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Home My WebLink About Parcel Map 32924 Parcel 12 Hydrology ReportHYDROLOGY REPORT ,PAffCEL MAP NO. 329241 MASS GRADING County of Riverside, California Prepared for: Selby Development Corporation 853 East Valley Blvd. #200 San Gabriel, CA 91776 Contact: Issac Lei Telephone: (626) 280-2825 Report Prepared By: August 2008 Revision History Date I Comment 40810 County Center Drive, Suite 100 Temecula, California 92591-6022 951.676.8042 telephone 951.676.7240 fax Engineer of World Contact Person: Tom Burnside, P.E. Lynn Johnson RBF JN 15-101001 H:\Pdata\15101001 \Admin\reports\1 00 1 HYDRO-massgrd-1.doc No. C 69M Exp. 8WJk 1 LJ LJ I LIST OF TABLES TABLE OF CONTENTS 2.2: 100 -Year Peak Flowrate Summary ' Table 3.0: Summary Sediment Basin Sizes SECTION 1 - INTRODUCTION................................................................................................................ 1 1 SECTION 2 - HYDROLOGIC DATA......................................................................................................... 1 2.1 Hydrologic Analysis and Methodology...................................................... 1 2.1.1 Rational Method.................................................................................................... 2 2.2 HYDROLOGY RESULTS.........................................................................3 Mass Graded Condition - AES Rational Method 100 -Year Storm ' SECTION 3 - DESILTING BASINS........................................................................................................... 3 SECTION 4 - HYDRAULICS..............................................................................................:......................4 Storm Drain Hydraulics - WSPG Analysis SECTION5 - CONCLUSIONS.................................................................................................................. 5 SECTION 5 - REFERENCES...................................................................Error! Bookmark not defined. 1 LIST OF FIGURES Figure 1: Vicinity Map Figure 2: Hydrologic Soil Group Map Figure 3: Mass Grading Conditions Hydrology Map 1 LJ LJ I LIST OF TABLES Table 2.2: 100 -Year Peak Flowrate Summary ' Table 3.0: Summary Sediment Basin Sizes Table 4.1: Catch Basin Sizing Results 1 TECHNICAL APPENDIX A Standard Intensity -Duration Curves Data Plate D-4.1 (4 of 6) B Mass Graded Condition - AES Rational Method 100 -Year Storm ' C D Sediment Basin Volume Calculations Riser Sizing Calculations E Storm Drain Hydraulics - WSPG Analysis F G Catch Basin Sizing / Street Capacity Analysis SE -2 Sediment Basin H SE -3 Sediment Trap 1 1 LJ LJ I I 1 11 I 1 SECTION 1 - INTRODUCTION Parcel Map No. 32924 will subdivide 21.2 gross acres into 6 parcels averaging 3 acres and construction of Rancho Way. The six parcels will be developed at a later time as commercial developments. Two catch basins are proposed for Rancho Way and connecting storm drain pipe to an existing City of Temecula Line D Storm Drain. The site is located on the east side of Ynez Road between Winchester Road and Rancho California Road, City of Temecula, California. See Figure 1 for Vicinity Map. The purpose of this study is to accompany the mass grading plans, provide storm drain and catch basin sizing calculations, and summarize the desilting basin sizing calculations for the six parcels. The desilting basins will be sized based upon the sediment storage volume requirement and the criteria for sediment settling. Desilting basin outlet pipes were sized to convey the mass grading 100 -year peak discharges. The desilting basin will utilize perforated risers to allow sediment to settle and will provide 1 outlet pipes to convey the 100 -year peak discharges based upon a graded land runoff index number. ' All assessments and technical analysis in this report are in compliance with the local drainage policies and requirements, and the California Environmental Quality Act (CEQA) of 1970, as amended. SECTION 2 - HYDROLOGIC DATA The desilting basins have been located at the downstream terminus of the drainage areas. ' The drainage areas for the subbasins range in size from 1.6 acres to 3.5 acres. A total of 6 subbasin areas have been established to evaluate the quantity of runoff delivered to the proposed desilting basins. The guidelines within the RCFC& WCD Hydrology Manual 1 require the use of the Rational Method for areas less than 300 acres. As a result, the proposed hydrology studies will utilize the Rational Method was used to estimate the peak flow per Riverside County Flood Control Hydrology Manual. ' 2.1 HYDROLOGIC ANALYSIS AND METHODOLOGY Hydrologic calculations to evaluate surface runoff associated with the 100 -year ' hypothetical design storm frequency from the project watershed were performed using the rational method based upon the relative size of the watershed. The rational method ' is a surface hydrology procedure, which allows evaluation of the peak discharge generated from a watershed area. This method only evaluates peak discharge and does not analyze runoff volumes or the time variation of runoff. The watershed 1 subbasin boundaries within the project site were delineated utilizing topographic mapping of the area for the proposed mass grading plan to determine the development 1 Parcel Map No. 32924, Temecula, CA Mass Grading Hydrology Report 1 I I 1 I 1 J I 1 1 I L I [l TO SAN DIEGO VICINITY MAP (NOT TO SCALE) L ' drainage patterns. Hydrologic parameters used in this analysis such as rainfall and soil ' classification areas presented in Riverside County Hydrology Manual, dated April 1978, were identified. A hydrology analysis was performed to evaluate the anticipated runoff generated from the proposed mass grading. The drainage areas and subarea boundaries within the study area were delineated based on the proposed grading plan. 2.1.1 Rational Method 1 The hydrologic calculations to determine the 100 -year discharges were performed using the County of Riverside Rational Method from the RCFC& WCD Hydrology Manual dated April 1978. The Rational Method is an empirical computation procedure for developing a ' peak runoff rate (discharge) for watersheds less than 300 acres and storms of a given recurrence interval. This procedure is the most common method for small area urban ' drainage design since the peak discharge is generally the only required parameter for hydraulic design of drainage facilities. The Rational Method equation is based on the assumption that the peak flowrate is directly proportional to the drainage area, rainfall ' intensity, and a loss coefficient related to land use and soil type. Flows are computed based on the formula Q=CIA, where: ' Q = Discharge in Cubic Feet Per Second; C = Runoff Coefficient, based on Land Use and Hydrologic Soils Group; I = Rainfall Intensity, Inches/Hour; 1 A = Area, Acres. The peak discharge from a drainage area using the rational method occurs at a critical time ' when the entire drainage area is contributing runoff known as the "time of concentration" for the watershed area. The design discharges were computed by generating a hydrologic "link -node" model, which divides the analysis area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by terrain. The hydrology analysis was performed for the mass graded site condition 100 -year hydrology. The following assumptions/guidelines were applied under the Rational Method. 1. The Rational Method hydrology includes the effects of infiltration caused by ' soil surface characteristics. Soils maps from Riverside County Flood Control and Water Conservation District Hydrology Manual indicated mostly Soil Type "B" and some "BC" is representative of the project location. The soils maps ' (Plate C-1.42) from the Manual and the project site are shown on Figure 2, Hydrologic Soil Group Map. 2. The infiltration rate is also affected by the type of cover (vegetation type), quality of cover, and percentage of impervious surfaces. The runoff coefficients used were based on the proposed mass grading. ' Parcel Map No. 32924, Temecula, CA Mass Grading Hydrology Report 2 W4 m lk w 3. Rainfall data used was taken from the above Manual for the 'Temecula" area. 4. The initial area is generally less than 10 acres and flow path lengths are less than 1,000 feet, per RCFC&WCD analysis procedure. 5. The 10-minute/60-minute intensity values (inches/hour) for the 10 -year and 100 -year storm durations were obtained from Plate D-4.1 (4 of 6) for Temecula, are 2.36 / 0.88 and 3.48/1.30, respectively. A copy of Plate D-4.1 (4 of 6) is included in Appendix A. 6. Land use assumptions included using an undeveloped watershed runoff coefficient for the mass grading condition. ' 2.2 HYDROLOGY RESULTS ' A hydrologic analysis was prepared for the project watershed reflecting the proposed mass grading condition. See Figure 3 Mass Graded Conditions Hydrology Map. The results of the hydrologic analysis are summarized in Table 2.2 at selected concentration ' points (nodes) throughout the watershed. Appendix B contains the rational method 100 - year calculations. 11 LJ Tahle 22. 100 -Year Peak Flowrate Summary for Mass-Gradina Condition Node Tot(all Area 100 -Year Discharge (cfs) 13 13.0 22.0 21 2.3 4.5 31 2.4 4.8 41 2.5 4.9 52 1.2 4.3 62 1.0 3.6 71 1.8 3.6 81 3.7 7.2 91 1.3 2.9 SECTION 3 - DESILTING BASINS The sediment basins (traps) were sized in accordance with the California Stormwater BMP Handbook for construction. Appendices G and H includes a copy of the references (SE -2 and SE -3) that were used in sizing the desilting basins. Generally, the basin dimensions should have a length twice the width. The length is determined by measuring the distance Parcel Map No. 32924, Temecula, CA Mass Grading Hydrology Report 3 I I 1 11 1 1 between the inlet and the outlet; and the depth must not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency. Per SE -2, sediment traps should be sized to accommodate a settle zone and sediment storage zone with recommended minimum volumes of 67 yd3/acre and 33 yd3/acre of contributing drainage area, respectively. The total required sediment volume is 100 yd3/acre. Table 2.0 shows the sediment basin size along with provided size for each drainage basin. Tnhla 't 0• Sttrnmary Radimant Ra -,in RiZPS 1. The Required Sediment Basin Volume is per the Galitornia Stormwater BMFJ Handbook for Construction. 2. Provided Volume was calculated based on a depth of 4 feet, leaving one foot to top of basin. SECTION 4 - HYDRAULICS ' Three (3) of the six (6) desilting basins are designed with a riser and an outlet pipe. The opening at the top of the riser will collect the 100 -year flow within the desilting basin. A minimum 0.5 -foot freeboard is maintained in each desilting basin at the 100 -year ' frequency. The remaining three (3) basins will have an open spillway to convey the anticipated peak 100 -year flows. ' 4.1 CATCH BASIN SIZING / STREET CAPACITY ANALYSIS The street capacities and catch basin sizing were determined using the Advanced ' Engineering Software (AES) Hydraulic Elements 1 computer program. Appendix F contains the street capacity analysis and catch basin sizing calculations. Table 4.1: Catch Basin Sizina Results Hydrology Node Street Slope %) Table No. 2.0 — Summa of Sediment Basin Size Q100inlercept/Q100 bypass (cfs)ft Node Watershed Basin # Drainage Area ac Required Sediment Basin Volume CY' Provided Basin Volume (CY) 2 41 Al 1 2.5 250 540.8 31 131 2 2.4 240 612.1 32 C1 3 2.3 230 464.6 47 D1 4 1.3 130 367.5 42 E1 5 3.7 370 527.9 52 F1 6 1.8 180 211.7 1. The Required Sediment Basin Volume is per the Galitornia Stormwater BMFJ Handbook for Construction. 2. Provided Volume was calculated based on a depth of 4 feet, leaving one foot to top of basin. SECTION 4 - HYDRAULICS ' Three (3) of the six (6) desilting basins are designed with a riser and an outlet pipe. The opening at the top of the riser will collect the 100 -year flow within the desilting basin. A minimum 0.5 -foot freeboard is maintained in each desilting basin at the 100 -year ' frequency. The remaining three (3) basins will have an open spillway to convey the anticipated peak 100 -year flows. ' 4.1 CATCH BASIN SIZING / STREET CAPACITY ANALYSIS The street capacities and catch basin sizing were determined using the Advanced ' Engineering Software (AES) Hydraulic Elements 1 computer program. Appendix F contains the street capacity analysis and catch basin sizing calculations. Table 4.1: Catch Basin Sizina Results Hydrology Node Street Slope %) Q10/Q1oo (cfs) Q10interceptlQ10 bypass (cfs) Q100inlercept/Q100 bypass (cfs)ft Length 52 0.50 2.92/4.32 2.65/0.27 3.27/1.05 10 62 0.50 2.40/3.56 2.40/0.0 2.99/0.57 10 Parcel Map No. 32924, Temecula, CA Mass Grading Hydrology Report I 0 IL� I I 1] I rl I SECTION 5 - CONCLUSIONS 1. The methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District's (RCFCD&WCD) criteria. 2. The hydrology and hydraulic calculations used in this report are contained in Appendices A through F. SECTION 6 - REFERENCES 1. Riverside Flood Control District and Water Conservation District (RCFC&WCD) Hydrology Manual, 1978. 2. Advanced Engineering Systems Software (AES), Rational Method Hydrology System Model Version 8.0, 2001. 3. CivilSoft, Water Surface Pressure Gradient (WSPG), Version 1.2, 1989, 4. California Stormwater BMP Handbook Construction, SE -2 Sediment Basin 5. California Stormwater BMP Handbook Construction, SE -3 Sediment Trap Parcel Map No. 32924, Temecula, CA Mass Grading Hydrology Report 5 I 1 1 [1 1 1 APPENDIX A h 1 RCFCD & WCD Plate D-4.1 (2 of 6) 1 Standard Intensity -Duration Curves Data 1 11 1 1 I 1 1 1 1 1 1 M M M m r � � 1 v .A U 1 1 1 1 1 APPENDIX B 1 Mass Graded Condition 100 -Year Storm 1 Rational Method Calculations 0 1 1 1 1 1 1 1 1 1 1 I ' 1001R100.RES A#444444}444d444444kkkR*R#*R4A4RkR*tr}44}44444{}444444}44kkkkk}}*4RR*kk#Rk4R# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineeringg software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway ' Irvine, CA 92618 kkzRk4*kRd#*RA+}}}}44}4}4} DESCRIPTION OF STUDY * SELBY PROPERTY ° ' * 100 -YEAR STORM ° * ROUGH GRADING CONDITION 4RAk k4}}}4kkRk444}kRR#4kkkkk*AR*k4RdAR4R#**RR*}}44d4R#4}d FILE NAME: 1001D100.DAT t TIME/DATE OF STUDY: 08/12/2008 ___________________________________________________ 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 = 0.90 10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 2.360 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.880 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.480 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.5505732 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.300 ' SLOPE OF INTENSITY DURATION CURVE = 0.5496 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_)_ ) SIDE /SIDE/ WAY (FT)(FT) FT)(FT)(n)_ ----- ___(FT___ ______________ ______ _____ _(____ _____ _______ 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 ' 2 34.0 20.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 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.* ++z*+*****+*+A**{++4zz4zz4z}kzzR#Rzzzzz#zzz}skkkkkRkzkzzkRkkkk4kkkxRxk}kkkkk FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ' -->=»_RATIONAL- METHOD -INITIAL -SUBAREA -ANALYSIS===«------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER ' TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 913.00 UPSTREAM ELEVATION(FEET) = 1063.00 DOWNSTREAM ELEVATION(FEET) = 1038.00 ELEVATION DIFFERENCE(FEET) = 25.00 1 I TC = 0.937*[( 913.00**3)/( 25.00)]**.2 = 29.418 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.923 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6863 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.75 TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 4.75 *d*4RR4#44#4trdd4#*dtr#ddtr*#4#dtr4**4#444*R*R4tr##44R4d4**#*4tr44R#####4R*4RR##*R FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 41 ____________________________________________________________________________ Page 1 1001R100.RE5 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ' ELEVATION DATA UPSTREAM(FEET) = 1038.00 DOWNSTREAM(FEET) = 1037.00 FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.22 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.75 PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN.) = 29.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1005.00 FEET. *Rrt#R#t4######drt###trtri44t##***h*d####Ort#tr#tr#t#*h***#rtRRRtr4#itr##t#****h*4RtrR# _-FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 ------ _------ _---- _------ _---- ___________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ' 44tr#==#Rrt44=tE 12.00 IS CODE =4#*h**R*kR=#4#trtrtr4t13 ==*R******R#4R FLOW PROCESS FROM NODE 12.00 TO NOD = »»>CLEAR THE MAIN -STREAM MEMORY««< #**R4#4trtrhtrtr*#**4tr4#k4tt4tr*#h*h*Rk#4trdtrrtR#4#4trhhtrtrht#**RRd#44##i##44ttrtt#*#* FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSES««< _____----ASSUMED INITIAL SUBAREA UNIFORM =---------------------------------- DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 427.00 UPSTREAM ELEVATION(FEET) = 1081.00 DOWNSTREAM ELEVATION(FEET) = 1074.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.533*[( 427.00**3)/( 7.00)]**.2 = 13.666 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.931 ' UNDEVELOPED WATERSHED RUNO�ICI ENT = .6630 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.47 TOTAL AREA (ACRES) - 3 TOTAL RUNOFF(CFS) = 4.47 4*itt4##d*h***R#itr4trdtr##t*Ah*A*R*#4*dd44Rtrt#4#trtrtrt#***#*Rf 4*44#t4i4tr4it4#4tr* ' FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ------------ _--------- _------ _---- _---- ___________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ' ELEVATION DATA: UPSTREAM(FEET) = 1064.07 DOWNSTREAM(FEET) = 1061.60 FLOW LENGTH(FEET) = 471.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE-FLOW(CFS) = 4.47 PIPE TRAVEL TIME(MIN.) = 1.83 TC(MIN.) = 15.50 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 898.80 FEET. *n****trtrtr44####4*#n4#44n4n**n*nn****tr***n**##tr#44d#4tr44**4#n***********##**4 FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 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.) = 15.50 RAINFALL INTENSITY(INCH/HR) = 2.74 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.47 k****###4##*#4n**#*n#*******#4*###4#4#4nd4444n*tr4n*nn*n*****##*##**###4*4*4n FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSES««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.00 Page 2 1 I 1 1001R100.RES UPSTREAM ELEVATION(FEET) = 1081.00 DOWNSTREAM ELEVATION(FEET) = 1074.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.533*[( 396.00**3)/( 7.00)]**.2 = 13.062 100 YEAR RAINFALL INTENSITY(INCH HOUR) = 3.005 UNDEVELOPED WATERSHED RUNOU.4.8 ICIENT = .6673 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 2TAL RUNOFF(CFS) = 4.81 FLOW PROCESS FROM NODE 31.00 TO NODE 22.00 I5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< __»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.60 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.81 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.13 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 22.00 = 442.00 FEET. 4RtrR##trtr444#tr###**********#**R44RR##R4tr44RR##tr#*tr*tr#*R##*********#R*4R*Ak44tr FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 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.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.81 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.47 15.50 2.735 2.30 2 4.81 13.13 2.997 2.40 *kxn**4k4+kk4 dd+dd 4d dddddd4*knd*dWARNING**x**n44nnn44kd4+nn4nd44dn4+x4ddd+ 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. d4+4dd4kkxd4kkx*xkn*Akk*k4++4R+tr#ddd R#4*k*ddtrd4d4trdd4+kxkdkk4dxdkkkkkx*x** 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 8.60 13.13 2.997 2 8.86 15.50 2.735 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.60 TC(MIN.) _ TOTAL AREA(ACRES) = 4.70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.13 22.00 = 898.80 FEET. ¢f¢¢¢44trddf¢tr¢}}#id4i}4tr}tr¢d4¢dd}}}tr#4*d¢d}}}}tr¢¢4tr**t}¢trtr¢¢tr#*}4¢¢¢tr¢tr#¢*¢¢ FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1061.60 DOWNSTREAM(FEET) = 1049.16 FLOW LENGTH(FEET) = 186.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.60 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 13.36 Page 3 ' 1001R100.RES LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 1085.20 FEET. **tr4*44trtr**trtr*trA****#**tr*tr*##*#*#**R4*tr4d4*d**trd**trtr***********tr****#**#**** ' FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 13.36 RAINFALL INTENSITY(INCH/HR) = 2.97 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.60 ' **##*#**rt*tr4##*****trtrtr#*tr4****tr#tr*trtr**####*#**##***#*#*#**#**rtk*rt4**tr*tr#tr*** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< I ASSUMED INITIAL DEVELOPMENT IS: TC = K*[(LENGTH**3)/(E INITIAL SUBAREA FLOW -L UPSTREAM ELEVATION(FEE DOWNSTREAM ELEVATION(F ELEVATION DIFFERENCE(F TC = 0.533*[( 389.00* 100 YEAR RAINFALL INT UNDEVELOPED WATERSHED SOIL CLASSIFICATION IS SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = SUBAREA UNIFORM UNDEVELOPED WITH POOR COVER LEVATION CHANGE)]**.2 ENGTH(FEET) = 389.00 T) = 1063.00 EET) = 1057.00 EET) = 6.00 *3)/( 6.00)]#*.2 = 13.327 ENSITY(IN H/HOUR) = 2.972 RUN05F ICIENT = .6654 B�// 4.9 TOTAL RUNOFF(CFS) = 4.94 FLOW PROCESS FROM NODE 41.00 TO NODE 23.00 IS CODE = 31 ________________________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< _____________________________ ELEVATION DATA: UPSTREAM(FEET) = 1050.21 DOWNSTREAM(FEET) = 1049.16 FLOW LENGTH(FEET) = 46.00 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.) = 7.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.94 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 13.43 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 23.00 = 435.00 FEET. tr*x*k***4**trtr**d*******a**x**#**************************************kk*#***k FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ______________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -= _2------------ TOTAL NUMBER OF STREAMS ---------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.43 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.94 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.60 13.36 2.967 4.70 2 4.94 13.43 2.960 2.50 #4xtr#itrtra*#trtr*tr**trtr*#atraatr*x*a*atrWARNINGx*4i**xtr***x**xtr**x*xtr*x****x**#*tr t 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. k#*kkkkk#kkk***kkkk*k*Akkkkkkkk#**k*kkkk#*#***#*atr##kkk*x#4k**kkxxx traxx##1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY ' Page 4 I 0 1001R100.RES NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.52 13.36 2.967 2 13.52 13.43 2.960 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.52 TC(MIN.) = 13.36 TOTAL AREA(ACRES) = 7.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 1085.20 FEET. **4*4d#4trdd4ttr*A*A***}dtr4*trtr*t4*********}ddd44tr4dt4****A***ddd444tr4tr******A* FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ___ _______ _________ _______-_ _____ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1049.17 DOWNSTREAM(FEET) = 1040.15 FLOW LENGTH(FEET) = 166.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.52 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 13.57 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 1251.60 FEET. R#}d}4trtr##d##*#****#*tr}###4#tr#d4#*tr#*#*#****#*###trddd######*****#***##trd4#*# FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 10 ---------------------------------------------------------- ______ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **}*4#44tr4*trtr*******#*}4*44*trtr**A*****A**}dtr4*Q**4*trtr*4***4***}4****Qdd***** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 13 -_ _____________________________ ____-___ »»>CLEAR THE MAIN -STREAM MEMORY««< 4}}}}4}444}}t4***A**4*tr4d444444444*4#k4*****A**A*4}}4444}4}}*4*****A*}}44}44 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 ---------------------------------------------------------------------------- - >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 392.00 UPSTREAM ELEVATION(FEET) = 1073.00 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.533*[( 392.00**3)/( 7.00)]**.2 = 12.982 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.015 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6679 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.62 4trntrtrtrtr4#tr4trC9tr4tr44 trQ***tr**Atr*Q***********tr**tr*tr*trQtr*44444QQQ44tr*4**4Q****tr* FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------ ASSUMED ____ASSUMED INITIAL SUBAREA UNIFORM ----------------------------------- DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 399.00 UPSTREAM ELEVATION(FEET) = 1067.00 DOWNSTREAM ELEVATION(FEET) = 1061.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.533*[( 399.00**3)/( 6.00)]**.2 = 13.532 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.947 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6640 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.24 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 7.24 FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 -------------------------------------------------- _______- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 5 I _ 1001R100.RES ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 227.00 UPSTREAM ELEVATION(FEET) = 1062.00 DOWNSTREAM ELEVATION(FEET) = 1059.00 ELEVATION DIFFERENCE(FEET) = 3.00 ' TC = 0.533*[( 227.00**3)/( 3.00)]**.2 = 11.081 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.289 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6826 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.92 1 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.92 **k4dk4tr4*kkk#kk*k#44+44trk44kk**#*k##*4tr4trkkk#trkkkkrtAd*#444 k4-tr,IkkkA##*#drtrt FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- ' - RATIONAL_METHOD-INITIAL_SUBAREA-ANALYSIS== ------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ' INITIAL SUBAREA FLOW-LENGTH(FEET) = 338.00 UPSTREAM ELEVATION(FEET) = 1086.12 DOWNSTREAM ELEVATION(FEET) = 1076.82 ELEVATION DIFFERENCE(FEET) = 9.30 TC = 0.303*[( 338.00**3)/( 9.30)1**.2 = 6.386 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.453 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.97 k4k*kk*##**#*4tr444#trk##kkk#*=4tr4444tr4444kkkk#k#4#444tr*rt4trtr4k4k4kk#k*4**4444 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CO=DE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< -______(STREET-TABLE-SECTION-#--2-USED)-=----------------------------------- UPSTREAM ELEVATION(FEET) = 1076.82 DOWNSTREAM ELEVATION(FEET) = 1049.66 STREET LENGTH(FEET) = 543.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 8.43 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.823 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8806 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 881.00 FEET. 1 tr44444*****tr**4*4*444 tr*444444tr***4#******#*4*44#44tr444tr44tr4*tr*tr***#***#**rt4* FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1045.66 DOWNSTREAM(FEET) = 1045.38 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.013 -------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES e Page 6 1 I 11 1001R100.RES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.32 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 895.00 FEET. 4{k***kd{}dfr#4trd{{kk***k**kkdd}{#####{*k**kkkkkk#tr{trdtr4tr#4tr{##*kkkkk*#kkk#}tr FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 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.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.32 *trtr*#*****R*R*4tr{tr****************d{{dStr{*tr*tr*****k**4*rt***tr{trtr***tr********# FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ___________==_______________________________________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 324.00 UPSTREAM ELEVATION(FEET) = 1086.12 DOWNSTREAM ELEVATION(FEET) = 1076.82 ELEVATION DIFFERENCE(FEET) = 9.30 TC = 0.303*[( 324.00**3)/( 9.30)]**.2 = 6.226 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.515 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8831 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.20 ****tr#{trtr*****trd*********k**#44#rt*dtrtrtr{4***********##rt****rt{{{trtrrt*#trdtr{***** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 62 ________________________________________________ _____ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)««< --------------- UPSTREAM ELEVATION(FEET) = 1076.82 DOWNSTREAM ELEVATION(FEET) = 1047.57 STREET LENGTH(FEET) = 552.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23 ' PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.18 TC(MIN.) = 8.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.829 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8807 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) _ 2.38 2.36 3.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.07 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 876.00 FEET. 4*4k*#*****4*k44444444#444444#tr44#44#4*#****4****4*44***44*{4444#44tr4444dtrtrtr FLOW PROCESS FROM NODE 62.00 TO NODE 53.00 IS CODE = 31 _______________________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ________ ------------------------ ____________________________________________ ______________________ ELEVATION DATA: UPSTREAM(FEET) 1043.57 DOWNSTREAM(FEET) = 1043.00 Page 7 ' 1001R100.RES FLOW LENGTH(FEET) = 85.00 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.) = 4.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.56 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 8.72 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 53.00 = 961.00 FEET. '*h***rt**#hhrth**tr**********#*h*rt***rtrtdd************ FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 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.) = 8.72 ' RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.56 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.32 8.46 3.815 1.20 2 3.56 8.72 3.752 1.00 ' 4tr4dtr***********x**d**trrtdddtr#d4trdWARNINGtr#trd##**x*#**x**rt*##*#**##dtrdd##4d 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. #x*x*f***f ***#*#ttrdd##trd#trtd4tr4trdddd**4#**###xA*********d##d*##trd*dtdtr*4dtr ' 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 7.77 8.46 3.815 2 7.81 8.72 3.752 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.77 TC(MIN.) = 8.46 TOTAL AREA(ACRES) = 2.20 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 53.00 = 961.00 FEET. **FLOW PROCESS dFROM N**4*trx*#****************#d***#*#*d*d**dtrtrtr ' FLOW PROCESS FROM NODE X00 -TO NODE 24.00 IS CODE = 31 _______________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ' ELEVATION DATA: UPSTREAM(FEET) = 1040.20 DOWNSTREAM(FEET) = 1037.06 FLOW LENGTH(FEET) = 332.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FE ) = 6.09 ESTIMATED PIPE DIAME R NC = 18.00 NUMBER OF PIPES = 1 1 PIPE-FLOW(CFS) = 7.77 PIPE TRAVEL TIM; ) = 0.91 TC(MIN.) = 9.37 LONGEST FLOWPATH FRO E 60.00 TO NODE 24.00 = 1293.00 FEET. tr*4*d*********xx*xtr**********************#*A***#*****AAA#d####***###d4*4#trtrtr ' FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 11 _________________________________________________________________________ »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ------------------------------- ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.77 9.37 3.607 2.20 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 24.00 = 1293.00 FEET. ' ** MEMORY BANK # 2 CONFLUENCE DATA x* STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.52 13.57 2.943 7.20 ' Page 8 ' 1001R100.RES LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 1251.60 FEET. ******#f{{*******d{*********#f {WARNING* *4*4dk**dk *f RRx##f##RffRR#4RdRtr ' IN THIS COMPUTER PRDGRAM, 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. hfh*trARRRfff#f#f#f*******#h#*trhf RleRRh#R#Rf trfRtr#RR*f***h*****kRk#*#Rf**##ftr ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.11 9.37 3.607 2 19.86 13.57 2.943 COMPUTED CONFLUENCE EST TES AS FOLLOWS: PEAK FLOW RATE(CFS) = 1 19.86 TC(MIN.) = 13.57 TOTAL AREA(ACRES) = 9.40 ' *rt*k*#*h*#*RRRrtRR trf#trtr***** rtrt*rt***##R*rtkRRR##RR{#=RR*trtr#ER REff****4*4**** FLOW PROCESS FROM NODE 24.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ' ELEVATION DATA: UPSTREAM(FEET) = 1037.06 DOWNSTREAM(FEET) = 1037.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.58 ' ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.86 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 13.61 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 13.00 = 1308.00 FEET. trRR4trf Rf {f trtr*tr#*RkRrt****#A****#4444#RR*#k#RRtr#ffRR#R RffR*4*R trffR****d******# ' FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 _____________________________________________________________________ »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ________ ------------- _______________________________________________________ ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.86 13.61 2.937 9.40 ' LONGEST FLOWPATH FROM NODE 60.00 TO NODE 13.00 = 1308.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) ' 1 4.75 29.71 1.913 3.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1005.00 FEET. ***rt4*****#xk*xRR{d{{{{{{dd{{{{{{WARNING{{{{{4*{*{{{{**rth*4{**kkrt*x*x**x#R 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. 4**{*{{{{#d*A*x*x*#*d#xtrddd4{{{{d4{dd4d4t{d{4d4dd{{{{{{44*{{{k{t{*x*4{{{{k ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH/HOUR) 1 22.04 13.61 2.937 2 17.69 29.71 1.913 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' --PEAK LFLOW -(ACRES) )-=-----22.04-- TC(MIN.)-=---13.61-------------------- TOTAL AREA(ACRES) 13.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(M N.) = 13.61 ' ==PEAK -FLOW -RATE(CFS)=== _= 2.04 _____ _ ________________ END OF RATIONAL METHOD AN LYSIS - v ' 0 I Page 9 I 1 E I C' 1 I 1 1 1 1 1 I 1 1 I 1 E] I APPENDIX C Sediment Basin Volume Calculations I 1 1 1 1 1 I I 1 [1 I 1 1 1 1 1 1 I 1 ent SQ tmp#ll.txt PARCEL 1 PROVIDED VOLUME #Units=Elevation,ft,Volume,acft,Volume,acft,Volume,acft # Elev conic Vol Cumml Avg Cumml Conic # ft acft acft acft 1056.0000 0.1148 0.3352 0.3344 1055.0000 0.092 1054.0000 0.0724 0.1275 0.1271 1053.0000 0.0546 0.0549 0.0546 1052.0000 0.0000 0.0000 0.0000 Page 1 1540-b 1 1 1 t 1 1 S tmp#10.txt PARCEL 2 PROVIDED VOLUMES #units=Elevation,ft,volume,acft,volume,acft,volume,acft 3 yj # Elev Conic vol Cumml Avg Cumml Conic # ft acft acft acft 1074.0000 0.1282 0.3794 0.3786 1073.0000 0.1043 0.2511 0.2504 1072.0000 0.0827 0.1466 0.1462 1071.0000 0.0634 0.0637 0.0634 1070.0000 0.0000 0.0000 0.0000 Page 1 1 1 1 1 1 t Sid V. P i 1�4--;n 3 tmp#12.txt PARCEL 3 PROVIDED VOLUMES #units=Elevation,ft,volume,acft,volume,acft,volume,acft # Elev Conic Vol Cumml Avg Cumml conic # ft acft acft acft 1073.0000 0.0938 0.2880 0.286 1071.0000 0.0551 0.1204 0.1197 1070.0000 0.0392 0.0651 0.0647 1069.0000 0.0255 0.0258 0.0255 1068.0000 0.0000 0.0000 0.0000 Page 1 / E l� ��Cz S' n tmp#13 . txt PARCEL 4 PROVIDED VOLUMES #units=Elevation,ft,volume,acft,Volume,acft,volume,acft # Elev Conic vol Cumml Avg Cumml Conic # ft acft acft acft 1065.0000 0.0892 0.2278 0.226 1063.0000 0.0450 1062.0000 0.0262 1061.0000 0.0000 U.IJ 6:5 U.IJ/L 0.0721 0.0712 0.0267 0.0262 0.0000 0.0000 Page 1 � d3 3b7.5 I 1 1 1 1 L� 1 1 1 1 I 1 1 1 1 1 1 1 1 Sadly,-A�, J �7-S�n� tmp#14.txt PARCEL 5 PROVIDED VOLUMES #Units=Elevation,ft,Volume,acft,Volume,acft,Volume,acft # Elev Conic Vol Cumml Avg Cumml Conic # ft acft acft acftq 1061.0000 0.1364 0.3272 0.3263 -sal 1060.0000 1059.0000 0.1083 0.0816 0.1905 0.0820 0.1899 0.0816 1058.0000 0.0000 0.0000 0.0000 Page 1 1 1 1 1 1 1 Page 1 tmp#15.txt PARCEL 6 PROVIDED VOLUMES #units=Elevation,ft,volume,acft,Volume,acft,Volume,acft X13 # Elev Conic Vol Cumml Avg Cumml Conic # ft acft acft acft 1058.7100 0.0411 0.1312 0.1304 1058.0000 0.0436 0.0901 0.0893 1057.0000 0.0288 0.0462 0.0457 1056.0000 0.0169 0.0171 0.0169 1055.0000 0.0000 0.0000 0.0000 Page 1 I I I 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 APPENDIX D Riser Sizing Calculations M IM M M M M M M IM IM IM M IM M M M M IM M Riser Calculations JN: 15-101001 Engineer: LAJ Date: 8/13/2008 Description: Parcel 1, Sediment Basin #1 Basin Data Desilting Basin: Riser Diam: 100 -yr flowrate: Freeboard Assumed: Riser Hydraulics #1 Qweir = C"L`hA1.5 3 ft C = 3.2 4.94 cfs L = 9.42 ft 1 ft h(req) = 0.30 ft. h (avail) = 1 ft Top of Berm Elevation 1057 Elevation Check Rim Elevation 1056 h (avail) > h (req) Water Surface Elevation 1056.30 Therefore: Okay Freeboard 0.70 Riser Hydraulics Qorifice = CA(2gh)A0.5 C = 0.6 A = 7.065 ft A2 h(req) = 0.02 ft. h (avail) = 1 ft. M M M M IM M M M M M M M M M M M M M i Riser Calculations JN: 15-101001 Engineer: LAJ Date: 8/13/2008 Description: Parcel 2, Sediment Basin #2 Basin Data Desilting Basin: Riser Diam: 100 -yr flowrate: Freeboard Assumed: Riser Hydraulics #2 Qweir = C'L"h^1.5 3 ft C = 3.2 4.81 cfs L = 9.42 ft 1 ft h(req) = 0.29 ft. h (avail) = 1 ft Top of Berm Elevation 1075 Elevation Check Rim Elevation 1074 h (avail) > h (req) Water Surface Elevation 1074.29 Therefore: Okay Freeboard 0.71 Riser Hydraulics Qorifice = CA(2gh)^0.5 C = 0.6 A = 7.065 ft.^2 h(req) = 0.02 ft. h (avail) = 1 ft. M M M M M M lM M M M M M M IM M M M M M Riser Calculations JN: 15-101001 Engineer: LAJ Date: 8/13/2008 Description: Parcel 3, Sediment Basin #3 Basin Data Desilting Basin: Riser Diam: 100 -yr flowrate: Freeboard Assumed: Riser Hydraulics #3 Qweir = C'L"hA1.5 3 ft C = 3.2 4.47 cfs L = 9.42 ft 1 ft h(req) = 0.28 ft. h (avail) = 1 ft Top of Berm Elevation 1074 Elevation Check Rim Elevation 1073 h (avail) > h (req) Water Surface Elevation 1073.28 Therefore: Okay Freeboard 0.72 Riser Hydraulics Qorifice = CA(2gh)A0.5 C = 0.6 A = 7.065 ft.A2 h(req) = 0.02 ft. h (avail) = 1 ft. I 1 1 I C 1 I 1 1 0 1 1 1 1 1 I 1 1 I APPENDIX E Storm Drain Hydraulics WSPG Analysis 1001LA.OUT STORM DRAIN ANALYSIS PLUS original version by Los Angeles County Public works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version 1.20 serial Number 07010231 Aug 13, 2008 12:26:49 Input file : 10011-A.DAT Output file: 10011-A.OUT INPUT FILE LISTING (n� Tl SELBY PROPERTY T2 LINE A T3 MASS GRADING 100 -YEAR DISCHARGE so 1005.33 1036.71 30 .013 1046., R 1014.71 1036.80 30 .013 1 Ix 1020.58 1037.29 30 24 .013 6.4 1037.54 45.00 R 1035.26 1043.51 30 .013 R 1044.14 1047.27 30 .013 R 1180.56 1048.63 30 .013 Ix 1184.56 1049.17 24 24 .013 4.9 1049.16 45.00 1 R 1184.56 1049.17 24 .013 45.0 R 1269.85 1050.03 24 .013 R 1303.59 1061.27 24 .013 R 1359.48 1061.55 24 .013 45.0 R 1369.48 1061.60 24 .013 Ix 1369.48 1061.60 24 24 .013 4.1 1061.60 40.00 R 1482.48 1062.16 24 .013 R 1486.48 1062.18 24 .013 40.0 R 1863.81 1064.07 24 .013 SH 1863.81 1064.07 24 .013 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV V(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 SELBY PROPERTY OHEADING LINE NO 2 IS - 0 LINE A OHEADING LINE NO 3 IS - 0 MASS GRADING 100 -YEAR DISCHARGE 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET ° U/S DATA STATION INVERT SECT W S ELEV 1005.33 1036.71 30 1046.84 0 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H Page 1 r ri r it r r �r r r r r r r ri r r r r it 1001LA.OUT 1014.71 1036.80 30 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1020.58 1037.29 30 24 0 .013 6.4 .0 1037.54 .00 45.00 .00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.26 1043.51 30 .013 .00 .00 .00 0 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1044.14 1047.27 30 .013 .00 .00 .00 0 0 ELEMENT NO 6 IS A REACH U/5 DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1180.56 1048.63 30 .013 .00 .00 .00 0 0 ELEMENT NO 7 IS A JUNCTION U/5 DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1184.56 1049.17 24 24 0 .013 4.9 .0 1049.16 .00 45.00 .00 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.56 1049.17 24 .013 .00 .00 45.00 0 0 ELEMENT NO 9 IS A REACH U/5 DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1269.85 1050.03 24 .013 .00 .00 .00 0 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1303.59 1061.27 24 .013 .00 .00 .00 0 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1359.48 1061.55 24 .013 .00 .00 45.00 0 1 PAGE NO 3 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 12 IS A REACH " U/5 DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1369.48 1061.60 24 .013 .00 .00 .00 0 0 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1369.48 1061.60 24 24 0 .013 4.1 .0 1061.60 .00 40.00 .00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1482.48 1062.16 24 .013 .00 .00 .00 0 0 ELEMENT NO 15 IS A REACH * * ^ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1486.48 1062.18 24 .013 .00 .00 40.00 0 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1863.81 1064.07 24 .013 .00 .00 .00 0 0 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W 5 ELEV 1863.81 1064.07 24 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING 1 ** WARNING NO. 2 *^ - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM 50 SF AVE HF NORM DEPTH ZR Page 2 m = m = m = r i m m m e r m m = m m m 1001LA.OUT d*hA*d*hhRAARR*RfrAA*rtA******rt***hR**A**fi**hd*dd*dh**h*rt*hdhAhd*hhA*fr*ARd*hhdhhh**Ad*******ARR*h**hb*ChR*dhfrhM1*Ahfi*ddrt**b**h***h**h* 0 1005.33 1036.71 10.13 1046.84 19.9 4.05 26 1047.10 .00 1.51 2.50 .00 .00 0 .00 0 9.38 .00960 .00235 .02 1.24 .00 0 1014.71 1036.80 10.06 1046.86 19.9 4.05 26 1047.12 .00 1.51 2.50 .00 .00 0 .00 03UNCT STR .08347 .00172 .01 .00 0 1020.58 1037.29 9.80 1047.09 13.5 2.75 12 1047.21 .00 1.24 2.50 .00 .00 0 .00 0 14.68 .42370 .00108 .02 .38 .00 0 1035.26 1043.51 3.60 1047.11 13.5 2.75 12 1047.22 .00 1.24 2.50 .00 .00 0 .00 0 2.59 .42342 .00107 .00 .38 .00 0 1037.85 1044.61 2.50 1047.11 13.5 2.75 .12 1047.23 .00 1.24 2.50 .00 .00 0 .00 0 .36 42342 .00100 00 .38 .00 0 1038.22 1044.76 2.34 1047.10 13.5 2.83 .12 1047.23 .00 1.24 2.50 .00 .00 0 .00 OHYDRAULIC JUMP .00 0 1038.22 1044.76 .59 1045.36 13.5 15.10 3.55 1048.90 .00 1.24 2.50 .00 .00 0 .00 0 .65 42342 .06694 04 .38 .00 0 1038.87 1045.04 .61 1045.65 13.5 14.54 3.29 1048.93 .00 1.24 2.50 .00 .00 0 .00 0 .76 42342 .05938 05 .38 .00 0 1039.63 1045.36 .63 1045.99 13.5 13.87 2.99 1048.98 .00 1.24 2.50 .00 .00 0 .00 0 .67 42342 .05194 03 .38 .00 0 1040.30 1045.64 .65 1046.30 13.5 13.22 2.72 1049.01 .00 1.24 2.50 .00 .00 0 .00 0 .59 42342 .04543 03 .38 .00 0 1040.90 1045.90 .68 1046.57 13.5 12.60 2.47 1049.04 .00 1.24 2.50 .00 .00 0 .00 0 .52 .42342 .03975 .02 .38 .00 1 PAGE 2 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *drtR***rtrtb**rtd*AARRhhbR4A***h*hdhAAdAd*d*A*A***AAA**b**d*d*****b******A*b*d*R*Ah****AhAdhh*d*dkb**frk*k***b*h***h**RAh*****R*d****** 0 1041.42 1046.12 .70 1046.82 13.5 12.02 2.24 1049.06 .00 1.24 2.50 .00 .00 0 .00 0 .46 42342 .03479 02 .38 .00 0 1041.88 1046.31 .72 1047.04 13.5 11.46 2.04 1049.08 .00 1.24 2.50 .00 .00 0 .00 0 .41 42342 .03044 01 .38 .00 0 1042.29 1046.49 .75 1047.23 13.5 10.93 1.86 1049.09 .00 1.24 2.50 .00 .00 0 .00 0 .36 42342 .02665 01 .38 .00 0 1042.65 1046.64 .77 1047.41 13.5 10.42 1.69 1049.10 .00 1.24 2.50 .00 .00 0 .00 0 .31 42342 .02334 01 .38 .00 0 1042.96 1046.77 .80 1047.57 13.5 9.93 1.53 1049.11 .00 1.24 2.50 .00 .00 0 .00 0 .28 42342 .02045 01 .38 .00 0 1043.24 1046.89 .83 1047.72 13.5 9.47 1.39 1049.11 .00 1.24 2.50 .00 .00 0 .00 0 .24 42342 .01791 00 .38 .00 0 1043.48 1046.99 .86 1047.85 13.5 9.03 1.27 1049.12 .00 1.24 2.50 .00 .00 0 .00 0 .21 42342 .01569 00 .38 .00 0 1043.69 1047.08 .89 1047.97 13.5 8.61 1.15 1049.12 .00 1.24 2.50 .00 .00 0 .00 0 .18 .42342 .01376 .00 .38 .00 0 1043.86 1047.15 .92 1048.08 13.5 8.21 1.05 1049.12 .00 1.24 2.50 .00 .00 0 .00 0 .15 .42342 .01207 .00 .38 .00 0 1044.01 1047.22 .96 1048.17 13.5 7.83 .95 1049.12 .00 1.24 2.50 .00 .00 0 .00 0 .13 .42342 .01059 .00 .38 .00 0 1044.14 1047.27 .99 1048.26 13.5 7.46 .87 1049.13 .00 1.24 2.50 .00 .00 0 .00 0 .00 .42342 .00990 .00 .38 .00 1 PAGE 3 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER Page 3 r 1001LA.OUT 0 L/ELEM SO SF AVE HF NORM DEPTH ZR rtkhrtknn hark hkhhkhhhhhk*rtrtWrtrthh*rtddir*W#*rt rthn Wnrt*rt*hihkWrthh tried WBWnrt#frdfr#h*fr#fr#rt*hdrthrt*#kkhhWnW#kknfrrt#kknWnWnWrtd**#rthhhhbkknnrtfr *fr d*rt*rtk 0 1044.14 1047.27 .99 1048.26 13.5 7.46 .87 1049.13 .00 1.24 2.50 .00 .00 0 .00 0 17.60 00997 .00990 17 .99 .00 0 1061.74 1047.45 .99 1048.44 13.5 7.46 .87 1049.30 .00 1.24 2.50 .00 .00 0 .00 0 85.01 00997 .01045 89 .99 .00 0 1146.74 1048.29 .96 1049.25 13.5 7.76 .93 1050.19 .00 1.24 2.50 .00 .00 0 .00 0 33.82 00997 .01177 40 .99 .00 0 1180.56 1048.63 .93 1049.56 13.5 8.13 1.03 1050.59 .00 1.24 2.50 .00 .00 0 .00 03UNCT STR 13501 .01674 07 .00 0 1184.56 1049.17 .70 1049.87 8.6 8.78 1.20 1051.07 .00 1.05 2.00 .00 .00 0 .00 0 .00 00000 .02093 00 .00 .00 0 1184.56 1049.17 .70 1049.87 8.6 8.78 1.20 1051.07 .00 1.05 2.00 .00 .00 0 .00 0 .00 00000 .02093 00 .00 .00 0 1184.56 1049.17 .70 1049.87 8.6 8.78 1.20 1051.07 .00 1.05 2.00 .00 .00 0 .00 0 6.73 01008 .02214 15 .85 .00 0 1191.29 1049.24 .68 1049.92 8.6 9.14 1.30 1051.21 .00 1.05 2.00 .00 .00 0 .00 0 7.15 01008 .02500 18 .85 .00 0 1198.45 1049.31 .66 1049.97 8.6 9.58 1.43 1051.39 .00 1.05 2.00 .00 .00 0 .00 0 6.54 01008 .02855 19 .85 .00 0 1204.98 1049.38 .63 1050.01 8.6 10.05 1.57 1051.58 .00 1.05 2.00 .00 .00 0 .00 0 6.00 01008 .03259 20 .85 .00 0 1210.98 1049.44 .61 1050.05 8.6 10.54 1.73 1051.78 .00 1.05 2.00 .00 .00 0 .00 0 5.59 .01008 .03721 .21 .85 .00 1 PAGE 4 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR kWknbnWkWWdnrtWrt#**dhk*kkkWkkWhkkWWWn Wb#*WfrdkkkhkkhnWhWnbWWW*fr#*##d*dkk*kkWkrtnbnn*dk*kkhhkhkdknnnWnfrhlt*d#kkWkkWbnWnb#rt#rt#kWknknnknnW 0 1216.57 1049.49 .59 1050.08 8.6 11.05 1.90 1051.98 .00 1.05 2.00 .00 .00 0 .00 0 5.27 01008 .04252 22 .85 .00 0 1221.84 1049.55 .57 1050.12 8.6 11.59 2.09 1052.21 .00 1.05 2.00 .00 .00 0 .00 0 4.91 01008 .04858 24 .85 .00 0 1226.75 1049.60 .55 1050.15 8.6 12.16 2.30 1052.45 .00 1.05 2.00 .00 .00 0 .00 0 4.66 01008 .05551 26 .85 .00 0 1231.41 1049.64 .53 1050.18 8.6 12.75 2.53 1052.70 .00 1.05 2.00 .00 .00 0 .00 0 4.40 01008 .06346 28 .85 .00 0 1235.81 1049.69 .52 1050.20 8.6 13.38 2.78 1052.98 .00 1.05 2.00 .00 .00 0 .00 0 4.18 01008 .07255 30 .85 .00 0 1239.99 1049.73 .50 1050.23 8.6 14.03 3.06 1053.29 .00 1.05 2.00 .00 .00 0 .00 0 3.97 01008 .08294 33 .85 .00 0 1243.95 1049.77 .48 1050.25 8.6 14.71 3.36 1053.62 .00 1.05 2.00 .00 .00 0 .00 0 3.78 01008 .09481 36 .85 .00 0 1247.73 1049.81 .47 1050.27 8.6 15.43 3.70 1053.97 .00 1.05 2.00 .00 .00 0 .00 0 3.61 01008 .10848 39 .85 .00 0 1251.34 1049.84 .45 1050.29 8.6 16.19 4.07 1054.37 .00 1.05 2.00 .00 .00 0 .00 0 3.44 01008 .12411 .43 .85 .00 0 1254.78 1049.88 .44 1050.31 8.6 16.98 4.48 1054.79 .00 1.05 2.00 .00 .00 0 .00 0 3.29 01008 .14202 47 .85 .00 0 1258.07 1049.91 .42 1050.33 8.6 17.80 4.93 1055.26 .00 1.05 2.00 .00 .00 0 .00 0 3.14 .01008 .16253 .51 .85 .00 1 PAGE 5 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR Page 4 WATER SURFACE PROFILE LISTING SELBY PROPERTY 1001LA.OUT LINE ELEV OF FLOW ELEV HEAD GRD. EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO GRADING 100 -YEAR DISCHARGE SF AVE HF NORM DEPTH ZR INVERT DEPTH #frrthhd*rt*rtrtdd####d#h*dtr#d*trhdkrtrtdd###ddd##*trhrt**htr#h##hrt*#rt**#****k*****#***#******d*####**##d****h#*##tr#dd**tr#trh*dtrd#A*##**#ddh#rtd Q VEL VEL ENERGY SUPER CRITICAL 0 1261.21 1049.94 .41 1050.35 AVBPR 8.6 18.67 OF FLOW 5.42 1055.77 .00 1.05 HEAD 2.00 ELEV .00 .00 0 .00 0 3.00 01008 0 L/ELEM 50 .18585 56 SF AVE HF .85 NORM DEPTH .00 0 1264.21 1049.97 .39 1050.37 8.6 19.58 5.96 1056.33 .00 1.05 hhfrh*hhhrtrt*fid*hhhrthd#d*#*#rtd*nrt**rth hlr*hrthh#trh#*tr 2.00 .00 .00 0 .00 0 2.88 14.85 01008 3.43 1062.31 .00 1.05 2.00 .21257 61 .00 0 .00 .85 33314 .00 0 1267.09 1050.00 .38 1050.38 8.6 .35 20.54 6.56 1056.94 .00 1.05 0 1296.18 2.00 .50 .00 .00 0 .00 0 2.76 3.11 01008 .00 1.05 2.00 .00 .24350 67 .00 0 1.03 .85 .00 0 1269.85 08 1050.03 .37 1050.40 .35 8.6 21.54 .00 7.21 1057.61 .00 1.05 1059.14 .51 2.00 .00 .00 0 .00 0 5.96 .00 33314 2.00 .00 .00 0 .24648 1.47 33314 .35 .00 .06506 06 0 1275.81 1052.01 .38 1052.39 8.6 .00 20.72 6.67 1059.07 .00 1.05 1059.97 2.00 12.87 .00 .00 0 .00 0 5.16 33314 2.00 .00 .00 0 .00 0 .78 .21817 1.13 .35 .05691 .00 0 1280.97 .35 1053.74 .39 1054.13 .00 8.6 19.76 6.07 1060.20 .00 1.05 8.6 12.27 2.00 2.34 .00 .00 0 .00 0 3.78 2.00 33314 .00 .00 0 .00 0 .68 33314 .19062 72 .35 .04982 03 .00 .35 0 1284.75 1054.99 .41 1055.40 8.6 18.84 .57 5.52 1060.92 .00 1.05 2.13 2.00 .00 .00 .00 0 .00 0 2.93 .00 33314 0 .00 0 .60 33314 .16656 49 .04360 .35 .00 0 1287.68 .00 1055.97 .42 1056.39 8.6 .59 17.96 5.01 1061.40 .00 1.05 1062.65 .00 2.00 .00 .00 0 .00 0 2.36 0 33314 0 .53 33314 .14557 34 .03816 02 .35 .35 .00 .00 0 1290.03 1056.75 .43 1057.19 .61 8.6 17.13 10.63 4.56 1061.75 .00 1.05 1.05 2.00 2.00 .00 .00 0 .00 0 1.94 0 .46 33314 33314 .12723 25 .35 .00 0 1291.97 1057.40 .45 1057.85 8.6 10.14 16.33 1.60 4.14 1061.99 .00 1.05 2.00 2.00 .00 .00 .00 0 .00 0 1.63 33314 33314 .02927 01 .11122 18 .35 .35 .00 .00 0 1301.55 0 1293.60 .65 1057.94 .46 1058.41 9.67 8.6 1.45 15.57 .00 3.77 1062.17 .00 1.05 .00 2.00 0 .00 .00 0 .00 0 1.38 .33314 .02564 01 .09722 .13 .35 0 1301.91 .00 1060.71 .68 1 8.6 9.22 1.32 1062.71 .00 1.05 2.00 .00 .00 0 .00 0 .31 .33314 PAGE 6 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE Page 5 SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM 50 SF AVE HF NORM DEPTH ZR rtfr*#trrtrt*rtrthrtrth*dhrtrthhrtrt*rthdrtrthrtrth*rthtr#h**hh*rttrhh*#*d*h*#*d**drt#rt*rt*******rt*firth**fr*fr hhfrh*hhhrtrt*fid*hhhrthd#d*#*#rtd*nrt**rth hlr*hrthh#trh#*tr 0 1294.99 1058.40 .48 1058.88 8.6 14.85 3.43 1062.31 .00 1.05 2.00 .00 .00 0 .00 0 1.19 33314 .08506 10 .35 .00 0 1296.18 1058.80 .50 1059.30 8.6 14.15 3.11 1062.41 .00 1.05 2.00 .00 .00 0 .00 0 1.03 33314 .07441 08 .35 .00 0 1297.20 1059.14 .51 1059.66 8.6 13.50 2.83 1062.49 .00 1.05 2.00 .00 .00 0 .00 0 .90 33314 .06506 06 .35 .00 0 1298.10 1059.44 .53 1059.97 8.6 12.87 2.57 1062.54 .00 1.05 2.00 .00 .00 0 .00 0 .78 33314 .05691 04 .35 .00 0 1298.88 1059.70 .55 1060.25 8.6 12.27 2.34 1062.59 .00 1.05 2.00 .00 .00 0 .00 0 .68 33314 .04982 03 .35 .00 0 1299.56 1059.93 .57 1060.50 8.6 11.70 2.13 1062.62 .00 1.05 2.00 .00 .00 0 .00 0 .60 33314 .04360 03 .35 .00 0 1300.16 1060.13 .59 1060.72 8.6 11.15 1.93 1062.65 .00 1.05 2.00 .00 .00 0 .00 0 .53 33314 .03816 02 .35 .00 0 1300.69 1060.30 .61 1060.91 8.6 10.63 1.76 1062.67 .00 1.05 2.00 .00 .00 0 .00 0 .46 33314 .03341 02 .35 .00 0 1301.15 1060.46 .63 1061.09 8.6 10.14 1.60 1062.68 .00 1.05 2.00 .00 .00 0 .00 0 .41 33314 .02927 01 .35 .00 0 1301.55 1060.59 .65 1061.24 8.6 9.67 1.45 1062.70 .00 1.05 2.00 .00 .00 0 .00 0 .35 33314 .02564 01 .35 .00 0 1301.91 1060.71 .68 1061.38 8.6 9.22 1.32 1062.71 .00 1.05 2.00 .00 .00 0 .00 0 .31 .33314 .02246 .01 .35 .00 1 PAGE 7 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE Page 5 m r m m m m m m m m r r r r m r m r SELBY PROPERTY LINE A WATER SURFACE PROFILE LISTING Page 6 r 1001LA.OUT 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR **rtpp**p*pnrt*ppndfr*pp*nd *frdrthrt***rtp*rtrt**#***Art**dhphhhbad*d*d**d***rt******firt**prtd*d*p*fi**rthrt*****fi*prthrtfr nh****d*d*rthh**rt**rtp*rtp*rth* 0 1302.22 1060.81 .70 1061.51 8.6 8.79 1.20 1062.71 .00 1.05 2.00 .00 .00 0 .00 0 .27 33314 .01969 01 .35 .00 0 1302.49 1060.90 .72 1061.63 8.6 8.38 1.09 1062.72 .00 1.05 2.00 .00 .00 0 .00 0 .23 33314 .01726 00 .35 .00 0 1302.72 1060.98 .75 1061.73 8.6 7.99 .99 1062.72 .00 1.05 2.00 .00 .00 0 .00 0 .20 33314 .01514 00 .35 .00 0 1302.92 1061.05 .78 1061.82 8.6 7.62 .90 1062.72 .00 1.05 2.00 .00 .00 0 .00 0 .17 33314 .01328 00 .35 .00 0 1303.09 1061.10 .81 1061.91 8.6 7.26 .82 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .14 33314 .01166 00 .35 .00 0 1303.23 1061.15 .83 1061.98 8.6 6.93 .75 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .11 33314 .01024 00 .35 .00 0 1303.34 1061.19 .87 1062.05 8.6 6.60 .68 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .09 33314 .00899 00 .35 .00 0 1303.43 1061.22 .90 1062.11 8.6 6.30 .62 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .07 33314 .00790 00 .35 .00 0 1303.50 1061.24 .93 1062.17 8.6 6.00 .56 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .05 33314 .00695 00 .35 .00 0 1303.55 1061.26 .97 1062.22 8.6 5.72 .51 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .03 33314 .00612 00 .35 .00 0 1303.58 1061.27 1.00 1062.27 8.6 5.46 .46 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 .01 .33314 .00539 .00 .35 .00 1 PAGE 8 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR n*frfr*dfr*d**d**dR*dd**dd*fin*dn*n***d***n****rt**rt****hhpkrtb*p**hieph*hh*hdie**d*d*n*dfrd*d*d*pp****prt***prt*h*hb*pb*h*fr*pfr**fr***d***fi***rt 0 1303.59 1061.27 1.04 1062.31 8.6 5.20 42 1062.73 .00 1.05 2.00 .00 .00 0 .00 0 55.40 .00501 .00505 .28 1.04 .00 0 1358.99 1061.55 1.04 1062.59 8.6 5.20 42 1063.01 .00 1.05 2.00 .00 .00 0 .00 0 .49 .00501 .00504 .00 1.04 .00 0 1359.48 1061.55 1.04 1062.59 8.6 5.20 42 1063.01 .00 1.05 2.00 .00 .00 0 .00 0 8.51 .00499 .00503 .04 1.04 .00 0 1367.99 1061.59 1.04 1062.63 8.6 5.20 42 1063.05 .00 1.05 2.00 .00 .00 0 .00 0 1.49 .00499 .00500 .01 1.04 .00 0 1369.48 1061.60 1.05 1062.65 8.6 5.17 42 1063.06 .00 1.05 2.00 .00 .00 0 .00 OJUNCT STR .00000 .00272 .00 .00 0 1369.48 1061.60 1.50 1063.10 4.5 1.78 05 1063.15 .00 .75 2.00 .00 .00 0 .00 0 13.84 .00496 .00051 .01 .73 .00 0 1383.32 1061.67 1.43 1063.10 4.5 1.87 05 1063.15 .00 .75 2.00 .00 .00 0 .00 0 12.66 .00496 .00057 .01 .73 .00 0 1395.98 1061.73 1.37 1063.10 4.5 1.96 06 1063.16 .00 .75 2.00 .00 .00 0 .00 0 11.81 .00496 .00064 .01 .73 .00 0 1407.78 1061.79 1.31 1063.10 4.5 2.06 07 1063.17 .00 .75 2.00 .00 .00 0 .00 0 10.94 .00496 .00072 .01 .73 .00 0 1418.73 1061.84 1.26 1063.10 4.5 2.16 07 1063.18 .00 .75 2.00 .00 .00 0 .00 0 10.30 .00496 .00081 .01 .73 .00 0 1429.03 1061.90 1.21 1063.10 4.5 2.26 .08 1063.18 .00 .75 2.00 .00 .00 0 .00 0 9.65 .00496 .00091 .01 .73 .00 ] PAGE 9 SELBY PROPERTY LINE A WATER SURFACE PROFILE LISTING Page 6 r m m m m 1001LA.OUT WATER SURFACE PROFILE LISTING SELBY MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR MASS GRADING 100 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. DEPTH PIER Q 0 L/ELEM 50 ENERGY SUPER CRITICAL HGT/ BASE/ SF AVE HF AVBPR NORM DEPTH OF FLOW ELEV ZR HEAD rtrt4htr*rthrtrthrtrthhdddhdtr*#hdd*fr*##ddrtfr{r*******#**#*ddrtd*d**d###**#*#d**##**drt#rtd#d****#ddhhrth**##d##rt*rtb*****#*d*#*#**A*#*##*frrtd*h#hbrt ELEV DEPTH DIA ID NO. PIER 0 L/ELEM 0 1438.68 1061.94 1.16 1063.10 4.5 2.38 09 1063.19 .00 .75 ZR 2.00 .00 .00 0 .00 0 8.98 .00496 0 1509.13 1062.29 .80 .00103 .01 3.84 .73 1063.32 .00 .75 .00 2.00 .00 0 1447.66 0 1061.99 1.12 1063.11 4.5 2.49 10 1063.20 .00 .75 2.00 .00 .00 0 .00 0 8.80 1062.31 .00496 1063.08 4.5 4.02 .25 1063.34 .00117 .01 2.00 .73 .00 0 .00 .00 00501 0 1456.46 1062.03 1.08 1063.11 00 4.5 2.61 .72 11 1063.21 .00 .75 2.00 1062.31 .00 .00 0 .00 0 8.09 .28 .00496 .00 .75 2.00 .00 .00 .00132 .01 OHYDRAULIC JUMP .73 .00 0 1464.55 1062.07 1.04 1063.11 .00 4.5 2.74 0 1513.24 12 1063.22 .00 .75 4.40 2.00 30 .00 .00 0 .00 0 7.62 .00 .00496 0 .00 0 342.75 .00501 .00150 .01 .00509 .73 .72 .00 .00 0 1472.17 1062.11 1.00 1063.11 1064.75 4.5 2.87 13 1063.23 .00 .75 2.00 .00 .00 .00 0 .00 0 7.12 .00496 .00480 04 .00170 .01 .73 0 1863.81 .00 .75 1064.82 0 1479.29 4.21 1062.14 .96 1063.10 .00 4.5 3.01 2.00 14 1063.25 .00 .75 1 2.00 .00 .00 0 .00 0 3.19 .00496 .00187 .01 .73 .00 0 1482.48 1062.16 .94 1063.10 4.5 3.08 15 1063.25 .00 .75 2.00 .00 .00 0 .00 0 4.00 .00501 .00200 .01 .72 .00 0 1486.48 1062.18 .92 1063.10 4.5 3.17 16 1063.26 .00 .75 2.00 .00 .00 0 .00 0 6.29 .00501 .00222 .01 .72 .00 0 1492.77 1062.21 .89 1063.10 4.5 3.32 17 1063.27 .00 .75 2.00 .00 .00 0 .00 0 5.97 .00501 .00253 .02 .72 .00 0 1498.74 1062.24 .86 1063.10 4.5 3.49 .19 1063.29 .00 .75 2.00 .00 .00 0 .00 0 5.67 00501 .00287 02 .72 .00 0 1504.41 1062.27 .83 1063.10 4.5 3.66 .21 1063.31 .00 .75 2.00 .00 .00 0 .00 0 4.73 .00501 .00327 .02 .72 .00 1 PAGE 10 WATER SURFACE PROFILE LISTING Page 7 SELBY PROPERTY LINE A MASS GRADING 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR kAbAkkAk****rt********d*****#d***#d***Rd**A*bAk*b*A*b*b*k*b*****#*b******dhd*dhd#AdAkAkAdkb*A*kkd**********d****AAkA*Ak**k*A******krt 0 1509.13 1062.29 .80 1063.09 4.5 3.84 .23 1063.32 .00 .75 2.00 .00 .00 0 .00 0 4.01 00501 .00373 01 .72 .00 0 1513.14 1062.31 .77 1063.08 4.5 4.02 .25 1063.34 .00 .75 2.00 .00 .00 0 .00 0 .10 00501 .00424 00 .72 .00 0 1513.24 1062.31 .75 1063.06 4.5 4.21 .28 1063.34 .00 .75 2.00 .00 .00 0 .00 OHYDRAULIC JUMP .00 0 1513.24 1062.31 .72 1063.04 4.5 4.40 30 1063.34 .00 .75 2.00 .00 .00 0 .00 0 342.75 .00501 .00509 1.75 .72 .00 0 1855.99 1064.03 .72 1064.75 4.5 4.40 .30 1065.05 .00 .75 2.00 .00 .00 0 .00 0 7.82 00501 .00480 04 .72 .00 0 1863.81 1064.07 .75 1064.82 4.5 4.21 .28 1065.09 .00 .75 2.00 .00 .00 0 .00 1 Page 7 M r M M= M M M M M M M M M M M= M 1001LB.OUT STORM DRAIN ANALYSIS PLUS original version by Los Angeles county Public works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 version 1.20 Serial Number 07010231 Aug 13, 2008 14:29:56 Input file : 10011-B.DAT output file: 10011-B.OUT INPUT FILE LISTING T1 SELBY PROPERTY T2 LINE B T3 100 -YEAR DISCHARGE SO 1003.79 1037.10 24 .013 1047.09 R 1014.39 1037.20 24 .013 R 1034.26 1037.39 24 .013 50.61 R 1298.99 1039.94 24 .013 R 1304.11 1039.99 24 .013 13.04 R 1306.84 1040.01 24 .013 R 1308.30 1040.03 24 .013 7x 1312.06 1040.06 24 24 .013 4.2 1040.03 45.00 R 1335.54 1040.29 24 .013 R 1341.27 1040.34 24 .013 14.59 R 1392.50 1040.82 24 .013 SH 1392.50 1040.82 24 .013 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 SELBY PROPERTY OHEADING LINE NO 2 IS - 0 LINE B OHEADING LINE No 3 IS - 0 100 -YEAR DISCHARGE 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.79 1037.10 24 1047.09 0 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1014.39 1037.20 24 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A REACH ° U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1034.26 1037.39 24 .013 .00 50.61 .00 0 0 ELEMENT NO 4 IS A REACH * ° Page 1 m m r m m m m m m m m m m m m= m m m 1001LB.OUT U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1298.99 1039.94 24 .013 .00 .00 .00 0 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1304.11 1039.99 24 .013 .00 13.04 .00 0 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1306.84 1040.01 24 .013 .00 .00 .00 0 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1308.30 1040.03 24 .013 .00 .00 .00 0 0 ELEMENT NO 8 I5 A JUNCTION TM U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1312.06 1040.06 24 24 0 .013 4.2 .0 1040.03 .00 45.00 .00 0 ELEMENT NO 9 IS A REACH * # U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1335.54 1040.29 24 .013 .00 .00 .00 0 0 ELEMENT NO 10 IS A REACH * TM U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1341.27 1040.34 24 .013 .00 14.59 .00 0 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1392.50 1040.82 24 .013 .00 .00 .00 0 0 ELEMENT NO 12 IS A SYSTEM HEADWORKS U/5 DATA STATION INVERT SECT W 5 ELEV 1392.50 1040.82 24 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 PAGE 1 WATER SURFACE PROFILE LISTING SELBY PROPERTY LINE 8 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM 50 SF AVE HF NORM DEPTH ZR h##rt>ddddddl.dddddkbd*badppdpddb#db##**###ddfiddddpdddp*b*p*Ah*kdbpp##d#*dltd#*ddddddddpdddkddpdd#bdfbhb's dd dfih#dhdddddkdbdddb*bdp#dphb 0 1003.79 1037.10 9.99 1047.09 7.8 2.48 .10 1047.19 .00 .99 2.00 .00 .00 0 .00 0 10.60 .00943 .00119 .01 .82 .00 0 1014.39 1037.20 9.90 1047.10 7.8 2.48 .10 1047.20 .00 .99 2.00 .00 .00 0 .00 0 19.87 .00957 .00119 .02 .82 .00 0 1034.26 1037.39 9.75 1047.14 7.8 2.48 .10 1047.24 .00 .99 2.00 .00 .00 0 .00 0 264.73 .00963 .00119 .31 .82 .00 0 1298.99 1039.94 7.52 1047.46 7.8 2.48 .10 1047.55 .00 .99 2.00 .00 .00 0 .00 0 5.12 .00977 .00119 .01 .81 .00 0 1304.11 1039.99 7.48 1047.47 7.8 2.48 .10 1047.56 .00 .99 2.00 .00 .00 0 .00 0 2.73 .00733 .00119 .00 .88 .00 0 1306.84 1040.01 7.46 1047.47 7.8 2.48 .10 1047.57 .00 .99 2.00 .00 .00 0 .00 0 1.46 .01371 .00119 .00 .74 .00 0 1308.30 1040.03 7.44 1047.47 _ 7.8 2.48 .10 1047.57 .00 .99 2.00 .00 .00 0 .00 OJUNCT STR .00799 .00072 .00 .00 0 1312.06 1040.06 7.53 1047.59 3.6 1.15 .02 1047.61 .00 .66 2.00 .00 .00 0 .00 0 23.48 .00979 .00025 .01 .54 .00 0 1335.54 1040.29 7.30 1047.59 3.6 1.15 .02 1047.61 .00 .66 2.00 .00 .00 0 .00 0 5.73 00871 .00025 00 .56 .00 0 1341.27 1040.34 7.26 1047.60 3.6 1.15 .02 1047.62 .00 .66 2.00 .00 .00 0 .00 0 51.23 .00937 .00025 .01 .55 .00 0 1392.50 1040.82 6.79 1047.61 3.6 1.15 .02 1047.63 .00 .66 2.00 .00 .00 0 .00 1 Page 2 iaso.l� 104 (6 = , 1047, 3 M r M M M M M M= M M M= r M M r M M 1001LB1.OUT STORM DRAIN ANALYSIS PLUS original version by Los Angeles county Public works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 version 1.20 serial Number 07010231 Aug 13, 2008 15: 6:53 Input file : 10011b1.dat output file: 10011b1.out INPUT FILE LISTING T1 SELBY PROPERTY (PM 32924) T2 STORM DRAIN LATERAL B-1 T3 100 -YEAR DISCHARGE SO 1004.58 1040.08 24 .013 1047.59 R 1013.72 1040.17 24 .013 SH 1013.72 1040.17 24 .013 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 SELBY PROPERTY (PM 32924) OHEADING LINE NO 2 IS - 0 STORM DRAIN LATERAL B-1 OHEADING LINE NO 3 IS - 0 100 -YEAR DISCHARGE 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.58 1040.08 24 1047.59 0 ELEMENT NO 2 IS A REACH ° ^ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.72 1040.17 24 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS " ^ U/S DATA STATION INVERT SECT W S ELEV 1013.72 1040.17 24 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING rt° WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 PAGE 1 WATER SURFACE PROFILE LISTING SELBY PROPERTY (PM 32924) STORM DRAIN LATERAL B-1 100 -YEAR DISCHARGE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER Page 1 1001LB1.OUT 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 1004.58 1040.08 7.51 1047.59 4.3 1.37 .03 1047.62 .00 .73 2.00 .00 .00 0 .00 0 9.14 .00986 .00036 .00 .59 .00 0 1013.72 1040.17 7.42 1047.59 4.3 1.37 .03 1047.62 .00 .73 2.00 .00 .00 0 .00 1 v/� NGS - X104-7.5 4 /OCo-b�) _ /047.63 C-P-er FIDwL,A-e - /C>s0,.3 Freeb-oa(,c( : ia50.1:3 - io47, G3 = d,5- Page .5 Page 2 11 1 1 1 APPENDIX F 1 1Catch Basin Sizing 1 Street Capacity Analysis 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 .......... ................ .,........,w...t..,...,.<>,--.................. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 1 (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 1 ------ ----------------------------------- TIME/DATE OF STUDY: 15:52 08/13/2008 1 Problem Descriptions__________________________________________________ PM 32924 (Rancho Way) 1 Catch Basin #1 Q10 = 2.92 cfs 1 1 1 1 I 1 11 1 I 1 f:r�>...:.+>+x:t••xx+:>,r+x+wx+:>�++>+.t.+>..x...xxx+xx�<:rs�.�++�x« »...x>.. >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 2.92 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 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) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY = 1.21 Analysis prepared by: 1 RBF Consulting 14725 Alton Parkway 1 Irvine, CA 92618 1 ------ ----------------------------------- TIME/DATE OF STUDY: 15:52 08/13/2008 1 Problem Descriptions__________________________________________________ PM 32924 (Rancho Way) 1 Catch Basin #1 Q10 = 2.92 cfs 1 1 1 1 I 1 11 1 I 1 f:r�>...:.+>+x:t••xx+:>,r+x+wx+:>�++>+.t.+>..x...xxx+xx�<:rs�.�++�x« »...x>.. >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 2.92 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 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) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY = 1.21 I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 STREET FLOW MODEL RESULTS STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY = 1.45 ------------------------------------------------------ ----- Analysis prepared by: ' RBF Consulting 14725 Alton Parkway ' Irvine, CA 92618 1 ------------------------ ----- TIME/DATE OF STUDY: 15:35 08/13/2008 ' Problem Descriptions: PM 32924 (Rancho Way) Catch Basin #1 Q100 = 4.32 cfs k**#*****#********k*******k**k*k****k**k***************************kk*k* 1 **** » »STREETFLOW MODEL INPUT INFORMATION« « ---------------'------------------------------__ _ CONSTANT STREET GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 4.32 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 ' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 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) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY = 1.45 ------------------------------------------------------ ----- I I I 1 I 1 I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.92 GUTTER FLOWDEPTH(FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.15 0.40 1.50 0.52 2.00 0.68 2.50 0.84 3.00 1.01 3.50- 1.17 4.00 1.33 4.50 1.47 5.00 1.60 5.50 1.72 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) ' Ver. 13.0 Release Date: 06/01/2006 License ID 1264 Analysis prepared by: ' RBF Consulting 14725 Alton Parkway Irvine, CA 92618 1 ----------------------------------------- TIME/DATE OF STUDY: 15:57 08/13/2008 . 1 --------- __________ ---- Problem Descriptions PM 32924 (Rancho Way) Catch Basin q1 1 Q10 = 2.92 cfs » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « I 1 I 1 I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.92 GUTTER FLOWDEPTH(FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.15 0.40 1.50 0.52 2.00 0.68 2.50 0.84 3.00 1.01 3.50- 1.17 4.00 1.33 4.50 1.47 5.00 1.60 5.50 1.72 1 1 1 1 1 1 1 1 i 1 1 6.00 1.85 6.50 1.97 7.00 2.09 7.50 2.19 8.00 2.29 8.50 2.38 9.00 2.47 2.56 10.00 2. 10.50 2. 11.00 2.83 - 11.50 2.91 11.54 2.92 � 11�"rt'�CP�T4E'C( a L� ' .....xxx,x.,<xxxxxxxx,xxxxxxxxxxxx xxxxxxxxxxxx.xxxxxxxxxxxxxxxxxxxxxxxx xxxx HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 ' Analysis prepared by: RBF Consulting 14725 Alton Parkway ' Irvine, CA 92618 -------- -------------------- TIME/DATE OF STUDY: 17:04 08/13/2008 ' Problem Descriptions:------------------------------------------------- PM 32924 (Rancho way) Catch Basin #1 Q100 = 4.32 cfs +xx<xxxxxxxxxx+xx+:xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++.xxxxxx:xxxxxxxxxx++x ' xxxx » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « ------------------- ------------------ ' Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.32 ' GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 1 ------------------------------------ — — --- FLOWBY BASIN ANALYSIS RESULTS: ' BASIN WIDTH FLOW INTERCEPTION 1.53 0.60 ' 2.00 2.50 0.78 0.97 3.00 1.15 3.50 1.34 4.00 1.52 ' 4.50 1.70 5.00 1.B8 5.50 2.06 ' 6.00 2.20 1 1 1 _1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6.50 2.35 3.59 7.00 2.49 7.50 2.64 12.50 8.00 2.77 8.50 2.91 3.89 9.00 3.05 9.50 3.17 10.00 3.27 F/ 10.50 11.00 3.48 CAc A 11.50 3.59 12.00 3.69 12.50 3.79 13.00 3.89 13.50 3.98 14.00 4.08 14.50 4.17 15.00 4.27 15.28 4.32 v U/ lJ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 ------------------------- TIME/DATE OF STUDY: 15:50 08/13/2008 ' Problem Descriptions=====--------------------------------------- PM 32924 (Rancho Way) ' Catch Basin #2 Q10 = 2.40 cfs ��+x•.t�:.�+>x>w�:.x>.x+«e�>f::t+.�+:t+:t.+x>+:t+.+.<>x..+xxx++f:z«+r: :t�+�+:txx� ***>* » »STREETFLOW MODEL INPUT INFORMATION«<c Analysis prepared by: ' CONSTANT RBF Consulting 14725 Alton Parkway ' Irvine, CA 92618 ------------------------- TIME/DATE OF STUDY: 15:50 08/13/2008 ' Problem Descriptions=====--------------------------------------- PM 32924 (Rancho Way) ' Catch Basin #2 Q10 = 2.40 cfs ��+x•.t�:.�+>x>w�:.x>.x+«e�>f::t+.�+:t+:t.+x>+:t+.+.<>x..+xxx++f:z«+r: :t�+�+:txx� ***>* » »STREETFLOW MODEL INPUT INFORMATION«<c ------------------------------------------------------------------------ 1 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.83 ' AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 PRODUCT OF DEPTH&VELOCITY = 1.08 ------------------------------------------------------------------------ ------------------------------------------------------------------------ 1 =___ ---=-O--.0-5-0-0-0-0- CONSTANT STREET GRADE(FEET/FEET) 0.050000 CONSTANT STREET FLOW(CFS) = 2.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 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 ------------------------------------------------------------------------ 1 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.83 ' AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 PRODUCT OF DEPTH&VELOCITY = 1.08 ------------------------------------------------------------------------ ------------------------------------------------------------------------ 1 =___ ##**##********************* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 -------------------------------------------------' ' STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.36 . AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1.28 Analysis prepared by: ' RBF Consulting 14725 Alton Parkway ' Irvine, CA 92618 ------------------------------------------------------------ TIME/DATE OF STUDY: 15:42 08/13/2008 ' Problem Descriptions PM 32924 (Rancho Way) Catch Basin #2 ' QI00 = 3.56 cfs *k*kkkkkk***************kkk*kk**#*k**********k*******kkk*k**k#*k*#****** » »STREETFLOW MODEL INPUT INFORMATION« « ----------------------------------- -- CONSTANT STREET GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 3.56 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ' CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 ' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.36 . AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1.28 L� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ' (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 -- --- -------------- TIME/DATE OF STUDY: 17:20 08/13/2008 _________—_____——------_- Problem Descriptions: PM 32924 (Rancho way) ' Catch Basin #2 Q10 = 2.40 cfs �x>x+++e�+++>..+.+.>.�«e�++>«f:+::t+:<x...x...r: r:f:r+�•�»:x>x+.>..>.>xx•«« ' .>>> »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « L 11 [1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.40 GUTTER FLOWDEPTH(FEET) = 0.26 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH Analysis prepared by: 1 RBF Consulting 0.33 14725 Alton Parkway ' Irvine, CA 92618 -- --- -------------- TIME/DATE OF STUDY: 17:20 08/13/2008 _________—_____——------_- Problem Descriptions: PM 32924 (Rancho way) ' Catch Basin #2 Q10 = 2.40 cfs �x>x+++e�+++>..+.+.>.�«e�++>«f:+::t+:<x...x...r: r:f:r+�•�»:x>x+.>..>.>xx•«« ' .>>> »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « L 11 [1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.40 GUTTER FLOWDEPTH(FEET) = 0.26 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.99 0.33 1.00 0.33 1.50 0.49 2.00 0.65 2.50 0.80 3.00 0.96 3.50 1.11 4.00 1.24 4.50 1.36 5.00 1.48 1 1 i 1 i 1 1 1 1 1 1 1 1 i 1 1 1 1 1 5.50 1.60 6.00 1.72 6.50 1.81 7.00 1.90 7.50 1.99 8.00 2.08 8.50 2.17 9.00 2.26 9.50 2.34 9.87 2.40 .�S,< c, I0'o, G tc 3(a-��n � 5�46�rr1 I xxxx HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1264 '------------------------------------------------------------------------ TIME/DATE OF STUDY 17:22 08/13/2008 ' Problem Descriptions PM 32924 (Rancho way) ' Catch Basin #2 QI00 = 3.56 cfs xx»x:e++++:.+•>x>x.xx<x+<xx<>x.x:r>xxxr::e+xx+x.xx.>+++xx<xxxx..+•x.<xx>x.xx ' »>. » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.56 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN Analysis prepared by: ' 1.31 RBF Consulting 1.50 14725 Alton Parkway ' Irvine, CA 92618 '------------------------------------------------------------------------ TIME/DATE OF STUDY 17:22 08/13/2008 ' Problem Descriptions PM 32924 (Rancho way) ' Catch Basin #2 QI00 = 3.56 cfs xx»x:e++++:.+•>x>x.xx<x+<xx<>x.x:r>xxxr::e+xx+x.xx.>+++xx<xxxx..+•x.<xx>x.xx ' »>. » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.56 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.31 0.49 1.50 0.56 2.00 0.74 2.50 0.92 3.00 1.10 3.50 1.28 4.00 1.45 4.50 1.63 5.00 1.78 5.50 1.92 1 1 1 1 6.00 6.50 2.06 2.19 7.00 7.50 2.33 2.46 8.00 8.50 2.58 2.68 9.00 9.00 2.79 2.99 / 10.50 11.00 11.50 3.18 3.28 N v 12.00 12.50 3.37 3.46 _ 13.00 13.05 ------------ 3.55 3.56 a.g q - 4 I 1 1 1 1 1] 1 I [1 1 1 1 I [1 1 1 1 I 1 APPENDIX C SE -2 Sediment Basin I I I I I 1 I Sediment Basin Description and Purpose A sediment basin is a temporary basin formed by excavation or by constructing an embankment so that sediment -laden runoff is temporarily detained under quiescent conditions, allowing sediment to settle out before the runoff is discharged. Suitable Applications Sediment basins may be suitable for use on larger projects with sufficient space for constructing the basin. Sediment basins should be considered for use: ■ Where sediment -laden water may enter the drainage system or watercourses ■ On construction projects with disturbed areas during the rainy season ■ At the outlet of disturbed watersheds between 5 acres and 75 acres ■ At the outlet of large disturbed watersheds, as necessary ■ Where post construction detention basins are required ■ In association with dikes, temporary channels, and pipes used to convey runoff from disturbed areas Limitations Sediment basins must be installed only within the property limits and where failure of the structure will not result in loss of life, damage to homes or buildings, or interruption of use or service of January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com SE -2 Objectives EC Erosion Control SE Sediment Control ✓ TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: ✓ Primary Objective ✓ Secondary Objective Targeted Constituents Sediment ✓ Nutrients Trash ✓ Metals Bacteria Oil and Grease Organics Potential Alternatives SE -3 Sediment Trap (for smaller areas) 1 of 12 ,'�`� California — Stormwater Quality Assoclatlon 1 of 12 I I 1 I i P I I I SE -2 Sediment Basin public roads or utilities. In addition, sediment basins are attractive to children and can be very dangerous. Local ordinances regarding health and safety must be adhered to. If fencing of the basin is required, the type of fence and its location should be shown in the SWPPP and in the construction specifications. ■ Generally, sediment basins are limited to drainage areas of 5 acres or more, but not appropriate for drainage areas greater than 75 acres. ■ Sediment basins may become an "attractive nuisance" and care must betaken to adhere to all safety practices. If safety is a concern, basin may require protective fencing. a Sediment basins designed according to this handbook are only practically effective in removing sediment down to about the medium silt size fraction. Sediment -laden runoff with smaller size fractions (fine silt and clay) may not be adequately treated unless chemical treatment is used in addition to the sediment basin. o Sites with very fine sediments (fine silt and clay) may require longer detention times for effective sediment removal. ■ Basins with a height of 25 ft or more or an impounding capacity of 5o ac -ft or more must obtain approval from Division of Safety of Dams. ■ Standing water may cause mosquitoes or other pests to breed. ■ Basins require large surface areas to permit settling of sediment. Size may be limited by the available area. Implementation General A sediment basin is a controlled stormwater release structure formed by excavation or by construction of an embankment of compacted soil across a drainage way, or other suitable location. It is intended to trap sediment before it leaves the construction site. The basin is a temporary measure with a design life of 12 to 28 months in most cases and is to be maintained until the site area is permanently protected against erosion or a permanent detention basin is constructed. Sediment basins are suitable for nearly all types of construction projects. Whenever possible, construct the sediment basins before clearing and grading work begins. Basins should be located at the stormwater outlet from the site but not in any natural or undisturbed stream. A typical application would include temporary dikes, pipes, and/or channels to divert runoff to the basin inlet. Many development projects in California will be required by local ordinances to provide a stormwater detention basin for post -construction flood control, desilting, or stormwater pollution control. A temporary sediment basin may be constructed by rough grading the post - construction control basins early in the project. Sediment basins trap 70-80 % of the sediment that flows into them if designed according to this handbook. Therefore, they should be used in conjunction with erosion control practices such as 2 of 12 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com I I I I Sediment Basin SE -2 temporary seeding, mulching, diversion dikes, etc., to reduce the amount of sediment flowing into the basin. Planning To improve the effectiveness of the basin, it should be located to intercept runoff from the largest possible amount of disturbed area. The best locations are generally low areas. Drainage into the basin can be improved by the use of earth dikes and drainage swales (see BMP EC -9). The basin must not be located in a stream but it should be located to trap sediment -laden runoff before it enters the stream. The basin should not be located where its failure would result in the loss of life or interruption of the use or service of public utilities or roads. m Construct before clearing and grading work begins when feasible. o Do not locate in a stream. o Basin sites should be located where failure of the structure will not cause loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. v Large basins are subject to state and local dam safety requirements. ■ Limit the contributing area to the sediment basin to only the runoff from the disturbed soil areas. Use temporary concentrated flow conveyance controls to divert runoff from undisturbed areas away from the sediment basin. ' ■ The basin should be located: (1) by excavating a suitable area or where a low embankment can be constructed across a swale, (2) where post -construction (permanent) detention basins will be constructed, and (3) where the basins can be maintained on a year-round basis ' to provide access for maintenance, including sediment removal and sediment stockpiling in a protected area, and to maintain the basin to provide the required capacity. I 1 fl I Design Sediment basins must be designed in accordance with Section A of the State of California NPDES General Permit for Stormwater Discharges Associated with Construction Activities (General Permit) where sediment basins are the only control measure proposed for the site. If there is insufficient area to construct a sediment basin in accordance with the General Permit requirements, then the alternate design standards specified herein may be used. Sediment basins designed per the General Permit shall be designed as follows: Option is Pursuant to local ordinance for sediment basin design and maintenance, provided that the design efficiency is as protective or more protective of water quality than Option 3. Option 2: Sediment basin(s), as measured from the bottom of the basin to the principal outlet, shall have at least a capacity equivalent to 3,600 cubic feet (133 yd3) of storage per acre draining into the sediment basin. The length of the basin shall be more than twice the width of the basin. The January 2003 California Stormwater BMP Handbook 3 of 12 Construction www.cabmphandbooks.com 1 ' SE -2 Sediment Basin length is determined by measuring the distance between the inlet and the outlet; and the depth must not be less than 3 ft nor greater than S ft for safety reasons and for maximum efficiency. M Option 3: Sediment basin(s) shall be designed using the standard equation: ' OR As=i.2Q/Vs (Eq. i) Where: As = Minimum surface area for trapping soil particles of a certain size Vs = Settling velocity of the design particle size chosen Q=CIA Where Q = Discharge rate measured in cubic feet per second C = Runoff coefficient I = Precipitation intensity for the 10 -year, 6 -hour rain event A = Area draining into the sediment basin in acres The design particle size shall be the smallest soil grain size determined by wet sieve analysis, or the fine At sized (o.ol mm [or 0.0004 in.]) particle, and the Vs used shall be loo percent of the calculated settling velocity. The length is determined by measuring the distance between the inlet and the outlet; the length shall be more than twice the dimension as the width; the depth shall not be less than 3 ft nor greater than 5 ft for safety reasons and for maximum efficiency (2 ft of sediment storage, 2 ft of capacity). The basin(s) shall be located on the site where it can be maintained on a year-round basis and shall be maintained on a schedule to retain the 2 ft of capacity. Option 4: The use of an equivalent surface area design or equation, provided that the design efficiency is as protective or more protective of water quality than Option 3. ' 4 of 12 California Stormwater BMP Handbook January 2003 Construction www cabmphandbooks.com H ' Sediment Basin SE -2 ' Other design considerations are: ■ The volume of the settling zone should be sized to capture runoff from a 2 -year storm or other appropriate design storms specified by the local agency. A detention time of 24 to 40 hours should allow 70 to 8o % of sediment to settle. ■ The basin volume consists of two zones: least ft deep. - A sediment storage zone at 1 ' - A settling zone at least 2 ft deep. n The length to settling depth ratio (L/SD) should be less than 200. a Sediment basins are best used in conjunction with erosion controls. Sediment basins that ' will be used as the only means of treatment, without upstream erosion and sediment controls, must be designed according to the four options required by the General Permit (see Options 1-4 above). Sediment basins that are used in conjunction with upstream erosion and sediment controls should be designed to have a capacity equivalent to 67 yd3 of sediment storage per acre of contributory area. ' ■ The length of the basin should be more than twice the width of the basin; the length should F L 1 I 1] be determined by measuring the distance between the inlet and the outlet ■ The depth must be no less than 3 ft. ■ Basins with an impounding levee greater than 4.5 ft tall, measured from the lowest point to the impounding area to the highest point of the levee, and basins capable of impounding more than 35,000 ft3, should be designed by a Registered Civil Engineer. The design should include maintenance requirements, including sediment and vegetation removal, to ensure continuous function of the basin outlet and bypass structures. ■ Basins should be designed to drain within 72 hours following storm events. If a basin fails to drain within 72 hours, it must be pumped dry. ■ Sediment basins, regardless of size and storage volume, should include features to accommodate overflow or bypass flows that exceed the design storm event. - Include an emergency spillway to accommodate flows not carried by the principal spillway. The spillway should consist of an open channel (earthen or vegetated) over undisturbed material (not fill) or constructed of a non -erodible riprap. - The spillway control section, which is a level portion of the spillway channel at the highest elevation in the channel, should be a minimum of 20 ft in length. ■ Rock or vegetation should be used to protect the basin inlet and slopes against erosion. A forebay, constructed upstream of the basin may be provided to remove debris and larger particles. January 2003 California Stormwater BMP Handbook 5 of 12 Construction www.cabmphandbooks.com I LI SE -2 Sediment Basin ■ The outflow from the sediment basin should be provided with velocity dissipation devices (see BMP EC -1o) to prevent erosion and scouring of the embankment and channel. ■ Basin inlets should be located to maximize travel distance to the basin outlet. ■ The principal outlet should consist of a corrugated metal, high density polyethylene (HDPE), or reinforced concrete riser pipe with dewatering holes and an anti -vortex device and trash rack attached to the top of the riser, to prevent floating debris from flowing out of the basin or obstructing the system. This principal structure should be designed to accommodate the inflow design storm. e A rock pile or rock -filled gabions can serve as alternatives to the debris screen, although the designer should be aware of the potential for extra maintenance involved should the pore spaces in the rock pile clog. o The outlet structure should be placed on a firm, smooth foundation with the base securely anchored with concrete or other means to prevent floatation. u Attach riser pipe (watertight connection) to a horizontal pipe (barrel). Provide anti -seep collars on the barrel. ' ■ Cleanout level should be clearly marked on the riser pipe. ■ Proper hydraulic design of the outlet is critical to achieving the desired performance of the ' basin. The outlet should be designed to drain the basin within 24 to 72 hours (also referred to as "drawdown time"). The 24-hour limit is specified to provide adequate settling time; the 72 -hour limit is specified to mitigate vector control concerns. 1 ■ The two most common outlet problems that occur are: (1) the capacity of the outlet is too great resulting in only partial filling of the basin and drawdown time less than designed for; and (2) the outlet clogs because it is not adequately protected against trash and debris. To avoid these problems, the following outlet types are recommended for use: (1) a single orifice outlet with or without the protection of a riser pipe, and (z) perforated riser. Design guidance for single orifice and perforated riser outlets follow: - Flow Control Using a Single Orifice At The Bottom Of The Basin (Figure J): The outlet control orifice should be sized using the following equation: 2A(H—Ho)05—(7x10-5)A(H—Ho)05 a— (E z) 3600CT(2g)05 CT q where: a = area of orifice (ft2) A = surface area of the basin at mid elevation (ft2) C = orifice coefficient T = drawdown time of full basin (hrs) 6 of 12 California Stormwater BMP Handbook January 2003 Construction www.cabrnphand books. corn F I [I 1 1 F1 1 I Sediment Basin g = gravity (32.2 ft/s2) H = elevation when the basin is full (ft) Ho = final elevation when basin is empty (ft) With a drawdown time of 4o hours, the equation becomes: (1.75xl04)A(H — Ho)" a= C (Eq. 3) - Flow Control Using Multiple Orifices (see Figure2): 2A(17me, ) a CT(2S[h"„—ham..... ...i ... DO5 (Eq. 4) SE -2 With terms as described above except: a, = total area of orifices hm. = maximum height from lowest orifice to the maximum water surface (ft) how tro;d of orific = height from the lowest orifice to the centroid of the orifice configuration (ft) Allocate the orifices evenly on two rows; separate the holes by 3x hole diameter vertically, and by 12o degrees horizontally (refer to Figure 2). Because basins are not maintained for infiltration, water loss by infiltration should be disregarded when designing the hydraulic capacity of the outlet structure. Care must be taken in the selection of "C; o.6o is most often recommended and used. However, based on actual tests, GKY (1989), "Outlet Hydraulics of Extended Detention Facilities for Northern Virginia Planning District Commission", recommends the following: C = 0.66 for thin materials; where the thickness is equal to or less than the orifice diameter, or C = o.8o when the material is thicker than the orifice diameter Installation ■ Securely anchor and install an anti -seep collar on the outlet pipe/riser and provide an emergency spillway for passing major floods (see local flood control agency). ■ Areas under embankments must be cleared and stripped of vegetation. ■ Chain link fencing should be provided around each sediment basin to prevent unauthorized entry to the basin or if safety is a concern. January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 7 of 12 1 ' SE -2 I 1 Sediment Basin Costs Average annual costs for installation and maintenance (2 year useful life) are: ■ Basin less than 50,000 ft3: Range, $0.24 - $1.58/ft3. Average, $0.73 per ft3. $400 - $2,400, $1;2oo average per drainage acre. Basin size greater than 50,000 ft3: Range, $0.12 — $0.48/ft3. Average, $0.36 per ft3. $200 - $800, $600 average per drainage acre. Inspection and Maintenance ' e Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non -ramp season. a Examine basin banks for seepage and structural soundness. o Check inlet and outlet structures and spillway for any damage or obstructions. Repair damage and remove obstructions as needed. a Check inlet and outlet area for erosion and stabilize if required. ■ Check fencing for damage and repair as needed. ■ Sediment that accumulates in the BMP must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one- half the designated sediment storage volume. Sediment removed during maintenance may be incorporated into eartbwork on the site or disposed of at appropriate locations. ■ Remove standing water from basin within 72 hours after accumulation. ■ BMPs that require dewatering shall be continuously attended while dewatering takes place. Dewatering BMPs shall be implemented at all times during dewatering activities. ■ To minimize vector production: Remove accumulation of live and dead floating vegetation in basins during every inspection. - Remove excessive emergent and perimeter vegetation as needed or as advised by local or state vector control agencies. References A Current Assessment of Urban Best Management Practices: Techniques for Reducing Nonpoint Source Pollution in the Coastal Zones, Metropolitan Washington Council of Governments, March 1992• Draft -Sedimentation and Erosion Control, an Inventory of Current Practices, USEPA. April 1990. Guidelines for the Design and Construction of Small Embankment Dams, Division of Safety of Dams, California Department of Water Resources, March 1986. 8 of 12 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 I Sediment Basin SE -2 ' Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995• ' McLean, J., 2000. Mosquitoes in Constructed Wetlands: A Management Bugaboo? In T.R. Schueler and H.K. Holland [eds.], The Practice of Watershed Protection. pp. 29-33• Center for Watershed Protection, Ellicott City, MD, 2000. ' Metzger, M.E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. The dark site of stormwater runoff management: disease vectors associated with structural BMPs, 2002. ' National Management Measures to Control Nonpoint Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in ' Coastal Water, Work Group -Working Paper, USEPA, April 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992• U.S. Environmental Protection Agency (USEPA). Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters. EPA 840-B-9-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC, 1993 Water Quality Management Plan for the Lake Tahoe Region, Volume II Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. I 1 January 2003 11 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 9 o 12 I I [1 SE -2 Sediment Basin Embankment ------------ -- --�1 Side slopes f3:1 (H V) Stabilized -� Max inlet Riser\Barrel y0utlet protection ---- _ -_ - - Emergency s TOP VIEW spillway Riser crest Design hiqh water 12 in Min 12 in Min 12 in Min ' Sediment storage -J u depth permanent pool ' NOTE: SIDE VIEW This outlet provides no drainage for permanent pool. ' 10 of 12 Crest of emergency spillway tering outlet FIGURE 1: TYPICAL TEMPORARY SEDIMENT BASIN SINGLE ORIFICE DESIGN NOT TO SCALE California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 Sediment Basin Embankment SE -2 Side slopes ' 3: 1 (H: V) Stabilized Max inlet Riser Barrel i Outlet protection r 1 I --__-__- Emergency TOP VIEW spillway Riser w/ hood & trash rock inflow 0 Settling depth 24" Min depth ------------- Sediment storage depth — 12" Min Riser encased in gravel — Emergency spillway � Stabilized Outlet rrJ /See EC -10 jacket. Upper two—thirds Anti—seep perforated. collars \—Anti— floototion block SIDE VIEW FIGURE 2: TYPICAL TEMPORARY SEDIMENT BASIN MULTIPLE ORIFICE DESIGN NOT TO SCALE January 2003 California Stormwater BMP Handbook Construction ww w. ca b m p h a nd books. com 11 of 12 SE -2 Maintenonce & emergency disc outlet Debris scre Sediment Basin Trosh rack Debris screen Water quality discharge orifices Maintenance & emergency discharc outlet 12 of 12 utflow I.IVA Plan Profile .FIGURE 3: MULTIPLE ORIFICE OUTLET RISER NOT TO SCALE California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 I 1 11 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 I APPENDIX H SE -3 Sediment Trap I 1 1 Sediment Trap SE -3 I k 1 ■ Around or upslope from storm drain inlet protection measures. ■ Sediment traps may be used on construction projects where the drainage area is less than 5 acres. Traps would be placed where sediment -laden stormwater may enter a storm drain or watercourse. SE -2, Sediment Basins, must be used for drainage areas greater than 5 acres. ■ As a supplemental control, sediment traps provide additional protection for a water body or for reducing sediment before it enters a drainage system. January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com Objectives EC Erosion Control SE Sediment Control ✓ TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WY! Waste Management and Materials Pollution Control Legend: ✓ Primary Objective ./ Secondary Objective Targeted Constituents Sediment ✓ Nutrients Trash ✓ Metals Bacteria Oil and Grease Organics Potential Alternatives SE -2 Sediment Basin (for larger areas) Im 1 of Description and Purpose A sediment trap is a containment area where sediment -laden ' runoff is temporarily detained under quiescent conditions, allowing sediment to settle out or before the runoff is ' discharged. Sediment traps are formed by excavating or constructing an earthen embankment across a waterway or low drainage area. ' Suitable Applications Sediment traps should be considered for use: ■ At the perimeter of the site at locations where sediment - laden runoff is discharged offsite. ■ At multiple locations within the project site where sediment ' control is needed. I k 1 ■ Around or upslope from storm drain inlet protection measures. ■ Sediment traps may be used on construction projects where the drainage area is less than 5 acres. Traps would be placed where sediment -laden stormwater may enter a storm drain or watercourse. SE -2, Sediment Basins, must be used for drainage areas greater than 5 acres. ■ As a supplemental control, sediment traps provide additional protection for a water body or for reducing sediment before it enters a drainage system. January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com Objectives EC Erosion Control SE Sediment Control ✓ TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WY! Waste Management and Materials Pollution Control Legend: ✓ Primary Objective ./ Secondary Objective Targeted Constituents Sediment ✓ Nutrients Trash ✓ Metals Bacteria Oil and Grease Organics Potential Alternatives SE -2 Sediment Basin (for larger areas) Im 1 of I 1 1 I 1 1 I SE -3 Sediment Trap Limitations ■ Requires large surface areas to permit infiltration and settling of sediment. ■ Not appropriate for drainage areas greater than 5 acres. ■ Only removes large and medium sized particles and requires upstream erosion control. ■ Attractive and dangerous to children, requiring protective fencing. ■ Conducive to vector production. ■ Should not be located in live streams. Implementation Design A sediment trap is a small temporary ponding area, usually with a gravel outlet, formed by excavation or by construction of an earthen embankment. Its purpose is to collect and store sediment from sites cleared or graded during construction. It is intended for use on small drainage areas with no unusual drainage features and projected for a quick build -out time. It should help in removing coarse sediment from runoff. The trap is a temporary measure with a design life of approximately six months to one year and is to be maintained until the site area is permanently protected against erosion by vegetation and/or structures. ' Sediment traps should be used only for small drainage areas. If the contributing drainage area is greater than 5 acres, refer to SE -2, Sediment Basins, or subdivide the catchment area into smaller drainage basins. 1 1 I Sediment usually must be removed from the trap after each rainfall event. The SWPPP should detail how this sediment is to be disposed of, such as in fill areas onsite, or removal to an approved offsite dump. Sediment traps used as perimeter controls should be installed before any land disturbance takes place in the drainage area. Sediment traps are usually small enough that a failure of the structure would not result in a loss of life, damage to home or buildings, or interruption in the use of public roads or utilities. However, sediment traps are attractive to children and can be dangerous. The following recommendations should be implemented to reduce risks: ■ Install continuous fencing around the sediment trap or pond. Consult local ordinances regarding requirements for maintaining health and safety. ■ Restrict basin side slopes to 3:1 or flatter. Sediment trap size depends on the type of soil, size of the drainage area, and desired sediment removal efficiency (see SE -2, Sediment Basin). As a rule of thumb, the larger the basin volume the greater the sediment removal efficiency. Sizing criteria are typically established under the local grading ordinance or equivalent. The runoff volume from a 2 -year storm is a common design criteria for a sediment trap. The sizing criteria below assume that this runoff volume is 0.042 acre-ft/acre (0.5 in. of runoff). While the climatic, topographic, and soil type extremes make it difficult to establish a statewide standard, the following criteria should trap moderate to high amounts of sediment in most areas of California: 2 of 6 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Sediment Trap SE -3 ■ Locate sediment traps as near as practical to areas producing the sediment. ■ Trap should be situated according to the following criteria: (J) by excavating a suitable area or where a low embankment can be constructed across a swale, (z) where failure would not ' cause loss of life or property damage, and (3) to provide access for maintenance, including sediment removal and sediment stockpiling in a protected area. ' ■ Trap should be sized to accommodate a settling zone and sediment storage zone with recommended minimum volumes of 67 yd3/acre and 33 yd3/acre of contributing drainage area, respectively, based on 0.5 in. of runoff volume over a 24-hour period. In many cases, ' the size of an individual trap is limited by available space. Multiple traps or additional volume may be required to accommodate specific rainfall, soil, and site conditions. ■ Traps with an impounding levee greater than 4.5 ft tall, measured from the lowest point to ' the impounding area to the highest point of the levee, and traps capable of impounding more than 35,000 ft3, should be designed by a Registered Civil Engineer. The design should include maintenance requirements, including sediment and vegetation removal, to ensure ' continuous function of the trap outlet and bypass structures. ■ The outlet pipe or open spillway must be designed to convey anticipated peak flows. ' ■ Use rock or vegetation to protect the trap outlets against erosion. ' ■ Fencing should be provided to prevent unauthorized entry. Installation Sediment traps can be constructed by excavating a depression in the ground or creating an ' impoundment with a small embankment. Sediment traps should be installed outside the area being graded and should be built prior to the start of the grading activities or removal of vegetation. To minimize the area disturbed by them, sediment traps should be installed in natural depressions or in small swales or drainage ways. The following steps must be followed ' during installation: ■ The area under the embankment must be cleared, grubbed, and stripped of any vegetation and root mat. The pool area should be cleared. ■ The fill material for the embankment must be free of roots or other woody vegetation as well as oversized stones, rocks, organic material, or other objectionable material. The embankment may be compacted by traversing with equipment while it is being constructed. ' ■ All cut -and -fill slopes should be 3:1 or flatter. ■ When a riser is used, all pipe joints must be watertight. ■ When a riser is used, at least the top two-thirds of the riser should be perforated with 0.5 in. ' diameter holes spaced 8 in. vertically and to to lz in. horizontally. See SE -z, Sediment Basin. ' in When an earth or stone outlet is used, the outlet crest elevation should be at least t ft below the top of the embankment. January 2003 California Stormwater BMP Handbook 3 of 6 Construction www.cabmphandbooks.com I SE -3 Sediment Trap ' ■ When crushed stone outlet is used, the crushed stone used in the outlet should meet AASHTO M43, size No. 2 or 24, or its equivalent such as MSHA No. 2. Gravel meeting the above gradation maybe used if crushed stone is not available. 1 1 Costs Average annual cost per installation and maintenance (18 month useful life) is $0.73 per ft3 ($1,300 per drainage acre). Maintenance costs are approximately 20% of installation costs. Inspection and Maintenance ■ Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non -rainy season. ■ Inspect outlet area for erosion and stabilize if required. ■ Inspect trap banks for seepage and structural soundness, repair as needed. ■ Inspect outlet structure and spillway for any damage or obstructions. Repair damage and remove obstructions as needed. ■ Inspect fencing for damage and repair as needed. ■ Inspect the sediment trap for area of standing water during every visit. Corrective measures should be taken if the BMP does not dewater completely in 72 hours or less to prevent vector production. ■ Sediment that accumulates in the BMP must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the trap capacity. Sediment removed during maintenance may be incorporated into earthwork on the site or disposed of at an appropriate location. ■ Remove vegetation from the sediment trap when first detected to prevent pools of standing water and subsequent vector production. ■ BMPs that require dewatering shall be continuously attended while dewatering takes place. Dewatering BMPs shall be implemented at all times during dewatering activities. References Brown, W., and T. Schueler. The Economics of Stormwater BMPs in the Mid -Atlantic Region Prepared for Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD, 1997. Draft — Sedimentation and Erosion Control, an Inventory of Current Practices, USEPA, April 1990. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995• Metzger, M.E., D.F. Messer, C.L. Beitia, C.M. Myers, and V.L. Kramer, The Dark Side of Stormwater Runoff Management: Disease Vectors Associated with Structural BMPS, 2002. 4 of 6 California Stormwater BMP Handbook Construction www.cabmphandbooks.com January 2003 I I 1 1 1 Sediment Trap SE -3 National Management Measures to Control Nonpoint Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters, Work Group -Working Paper, USEPA, April 1992. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. U.S. Environmental Protection Agency (USEPA). Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters. EPA 840-B-9-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC, 1993• Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. January 2003 California Stormwater BMP Handbook Construction www.cabmphandbooks.com 5 of 1 1 1 1 1 SE -3 Sediment Trap NOTE Size spillway to convey peak design flow. TYPICAL OPEN SPILLWAY Outlet pipe or use alternative open spillway Earth embankment Outlet protection All slopes 1.3 (V:H) or flatter Excavate, if necessary for storage . Flow .rye„ v rFi 5'-0" Min —12" Min Watertight connections \— Perforate riser EMBANKMENT SECTION THRU RISER TYPICAL SEDIMENT TRAP NOT TO SCALE 6 of 6 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com