Q I I I 4+50 0.2977 1.26 I Q I I I 4+55 0.3067 1.31 1 Q I { l I 5+ 0 0.3161 1.37 I Q 1 I I I 5+ 5 0.3256 1.38 I Q I I I I 5+10 0.3346 1.31 I Q I I I I 5+15 0.3429 1.21 I Q I I 5+20 0.3510 1.18 I Q I I I 5+25 0.3593 1.20 1 QV f I I I 5+30 0.3679 1.24 1 QV I I I I 5+35 0.3766 1.27 1 QV I I I 5+40 0.3857 1.32 1 QV I I I I 5+45 0.3951 1.37 1 QV I I I I 5+50 0.4048 1.40 1 QV I I I 5+55 0.4146 1.42 I QV ( ( I 6+ 0 0.4244 1.43 I QV I I I I 6+ 5 0.4337 1.35 1 QV I I I I 6+10 0.4408 1.03 1 QV I I I I 6+15 0.4451 0.63 IQ V I I I I 6+20 0.4482 0.44 Q V I I 6+25 0.4507 0.36 Q v I I I I 6+30 0.4528 0.30 Q V I I I I 6+35 0.4547 0.29 Q V I I I I 6+40 0.4572 0.35 Q V I I I I 6+45 0.4602 0.45 Q V I I I I l 6+50 0.4636 0.49 Q V I I I I 6+55 0.4671 0.51 IQ V I 1 I I I 7+ 0 0.4708 0.53 IQ V I I I I 7+ 5 0.4745 0.54 IQ V I I I I 7+10 0,4784 0.56 IQ V I I I 7+15 0.4823 0.57 IQ V I I I rd 7+20 0.4865 0.61 IQ V I I I I I 7+25 0.4913 0.70 IQ v I I I I 7+30 0.4970 0.83 IQ V I I I I 7+35 0.5033 0.92 IQ V I I I I 7+40 0.5106 1.05 1 Q V I I I I 7+45 0.5188 1.19 1 Q V I I I I 7+50 0.5277 1.29 1 Q V I I I I 7+55 0.5376 1.44 1 Q V I I I I 8+ 0 0.5485 1.58 1 QV I I I I 1 8+ 5 0.5603 1.71 1 QV I I I 8+10 0.5737 1.94 1 QV I I I 8+15 0.5888 2.20 1 Q I I ! 8+20 0.6050 2.34 1 QV I I I 8+25 0.6217 2.43 1 QV I I I I 8+30 0.6388 2.49 1 QV I I I I 8+35 0.6565 2.56 1 Q I I I I 8+40 0.6750 2.70 1 Q I I I I 1 8+45 0.6946 2.84 1 Q 1 I I 8+50 0.7149 2.94 1 Qv I I I 8+55 0.7361 3.09 1 Q I I f 9+ 0 0.7584 3.23 1 Q I I I ! 9+ 5 0.7815 3.36 1 Q I I I I 9+10 0.8063 3.60 1 VQ I I I I 9+15 0.8329 3.86 1 Q I I I I f 9+20 0.8605 4.02 I VQ I I I I i 9+25 0.8694 4.19 I VQ I I I I 9+30 0.9194 4.36 I VQ I I I I 9+35 0.9503 4.48 ( Q I I I 9+40 0.9823 4.64 I VQI I 9+45 1.0153 4.80 I VQI I I I 9+50 1.0492 4.92 1 VQI I I I 9+55 1.0841 5.07 I VQ I I I + 10+ 0 1.1201 5.23 I VQ I I I f 10+ 5 1.1557 5.17 I VQ I I 10+10 1.1875 4.62 1 QV I 10+15 1.2145 3.91 1 Q V { l 10+20 1.2392 3.59 1 Q V I t I 10+25 1.2628 3.44 1 Q V I I I 10+30 1.2858 3.34 1 Q V I 10+35 1.3090 3.37 1 Q IV I I I I 10+40 1.3349 3.76 1 Q IV I 10+45 1.3643 4.26 1 Q IV I I I 10+50 1.3953 4.50 1 QIV I 10+55 1.4271 4.62 1 QI V I 11+ 0 1.4594 4.69 I QI v I I I 1 . 11+ 5 1.4920 4.73 I QI V I I I 11+10 1.5243 4.69 I QI V I I I 11+15 1.5561 4.62 I QI V I I I 11+20 1.5877 4.60 I QI V I I l 11+25 1.6194 4.59 I QI V I I I 11+30 1.6511 4.60 I QI V { I I L 11+35 1.6826 4.58 I QI V I I 11+40 1.7130 4.42 I Q I V I I 11+45 1.7420 4.22 1 Q I V I I 11+50 1.7706 4.15 1 Q I V I I 11+55 1.7995 4.20 1 Q I V { I 12+ 0 1.8290 4.28 1 Q I V I I I 12+ 5 1.8597 4.46 1 Q I V I I I 12+10 1.8948 5.09 1 Q V I I I 12+15 1.9351 5.86 ( IQ V I I I 12+20 1.9782 6.26 ( 1 Q V I I I 12+25 2.0233 6.54 I 1 Q V I I 12+30 2.0700 6.79 ( I Q V I 1_ 12+35 2.1181 6.98 1 1 Q V I 12+40 2.1682 7.27 1 1 Q V I I 12+45 2.2203 7.57 1 1 Q V I I I 12+50 2.2737 7.76 1 1 Q VI ( I 12+55 2.3285 7.96 1 1 Q VI I I 13+ 0 2.3846 8.15 1 1 Q V I I 13+ 5 2.4423 8.37 1 1 Q V I I 13+10 2.5036 8.90 1 1 Q IV I 13+15 2.5690 9.50 1 1 Q IV I I I 13+20 2.6366 9.81 1 1 QI V I I 13+25 2.7054 10.00 1 1 QI V I 13+30 2.7751 10.12 1 1 Q V I f 13+35 2.8439 9.98 1 1 QI V I f 13+40 2.9064 9.09 1 1 Q I V I I 13+45 2.9613 7.96 1 1 Q I V I I 13+50 3.0125 7.43 1 1 Q I V I I 13+55 3.0619 7.19 1 1 Q I V I I 14+ 0 3.1103 7.02 1 1 Q I V I I 14+ 5 3.1584 6.98 1 1 Q 1 V I I 14+10 3.2083 7.25 I 1 Q I V I 14+15 3.2608 7.62 I 1 Q I V I 14+20 3.3143 7.76 I 1 Q I V I I 14+25 3.3676 7.75 Q I V I I 14+30 3.4205 7.68 1 Q I VI 14+35 3.4732 7.65 1 Q I VI I 14+40 3.5258 7.65 1 i Q I VI I 14+45 3.5785 7.65 1 1 Q I V I 14+50 3.6311 7. 63 1 1 Q I V I 14+55 3.6829 7.53 I 1 Q I IV 15+ 0 3.7342 7.44 1 1 Q I IV I 15+ 5 3.7851 7.39 1 1 Q I I V I 15+10 3.8353 7.29 1 1 Q I I V I 15+15 3.8647 7.18 1 1 Q I I V I 15+20 3.9337 7.11 1 1 Q I I V I 15+25 3.9819 7.00 I 1 Q I I V I 1 15+30 4.0292 6.87 I 1 Q I I V I 15+35 4.0755 6.73 I 1 Q I I V I ► 15+40 4.1192 6.34 I 1 Q I I V I 15+45 4.1598 5.89 I IQ I V I 15+50 4.1988 5.67 1 IQ I I V I l 15+55 4.2370 5.55 1 IQ I I V I 16+ 0 4.2747 5.48 I Q I I V I 16+ 5 4.3103 5.17 1 Q I I V I I 16+10 4.3383 4.06 I Q I I I V I 16+15 4.3571 2.73 1 Q I I I V I 16+20 4.3713 2.07 1 Q I I I V 16+25 4.3832 1.72 1 Q I I I V 16+30 4.3934 1.49 1 Q I I ► V I16+35 4.4024 1.30 1 Q I I V 16+40 4.4101 1. 12 1 Q I I V 16+45 4.4168 0.97 IQ I I V 1 1 16+50 4.4228 0.87 IQ I I I V I L 16+55 4.4282 0.78 IQ I I V I 17+ 0 4.4331 0.72 IQ ( I V 17+ 5 4.4377 0.65 IQ I I V 17+10 4.4412 0.52 IQ I I V 17+15 4.4438 0.38 Q 1 I I V 17+20 4.4459 0.30 Q I I I V I 17+25 4.4476 0.24 Q I I ( V I 17+30 4.4492 0.23 Q I I I V I IJ 17+35 4.4507 0.22 Q I ( I V 17+40 4.4522 0.21 Q I I I V I 17+45 4.4536 0.21 Q I I I V 1 11 17+50 4.4553 0.24 Q I I V I 17+55 4.4578 0.36 Q I I ( V 18+ 0 4.4614 0.51 IQ I I I V 18+ 5 4.4654 0.59 IQ I I I V I 18+10 4.4697 0.62 IQ I I V I 18+15 4.4742 0.65 IQ I I V I 18+20 4.4787 0.67 IQ I I I V I 18+25 4.4834 0.68 IQ I I I V 1 18+30 4.4681 0.69 IQ I I I V I 18+35 4.4929 0.69 IQ I I I V 1 18+40 4.4974 0.65 IQ I I f V 1 18+45 4.5015 0.61 IQ I I I V I 18+50 4.5055 0.57 IQ I I I V I it 18+55 4.5091 0.52 IQ I I I V 1 19+ 0 4.5123 0.46 Q I I I V I 19+ 5 4.5153 0.44 Q I I I V I 19+10 4.5186 0.47 Q I I I V I 19+15 4.5221 0.51 IQ I I I V 1 19+20 4.5258 0.54 IQ I I I V 19+25 4.5299 0.59 IQ I I I V I 19+30 4.5343 0.64 IQ I ► I V I I 19+35 4.5389 0.66 IQ I I ( V I 19+40 4.5432 0.63 IQ I I I V I 19+45 4.5473 0.59 IQ I I I V I f 19+50 4.5511 0.56 IQ I I I V 1 I 19+55 4.5547 0.51 IQ I I I V 20+ 0 4.5578 0.45 Q I I I V I 20+ 5 4.5608 0.43 Q I { V f 20+10 4.5639 0.46 Q I V 1 l 20+15 4.5674 0.50 IQ I I V I 20+20 4.5710 0,52 IQ I I V I 20+25 4.5747 0.53 IQ I I I V 20+30 4.5784 0.54 IQ I I I V 20+35 4.5821 0.54 IQ I I I V 20+40 4.5858 0.54 IQ I I I V 20+45 4.5695 0.54 IQ I I V { i 20+50 4.5932 0.53 IQ ( I I VI l 20+55 4.5966 0.49 Q I I I VI 21+ 0 4.5996 0.44 Q I I VI 21+ 5 4.6025 0.42 Q I I VI L 21+10 4.6056 0.45 Q I I I VI 21+15 4. 6090 0.50 Q I I I VI 21+20 4. 6125 0.51 IQ I i I VI 21+25 4. 6158 0.47 Q I I I VI 21+30 4. 6187 0.43 Q I ► I VI 21+35 4.6215 0.41 Q I I I VI 21+40 4.6246 0.45 Q I I I VI 21+45 4.6280 0.49 Q I I I VI f 21+50 4.6315 0.50 IQ I I I VI 21+55 4.6347 0.47 Q I I I VI 22+ 0 4.6376 0.42 Q ► { I VI L 22+ 5 4.6404 0.41 Q 1 I VI 22+10 4.6435 0.44 Q I I I VI 22+15 4.6469 0.49 Q I I I VI 22+20 4.6503 0.50 IQ I I I VI 22+25 4. 6535 0.47 Q I I I VI 22+30 4. 6564 0.42 Q I I I VI 22+35 4. 6592 0.40 Q I I VI 22+40 4. 6619 0.39 Q I I VI 22+45 4.6645 0.38 Q I I VI 22+50 4.6671 0.38 Q I I VI 22+55 4.6697 0.38 Q I { I VI 23+ 0 4.6723 0.37 Q I I I VI I I 23+ 5 4.6749 0.37 Q I I I VI 23+10 4.6774 0.37 Q I I I VI 23+15 4.6799 0.37 Q I I I VI 23+20 4.6825 0.37 Q I I I VI 23+25 4.6850 0.37 Q I I I VI 23+30 4.6875 0.37 Q I I I VI 23+35 4.6901 0.37 Q I I I VI 23+40 4.6926 0.36 Q I I VI 23+45 4.6951 0.36 Q I I VI 23+50 4.6976 0.36 Q I I I VI 23+55 4.7001 0.36 Q I I I VI 24+ 0 4.7026 0.36 Q I I I VI 24+ 5 4.7050 0.34 Q I I I VI 24+10 4.7068 0.26 Q I I i VI 24+15 4.7078 0.15 Q I I I VI 24+20 4.7085 0.10 Q I I I VI 24+25 4.7090 0.08 Q I I I VI 11 24+30 4.7094 0.06 Q ( I I VI 24+35 4.7097 0.04 Q ! I I VI 24+40 4.7100 0.03 Q i I I VI 24+45 4.7102 0.03 Q I I I VI 24+50 4.7103 0.02 Q I 1 I VI 24+55 4.7104 0.02 Q I I VI 25+ 0 4.7105 0.01 Q ( I VI 25+ 5 4.7106 0.01 Q I VI I 25+10 4.7106 0.01 Q I I VI 25+15 4.7106 0.00 Q I I VI 25+20 4.7106 0.00 Q I I VI l 1 l I l _ L U n i t H y d r o g r a p h A n a l y s i s Copyright (C) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/25/18 File: CT24100.out +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++ ------------------------------------------------------------------------ I Riverside County Synthetic Unit Hydrology Method fRCFC & WCD Manual date - April 1978 I Program License Serial Number 4002 [ -------------------------------------_------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format DEVELOPED CONDITION COTTAGES AT MISSION TRAIL 100-YEAR 24-HOUR STORM EVENT BY KAM 052318 Drainage Area = 21.20(Ac. ) = 0.033 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 21.20(Ac.) - 0.033 � Sq. Mi. USER Entry of lag time in hours Lag time = 0.177 Hr. Lag time = 10.62 Min. 25°% of lag time = 2.65 Min. 40% of lag time = 4.25 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [21 Weighting[1*2] 21.20 2.50 53.00 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall (In) [2] Weighting[1*2] l� 21.20 7.00 148.40 l STORM EVENT (YEAR) = 100.00 1 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 7.000(In) Point rain (area averaged) = 7.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 7.000(In) Sub-Area Data: L I� Area(Ac. ) Runoff Index Impervious 21.200 83.00 0.490 Total Area Entered = 21.20(Ac. ) fRI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 83.0 92.8 0.094 0.490 0.052 1.000 0.052 Sum (F) 0.052 Area averaged mean soil loss (F) (In/Hr) = 0.052 Minimum soil loss rate ( (In/Hr) ) = 0.026 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.510 ` --------------------------------------- -------------------------------- U n i t H y d r o g r a p h -VALLEY S-Curve ------------------- ---------------------------------- Unit Hydrograph Data ---------------------------------------------------------------------- { Unit time period Time % of lag Distribution Unit Hydrograph Il (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 47.081 5.585 1.193 2 0.167 94.162 23.671 5.057 Il 3 0.250 141.243 28.891 6.173 4 0.333 1B8.324 14.103 3.013 5 0.417 235.405 7.110 1.519 6 0.500 282.486 4.890 1.045 I 7 0.5B3 329.567 3.572 0.763 8 0.667 376.648 2.743 0.586 9 0.750 423.729 2.071 0.442 10 0.833 470.810 1.567 0.335 11 0.917 517.891 1.400 0.299 12 1.000 564.972 1.099 0.235 13 1.083 612.053 0.885 0.189 I 14 1.167 659.134 0.708 0.151 ( 15 1.250 706.215 0.532 0.114 16 1.333 753.296 0.471 0.101 17 1.417 800.377 0.702 0.150 1 -- Sum = 100.000 Sum= 21.366 ---------------------------------- --------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective Il (Hr. ) Percent (In/Hr) Max Low (In/Hr) 1 0.08 0.07 0.056 0.093 0.029 0.03 2 0.17 0.07 0.056 0.092 0.029 0.03 3 0.25 0.07 0.056 0.092 0.029 0.03 l 4 0.33 0.10 0.084 0.092 0.043 0.04 5 0.42 0.10 0.084 0.091 0.043 0.04 6 0.50 0.10 0.084 0.091 0.043 0.04 7 0.58 0.10 0.084 0.091 0.043 0.04 8 0. 67 0.10 0.084 0.090 0.043 0.04 9 0.75 0.10 0.084 0.090 0.043 0.04 10 0.83 0.13 0.112 0.090 --- 0.02 11 0.92 0.13 0.112 0.089 ___ 0.02 12 1.00 0.13 0.112 0.089 0.02 13 1.08 0.10 0.084 0.088 0.043 0.04 14 1.17 0.10 0.011 0.088 0.043 0.01 �- 15 1.25 0.10 0.084 0.088 0.043 0.04 16 1.33 0.10 0.084 0.087 0.043 0.04 17 1.42 0.10 0.084 0.087 0.043 0.04 f 18 1.50 0.10 0.084 0.087 0.043 0.04 19 1.58 0.10 0.084 0.086 0.043 0.04 20 1.67 0.10 0.084 0.086 0.043 0.04 21 1.75 0.10 0.084 0.086 0.043 0.04 22 1.83 0.13 0.112 0.085 --- 0.03 23 1.92 0.13 0.112 0.085 0.03 24 2.00 0.13 0.112 0.085 - 0.03 25 2.08 0.13 0.112 0.084 --- 0.03 26 2.17 0.13 0.112 0.084 --- 0.03 27 2.25 0.13 0.112 0.084 - - 0.03 28 2.33 0.13 0.112 0.083 --- 0.03 29 2.42 0.13 0.112 0.083 --- 0.03 30 2.50 0.13 0.112 0.083 --- 0.03 31 2.58 0.17 0.140 0.082 --- 0.06 32 2.67 0.17 0.140 0.082 --- 0.06 33 2.75 0.17 0.140 0.082 --- 0.06 34 2.83 0.17 0.140 0.081 --- 0.06 35 2.92 0.17 0.140 0.081 --- 0.06 36 3.00 0.17 0.140 0.081 --- 0.06 37 3.08 0.17 0.140 0.080 --- 0.06 38 3.17 0.17 0.140 0.080 --- 0.06 39 3.25 0.17 0.140 0.080 --- 0.06 40 3.33 0.17 0.140 0.079 --- 0.06 41 3.42 0.17 0.140 0.079 --- 0.06 42 3.50 0.17 0.140 0.079 --- 0.06 43 3.58 0.17 0.140 0.078 --- 0.06 44 3.67 0.17 0.140 0.078 --- 0.06 45 3.75 0.17 0.140 0.078 --- 0.06 46 3.83 0.20 0.168 0.077 --- 0.09 47 3.92 0.20 0.168 0.077 --- 0.09 48 4.00 0.20 0.168 0.077 --- 0.09 49 4.08 0.20 0.168 0.076 --- 0.09 50 4.17 0.20 0.168 0.076 --- 0.09 51 4.25 0.20 0.168 0.076 --- 0.09 52 4.33 0.23 0.196 0.075 --- 0.12 53 4.42 0.23 0.196 0.075 --- 0.12 54 4.50 0.23 0.196 0.075 0.12 55 4.58 0.23 0.196 0.074 --- 0.12 56 4. 67 0.23 0.196 0.074 --- 0.12 57 4.75 0.23 0.196 0.074 -- 0.12 58 4.83 0.27 0.224 0.073 --- 0.15 59 4.92 0.27 0.224 0.073 --- 0.15 60 5.00 0.27 0.224 0.073 --- 0.15 61 5.08 0.20 0.168 0.072 --- 0.10 62 5.17 0.20 0.168 0.072 --- 0.10 63 5.25 0.20 0.168 0.072 --- 0.10 64 5.33 0.23 0.196 0.072 --- 0.12 65 5.42 0.23 0.196 0.071 --- 0.12 66 5.50 0.23 0.196 0.071 --- 0.13 67 5.58 0.27 0.224 0.071 --- 0.15 68 5.67 0.27 0.224 0.070 --- 0.15 69 5.75 0.27 0.224 0.070 0.15 70 5.83 0.27 0.224 0.070 --- 0.15 71 5.92 0.27 0.224 0.069 --- 0.15 72 6.00 0.27 0.224 0.069 --- 0.15 73 6.08 0.30 0.252 0.069 --- 0.18 74 6.17 0.30 0.252 0.068 --- 0.18 75 6.25 0.30 0.252 0.068 --- 0.18 76 6.33 0.30 0.252 0.068 --- 0.18 77 6.42 0.30 0.252 0.068 --- 0.18 78 6.50 0.30 0.252 0.067 --- 0.18 79 6.58 0.33 0.280 0.067 --- 0.21 80 6.67 0.33 0.280 0.067 --- 0.21 i 81 6.75 0.33 0.280 0.066 --- 0.21 82 6.83 0.33 0.280 0.066 0.21 83 6.92 0.33 0.280 0.066 --- 0.21 84 7.00 0.33 0.280 0.065 --- 0.21 85 7.08 0.33 0.280 0.065 --- 0.21 86 7.17 0.33 0.280 0.065 --- 0.22 87 7.25 0.33 0.280 0.065 --- 0.22 88 7.33 0.37 0.308 0.064 --- 0.24 89 7.42 0.37 0.308 0,064 --- 0,24 90 7.50 0.37 0.308 0.064 --- 0.24 91 7.58 0.40 0,336 0.063 --- 0.27 92 7.67 0.40 0.336 0.063 --- 0.27 93 7.75 0.40 0.336 0.063 --- 0.27 94 7.83 0,43 0.364 0.062 --- 0.30 95 7.92 0.43 0.364 0.062 --- 0.30 96 8.00 0.43 0.364 0,062 --- 0.30 97 8.08 0.50 0.420 0.062 --- 0.36 98 8.17 0.50 0.420 0.061 --- 0.36 99 8.25 0.50 0.420 0.061 --- 0.36 100 8.33 0.50 0.420 0.061 --- 0.36 ( 101 8.42 0.50 0.420 0.060 --- 0.36 102 8.50 0.50 0.420 0.060 --- 0.36 103 8.58 0.53 0.448 0.060 --- 0.39 104 8.67 0.53 0.448 0.060 --- 0.39 105 8.75 0.53 0.448 0.059 --- 0.39 106 8.83 0.57 0.476 0.059 --- 0.42 107 8.92 0.57 0,476 0.059 --- 0.42 108 9.00 0.57 0.476 0.059 --- 0.42 109 9.08 0. 63 0.532 0.058 --- 0.47 110 9.17 0. 63 0.532 0.058 0.47 111 9.25 0.63 0.532 0.058 --- 0.47 112 9.33 0. 67 0.560 0.057 --- 0.50 113 9.42 0. 67 0,560 0.057 --- 0.50 114 9.50 0. 67 0.560 0.057 0.50 115 9.58 0.70 0.588 0.057 --- 0.53 116 9.67 0.70 0.588 0.056 --- 0.53 117 9.75 0.70 0.588 0.056 --- 0.53 118 9.83 0.73 0.616 0.056 --- 0.56 119 9.92 0.73 0.616 0.056 --- 0.56 120 10.00 0,73 0.616 0.055 --- 0.56 121 10.08 0.50 0.420 0.055 --- 0.36 122 10.17 0.50 0.420 0.055 --- 0.37 123 10.25 0.50 0.420 0.054 --- 0.37 124 10.33 0.50 0.420 0.054 --- 0.37 1 125 10.42 0.50 0.420 0.054 --- 0.37 126 10.50 0.50 0.420 0.054 --- 0.37 127 10.58 0. 67 0.560 0.053 --- 0.51 128 10. 67 0. 67 0.560 0.053 --- 0.51 129 10,75 0. 67 0.560 0.053 --- 0.51 ( 130 10.83 0. 67 0.560 0.053 --- 0.51 131 10.92 0. 67 0.560 0.052 --- 0.51 132 11,10 0. 67 0.560 0,052 --- 1,11 133 11.08 0. 63 0.532 0.052 --- 0.48 134 11.17 0. 63 0.532 0,052 --- 0.48 135 11.25 0. 63 0.532 0.051 --- 0.48 136 11.33 0. 63 0.532 0.051 --- 0.48 137 11.42 0. 63 0.532 0.051 -== 0.40 138 11.50 0. 63 0.532 0.051 0.48 139 11.58 0. 57 0.476 0.050 --- 0.43 140 11.67 0.57 0.476 0.050 --- 0.43 141 11.75 0.57 0.476 0.050 --- 0.43 142 11.83 0. 60 0.504 0.050 --- 0.45 143 11.92 0. 60 0.504 0.049 - 0.45 L f- 144 12.00 0.60 0.504 0.049 --- 0.45 145 12.08 0.83 0.700 0.049 0.65 146 12.17 0.83 0.700 0.049 --- 0.65 147 12.25 0.83 0.700 0.046 --- 0.65 148 12.33 0.87 0.728 0.048 --- 0.68 149 12.42 0.87 0.728 0.048 --- 0.68 150 12.50 0.87 0.728 0.048 --- 0.68 151 12.58 0.93 0.784 0.047 --- 0.74 152 12.67 0.93 0.784 0.047 --- 0.74 153 12.75 0.93 0.784 0.047 --- 0.74 154 12.83 0.97 0.B12 0.047 --- 0.77 155 12.92 0.97 0.812 0.046 --- 0.77 f 156 13.00 0.97 0.812 0.046 --- 0.77 157 13.08 1.13 0.952 0.046 --- 0.91 158 13.17 1.13 0.952 0.046 --- 0.91 159 13.25 1.13 0.952 0.046 -- 0.91 f 160 13.33 1.13 0.952 0.045 --- 0.91 161 13.42 1.13 0.952 0.045 --- 0.91 162 13.50 1.13 0.952 0.045 --- 0.91 163 13.58 0.77 0.644 0.045 --- 0.60 164 13.67 0.77 0.644 0.044 --- 0.60 165 13.75 0.77 0.644 0.044 --- 0.60 166 13.83 0.77 0.644 0.044 --- 0.60 167 13.92 0.77 0.644 0.044 --- 0.60 168 14.00 0.77 0.644 0.043 --- 0.60 169 14.08 0.90 0.756 0.043 --- 0.71 170 14.17 0.90 0.756 0.043 --- 0.71 171 14.25 0.90 0.756 0.043 --- 0.71 172 14.33 0.87 0.728 0.043 --- 0.69 173 14.42 0.87 0.728 0.042 --- 0.69 174 14.50 0.87 0.728 0.042 --- 0.69 175 14.58 0.87 0.728 0.042 ----- 0.69 176 14.67 0.87 0.728 0.042 --- 0. 69 177 14.75 0.B7 0.728 0.042 --- 0.69 178 14.83 0.83 0.700 0.041 --- 0.66 179 14.92 0.83 0.700 0.041 --- 0.66 180 15.00 0.83 0.700 0.041 --- 0.66 181 15.08 0.80 0.672 0.041 --- 0.63 182 15.17 0.80 0.672 0.040 --- 0.63 183 15.25 0.80 0.672 0.040 --- 0.63 184 15.33 0.77 0.644 0.040 --- 0.60 185 15.42 0.77 0.644 0.040 --- 0.60 186 15.50 0.77 0.644 0.040 --- 0.60 187 15.58 0. 63 0.532 0.039 --- 0.49 188 15.67 0. 63 0.532 0.039 =_= 0.49 l 189 15.75 0.63 0.532 0.039 0.49 190 15.83 0. 63 0.532 0.039 --- 0.49 191 15.92 0.63 0.532 0.039 --- 0.49 192 16.00 0.63 0.532 0.038 --- 0.49 193 16.08 0.13 0.112 0.038 --- 0.07 194 16.17 0.13 0.112 0.038 --- 0.07 195 16.25 0.11 0.112 0.038 --- 0.01 196 16.33 0.13 0.112 0.038 --- 0.07 197 16.42 0.13 0.112 0.037 --- 0.07 198 16.50 0.13 0.112 0.037 --- 0.07 199 16.58 0.10 0.084 0.037 --- 0.05 200 16.67 0.10 0.084 0.037 --- 0.05 201 16.75 0.10 0.084 0.037 --- 0.05 202 16.83 0.10 0.084 0.037 --- 0.05 203 16.92 0.10 0.084 0.036 --- 0.05 204 17.00 0.10 0.084 0.036 --- 0.05 l _ 205 17.08 0.17 0.140 0.036 --- 0.10 206 17.17 0.17 0.140 0.036 - 0.10 i _ 1_ f- i 207 17.25 0.17 0.140 0.036 --- 0.10 208 17.33 0.17 0.140 0.035 --- 0.10 209 17.42 0.17 0.140 0.035 --- 0.10 210 17.50 0.17 0.140 0.035 --- 0.10 { 211 17.58 0.17 0.140 0.035 0.11 l 212 17.67 0.17 0.140 0.035 0.11 213 17.75 0.17 0.140 0.035 --- 0.11 214 17.83 0.13 0.112 0.034 --- 0.08 215 17.92 0.13 0.112 0.034 --- 0.08 216 18.00 0.13 0.112 0.034 --- 0.08 217 18.08 0.13 0.112 0.034 --- 0.08 218 18.17 0.13 0.112 0.034 --- 0.08 219 18.25 0.13 0.112 0.034 --- 0.08 220 18.33 0.13 0.112 0.033 --- 0.08 221 18.42 0.13 0.112 0.033 --- 0.08 222 18.50 0.13 0.112 0.033 ---- 0.08 ! 223 18.58 0.10 0.084 0.033 --- 0.05 224 18. 67 0.10 0.084 0.033 --- 0.05 225 16.75 0.10 0.084 0.033 --- 0.05 226 18.83 0.07 0.056 0.032 --- 0.02 227 18.92 0.07 0.056 0.032 --- 0.02 228 19.00 0.07 0.056 0.032 --- 0.02 229 19.08 0.10 0.084 0.032 --- 0.05 230 19.17 0.10 0.084 0.032 --- 0.05 231 19.25 0.10 0.084 0.032 --- 0.05 232 19.33 0.13 0.112 0.032 --- 0.08 233 19.42 0.13 0.112 0.031 --- 0.08 234 19.50 0.13 0.112 0.031 --- 0.08 235 19.58 0.10 0.084 0.031 --- 0.05 236 19.67 0.10 0.084 0.031 --- 0.05 237 19.75 0.10 0.084 0.031 --- 0.05 238 19.83 0.07 0.056 0.031 --- 0.03 239 19.92 0.07 0.056 0.031 --- 0.03 240 20.00 0.07 0.056 0.030 --- 0.03 241 20.08 0.10 0.084 0.030 --- 0.05 242 20.17 0.10 0.084 0.030 --- 0.05 243 20.25 0. 10 0.084 0.030 --- 0.05 244 20.33 0.10 0.084 0.030 --- 0.05 245 20.42 0. 10 0.084 0.030 --- 0.05 246 20.50 0. 10 0.084 0.030 --- 0.05 247 20.58 0.10 0.084 0.029 --- 0.05 248 20.67 0. 10 0.084 0.029 --- 0.05 249 20.75 0. 10 0.084 0.029 --- 0.05 250 20.83 0.07 0.056 0.029 --- 0.03 251 20.92 0.07 0.056 0.029 --- 0.03 l 252 21.00 0.07 0.056 0.029 --- 0.03 253 21.08 0.10 0.084 0.029 --- 0.06 254 21.17 0.10 0.084 0.029 --- 0.06 255 21.25 0.10 0.084 0.029 --- 0.06 { 256 21.33 0.07 0.056 0.028 --- 0.03 257 21.42 0.07 0.056 0.028 --- 0.03 258 21.50 0.07 0.056 0.028 --- 0.03 259 21.58 0. 10 0.084 0.028 --- 0.06 260 21.67 0. 10 0.084 0.028 -- 0.06 261 21.75 0.10 0.084 0.028 --- 0.06 262 21.83 0.07 0.056 0.028 --- 0.03 263 21.92 0.07 0.056 0.028 --- 0.03 264 22.00 0.07 0.056 0.028 --- 0.03 265 22.08 0.10 0.084 0.028 --- 0.06 266 22.17 0.10 0.084 0.027 --- 0.06 267 22.25 0.10 0.084 0.027 --- 0.06 268 22.33 0.07 0.056 0.027 --- 0.03 269 22.42 0.07 0.056 0.027 - 0.03 t_. iI is ( 270 22.50 0.07 0.056 0.027 --- 0.03 + . 271 22.58 0.07 0.056 0.027 --- 0.03 I 272 22.67 0.07 0.056 0.027 --- 0.03 273 22.75 0.07 0.056 0.027 --- 0.03 274 22.83 0.07 0.056 0.027 --- 0.03 275 22.92 0.07 0.056 0.027 --- 0.03 276 23.00 0.07 0.056 0.027 --- 0.03 277 23.08 0.07 0.056 0.027 -- 0.03 278 23.17 0.07 0.056 0.027 --- 0.03 279 23.25 0.07 0.056 0.026 --- 0.03 280 23.33 0.07 0.056 0.026 --- 0.03 281 23.42 0.07 0.056 0.026 --- 0.03 r 282 23.50 0.07 0.056 0.026 --- 0.03 283 23.58 0.07 0.056 0.026 --- 0.03 284 23.67 0.07 0.056 0.026 --- 0.03 285 23.75 0.07 0.056 0.026 --- 0.03 { 286 23.83 0.07 0.056 0.026 --- 0.03 287 23.92 0.07 0.056 0.026 --- 0.03 288 24.00 0.07 0.056 0.026 --- 0.03 Sum = 100.0 Sum = 69.8 Flood volume = Effective rainfall 5.82(In) times area 21.2 (Ac. )/[ (In) /(Ft. ) ] = 10.3(Ac.Ft)l Total soil loss = 1.18(In) Total soil loss = 2.090(Ac.Ft) Total rainfall 7.00(In) Flood volume = 447617.3 Cubic Feet Total soil loss = 91052.4 Cubic Feet Peak flow rate of this hydrograph = 18.814(CFS) +++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o £ f H y d r o g r a p h Hydrograph in 5 Minute intervals ( (CFS) ) ------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q I I I I 0+10 0.0014 0.17 Q I 1 I I 0+15 0.0038 0.34 Q I I I I 0+20 0.0068 0.44 Q I I I I 0+25 0.0106 0.55 VQ I I I 0+30 0.0152 0.66 VQ I l 0+35 0.0202 0.73 VQ I 0+40 0.0254 0.76 VQ I I 0+45 0.0309 0.79 VQ 0+50 0.0363 0.79 VQ I I I I 0+55 0.0412 0.71 VQ I I I I 1+ 0 0.0454 0.61 VQ I I I I 1+ 5 0.0494 0.59 VQ I 1 I I 1+10 0.0540 0.66 VQ I I I I 1+15 0.0592 0.76 VQ I I I I 1+20 0.0648 0.81 VQ I I I I 1+25 0.0705 0.83 VQ I I I 1+30 0.0763 0.84 VQ I I I 1+35 0.0822 0.85 VQ I 1+40 0.0881 0.86 VQ I 1+45 0.0941 0.86 VQ 1+50 0.0999 0.85 VQ I I I 1 1+55 0.1053 0.78 VQ I I I 2+ 0 0.1101 0.69 VQ I I I 1.. 1 l� 2+ 5 0.1146 0.66 VQ I I I I 2+10 0.1190 0.64 VQ I I I I 2+15 0.1233 0.63 VQ I I 1 1 2+20 0.1277 0.63 VQ I I I ( 2+25 0.1320 0.63 VQ I I I I 2+30 0.1363 0.63 VQ I I I 2+35 0.1409 0.66 VQ I I I 2+40 0.1465 0.81 VQ I I 1 I I 2+45 0,1533 0.99 VQ I I I I 2+50 0.1606 1.07 V Q I I I I 2+55 0.1684 1.12 V Q I I 1 1 3+ 0 0.1763 1.16 V Q I I I I f 3+ 5 0.1845 1.18 V Q I 1 I I 3+10 0.1928 1.20 V Q I I I 3+15 0.2012 1.22 V Q I I I I 3+20 0.2097 1.24 V Q I I I 3+25 0.2184 1.26 V Q I I I 3+30 0.2271 1.27 V Q I I 1 3+35 0.2360 1.28 V Q I I I 3+40 0.2449 1.29 V Q I I ( I 3+45 0.2538 1.30 V Q I I I I 3+50 0.2631 1.35 IVQ I I I I 3+55 0.2734 1.50 IVQ I I I 4+ 0 0.2850 1.68 IV Q I ( I I r 4+ 5 0.2972 1.77 IV Q I I I 4+10 0.3097 1.82 IV Q I I I I I 4+15 0.3225 1.86 IV Q I 1 I 4+20 0.3357 1 .92 IV Q I I I I 4+25 0.3501 2.08 IV Q I I I I 4+30 0.3658 2.26 IV Q I I I I 4+35 0.3821 2.38 IV Q I I I 4+40 0.3989 2.43 IV Q I I I 4+45 0.4160 2.48 IV Q I I I 4+50 0.4335 2.54 IV Q I i I 4+55 0.4522 2.71 IV Q I I 5+ 0 0.4722 2.91 IV Q I I 5+ 5 0.4925 2.95 IV Q I I I I 5+10 0.5112 2.72 IV Q I I I I 5+15 0.5279 2.42 1 V Q I I ( I 5+20 0.5439 2.32 I V Q I I 1 I 5+25 0.5604 2.40 I V Q I I 1 1 5+30 0.5779 2.54 1 V Q I I I I 5+35 0.5960 2.63 1 V Q I I I I 5+40 0.6153 2.80 1 V Q I I I I 5+45 0.6360 2.99 1 V Q I I I I 5+50 0.6573 3.09 1 V Q I I I I 5+55 0.6789 3.15 I V Q I I I t 6+ 0 0.7009 3.18 I V Q I I I 1 6+ 5 0.7232 3.25 I V Q I I I I 6+10 0.7468 3.42 1 V Q 1 I I I 6+15 0.7716 3. 61 1 V Q I I I I 6+20 0.7972 3.71 1 V Q I I I I 6+25 0.8231 3.76 1 V Q I I I I I 6+30 0.8493 3.81 1 V Q I I I I 6+35 0.8760 3.88 1 V Q I I I I 6+40 0.9039 4.05 1 V Q I I I I 6+45 0.9331 4.25 1 V Q I I I I j 6+50 0.9631 4.35 1 V Q I I I I 6+55 0,9934 4.41 1 V Q I I I I 7+ 0 1.0241 4.45 1 V Q I ( I I 7+ 5 1.0550 4.49 1 V Q I ( I I 7+10 1.0861 4.51 1 V QI I I I 7+15 1.1173 4.53 1 V QI I ( I i_. f I I 7+20 1.1489 4.59 1 V QI I I I 7+25 1.1816 4.75 1 V QI 7+30 1.2155 4.93 1 V QI I I 7+35 1.2504 5.06 1 V Q I I I 7+40 1.2866 5.26 1 V Q I 7+45 1.3243 5.47 1 V Q I 7+50 1.3629 5.62 1 V IQ I I 7+55 1.4031 5.83 1 V IQ I i 8+ 0 1.4447 6.05 1 V I Q I I I 8+ 5 1.4877 6.24 1 V I Q I I I 8+10 1.5331 6.59 I V I Q I I I 8+15 1.5813 6.99 I V I Q I I I 8+20 1.6309 7.20 I V I Q I I I 8+25 1.6813 7.33 1 V I Q I I I 8+30 1.7324 7.41 1 V I Q I I I 8+35 1.7841 7.51 1 V I Q I 1 I r 8+40 1.8372 7.71 1 V I Q I 8+45 1.8918 7.92 1 V I Q I 8+50 1.9474 8.07 1 V I Q I t 8+55 2.0045 8.29 I V I Q I I i 1 9+ 0 2.0631 8.51 I V I Q I I I 9+ 5 2.1230 8.71 1 V I Q I I I 9+10 2.1855 9.07 1 V I Q I I I 9+15 2.2507 9.47 I V I Q I I I 9+20 2.3176 9.71 1 V1 QI I I 9+23 2.3863 9.98 1 VI QI I i 9+30 2.4567 10.23 1 VI Q I 9+35 2.5285 10.41 1 VI Q I 9+40 2.6018 10.65 ( V IQ I 9+45 2.6768 10.89 I V IQ I 9+50 2.7530 11.06 I V I Q I 9+55 2.8308 11.30 V I � I Q I 10+ 0 2.9102 11.53 I IV I Q I I 10+ 5 2.9890 11.43 I IV I Q I I 10+10 3.0615 10.53 i IV IQ I i 10+15 3.1261 9.38 I 1 V Q I I 10+20 3.1869 8.83 I 1 V Q I I I 10+25 3.2460 8.58 I 1 V Q I I 10+30 3.3038 6.40 I I V Q I I 10+35 3.3620 8.44 I I V Q I I I 10+40 3.4244 9.06 I 1 V Q I I I 10+45 3.4922 9.85 I 1 V QI I I 10+50 3.5626 10.22 ( 1 V Q I 10+55 3.6342 10.39 I 1 V Q 1 I 11+ 0 3.7065 10.50 I 1 V Q I 11+ 5 3.7791 10.54 I 1 V IQ I 11+10 3.8512 10.46 1 1 V Q I l 11+15 3.9223 10.34 1 1 V Q I I 11+20 3.9932 10.28 1 1 V Q I 11+25 4.0638 10.26 1 I V Q I I 11+30 4.1345 10.27 1 I V Q I I 11+35 4.2049 10.21 1 V Q I 11+40 4.2733 9.94 1 V QI I 11+45 4.3395 9.60 1 V QI 11+50 4.4047 9.48 1 I VQ I I 11+55 4.4705 9.55 1 1 V QI I I 12+ 0 4.5371 9.66 I 1 V QI I l 12+ 5 4.6055 9.94 I 1 V QI I I 12+10 4.6809 10.94 I 1 V IQ I I 12+15 4.7647 12.16 I 1 V I Q I I 12+20 4.8527 12.79 I 1 V I Q I I 12+25 4.9439 13.23 I 1 VI Q I I 12+30 5.0376 13.61 I 1 VI Q I �1 12+35 5.1334 13.92 1 1 VI Q I I I 12+40 5.2324 14.36 1 1 V Q I I 12+45 5.3345 14.63 1 1 V QI I 12+50 5.4387 15.12 1 1 IV Q I ► 12+55 5.5449 15.43 1 1 IV Q I 13+ 0 5.6532 15.72 1 1 1 V IQ I 13+ 5 5.7639 16.07 1 I 1 V I Q I 13+10 5.6803 16.90 1 1 V I Q 13+15 6.0033 17.86 1 I 1 V I Q 13+20 6.1297 18.35 1 1 1 V I Q I 13+25 6.2580 18.63 1 I 1 V I Q I 13+30 6.3876 18.81 1 I 1 V I Q I 13+35 6.5156 18.58 1 I 1 V I Q I 13+40 6.6335 17.13 1 I 1 V I Q I 13+45 6.7390 15.31 1 I 1 V Q 13+50 6.8384 14.44 1 I 1 V Q I I 13+55 6.9351 14.03 1 I 1 V Q I I 14+ 0 7.0298 13.75 1 I 1 Q I I 14+ 5 7.1240 13.69 1 I 1 Q I I 14+10 7.2212 14.10 1 I 1 Q I 14+15 7. 3222 14.6E I I I VQI 14+20 7.4248 14.90 I I 1 VQI i 14+25 7.5272 14.86 I I 1 QI I 14+30 7.6287 14.74 I I I QI I 14+35 7.7298 14.68 I I I QV I I` 14+40 7.8308 14 .66 I I 1 QV I 14+45 7.9317 14.65 I I 1 QV I 14+50 8.0324 14.61 I I 1 QIV I 14+55 8. 1318 14.44 I I 1 Q IV I 15+ 0 8.2303 14.29 I I 1 Q I V I 15+ 5 8.3280 14.19 I I 1 Q I V I 15+10 8.4245 14.02 I I 1 Q I V I 15+15 8.5197 13.83 ( I 1 Q I V I 15+20 8.6141 13.70 I I 1 Q I V I 15+25 8.7072 13.51 1 I 1 Q I V I 15+30 8.7988 13.30 I I 1 Q I V I 15+35 8.8887 13.05 I I 1 Q I V I 15+40 8.9742 12.42 I I 1 Q I V I 15+45 9.0547 11.68 I I 1 Q I V I 15+50 9.1326 11.31 I I 1 Q V 15+55 9.2092 11.12 1 1 1 Q I V 16+ 0 9.2848 10.98 1 1 IQ I V 16+ 5 9.3563 10.38 1 1 Q I V i 16+10 9.4127 8.18 1 1 Q 1 I V I 16+15 9.4508 5.53 I IQ I I V I 16+20 9.4799 4.22 1 Q I I I V I 16+25 9.5043 3.55 1 Q I I I V I 16+30 9.5256 3.08 1 Q I I I V I 16+35 9.5442 2.71 1 Q I I I V 16+40 9.5601 2.31 1 Q 1 I I V 16+45 9.5735 1.94 I Q I I V 16+50 9.5852 1.71 1 Q I I V 16+55 9.5957 1.52 1 Q I ( V I + 17+ 0 9.6053 1.40 1 Q I I I V I 17+ 5 9.6148 1.37 1 Q I I I V I 17+10 9. 6256 1.58 1 Q I I I V I 17+15 9.6385 1.87 1 Q I I I V I 17+20 9. 6522 1.99 1 Q I I I V I 17+25 9.6660 2.01 1 Q I I I V 17+30 9. 6802 2.06 1 Q I I I V I 17+35 9. 6947 2.10 1 Q I I I V I 17+40 9.7094 2.14 1 Q I I I V I 17+45 9.7243 2.16 1 Q 1 I I V I �- 17+50 9.7391 2.15 1 Q I I I V I 17+55 9.7530 2.02 1 Q I I I V I 18+ 0 9.7659 1.87 1 Q I I V I 18+ 5 9.7782 1.80 1 Q I I V I 18+10 9.7904 1.77 1 Q I I V I 18+15 9.8024 1.75 1 Q I V 18+20 9.8144 1.73 1 Q I I V I 18+25 9.8263 1.73 1 Q I I V I 18+30 9.8381 1.72 1 Q I I V I 18+35 9.8497 1 .68 1 Q I I V I 18+40 9.8603 1.53 1 Q I I v l 18+45 9.8696 1.36 1 Q I I V I 18+50 9.8782 1.24 1 Q I I I V 18+55 9.8854 1.05 1 4 I I V I 19+ 0 9.8913 0.85 IQ I I V I 19+ 5 9.8966 0.78 IQ I I I V I 19+10 9.9026 0.86 IQ I I I V I 19+15 9.9094 1.00 IQ I i I V I 19+20 9.9169 1.09 1 Q I I I V I 19+25 9.9255 1.25 1 Q I I 1 V I 19+30 9.9354 1.44 1 Q I I I V I 19+35 9.9457 1.50 1 Q I I I V 19+40 9.9554 1.40 1 Q I I I V I 19+45 9.9641 1.27 1 Q I I I V I 19+50 9.9722 1.17 1 Q I I I V I 19+55 9.9792 1.01 1 Q I I I V I 20+ 0 9.9848 0.63 IQ I I I V I 20+ 5 9.9901 0.77 IQ I I I v I 20+10 9.9961 0.66 IQ I I I V I 20+15 10.0030 1.01 1 Q I I I V I 20+20 10.0104 1.07 1 Q I I I V I 20+25 10.0180 1.10 1 Q I I I V I 20+30 10.0257 1.12 1 Q I I I VI 20+35 10.0334 1.13 1 Q I I I VI 20+40 10,0413 1.14 1 Q I I I VI 20+45 10.0492 1.14 1 Q I I I VI 20+50 10.0568 1 .12 1 Q I I I VI 20+55 10.0636 0.98 IQ I I I VI 21+ 0 10.0691 0.81 IQ I I I VI 21+ 5 10,0744 0.76 IQ I I I VI 21+10 10.0603 0.87 IQ I I I VI 21+15 10.0873 1.01 1 Q I I I VI 21+20 10.0946 1-05 1 Q I I I VI 21+25 10.1010 0.94 IQ I I I VI 21+30 10.1065 0.79 IQ I I I VI 21+35 10.1116 0.75 IQ I I I VI 21+40 10.1175 0.86 IQ 1 1 1 VI 21+45 10.1245 1.01 1 Q I I I VI 21+50 10.1311 1.05 1 Q I I I VI 21+55 10.1382 0.94 IQ I I I VI 22+ 0 10.1436 0.79 IQ 1 I I VI 22+ 5 10.1488 0.75 IQ I I I VI 22+10 10.1547 0.86 IQ I 1 I VI I 22+15 10,1617 1.02 1 Q I I I VI 22+20 10.1690 1.06 1 Q I I I VI 22+25 10.1755 0.95 IQ I I I VI 22+30 10.1810 0.80 IQ I I I VI 22+35 10.1861 0.73 IQ I I I VI 22+40 10.1909 0.70 IQ I I I VI 22+45 10.1956 0.68 IQ I I I VI 22+50 10.2002 0.67 IQ I I I VI 22+55 10.2047 0.66 IQ I I I VI 23+ 0 10.2092 0.65 IQ I I I VI F 23+ 5 10.2137 0.65 IQ I I I VI �• 23+10 10.2181 0.64 IQ I I I VI 23+15 10.2225 0.64 IQ I I I VI 23+20 10.2269 0.64 IQ I I I VI ( 23+25 10.2313 0.64 IQ I I I VI I 23+30 10.2357 0.64 IQ I I I VI 1 23+35 10.2400 0.64 IQ I I I VI 23+40 10.2444 0.63 IQ I ( I VI 23+45 10.2488 0.63 IQ I I I VI 23+50 10.2531 0.63 IQ I I I VI f 23+55 10.2575 0.64 IQ I I I VI 24+ 0 10.2619 0.64 IQ I ( I VI 24+ 5 10.2660 0.60 IQ I I VI 24+10 10.2691 0.45 Q I I VI 24+15 10.2709 0.27 Q I I VI 24+20 10.2722 0.18 Q I VI 24+25 10.2731 0.13 Q 1 I VI 24+30 10.2738 0.10 Q I I VI 24+35 10.2743 0.08 Q I I i VI 24+40 10.2747 0.06 Q I I I VI 24+45 10.2750 0.05 Q I f I VI 24+50 10.2753 0.04 Q I I I VI 24+55 10,2755 0.03 Q I I I VI 25+ 0 10.2756 0.02 Q I I I VI 25+ 5 10.2757 0.02 Q I I I VI 25+10 10.2758 0.01 Q I I I VI 25+15 10.2758 0.01 Q i i I VI 25+20 10.2759 0.00 Q I I VI ---------------------------------------------------------- torn OCD0 Cv o Q 0) of Ir U �O a 0) C � L. 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I —-k r 1 61 I d Ll O K K -T ko iD a U < - h (D •� * m w U) a m- * .ten Lr) Nn Lf) a Ewa. « ter`' --* —C14 —C11 � � — 1 EI H H r7 U k 4-- m.-. k N N m a h N % rl ri rl rl h � K 1 * I I I I K I K —•D I I Lo 1 O 1 ^y x Ol K d r O r N r m U7 % v a h 1D O Ou O Ol O ON N •J O % (N N N K 0 O) H h O N O (N O N 4 1 fn k i to K N In if) to K] h G W % N N N N k H % rt •-i rl rl FC K I C)U % 1 I I 1 r I c• m I r u) I In 0 1 O h f K r r+ m cr m m fn U x o v r rt cn r N o w K m w K O o a o a h 1� k r1 r1 r1 rl H % fn a K •--1 rl rl ,� I L A' abs ki P%-T HYDRAULIC DESIGN SUMMARY sae N T E C H ins ENGINEERED SOLUTIONS FOR INLINE MODEL CDS3020 The following hydraulic summary supports the design of the COS model proposed on the COTTAGES AT MISSION TRAIL project located in LAKE ELSINORE, CA . The attached hydraulic calculations supporting the proposed COS structure's design serve two purposes. 1. To ensure the proposed COS model will achieve the design treatment capacity under the site-specific hydraulic conditions. The proposed COS model CDS3020 unit is designed to process a treatment flow of 1.11-cfs. Under the site-specific conditions,the proposed 17-inch tali diversion weir will generate the operational energy necessary to achieve the 1.11-cfs design treatment flow rate. 2. To quantify the hydraulic losses introduced to the conveyance system under peak design conditions. A flow of 18.1-cfs represents the peak discharge generated by the contributing drainage area for a design storm having a 10 year return interval. Under these peak design conditions, all of the 18.1- cfs flow is assumed to be conveyed over the diversion weir. This conservative assumption predicts the worst-case resulting hydraulic condition and preserves the integrity of this calculation even if the structure is not properly maintained. Based on the information provided,the proposed COS model CDS3020 is predicted to increase the upstream Hydraulic Gradeline (AHGL)by 1.94 ft for the above cited peak design flow. AHGL= Hcos= 1.94 ft The effective headloss coefficient across the proposed COS model CDS3020 for the 10-year storm event may be estimated as a function of the velocity in the downstream pipe. where, Kcos= COS Headloss Coefficient: = Hcos�L Vms2/2-g l = 1.19 If a software program is being used to develop the Hydraulic Gradeline(HGL)for the upstream conveyance system,the values listed above for HCDS and/or KCDS can be used as either a headloss factor to be multipled by the downstream velocity head,or input the headloss amount for the proposed COS model at the corresponding node. Reference:Contech Engineered Solutions CDS Design-Ver 2.2 �e9WN51 cllr�` ��� e 1 a t9'44 f-rrj� I�9 $ PG PuN V SE t�e)toa Nf-fR,r4t- CLN"'I?-b4- o F t.-),5 20.44 +-Q .9k4 = t DSLk I?_ `t r-F € po9L: _%vts d1r l_%t_. 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N k — E x O H # I * .� 1 lD I v� I 61 l Ln O O N H * fa * W DV H M c u KC * a) W # O CQ * S0 N * N N Ln X In) L N Y. # 1: H k U7 Ln Ln In W W * $ W # N N N N N C9 W r~ * k H H H H H F H k — — — — E+ 0 # I * v I r-1 I Ln I N I H I O * .G # cr O W v Ln U * 41 -- # H N N M R� # LL F I k N GI # H H H H H # * * I # 1 I I I I * I * ^r I Ln I * N * o Lf) m Lr) a Ln W Ln m En # N 11.* Ln N W N w N m N O 3 * N O k m M m m Le) N Lr) N H N N f!1 # y H M # in Ln Ln Ln Ln A I # 0] * I U k I I I I I �-L # I # N I 01 H I N —M 1 10 M I .-i O I O k # r O ( W N O r N U * 0 v * r ao Lnn r-W N Ln r N 4 N W # id W k (T O O O 0 a # 4 \# O H H H 1 H # Ln a # H H H 4 H l_ I �j ic: ' 13 ' CC) S V r l.t T Cam N NTECH� HYDRAULIC DESIGN SUMMARY ENGINEERED SOLUTIONS FOR INLINE MODEL UMS CDS3020 The following hydraulic summary supports the design of the CDS model proposed on the COTTAGES AT MISSION TRAIL project located in LAKE ELSINORE, CA . The attached hydraulic calculations supporting the proposed CDS structure's design serve two purposes. 1. To ensure the proposed CDS model will achieve the design treatment capacity under the site-specific hydraulic conditions. The proposed CDS model CDS3020 unit is designed to process a treatment flow of 1.18-cfs. Under the site-specific conditions,the proposed 17-inch tall diversion weir will generate the operational energy necessary to achieve the 1.18-cfs design treatment flow rate. 2. To quantify the hydraulic losses introduced to the conveyance system under peak design conditions. A flow of 18-cfs represents the peak discharge generated by the contributing drainage area for a design storm having a 10 year return interval. Under these peak design conditions, all of the 18-cfs flow is assumed to be conveyed over the diversion weir. This conservative assumption predicts the worst-case resulting hydraulic condition and preserves the integrity of this calculation even if the structure is not properly maintained. Based on the information provided,the proposed CDS model CDS3020 is predicted to increase the upstream Hydraulic Gradeline (AHGL) by 1.93 ft for the above cited peak design flow. AHGL= HCDs= 1.93 ft The effective headloss coefficient across the proposed CDS model CDS3020 for the 10-year storm event may be estimated as a function of the velocity in the downstream pipe. where, Kcos= CDS Headloss Coefficient: = HCDS C VdlSz/2-g ] = 1.20 If a software program is being used to develop the Hydraulic Gradeline(HGL) for the upstream conveyance system,the values listed above for HCDS and/or KCDS can be used as either a headloss factor to be multipled by the downstream velocity head, or input the headloss amount for the proposed CDS model at the corresponding node. 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Fa ir. M r-1 f k O -4 Q' 54 I f H k tT (n PIl x al > # O4 44 E. U 1.' I CD' 1 N Ir I I Ac n '}" o # CL E+ x I « a) rl # to 1n # A N # # * I f I I I x I # —O 1 0 1 ICa7 f ' w r o J R r # V a+ N VT to x s4 > O f N N V O ..- '� M M W 41 1N-4 H rN•I `` 11 PD # -- 1 U N x 1 x O I O O 1 O O I O x C f r C 1-1m o U f O x M o m r x -r1 Ql f k V r-I # N N d' r-I to W # ra W M o H x to a x H H H tL k x PUMP CALCULATIONS AND V-DITCH HYDRAULICS Project Report Date: Sheet of 'roject: Job No.: RE: -- By: Contact: Phone: P U MP' !-) f)_'M T Mtf I C- k I M iu `16 CG "775-6" 6 o sitc I 'C) -i C F,5 T1 M IC I O DA-OA1 v oui•e1 v 0� i a'Lh 7 � '1 .7 fl{ -PT x ��•s b'� x 2o y, 7 3 a Fr 3 l �"IN l N2 3a ��/I.v4 ►=T�Js �' bU SCL y � 7 a Ro oa i G o,b pis ICrN WILSON MIKAMI CORPORATION CONSLILTING ENGINEERING SERVICES w9 CORPORATE PARK, SUITE 100•IRVINE, CA 92606 (949)679-0090 FAX(949) 679.0091 Suction: Total Suction Lift=Static+ Friction Discharge: Total Discharge Head=Static+Friction Total Dynamic Head (TDH)=Total Discharge Head+Total Suction Head SUCTION Max,Water Table Inlet Elevation 1224 ft 1233 ft Pump Elevation 1241 ft 1241 ft Static Lift 17 ft 8 ft Friction Head Pipe size,d 4 inches 4 inches Pipe length 70 ft 34 ft 90 Deg Elbow 14 ft 14 ft Total Length, L 84 ft 48 ft Pipe material PVC PVC C= 150 PVC 150 PVC Flow Rate, Q: 438 gpm 468 gpm Hazen-Williams Equation HL= 10.4397*(L)*Q111.85/(C^1.85 x d^4,8655) HL(friction)= 7.49 ft 4.84 ft Total Suction Lift= 24.49 12.84 DISCHARGE Pump Elevation 1241 ft 1241 ft Discharge Elev 1253.9 ft 1253.9 ft Static Head -12.9 ft -12.9 ft Friction Head Pipe size,d 3 inches 3 inches Pipe length 72 ft 72 ft 90 Deg Elbow 14 ft 14 ft 90 Deg Elbow 14 ft 14 ft 45 Deg Elbow 7 ft 7 ft Total Length, L 100 ft 100 ft Pipe material PVC PVC C= 150 PVC 150 PVC Flow Rate, Q: 438 gpm 468 gpm Hazen-Williams Equation HL= 10.4397*(L)*Q^1.85/(C^1.85 x d^4.8655) HL(friction)= 36.16 ft 40.87 ft Total Discharge Head = 23.26 27.97 Total Dynamic Head (TDH) = 47.75 ft 40.81 ft _ PSI= 20.67079 psi 17.66731 psi CA E c CL CD _ N ' ~ o O l 00 N •i i � � J O II II II M CO N O C4 00 a " ;•�' cr �. 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(10 312) (1/4 ton) 823mm (2.7(t) E 3.7-4.3 ^ 450.kg M-14f (1/2 ton) -1--1(3�5ft) / 0 4.3-4.9 900 k (14-16) 0 ton 1.3m (4.4ft) M 4.9-5.5 1.8 tonne 1.6m (5.4ft) (16-18) (2 ton) 152mm (6") 'over 5.5 mps (18 fps) requires special design o A cm Slot C' D = Pipe Diameter W a Bottom Width of Channel A �.5T (min.) -- #13 (#4) Bars now 3D OR 3W PLAN �' Filter Blanket 152mm (6") Sill, Class 249kg/rr? —C-13Mpo (420—C-2000) Concrete Concrete SECTION A—A Channel D min. NOTES 1. Plans shall specify: A Rock Class and thickness M. D OR W [3 Filter material, number of layers and thickness. — , — 2. Rip rap shall be either quarry stone or broken / concrete (if shown on the plans.) Cobbles / are not acceptable. 3. Rip rap shall be placed over filter blanket which may be either granular material or filter fabric (woven filter slit film fabric shall not be used). \j 1 4. See Regional Supplement Amendments for selection (min.) of filter blanket. 5. Rip rap energy dissipators shall be designated as either SECTION B—B Type 1 or Type 2. Type 1 shall be with concrete sill; Type 2 shall be without sill. Revision By Approved r275 RECOMMENDED BY THE SAN DIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kercheval Add Metric T, Stanton^°4 Nn R, RIP RAPJO& n6t S. Qrady .holrperson R.C.E. 19246 Date ENERGY DISSIPATOR DRAWING D-40 NUMBER SEE SDD-100