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HomeMy WebLinkAboutTract 16137 Summit Heights SUMMIT HEIGHTS TRACT 16137 CITY OF FONTANA DRAINAGE STUDY Revised August 8, 2001 Reference 647 -1443 PREPARED BY: Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948 -1311 Fax 948 -8464 SUMMJ TRACT 1673 CITY OF FONTANA DRAJNAGESThDY Revised August 8, 2001 { 4 Reference 647 -1443 PREPARED BY: Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948 -1311 Fax 948 -8464 i mpRov E to- -23 -01 CONTENTS SECTION TITLE A DISCUSSION Vicinity Map - Index Map Flood Frequency Flow Rate Summary Q HYDROLOGY Developed: 100-yr, 25y, 10 yr & 2-yr Pre- developed: 25y, 10 yr, 5-yr & 2-yr F UNIT HYDROGRAPH & FLOOD ROUTING Detention Basin Volume:Depth Calculation rt 100yr,25yr,10yr &2yr, W STREET FLOW DEPTH & CATCH BASIN SIZING H STORM DRAIN HYDRAULICS Line A & Laterals A -1 thru A -4 (including Detention scenarios) Laterals B -1 & B -2 (Beech Avenue) R REFERENCES & MAPS Soils Map (from San Bernardino County Hydrology Manual) .ez Hydrology Map (Pre - developed/off -site & Developed) DISCUSSION The purpose of this study is to size the storm drain system required to convey runoff from a theoretical 100 -year event for Tract No. 16137. The subject site is in the (amended) Summit Heights Planned Community, bounded by future Beech Avenue to the east, the future "10 acre" park to the north, vacant, undeveloped land to the west, and future Sierra Lakes Parkway to the south, located in the City of Fontana, County of San Bernardino, State of California. The subject site is to contain 105 single - family residences and is approximately 25 acres. Surface runoff flows generally in a southwesterly direction. An existing berm /swale exists on the north and east boundaries, cutting -off most of the potential off -site flows. The system will ultimately discharge into master -plan storm drain facilities when constructed with the development of areas to the south and west. In the interim condition, the on -site storm drain system will discharge to a proposed earthen swale, which will convey the flows to a proposed CMP riser to be located in the existing ditch on the east side of San Sevaine Road. The riser will be connected to the existing 60" RCP in San Sevaine Road. Additional flows picked -up by the swale (undeveloped land to the north) will also he conveyed by the swale, but will surface -flow down San Sevaine Road (these areas are already tabled to the same system, with pickup at North Frontage Road). In accordance with current policies, a detention basin is to be constructed on -site to help mitigate downstream impact on undersized regional flood control facilities. The detention basin has been sized to reduce peak flow discharge. The reduction in discharge is between 50% and 60% of the developed runoff for the 100 -year, 25 -year and 10 -year events (the 2- year is reduced to 70% of total). While the basin does not meet the most desirable level of 90% of predeveloped, it does mitigate the flows to a level just about equal to the predeveloped condition (which in essence is the goal), and those rates above the desired level are insignificant (a few cfs). Flows are to be routed through the detention basin via a 30 "RCP, connecting the most downstream manhole to the basin (the manhole would be plugged). A 21" RCP outlets the discharge to the back of Catch Basin #2 (Sierra Lakes Parkway). When the need for the basin is eliminated (by downstream upgrades to the aforementioned facilities), the 21" and 30" RCPs can simply be removed or abandoned -in- place, and the bulkhead (brick and mortar plug) can be removed from the manhole. (Addition: September 20, 20011 The catch basin and lateral on "B" Street (off of Beech Avenue) is to be plugged until the mainline storm drain in Beech Avenue is constructed (along with the full -width improvements for Beech Avenue, by others). The lateral is to be plugged via brick and mortar, and the opening to the catch basin is to be temporarily mortared. The flows that will reach the basin are minimal, as Beech Avenue is not improved (only '/ width), and will continue on into the tract (and ultimately picked up by the on -site system). \, IUNCAN Z Mill r CYN, RD, LA 9��,ti g Q Ci. ti w w w Z ' '' w Z c w w w SUMMIT AVENUE (7) ce V ),_,,u PROJECT Li wJ LOCATION 0 j .¢J c 0 SIERRA = J LAKES PARKWAY w Z al HIGHLAND AVENUE v) BASELINE AVENUE VICINITY MAP NTS SUMMIT HEIGHTS it W ft ASS0CIIMIL . TRACT 16137 cer Tn1� «vL ENGP€E is AND LAND PLANER! 1011 °"�' 740% > � RMEiO dCMOEiA, rw !1 VICINITY MAP HOLD 94F1711 J: \647 - 1443 \storm \hydmap.dwg, 06/25/2001 02:20:49 PM, ats ,.i. a. . / i; n b I T ! .[ / ' T { _— ' ~ - 1, _ •9gfc'o IAANE _ N i f / 0 � � / 41 4 f, III � T II 0 1 f I I " , . �� III ul � � I �� y1 � � ., -__ � � � ,III ]�I, !I''''"' �L .PBU�E 1� y 111 T ( i . - -- I I I il i �! 1 1 3 i . . .1.1.1- \ li rpm 1 ..,.....,___,......11 I - I NN i� �I �� l� -_ •'1 III I i ij u II • l f i : ! I, I : ! . f ` I, 4 — i• I ,I 1 �i�ai • I I III � iN __7 ., III II Ill 11 11 r I - ,. NO 1 1 , Ir � � • I II I I' r'I /// \ .a. I � ' , � ' 'IT 't I I "---t------,--,„ 4 ,• ! • ( I ___...4 i, I -- — — /:. .c_.. . _____, ''';8 ---- --t 'i ' 1: . 1r ‘. ,.. , b--- V0. , - _ 1 , :.•_. 0 # 4 1 /� I /.. `fl 1 S I1 ll I/ II 1 q l w I in i I 7 . __‘..... .................--- 1 . /// ¥ADois & ASSOCIATES. mc. S UMMIT HEIGHTS It or MB m>IIn mass TRACT 16137 CONSULTING CIVIL DIMMERS NO LAND PUNKIN 10101 CHURCH ' CA 91730 3 INDEX MAP MN s4-Iw J: \647 - 1443 \storm \hydmap.dwg, 10/02/2001 08:01:18 AM, ats Date 8/8/01 SUMMIT HEIGHTS - TRACT 16137 Job # 1647 -14431 Detention Basin Tract 16137 Flood Frequency Peak Flow Rates Developed Undeveloped Actual Peak Peak 90% Peak Event Intensity Flow Event Intensity Flow Undev. Flow in /hr cfs in /hr cfs cfs cfs 2 -yr 0.7 19 2 -yr 0.7 7 6.3 " 13.1 10 -yr 1.05 34.3 5 -yr 0.9 14.3 12.9 18.6 25 -yr 1.25 43.5 10 -yr 1.05 19.9 17.9 22.5 100 -yr 1.55 57.8 25 -yr 1.25 27.5 24.8 29.5 • detention.xls 8/8/2001 C HYDROLOGY ON -SITE DEVELOPED: 100 -yr, 25-yr, 10-yr & 2 -yr PREDEVELOPED: 25 -yr, 10 -yr, 5 -yr & 2 -yr OFF -SITE (swale) 100 -yr 08/08/01 Q-1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * Q100 FINAL HYDROLOGY * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137.DAT TIME /DATE OF STUDY: 08:24 08/08/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* s""'^ SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 0 111.11■ *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.20 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 7.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1514.80 DOWNSTREAM(FEET) = 1493.96 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.162 08/08/01 Q -2 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.686 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.00 0.98 0.60 32 14.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 16.75 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 16.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.686 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.37 EFFECTIVE AREA(ACRES) = 9.00 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 25.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 62 » » 'COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1493.96 DOWNSTREAM ELEVATION(FEET) = 1488.90 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.07 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 15.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.504 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.00 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 08/08/01 Q -3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 ono,- SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 9.72 Le EFFECTIVE AREA(ACRES) = 12.70 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 33.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.30 FLOW VELOCITY(FEET /SEC.) = 4.25 DEPTH *VELOCITY(FT *FT /SEC.) = 2.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1310.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 41 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1484.70 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 10.62 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 33.36 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 16.62 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 4:0; TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.62 RAINFALL INTENSITY(INCH /HR) = 3.35 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 12.70 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1503.90 DOWNSTREAM(FEET) = 1484.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.251 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.836 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.90 0.98 0.60 32 13.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 401°' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 L e SUBAREA RUNOFF(CFS) = 8.48 08/08/01 Q -4 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 8.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 13.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.836 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.63 EFFECTIVE AREA(ACRES) = 3.80 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »»(STREET TABLE SECTION # 1 USED)<« « UPSTREAM ELEVATION(FEET) = 1484.10 DOWNSTREAM ELEVATION(FEET) = 1481.40 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 14.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.705 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.68 EFFECTIVE AREA(ACRES) = 4.40 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 12.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.62 FLOW VELOCITY(FEET /SEC.) = 3.84 DEPTH *VELOCITY(FT *FT /SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 53.00 = 1060.00 FEET. 08/08/01 Q -5 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 » »,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.705 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.97 EFFECTIVE AREA(ACRES) = 5.10 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 14.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 50.00 IS CODE = 41 » »,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »,USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1476.90 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.36 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 14.32 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 14.27 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 50.00 = 1150.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 14.27 RAINFALL INTENSITY(INCH /HR) = 3.67 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.32 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 33.36 16.62 3.349 0.98( 0.59) 0.60 12.7 10.00 2 14.32 14.27 3.668 0.98( 0.59) 0.60 5.1 51.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 08/08/01 Q -6 1 46.30 14.27 3.668 0.98( 0.59) 0.60 16.0 51.00 2 46.20 16.62 3.349 0.98( 0.59) 0.60 17.8 10.00 cme COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.30 Tc(MIN.) = 14.27 EFFECTIVE AREA(ACRES) = 16.01 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 17.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »> »USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1476.30 DOWNSTREAM(FEET) = 1472.70 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.36 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 46.30 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.40 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2195.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.649 SUBAREA LOSS RATE DATA(AMC II): (11: DEVELOPMENT TYPE] SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.50 0.98 0.60 32 COMMERCIAL A 1.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 10.09 EFFECTIVE AREA(ACRES) = 19.51 AREA - AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 21.30 PEAK FLOW RATE(CFS) = 54.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 41 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1472.70 DOWNSTREAM(FEET) = 1472.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 7.67 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 54.24 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 15.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 C 08/08/01 Q-7 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< r""^ MAINLINE Tc(MIN) = 15.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.561 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 1 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.09 EFFECTIVE AREA(ACRES) = 21.41 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 57.79 END OF ON -SITE HYDROLOGY BEGIN OFF -SITE HYDROLOGY (FOR CBs ON BEECH) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 1525.40 DOWNSTREAM(FEET) = 1511.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.292 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.082 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM (MIN.) COMMERCIAL A 0.90 0.98 0.10 32 8.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 4.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1020.00 ELEVATION DATA: UPSTREAM(FEET) = 1512.50 DOWNSTREAM(FEET) = 1488.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.280 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.467 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.49 0.98 0.10 32 10.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.86 TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 5.86 C 08/08/01 Q -8 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.49 TC(MIN.) = 10.28 EFFECTIVE AREA(ACRES) = 1.49 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 5.86 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 • Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE • 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole@madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** . * SUMMIT HEIGHTS - TRACT 16137 * * Q25 DEVELOPED HYDROLOGY * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137d25.DAT TIME /DATE OF STUDY: 08:35 08/08/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.20 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 7.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 kirore 08/08/01 Q-9 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1514.80 DOWNSTREAM(FEET) = 1493.96 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.162 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.973 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.00 0.98 0.60 32 14.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 12.89 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 12.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.16 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.973 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 6.45 EFFECTIVE AREA(ACRES) = 9.00 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 19.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1493.96 DOWNSTREAM ELEVATION(FEET) = 1488.90 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.81 41 wlir✓ 08/08/01 Q -10 • STREET FLOW TRAVEL TIME(MIN.) = 1.32 TC(MIN.) = 15.49 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.817 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.00 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 7.43 EFFECTIVE AREA(ACRES) = 12.70 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 • TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 25.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.54 FLOW VELOCITY(FEET /SEC.) = 3.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1310.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1484.70 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 8.12 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 25.52 l ikne PIPE TRAVEL TIME(MIN.) = 1.58 TC(MIN.) = 17.07 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * ** * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 17.07 RAINFALL INTENSITY(INCH /HR) = 2.66 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 12.70 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1503.90 DOWNSTREAM(FEET) = 1484.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.251 08/08/01 Q -11 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.093 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc SSW LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.90 0.98 0.60 32 13.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.55 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 6.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 13.25 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.093 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 3.80 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 8.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) « << UPSTREAM ELEVATION(FEET) = 1484.10 DOWNSTREAM ELEVATION(FEET) = 1481.40 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 14.09 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.982 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 r ook SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 rnir" 08/08/01 Q -12 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 4.40 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 9.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.90 FLOW VELOCITY(FEET /SEC.) = 3.59 DEPTH *VELOCITY(FT *FT /SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 53.00 = 1060.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.09 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.982 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN • RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 5.10 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 11.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 50.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< Coe ELEVATION DATA: UPSTREAM(FEET) = 1476.90 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.02 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 11.00 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 14.34 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 50.00 = 1150.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 14.34 RAINFALL INTENSITY(INCH /HR) = 2.95 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Ci tliroof • 08/08/01 Q -13 1 25.52 17.07 2.658 0.98( 0.59) 0.60 12.7 10.00 2 11.00 14.34 2.951 0.98( 0.59) 0.60 5.1 51.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.47 14.34 2.951 0.98( 0.59) 0.60 15.8 51.00 2 35.16 17.07 2.658 0.98( 0.59) 0.60 17.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.47 Tc(MIN.) = 14.34 EFFECTIVE AREA(ACRES) = 15.77 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 17.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1476.30 DOWNSTREAM(FEET) = 1472.70 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.42 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 35.47 PIPE TRAVEL TIME(MIN.) = .0.13 Tc(MIN.) = 14.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2195.00 FEET. %NW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.47 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.934 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.50 0.98 0.60 32 COMMERCIAL A 1.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.84 EFFECTIVE AREA(ACRES) = 19.27 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 21.30 PEAK FLOW RATE(CFS) = 41.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1472.70 DOWNSTREAM(FEET) = 1472.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 5.83 08/08/01 Q -14 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 41.18 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 15.26 ktimer LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.26 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.843 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP .(ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.86 EFFECTIVE AREA(ACRES) = 21.17 AREA- AVERAGED Fm(INCH/HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 43.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.20 TC(MIN.) = 15.26 EFFECTIVE AREA(ACRES) = 21.17 AREA- AVERAGED Fm(INCH /HR)= 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 PEAK FLOW RATE(CFS) = 43.45 • ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ' NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE * *Ni 1 43.45 15.26 2.843 0.97( 0.56) 0.58 21.2 51.00 2 41.96 18.01 2.573 0.98( 0.56) 0.58 23.2 10.00 END OF RATIONAL METHOD ANALYSIS 08/08/01 Q -15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * * Q10 DEVELOPED HYDROLOGY * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137d10.DAT TIME /DATE OF STUDY: 08:31 08/08/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 A"*. USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.20 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 7.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1514.80 DOWNSTREAM(FEET) = 1493.96 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.162 08/08/01 Q -16 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.497 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.00 0.98 0.60 32 14.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.32 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 10.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.16 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.497 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 5.16 EFFECTIVE AREA(ACRES) = 9.00 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 15.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 62 Nkee » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1493.96 DOWNSTREAM ELEVATION(FEET) = 1488.90 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 15.56 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.360 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.00 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 08/08/01 Q-17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 5.91 (::: EFFECTIVE AREA(ACRES) = 12.70 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 20.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.05 FLOW VELOCITY(FEET /SEC.) = 3.76 DEPTH *VELOCITY(FT *FT /SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1310.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « <“ » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1484.70 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.27 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 20.28 PIPE TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 17.11 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 17.11 RAINFALL INTENSITY(INCH /HR) = 2.23 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 12.70 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.28 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1503.90 DOWNSTREAM(FEET) = 1484.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.251 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.599 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.90 0.98 0.60 32 13.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.26 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.26 08/08/01 Q -18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 13.25 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.599 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.63 EFFECTIVE AREA(ACRES) = 3.80 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 6.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 > »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » (STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1484.10 DOWNSTREAM ELEVATION(FEET) = 1481.40 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 14.14 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.499 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 4.40 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 7.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET /SEC.) = 3.42 DEPTH *VELOCITY(FT *FT /SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 53.00 = 1060.00 FEET. 08/08/01 Q -19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 (::: » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.14 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.499 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 5.10 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 50.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1476.90 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.70 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 8.79 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 14.40 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 50.00 = 1150.00 FEET. �Ir ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 14.40 RAINFALL INTENSITY(INCH /HR) = 2.47 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.79 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.28 17.11 2.229 0.98( 0.59) 0.60 12.7 10.00 2 8.79 14.40 2.472 0.98( 0.59) 0.60 5.1 51.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE '" 1 28.38 14.40 2.472 0.98( 0.59) 0.60 15.8 51.00 08/08/01 Q -20 2 27.94 17.11 2.229 0.98( 0.59) 0.60 17.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 40410 PEAK FLOW RATE(CFS) = 28.38 TC(MIN.) = 14.40 EFFECTIVE AREA(ACRES) = 15.79 AREA - AVERAGED Fp(INCH/HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 17.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = •1476.30 DOWNSTREAM(FEET) = 1472.70 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.62 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 28.38 PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 14.55 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2195.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 14.55 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.457 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS %Pe LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN R ESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.50 0.98 0.60 32 COMMERCIAL A 1.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 6.34 EFFECTIVE AREA(ACRES) = 19.29 AREA - AVERAGED Fp(INCH/HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 21.30 PEAK FLOW RATE(CFS) = 32.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1472.70 DOWNSTREAM(FEET) = 1472.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 4.66 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.94 PIPE TRAVEL TIME(MIN.) = 0.98 TC(MIN.) = 15.53 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 08/08/01 Q -21 MAINLINE Tc(MIN) = 15.53 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.363 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.04 EFFECTIVE AREA(ACRES) = 21.19 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 34.34 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.20 TC(MIN.) = 15.53 EFFECTIVE AREA(ACRES) = 21.19 AREA - AVERAGED Fm(INCH /HR)= 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 PEAK FLOW RATE(CFS) = 34.34 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 34.34 15.53 2.363 0.97( 0.56) 0.58 21.2 51.00 2 33.19 18.12 2.154 0.98( 0.56) 0.58 23.2 10.00 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 1, ' (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * * Q2 DEVELOPED HYDROLOGY * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137d2.DAT TIME /DATE OF STUDY: 08:34 08/08/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.7000 08/08/01 Q -22 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* Ikrire *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 .1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.20 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 7.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1514.80 DOWNSTREAM(FEET) = 1493.96 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.162 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.665 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 410pr RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.00 0.98 0.60 32 14.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 5.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.665 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 2.92 EFFECTIVE AREA(ACRES) = 9.00 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 8.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< 08/08/01 Q -23 » »>( STREET TABLE SECTION # 1 USED)< << UPSTREAM ELEVATION(FEET) = 1493.96 DOWNSTREAM ELEVATION(FEET) = 1488.90 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 15.77 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.561 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.00 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 3.25 EFFECTIVE AREA(ACRES) = 12.70 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 11.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1310.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » > USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1484.70 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.27 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 11.15 PIPE TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 17.53 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: kope 08/08/01 Q -24 ,- - TIME OF CONCENTRATION(MIN.) = 17.53 RAINFALL INTENSITY(INCH /HR) = 1.46 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 12.70 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.15 ********************************************* * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«.« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1503.90 DOWNSTREAM(FEET) = 1484.10 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.251 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.732 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.90 0.98 0.60 32 13.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «. MAINLINE Tc(MIN) = 13.25 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.732 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.93 EFFECTIVE AREA(ACRES) = 3.80 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 3.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) « « < UPSTREAM ELEVATION(FEET) = 1484.10 DOWNSTREAM ELEVATION(FEET) = 1481.40 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 • 08/08/01 Q-25 . . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 14.27 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.657 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.58 EFFECTIVE AREA(ACRES) = 4.40 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 4.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.45 FLOW VELOCITY(FEET /SEC.) = 2.97 DEPTH *VELOCITY(FT *FT /SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 53.00 = 1060.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.27 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.657 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.68 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 4.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 50.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <« » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1476.90 DOWNSTREAM(FEET) = 1476.30 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET / SEC.) = 4.88 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 14.58 rte+ LONGEST FLOWPATH FROM NODE 51.00 TO NODE 50.00 = 1150.00 FEET. 08/08/01 Q -26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 14.58 RAINFALL INTENSITY(INCH /HR) = 1.64 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.92 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.15 17.53 1.464 0.98( 0.59) 0.60 12.7 10.00 2 4.92 14.58 1.636 0.98( 0.59) 0.60 5.1 51.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 'NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.00 14.58 1.636 0.98( 0.59) 0.60 15.7 51.00 2 15.27 17.53 1.464 0.98( 0.59) 0.60 17.8 10.00 aeM.. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.00 Tc(MIN.) = 14.58 EFFECTIVE AREA(ACRES) = 15.66 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 17.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2080.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1476.30 DOWNSTREAM(FEET) = 1472.70 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.65 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 16.00 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 14.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2195.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.74 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.625 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 08/08/01 Q -27 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.50 0.98 0.60 32 COMMERCIAL A 1.00 0.98 0.10 32 C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 3.72 EFFECTIVE AREA(ACRES) = 19.16 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 21.30 PEAK FLOW RATE(CFS) = 18.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1472.70 DOWNSTREAM(FEET) = 1472.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.77 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 18.37 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 15.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 2470.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.70 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.565 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 1.68 EFFECTIVE AREA(ACRES) = 21.06 AREA- AVERAGED Fm(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 19.01 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.20 TC(MIN.) = 15.70 EFFECTIVE AREA(ACRES) = 21.06 AREA- AVERAGED Fm(INCH /HR)= 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.58 PEAK FLOW RATE(CFS) = 19.01 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.01 15.70 1.565 0.97( 0.56) 0.58 21.1 51.00 2 17.66 18.68 1.410 0.98( 0.56) 0.58 23.2 10.00 END OF RATIONAL METHOD ANALYSIS 08/08/01 Q -28 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (::: (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS —TRACT 16137 * Q25 PREDEVELOPED HYDROLOGY * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16137Q25.DAT TIME /DATE OF STUDY: 09:03 06/21/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************** *. * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1490.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.942 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.225 08/08/01 Q -29 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 16.70 0.86 1.00 46 22.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 20.52 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 20.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 » »COMPUTE NATURAL VALLEY CHANNEL FLOW‹ «« » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1490.40 DOWNSTREAM(FEET) = 1477.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0235 CHANNEL FLOW THRU SUBAREA(CFS) = 20.52 FLOW VELOCITY(FEET /SEC) = 4.62 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 24.93 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 24.93 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 8.60 EFFECTIVE AREA(ACRES) = 24.30 AREA- AVERAGED Fm(INCH /HR) = 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.30 PEAK FLOW RATE(CFS) = 27.50 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.30 TC(MIN.) = 24.93 EFFECTIVE AREA(ACRES) = 24.30 AREA - AVERAGED Fm(INCH/HR)= 0.86 AREA - AVERAGED Fp(INCH/HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 27.50 END OF RATIONAL METHOD ANALYSIS 08/08/01 Q -30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ."^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Le (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) �+ (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * Q10 PREDEVELOPED HYDROLOGY * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137u10.DAT TIME /DATE OF STUDY: 09:43 06/21/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ,, SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 Le USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1490.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.942 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.869 • 08/08/01 Q -31 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 16.70 0.86 1.00 46 22.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.17 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 15.17 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 » >COMPUTE NATURAL VALLEY CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA« «< • ELEVATION DATA: UPSTREAM(FEET) = 1490.40 DOWNSTREAM(FEET) = 1477.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0235 CHANNEL FLOW THRU SUBAREA(CFS) = 15.17 FLOW VELOCITY(FEET /SEC) = 4.26 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 25.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 25.09 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.772 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER /4 kisoi "OPEN BRUSH" A 7.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 6.24 EFFECTIVE AREA(ACRES) = 24.30 AREA- AVERAGED Fm(INCH /HR) = 0.86 AREA - AVERAGED Fp(INCH/HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.30 PEAK FLOW RATE(CFS) = 19.94 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.30 TC(MIN.) = 25.09 EFFECTIVE AREA(ACRES) = 24.30 AREA- AVERAGED Fm(INCH /HR)= 0.86 AREA - AVERAGED Fp(INCH/HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 19.94 END OF RATIONAL METHOD ANALYSIS • que 08/08/01 Q -32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 1 1411 (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * Q5 PREDEVELOPED HYDROLOGY * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137u5.DAT TIME /DATE OF STUDY: 09:42 06/21/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ,*„ SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 re USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.9000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1490.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.942 t kikire * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.602 08/08/01 Q -33 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) € NATURAL FAIR COVER i r+ "OPEN BRUSH" A 16.70 0.86 1.00 46 22.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 11.16 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 11.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 • » 'COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1490.40 DOWNSTREAM(FEET) = 1477.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0235 CHANNEL FLOW THRU SUBAREA(CFS) = 11.16 FLOW VELOCITY(FEET /SEC) = 3.94 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 25.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 25.27 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.512 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 4.46 EFFECTIVE AREA(ACRES) = 24.30 AREA- AVERAGED Fm(INCH /HR) = 0.86 AREA - AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.30 PEAK FLOW RATE(CFS) = 14.26 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.30 TC(MIN.) = 25.27 EFFECTIVE AREA(ACRES) = 24.30 AREA- AVERAGED Fm(INCH /HR)= 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 14.26 END OF RATIONAL METHOD ANALYSIS 08/08/01 Q -34 (::: RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * * Q2 PREDEVELOPED HYDROLOGY * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137u2.DAT TIME /DATE OF STUDY: 09:44 06/21/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* a4"" SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.7000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top - - 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.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1490.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.942 08/08/01 Q -35 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.246 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 16.70 0.86 1.00 46 22.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.81 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 5.81 ********************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * ** * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< • ELEVATION DATA: UPSTREAM(FEET) = 1490.40 DOWNSTREAM(FEET) = 1477.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0235 CHANNEL FLOW THRU SUBAREA(CFS) = 5.81 FLOW VELOCITY(FEET /SEC) = 3.35 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 25.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 25.68 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.165 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 2.08 EFFECTIVE AREA(ACRES) = 24.30 AREA - AVERAGED Fm(INCH /HR) = 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.30 PEAK FLOW RATE(CFS) = 6.66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 24.30 TC(MIN..) = 25.68 EFFECTIVE AREA(ACRES) = 24.30 AREA - AVERAGED Fm(INCH /HR)= 0.86 AREA - AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 6.66 END OF RATIONAL METHOD ANALYSIS 08/08/01 Q -36 °" RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * * Q100 HYDROLOGY * OFF -SITE SWALE ******************************************** * * * * * * * * * * * * * * * * * * *** * * * * * * * ** FILE NAME: C:\ aes2001 \hydrosft \ratscx \16137OFF.DAT TIME /DATE OF STUDY: 10:12 08/08/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 7 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 15.00 RAINFALL INTENSITY(INCH /HR) = 3.56 EFFECTIVE AREA(ACRES) = 21.40 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 29.50 AREA - AVERAGED Fm(INCH /HR) = 0.57 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.58 08/08/01 Q -37 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 70.00 TO NODE 70.10 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1472.00 DOWNSTREAM(FEET) = 1470.30 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.78 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 29.50 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 15.34 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 70.10 = 180.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.10 TO NODE 400.00 IS CODE = 51 » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1470.30 DOWNSTREAM(FEET) = 1465.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 29.50 FLOW VELOCITY(FEET /SEC) = 5.17 FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 16.82 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 400.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 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.) = 16.82 RAINFALL INTENSITY(INCH /HR) = 3.32 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 21.40 TOTAL STREAM AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 401.00 TO NODE 400.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1390.00 ELEVATION DATA: UPSTREAM(FEET) = 1507.00 DOWNSTREAM(FEET) = 1465.90 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 25.813 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.571 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 08/08/01 Q -38 NATURAL FAIR COVER "OPEN BRUSH" A 13.70 0.86 1.00 46 25.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 �,� SUBAREA RUNOFF(CFS) = 21.10 TOTAL AREA(ACRES) = 13.70 PEAK FLOW RATE(CFS) = 21.10 FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 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.) = 25.81 RAINFALL INTENSITY(INCH /HR) = 2.57 AREA- AVERAGED Fm(INCH /HR) = 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 13.70 TOTAL STREAM AREA(ACRES) = 13.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.10 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 29.50 16.82 3.324 0.98( 0.57) 0.58 21.4 70.00 2 21.10 25.81 2.571 0.86( 0.86) 1.00 13.7 401.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 49.30 16.82 3.324 0.93( 0.65) 0.70 30.3 70.00 2 42.54 25.81 2.571 0.92( 0.68) 0.74 35.1 401.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.30 Tc(MIN.) = 16.82 EFFECTIVE AREA(ACRES) = 30.33 AREA - AVERAGED Fm(INCH /HR) = 0.65 AREA - AVERAGED Fp(INCH /HR) = 0.93 AREA- AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 36.90 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 400.00 = 1390.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 51 » »> COMPUTE TRAPEZOIDAL CHANNEL FLOW « <« » >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1465.90 DOWNSTREAM(FEET) = 1453.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1290.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 49.30 FLOW VELOCITY(FEET /SEC) = 5.99 FLOW DEPTH(FEET) = 1.12 TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 20.41 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 410.00 = 2680.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 08/08/01 Q -39 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 20.41 . * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.960 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 23.90 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 23.90 SUBAREA RUNOFF(CFS) = 45.17 EFFECTIVE AREA(ACRES) = 54.23 AREA- AVERAGED Fm(INCH /HR) = 0.74 AREA- AVERAGED Fp(INCH/HR) = 0.89 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 60.80 PEAK FLOW RATE(CFS) = 108.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1453.50 DOWNSTREAM(FEET) = 1438.07 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 58.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 108.11 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 20.42 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 411.00 = 2704.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 60.80 TC(MIN.) = 20.42 EFFECTIVE AREA(ACRES) = 54.23 AREA- AVERAGED Fm(INCH /HR)= 0.74 AREA - AVERAGED Fp(INCH /HR) = 0.89 AREA- AVERAGED Ap = 0.83 PEAK FLOW RATE(CFS) = 108.11 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 108.11 20.42 2.959 0.89( 0.74) 0.83 54.2 70.00 2 85.82 29.57 2.370 0.89( 0.75) 0.85 59.0 401.00 END OF RATIONAL METHOD ANALYSIS 08/08/01 Q -40 UNIT HYDROGRAPH & FLOOD ROUTING • 100 -yr, 25-yr, 10-yr & 2 -yr 06/25/01 F -1 Detention Basin with Pipe Outlet Basin Geometry Pipe Outlet SLOPE 3 :1 Diameter 1.75 ft TOP EL 8 ft Length ft X see below Slope ft/ft Y Upstream invert 0 ft C 0.6 DEPTH AREA VOLUME Head Q sf cf ac -ft ft cfs 0 3,268 0 0 0.0 0.0 1 4,147 3,708 0.09 1.0 8.2 2 5,088 8,325 0.19 - 2.0 11.6 3 6,094 13,916 0.32 3.0 14.2 4 7,164 20,545 0.47 4.0 16.4 _ 5 8,297 28,276 0.65 5.0 18.3 6.0 9,494 37,171 0.85 6.0 20.1 7.0 10,755 47,296 1.09 7.0 21.7 8.0 12,079 58,713 1.35 8.0 23.2 Dead Storage = 0 ac ft Basin Infiltration Fm(UH)= 0.42 in /hr Ap= 1 CN-AMCII 78 Fp= 0.42 Figure C-6 A= 3,268 sf assume bottom area only v= 9.72E -06 ft/sec convert Fm to ft/sec Q= 0.03 cfs "C's" from CE Ref. Manual, T17.5 C =Cv *Cc or King's 6/25/2001 detention.xls Project: TTM 16137 - Summit Heights - Forecast Homes Date: 6/21/2001 Engineer: Aaron Skeers Notes: 1st -24hr 2nd -24hr 1 Design Storm yr 100 • 2 Catchment Lag time (TC =14.3 min) hrs 0.19 3 Catchment Area acres 17.8 4 Base flow cfs /sq mi 0 5 S -graph valley /developed 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.62 8 Watershed area - averaged 5 - minute point rainfall inches 0.57 0.21 Watershed area - averaged 30 - minute point rainfall inches • 1.17 0.42 Watershed area- averaged 1 -hour point rainfall inches 1.55 0.56 Watershed area - averaged 3 -hour point rainfall inches 2.94 1.06 Watershed area - averaged 6 -hour point rainfall inches 4.40 1.58 Watershed area - averaged 24 -hour point rainfall inches 9.80 3.53 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.99 (Fig E-4) 30 -min 0.99 1 -hr 0.99 3 -hr 1 6 -hr 1 24 -hr 1 Slime detention.xls 6/25/2001 (") () TTM 16137 - Summit Heights / Forecast Homes 647 -1443 Detention Basin Return Period 100 'yr Low Loss Fraction & Maximum Loss Rate Cover Area % Soil type Area % CN -II CN -111 Ap S la Y Y (wght) Fp (F.0 -6), Fm 4 Fm (wght) Res: 3-4 du /ac 17.8 1.00 , A 17.8 i 1.00 32 52 0.6 9.23 1.85 ! 0.38 0.38 0.74 0.44 ! 0.44 17.8 17.8 Y= 0.38 1 Fm= 0.44 P -24 9.80 in Est Vol = , 6 ac -ft Low Loss Fraction,Y -bar = 0.621 AMC Type III Lag Time 24 -hr Rainfall (other than 100 yr) T 1 (yr) (in) Tc = 14.3 min 2 3.6 Lag = 11.4 min 100 9.8 ILag = 0.19 hr ' 100 9.8 Tributary area detention.xls 6/25/2001 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t"'s SMALL AREA UNIT HYDROGRAPH MODEL fir' (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com SUMMIT HEIGHTS - TRACT 16137 - 100 - year RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 17.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.620 TIME OF CONCENTRATION(MIN.) = 14.27 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.57 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.17 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.55 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 4.40 24 -HOUR POINT RAINFALL VALUE(INCHES) = 9.80 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 5.58 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 12.5 25.0 37.5 50.0 (HOURS) (AF) (CFS) 0.07 0.0000 0.00 Q . 0.30 0.0141 1.44 .Q . 0.54 0.0425 1.45 .Q . . . 0.78 0.0711 1.46 .Q . . . 1.02 0.0999 1.47 .Q . 1.25 0.1288 1.48 .Q . 1.49 0.1580 1.49 .Q . . . 1.73 0.1873 1.50 .Q . 1.97 0.2169 1.51 .Q . . . 2.21 0.2466 1.52 .Q . . . 2.44 0.2766 1.53 .Q . 2.68 0.3068 1.54 .Q . 2.92 0.3372 1.56 .Q . . 3.16 0.3679 1.56 .Q . 3.39 0.3988 1.58 .Q . . • 3.63 0.4299 1.59 .Q • 3.87 0.4613 1.61 .Q . . • 4.11 0.4929 1.61 .Q • 4.35 0.5248 1.63 .Q • 4.58 0.5570 1.64 .Q . . . 4.82 0.5894 1.66 .Q . r... 5.06 0.6222 1.67 .Q . . • 5.30 0.6552 1.69 .Q • 06/25/01 F-2 £ IO /SZI90 0' 98'T 9Z8O'S ZS•OZ 0' 16'1 9560'S 8Z'OZ • 0' 96'T 9LOO'S 60'OZ ' • 0' TO•Z 9896'6 18'61 • • 0' LO'Z S8Z6'6 LS'6T • ' 0' ET'Z ZL88'6 EE'6T 0' TZ•Z 9668'6 60'61 • • 0' 6Z•Z 6008'6 S8'81 ' 0' 8E'Z S6SL'6 Z9'8T • • ' 0' 66•Z L90L'6 8E•81 • ' 0 ' E9•Z 6959'6 6T'8T • • 0 ' 8L'Z ££09•6 06'LT • 0 • 96'Z OL6S•6 99'LT • • 0 • 8T'E 9986'6 E6•LI • • ' 0 • 66•E OTZb•6 6T'Lt • ' 0 • T6'E E86E'6 S6'9T • ' 0 ZO •S SO9Z'6 TL'91 • 0 8Z'6 0691'6 86'91 • 0 OE'96 6TL9'E 6Z'9T '0 • TL'TT 8TOT•E 00'9T • ' 0 • SL'9 IOZ6'Z 9L'ST ' 0 • ET'9 8E6L'Z ZS'ST • 0 • 06'S 9SL9'Z 6Z'ST • ' 0 ZE'6 ZSLS'Z SO'ST • ' 0 • 01'6 6Z66'Z I8'6T • ' 0 • SCE ZST6'Z LS'6T 0 ' T9'E 8ZTE'Z 6E'6T • 0 • LE'E Z,6LZ'Z OT•6T • • ' 0 • LZ•E 880Z•Z 98'C1 • 0 ' OT'E Z9IT'Z Z9•ET • • • ' 0 ' EO•E 6S80'Z. 8E'£T • 0 • 68'Z 8LZ0'Z STET°' • • 0 • E8'Z SIL6'T T6'ZT • 0 • ZL'Z 6916'1 L9'Zt • • 0 • 89 *Z 8E98'1 E6'ZT • • 0 • LS•Z EZT8'I 61'Z1 • • 0 • ES'Z ZZ9L'T 96'11 ' 0' S6'Z EEIL'T ZL'TI • ' 0' T6'Z S399•T 86'TT • • 0' SE'Z L819•I 6Z'TT • • 0' ZE'Z 6ZLS'I TO•TT • • 0' 9Z'Z 6LZS'T LL'OT • • 0' EZ•Z LE86'I ES'OI • • 0' BI'Z 6066'1 6Z'OT ' 0' 9T'Z LL6£'I SOOT • 0' I1•Z SSSE'T Z8'6 • 0' 60'Z S6IE'T 8S'6 • • 0' SO'Z 8ELZ'T 6E•6 ' 0' E0•Z LEEZ'T 01'6 0' 66'T Z66t't L8•8 • 0' L6'1 ZSST'T £9'8 0' 66'1 89TT•T 6£'8 0' Z6'T 88L0'T ST'8 • 0' 68•t ETPO'T 16'L • • ' 0' 88'1 EPOO'T 89•L • • ' 0' S8•T 9L96'0 66'L 0' £8•1 STE6'0 OZ'L • 0' 18'T LS68'0 96 "9 0" 6L'1 E098'0 ZL'9 • 0' LL'I ZSZB'0 66'9 ,erg • ' 0' 9L'T S06L'0 SZ'9 4i • • 0' £UT Z9SL'0 10'9 '...rot • • 0' ZL'T ZZZL'0 LL'S 0' OL'T 9889'0 6S'S 20.76 5.1188 1.82 .Q . . 20.99 5.1543 1.78 .Q , r 21.23 5.1889 1.75 .Q . Itmille 21.47 5.2229 1.71 .Q . 21.71 5.2563 1.68 .Q . 21.95 5.2890 1.65 .Q . . 22.18 5.3212 1.62 .Q . . . 22.42 5.3528 1.60 .Q . . 22.66 5.3840 1.57 .Q . . 22.90 5.4146 1.55 .Q . 23.14 5.4448 1.53 .Q . . 23.37 5.4746 1.50 .Q . . 23.61 5.5039 3.48 .Q . . 23.85 5.5329 1.46 .Q . 24.09 5.5615 1.44 .Q . 24.32 5.5757 0.00 Q . FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.270 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I 444 rrr 1 V effective depth I (and volume) 1 1 I I I detention 1 I V I basin )< - ->1 outflow 1 I 1 I 1 \ I I storage I basin outlet V OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 1.000 0.090 8.200* * 2.000 0.190 11.600 ** 3.000 0.320 14.200* * 4.000 0.470 16.400 ** 5.000 0.650 18.300* * 6.000 0.850 20.100 ** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2} {S +O *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 1.00 0.00941 0.17059 3 2.00 0.07600 0.30400 4 3.00 0.18044 0.45956 5 4.00 0.30882 0.63118 6 5.00 0.47015 0.82985 06/25/01 F-4 7 6.00 0.65246 1.04754 WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.065 0.000 0.00 0.00 0.00 0.000 0.303 0.000 1.44 0.17 0.68 0.015 0.541 0.000 1.45 0.18 1.40 0.016 0.779 0.000 1.46 0.18 1.45 0.016 1.017 0.000 1.47 0.18 1.46 0.016 1.254 0.000 1.48 0.18 1.47 0.016 1.492 0.000 1.49 0.18 1.48 0.016 1.730 0.000 1.50 0.18 1.49 0.016 1.968 0.000 1.51 0.18 1.50 0.017 2.206 0.000 1.52 0.19 1.51 0.017 2.444 0.000 1.53 0.19 1.52 0.017 2.681 0.000 1.54 0.19 1.54 0.017 2.919 0.000 1.56 0.19 1.55 0.017 3.157 0.000 1.56 0.19 1.56 0.017 3.395 0.000 1.58 0.19 1.57 0.017 3.633 0.000 1.59 0.19 1.58 0.017 3.871 0.000 1.61 0.20 1.60 0.018 4.108 0.000 1.61 0.20 1.61 0.018 4.346 0.000 1.63 0.20 1.62 0.018 4.584 0.000 1.64 0.20 1.64 0.018 4.822 0.000 1.66 0.20 1.65 0.018 ,r0'~ 5.060 0.000 1.67 0.20 1.66 0.018 ftlere 5.298 0.000 1.69 0.21 1.68 0.019 5.535 0.000 1.70 0.21 1.70 0.019 5.773 0.000 1.72 0.21 1.71 0.019 6.011 0.000 1.73 0.21 1.73 0.019 6.249 0.000 1.76 0.21 1.75 0.019 6.487 0.000 1.77 0.22 1.76 0.019 6.725 0.000 1.79 0.22 1.78 0.020 6.962 0.000 1.81 0.22 1.80 0.020 7.200 0.000 1.83 0.22 1.82 0.020 7.438 0.000 1.85 0.23 1.84 0.020 7.676 0.000 1.88 0.23 1.86 0.021 7.914 0.000 1.89 0.23 1.88 0.021 8.152 0.000 1.92 0.23 1.91 0.021 8.389 0.000 1.94 0.24 1.93 0.021 8.627 0.000 1.97 0.24 1.96 0.022 8.865 0.000 1.99 0.24 1.98 0.022 9.103 0.000 2.03 0.25 2.01 0.022 9.341 0.000 2.05 0.25 2.04 0.022 9.579 0.000 2.09 0.25 2.07 0.023 9.816 0.000 2.11 0.26 2.10 0.023 10.054 0.000 2.16 0.26 2.13 0.024 10.292 0.000 2.18 0.27 2.17 0.024 10.530 0.000 2.23. 0.27 2.20 0.024 10.768 0.000 2.26 0.28 2.24 0.025 11.005 0.000 2.32 0.28 2.29 0.025 11.243 0.000 2.35 0.29 2.33 0.026 11.481 0.000 2.41 0.29 2.38 0.026 11.719 0.000 2.45 0.30 2.43 0.027 11.957 0.000 2.53 0.31 2.48 0.028 .., - 12.195 0.000 2.57 0.31 2.54 0.028 r/ 12.432 0.000 2.68 0.33 2.62 0.029 06/25/01 F -5 12.670 0.000 2.72 0.33 2.70 0.030 12.908 0.000 2.83 0.34 2.77 0.031 r,.+► 13.146 0.000 2.89 0.35 2.86 0.032 Clare 13.384 0.000 3.03 0.37 2.95 0.033 13.622 0.000 3.10 0.38 3.06 0.034 13.859 0.000 3.27 0.40 3.18 0.036 14.097 0.000 3.37 0.41 3.32 0.037 14.335 0.000 3.61 0.44 3.48 0.040 14.573 0.000 3.75 0.46 3.67 0.041 14.811 0.000 4.10 0.50 3.91 0.045 15.049 0.000 4.32 0.53 4.19 0.047 15.286 0.000 5.90 0.71 5.06 0.064 15.524 0.000 6.13 0.75 5.96 0.067 • 15.762 0.000 6.75 0.82 6.41 0.074 16.000 0.000 11.71 1.50 8.31 0.140 16.238 0.000 46.30 5.57 14.62 0.763 16.476 0.000 4.28 4.13 17.99 0.494 16.713 0.000 5.02 2.80 15.17 0.294 16.951 0.000 3.91 1.50 11.79 0.140 17.189 0.000 3.49 0.65 7.61 0.059 17.427 0.000 3.18 0.40 4.32 0.036 17.665 0.000 2.96 0.36 3.14 0.033 17.903 0.000 2.78 0.34 2.88 0.031 18.141 0.000 2.63 0.32 2.71 0.029 18.378 0.000 2.49 0.30 2.57 0.027 18.616 0.000 2.38 0.29 2.44 0.026 18.854 0.000 2.29 0.28 2.34 0.025 19.092 0.000 2.21 0.27 2.25 0.024 19.330 0.000 2.13 0.26 2.17 0.023 19.568 0.000 2.07 0.25 2.11 0.023 19.805 0.000 2.01 0.25 2.04 0.022 20.043 0.000 1.96 0.24 1.99 0.022 �^- 20.281 0.000 1.91 0.23 1.94 0.021 20.519 0.000 1.86 0.23 1.89 0.020 20.757 0.000 1.82 0.22 1.84 0.020 20.995 0.000 1.78 0.22 1.80 0.020 21.232 0.000 1.75 0.21 1.77 0.019 21.470 0.000 1.71 0.21 1.73 0.019 21.708 0.000 1.68 0.21 1.70 0.018 21.946 0.000 1.65 0.20 1.67 0.018 22.184 0.000 1.62 0.20 1.64 0.018 22.422 0.000 1.60 0.19 1.61 0.018 22.659 0.000 1.57 0.19 1.59 0.017 22.897 0.000 1.55 0.19 1.56 0.017 23.135 0.000 1.53 0.19 1.54 0.017 23.373 0.000 1.50 0.18 1.52 0.017 23.611 0.000 1.48 0.18 1.49 0.016 23.849 0.000 1.46 0.18 1.47 0.016 24.086 0.000 1.44 0.18 1.45 0.016 24.324 0.000 0.00 0.01 0.76 0.001 1 06/25101 F -6 Project: TTM 16137 - Summit Heights - Forecast Homes Date: 6/21/2001 Engineer: Aaron Skeers Notes: 1st -24hr 2nd -24hr 1 Design Storm yr 25 2 Catchment Lag time (TC =14.3 min) hrs 0.19 3 Catchment Area acres 17.8 4 Base flow cfs /sq mi 0 5 S -graph valley /developed 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.71 8 Watershed area - averaged 5 - minute point rainfall inches 0.46 0.17 Watershed area - averaged 30 - minute point rainfall inches 0.95 0.34 ,�. Watershed area - averaged 1 -hour point rainfall inches 1.25 0.45 Watershed area - averaged 3 -hour point rainfall inches 2.35 0.85 Watershed area - averaged 6 -hour point rainfall inches 3.50 1.26 Watershed area - averaged 24 -hour point rainfall inches 7.60 2.74 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.99 (Fig E-4) 30 -min 0.99 1 -hr 0.99 3 -hr 1 6 -hr 1 24 -hr 1 detention.xls 6/25/2001 TTM 16137 - Summit Heights / Forecast Homes 647 -1443 Detention Basin Return Period 25 Iyr Low Loss Fraction & Maximum Loss Rate Cover Area % Soil type Area % CN -II CN -III Ap S la ; Y Y (wght) Fp (F.0 -6) Fm i Fm (wght) Res: 3-4 du /ac 17.8 • 1.00 A 17.8 { 1.00 32 52 0.6 9.23 1.85 0.29 0.29 0.74 0.44 0.44 17.8 17.8 Y= 0.29 I Fm= 0.44 P -24 7.60 in Est Vol = 3 ac -ft Low Loss Fraction,Y -bar = 0.711 AMC Type III Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 14.3 min 2 3.6 Lag = 11.4 min 100 9.8 (Lag = 0.19 hr ' 25 7.6 Tributary area detention.xls 6/25/2001 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com SUMMIT HEIGHTS - TRACT 16137 - 25 - year RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 17.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.710 TIME OF CONCENTRATION(MIN.) = 14.30 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.46 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.95 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 24 -HOUR POINT RAINFALL VALUE(INCHES) = 7.60 i TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 3.47 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 7.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) 0.03 0.0000 0.00 Q . t 0.27 0.0081 0.82 Q . 0.51 0.0244 0.83 Q . 0.75 0.0408 0.83 Q . . 0.98 0.0573 0.84 Q . . 1.22 0.0740 0.85 Q . . 1.46 0.0907 0.85 Q . . 1.70 0.1076 0.86 Q . 1.94 0.1246 0.87 Q . . 2.18 0.1417 0.87 Q . • 2.41 0.1589 0.88 Q . • 2.65 0.1763 0.88 Q . • 2.89 0.1938 0.89 Q . . 3.13 0.2115 0.90 Q . • 3.37 0.2293 0.91 Q . 3.61 0.2472 0.91 Q . • 3.85 0.2653 0.92 Q . • 4.08 0.2835 0.93 Q . . • • 4.32 0.3019 0.94 Q . 4.56 0.3205 0.95 Q . . • • 4.80 0.3392 0.96 Q . • 5.04 0.3581 0.96 Q • Iiiiile 5.28 0.3772 0.98 Q • 06/25/01 F -7 5.51 0.3965 0.98 Q . . . 5.75 0.4159 0.99 Q . . . 5.99 0.4356 1.00 .Q . . . Swe 6.23 0.4555 1.02 .Q . . . 6.47 0.4755 1.02 .Q . . . 6.70 0.4958 1.04 .Q . . 6.94 0.5163 1.05 .Q . . . 7.18 0.5371 1.06 .Q . . . 7.42 0.5581 1.07 .Q . . . 7.66 0.5793 1.09 .Q . . . 7.90 0.6008 1.10 .Q . . 8.14 0.6226 1.12 .Q . . . 8.37 0.6447 1.13 .Q . . . 8.61 0.6671 1.15 .Q . . . 8.85 0.6897 1.16 .Q . . . 9.09 0.7127 1.18 .Q 9.33 0.7361 1.19 .0 • . . 9.57 0.7598 1.22 .Q 9.80 0.7839 1.23 .0 . . . 10.04 0.8084 1.26 .Q . . . 10.28 0.8333 1.27 .Q . . . 10.52 0.8586 1.30 .Q . . . 10.76 0.8844 1.32 .0 . . . 10.99 0.9108 1.35 .Q . . . 11.23 0.9376 1.37 .Q . . . 11.47 0.9651 1.41 .Q . . . 11.71 0.9931 1.44 .Q . . . 11.95 1.0219 1.48 .Q . . . 12.19 1.0514 1.51 .Q . . . 12.43 1.0821 1.60 .Q . . . 12.66 1.1140 1.63 .Q . . . 12.90 1.1468 1.70 .Q . . . 13.14 1.1806 1.74 .Q . . . 13.38 1.2156 1.82 .Q . . . 13.62 1.2519 1.86 .Q . . . 13.85 1.2897 1.97 .Q . . . 14.09 1.3291 2.03 . Q . . . 14.33 1.3705 2.17 . Q . . . 14.57 1.4141 2.26 . Q . . . 14.81 1.4607 2.47 . Q . . . 15.05 1.5107 2.61 . Q . . . 15.28 1.5681 3.21 . Q . . . 15.52 1.6336 3.43 . Q . . . 15.76 1.7057 3.89 . Q . . . 16.00 1.8255 8.27 . Q . . . 16.24 2.2638 36.24 . . . . Q . 16.48 2.6461 2.57 . Q . . . 16.72 2.6988 2.77 . Q . . 16.95 2.7493 2.36 . Q . . . 17.19 2.7931 2.10 . Q . . . 17.43 2.8327 1.91 .Q . . . 17.67 2.8690 1.78 .Q . . . 17.91 2.9029 1.67 .Q . . . 18.14 2.9348 1.58 .Q . . . 18.38 2.9647 1.46 .0 . . . 18.62 2.9928 1.39 .Q . . . 18.86 3.0197 1.34 .Q . . . 19.10 3.0455 1.29 .Q . . . 19.34 3.0704 1.24 .Q . . . 19.58 3.0945 1.20 .Q . . . 19.81 3.1178 1.17 .Q . . . 20.05 3.1405 1.14 .Q . . eo."- 20.29 3.1626 1.11 .Q . . . err° 20.53 3.1841 1.08 .Q . . . 06/25/01 F -8 20.77 3.2051 1.05 .Q . . 21.01 3.2256 1.03 .Q . . (::: 21.24 3.2457 1.01 .Q 21.48 3.2654 0.99 Q 21.72 3.2846 0.97 Q . 21.96 3.3035 0.95 Q . 22.20 3.3221 0.93 Q . . 22.43 3.3404 0.92 Q . 22.67 3.3583 0.90 Q . . 22.91 3.3759 0.89 Q . 23.15 3.3933 0.88 Q . 23.39 3.4104 0.86 Q . 23.63 3.4773 0.85 Q . . 23.86 3.4439 0.84 Q . . 24.10 3.4603 0.83 Q . 24.34 3.4685 0.00 Q . FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.300 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW 1 1 I V effective depth I (and volume) I I 1 I I detention 1 I V I basin I < - - >1 outflow 1 1 I 1 1 \ 1 I storage I basin outlet V OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 1.000 0.090 8.200* * 2.000 0.190 11.600 ** 3.000 0.320 14.200* * 4.000 0.470 16.400 ** 5.000 0.650 18.300* * 6.000 0.850 20.100 ** 7.000 1.090 21.700* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2) {S +0 *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 1.00 0.00924 0.17076 3 2.00 0.07576 0.30424 4 3.00 0.18015 0.45985 E 5 4.00 0.30848 0.63152 Nia lie 6 5.00 0.46977 0.83023 06/25/01 F -9 7 6.00 0.65205 1.04795 8 7.00 0.87629 1.30371 (::: WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.032 0.000 0.00 0.00 0.00 0.000 0.270 0.000 0.82 0.10 0.39 0.009 0.508 0.000 0.83 0.10 0.80 0.009 0.747 0.000 0.83 0.10 0.83 0.009 0.985 0.000 0.84 0.10 0.84 0.009 1.223 0.000 0.85 0.10 0.84 0.009 1.462 0.000 0.85 0.10 0.85 0.009 1.700 0.000 0.86 0.10 0.86 0.009 1.938 0.000 0.87 0.11 0.86 0.010 2.177 0.000 0.87 0.11 0.87 0.010 2.415 0.000 0.88 0.11 0.88 0.010 2.653 0.000 0.88 0.11 0.88 0.010 2.892 0.000 0.89 0.11 0.89 0.010 3.130 0.000 0.90 0.11 0.90 0.010 3.368 0.000 0.91 0.11 0.90 0.010 3.607 0.000 0.91 0.11 0.91 0.010 3.845 0.000 0.92 0.11 0.92 0.010 4.083 0.000 0.93 0.11 0.93 0.010 4.322 0.000 0.94 0.11 0.93 0.010 4.560 0.000 0.95 0.12 0.94 0.010 ,.e- 4.798 0.000 0.96 0.12 0.95 0.010 %Wiwi 5.037 0.000 0.96 0.12 0.96 0.011 5.275 0.000 0.98 0.12 0.97 0.011 5.513 0.000 0.98 0.12 0.98 0.011 5.752 0.000 0.99 0.12 0.99 0.011 5.990 0.000 1.00 0.12 1.00 0.011 6.228 0.000 1.02 0.12 1.01 0.011 6.467 0.000 1.02 0.12 1.02 0.011 6.705 0.000 1.04 0.13 1.03 0.011 6.943 0.000 1.05 0.13 1.04 0.011 7.182 0.000 1.06 0.13 1.05 0.012 7.420 0.000 1.07 0.13 1.07 0.012 7.658 0.000 1.09 0.13 1.08 0.012 7.897 0.000 1.10 0.13 1.09 0.012 8.135 0.000 1.12 0.14 1.11 0.012 8.373 0.000 1.13 0.14 1.12 0.012 8.612 0.000 1.15 0.14 1.13 0.013 8.850 0.000 1.16 0.14 1.15 0.013 9.088 0.000 1.18 0.14 1.17 0.013 9.327 0.000 1.19 0.15 1.18 0.013 9.565 0.000 1.22 0.15 1.20 0.013 9.803 0.000 1.23 0.15 1.22 0.013 10.042 0.000 1.26 0.15 1.24 0.014 10.280 0.000 1.27 0.15 1.26 0.014 10.518 0.000 1.30 0.16 1.29 0.014 10.757 0.000 1.32 0.16 1.31 0.014 10.995 0.000 1.35 0.16 1.34 0.015 11.233 0.000 1.37 0.17 1.36 0.015 11.472 0.000 1.41 0.17 1.39 0.015 11.710 0.000 1.44 0.17 1.42 0.016 •- 11.948 0.000 1.48 0.18 1.46 0.016 12.187 0.000 1.51 0.18 1.50 0.017 06/25/01 F -10 12.425 0.000 1.60 0.19 1.56 0.018 12.663 0.000 1.63 0.20 1.62 0.018 "e^ 12.902 0.000 1.70 0.21 1.66 0.019 13.140 0.000 1.74 0.21 1.72 0.019 13.378 0.000 1.82 0.22 1.77 0.020 13.617 0.000 1.86 0.23 1.84 0.020 13.855 0.000 1.97 0.24 1.91 0.022 14.093 0.000 2.03 0.25 2.00 0.022 14.332 0.000 2.17 0.26 2.10 0.024 14.570 0.000 2.26 0.27 2.21 0.025 14.808 0.000 2.47 0.30 2.36 0.027 15.047 0.000 2.61 0.32 2.53 0.029 15.285 0.000 3.21 0.39 2.89 0.035 15.523 0.000 3.43 0.42 3.30 0.038 15.762 0.000 3.89 0.47 3.64 0.042 16.000 0.000 8.27 0.98 5.95 0.088 16.238 0.000 36.24 4.46 12.65 0.553 16.477 0.000 2.57 2.83 15.52 0.298 16.715 0.000 2.77 1.35 11.57 0.125 16.953 0.000 2.36 0.46 6.58 0.041 17.192 0.000 2.10 0.27 2.98 0.024 17.430 0.000 1.91 0.24 2.06 0.021 17.668 0.000 1.78 0.22 1.86 0.020 17.907 0.000 1.67 0.20 1.73 0.018 18.145 0.000 1.58 0.19 1.63 0.017 18.383 0.000 1.46 0.18 1.52 0.016 18.622 0.000 1.39 0.17 1.43 0.015 18.860 0.000 1.34 0.16 1.37 0.015 19.098 0.000 1.29 0.16 1.31 0.014 19.337 0.000 1.24 0.15 1.27 0.014 19.575 0.000 1.20 0.15 1.23 0.013 19.813 0.000 1.17 0.14 1.19 0.013 '°" 20.052 0.000 1.14 0.14 1.15 0.012 , 20.290 0.000 1.11 0.14 1.12 0.012 20.528 0.000 1.08 0.13 1.09 0.012 20.767 0.000 1.05 0.13 1.07 0.012 21.005 0.000 1.03 0.13 1.04 0.011 21.243 0.000 1.01 0.12 1.02 0.011 21.482 0.000 0.99 0.12 1.00 0.011 21.720 0.000 0.97 0.12 0.98 0.011 21.958 0.000 0.95 0.12 0.96 0.010 22.197 0.000 0.93 0.11 0.94 0.010 22.435 0.000 0.92 0.11 0.93 0.010 22.673 0.000 0.90 0.11 0.91 0.010 22.912 0.000 0.89 0.11 0.90 0.010 23.150 0.000 0.88 0.11 0.88 0.010 23.388 0.000 0.86 0.11 0.87 0.009 23.627 0.000 0.85 0.10 0.86 0.009 23.865 0.000 0.84 0.10 0.85 0.009 24.103 0.000 0.83 0.10 0.83 0.009 24.342 0.000 0.00 0.01 0.44 0.000 1 rre 06/25/01 F -11 Project: TTM 16137 - Summit Heights - Forecast Homes Date: 6/21/2001 Engineer: Aaron Skeers Notes: 1st -24hr 2nd -24hr 1 Design Storm yr 10 2 Catchment Lag time (TC =14.4 min) hrs 0.19 3 Catchment Area acres 17.8 4 Base flow cfs /sq mi 0 5 S -graph valley /developed 6 Maximum loss rate, Fm in /hr 0.44 7 Low Toss fraction, Y -bar 0.78 8 Watershed area - averaged 5 - minute point rainfall inches 0.39 0.14 Watershed area - averaged 30 - minute point rainfall inches 0.80 0.29 .-. Watershed area - averaged 1 -hour point rainfall inches 1.05 0.38 t tore Watershed area- averaged 3 -hour point rainfall inches 1.96 0.70 Watershed area - averaged 6 -hour point rainfall inches 2.90 1.04 Watershed area - averaged 24 -hour point rainfall inches 6.20 2.23 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.99 (Fig E-4) 30 -min 0.99 1 -hr 0.99 3 -hr 1 6 -hr 1 24 -hr 1 detention.xls 6/25/2001 TTM 16137 - Summit Heights / Forecast Homes 647 -1443 Detention Basin Return Period' 10 Iyr Low Loss Fraction & Maximum Loss Rate Cover Area % Soil type Area % CN -II CN -III Ap S la Y Y (wght) Fp (F.0 -6) Fm Fm (wght) Res: 3-4 du /ac 17.8 1.00 A 17.8 1.00 32 52 0.6 9.23 1.85 0.22 0.22 0.74 0.44 , 0.44 17.8 17.8 Y= 0.22 1 Fm= 0.44 P -24 6.15 in Est Vol = 2 ac -ft Low Loss Fraction,Y -bar = 0.781 AMC Type 111 Lag Time 24 -hr Rainfall (other than 100 yr) T f (yr) (in) Tc = 14.4 min 2 3.6 Lag = 11.5 min 100 9.8 [Lag = 0.19 hr 1 10 6.15 Tributary area • detention.xls 6/25/2001 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (:: SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com SUHMIT HEIGHTS - TRACT 16137 - 10 -year RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 17.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.780 TIME OF CONCENTRATION(MIN.) = 14.40 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.39 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.80 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.05 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.96 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.90 24 -HOUR POINT RAINFALL VALUE(INCHES) = 6.20 fty TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.27 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 6.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.16 0.0000 0.00 Q . . 0.40 0.0000 0.50 Q . . 0.64 0.0100 0.50 Q . 0.88 0.0200 0.51 Q . . 1.12 0.0302 0.51 Q . 1.36 0.0404 0.52 Q . . 1.60 0.0507 0.52 Q • . . 1.84 0.0610 0.52 Q . . 2.08 0.0715 0.53 Q . . 2.32 0.0820 0.53 Q . . 2.56 0.0926 0.54 Q . . 2.80 0.1032 0.54 Q . 3.04 0.1140 0.54 Q . . 3.28 0.1249 0.55 Q . • 3.52 0.1358 0.55 Q . • 3.76 0.1469 0.56 Q . • 4.00 0.1580 0.56 Q . • 4.24 0.1692 0.57 Q . • 4.48 0.1806 0.57 Q . 4.72 0.1920 0.58 Q . 4.96 0.2036 0.58 Q • . • • #."' 5.20 0.2152 0.59 Q • . • NOW 5.44 0.2270 0.60 Q • . . 06/25/01 F -12 5.68 0.2389 0.60 Q . . 5.92 0.2510 0.61 Q . . (::: 6.16 0.2631 0.62 Q . 6.40 0.2754 0.62 Q . 6.64 0.2878 0.63 Q . . 6.88 0.3004 0.64 Q . . 7.12 0.3131 0.65 Q . . 7.36 0.3260 0.65 Q . . 7.60 0.3390 0.66 Q . . 7.84 0.3522 0.67 Q . . 8.08 0.3655 0.68 Q . . 8.32 0.3791 0.69 Q . . . 8.56 0.3928 0.70 Q . . . 8.80 0.4067 0.71 Q . . . 9.04 0.4209 0.72 Q . . . ' 9.28 0.4352 0.73 Q . . . 9.52 0.4498 0.74 0 . . . 9.76 0.4646 0.75 .Q . . . 10.00 0.4797 0.77 .Q . . . 10.24 0.4950 0.78 .Q . . 10.48 0.5106 0.80 .Q . . . 10.72 0.5265 0.81 .Q . 10.96 0.5427 0.83 .Q . . . 11.20 0.5593 0.84 .Q . . 11.44 0.5762 0.87 .Q . . . 11.68 0.5936 0.88 .Q . . . 11.92 0.6113 0.91 .Q . . . 12.16 0.6295 0.93 .Q . . . 12.40 0.6485 0.99 .Q . . . 12.64 0.6683 1.01 .Q . . . 12.88 0.6887 1.05 .Q . . . 13.12 0.7097 1.07 .Q . . . 13.36 0.7315 1.12 .Q . . . ftrit■ 13.60 0.7541 1.15 .Q . . . 13.84 0.7777 1.22 .Q . . . 14.08 0.8022 1.26 .Q . . 14.32 0.8282 1.36 .Q . . . 14.56 0.8556 1.41 .Q . . . 14.80 0.8850 1.55 . Q . . . 15.04 0.9165 1.63 . Q . . 15.28 0.9512 1.87 . Q . . . 15.52 0.9888 1.93 . Q . . 15.76 1.0280 2.03 . Q . . . 16.00 1.1047 5.70 . Q . . . 16.24 1.4535 29.47 . . Q. 16.48 1.7618 1.62 . Q . . . 16.72 1.7951 1.74 . Q . . 16.96 1.8269 1.47 .Q . . . 17.20 1.8545 1.31 .Q . . 17.44 1.8792 1.19 .Q . . . 17.68 1.9018 1.10 .Q . . . 17.92 1.9229 1.03 .Q . . . 18.16 1.9427 _ 0.97 .Q . . 18.40 1.9612 0.89 .Q . . . 18.64 1.9786 0.85 .Q . . ' 18.88 1.9951 0.82 .Q . . . 19.12 2.0110 0.79 .Q . . 19.36 2.0264 0.76 .Q . . . 19.60 2.0412 0.73 Q . . 19.84 2.0555 0.71 Q . . . . 20.08 2.0695 0.69 Q . . . 20.32 2.0830 0.67 Q . , 20.56 2.0962 0.66 Q . . . 20.80 2.1091 0.64 Q . . , 06/25/01 F -13 21.04 2.1216 0.63 Q . . . 21.28 2.1339 0.61 Q . . . ,e+. 21.52 2.1460 0.60 Q . . 21.76 2.1577 0.59 Q . 22.00 2.1693 0.58 Q . . 22.24 2.1806 0.57 Q . . 22.48 2.1918 0.56 Q . 22.72 2.2027 0.55 4 . . 22.96 2.2135 0.54 Q . 23.20 2.2241 0.53 Q 23.44 2.2345 0.52 Q . 23.68 2.2448 0.51 Q . 23.92 2.2549 0.51 Q . . 24.16 2.2649 0.50 Q . 24.40 2.2699 0.00 Q . . . . FLOW- THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.400 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW 1 1 1 ‘4Wri V effective depth 1 (and volume) 1 1 I I 1 detention 1 1 V 1 basin 1 < - - >1 outflow I 1 I 1 1 \ 1 I storage 1 basin outlet V OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 1.000 0.090 8.200* * 2.000 0.190 11.600 ** 3.000 0.320 14.200* * 4.000 0.470 16.400 ** 5.000 0.650 18.300* * 6.000 0.850 20.100 ** 7.000 1.090 21.700* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- 0 *DT /2} {S +0 *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 1.00 0.00868 0.17132 3 2.00 0.07496 0.30504 4 3.00 0.17917 0.46083 5 4.00 0.30736 0.63264 6 5.00 0.46851 0.83149 loliaire 7 6.00 0.65066 1.04934 06/25/01 F -14 8 7.00 0.87479 1.30521 WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) /p DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.160 0.000 0.00 0.00 0.00 0.000 0.400 0.000 0.50 0.06 0.24 0.005 _ 0.640 0.000 0.50 0.06 0.49 0.006 0.880 0.000 0.51 0.06 0.51 0.006 1.120 0.000 0.51 0.06 0.51 0.006 1.360 0.000 0.52 0.06 0.51 0.006 1.600 0.000 0.52 0.06 0.52 0.006 1.840 0.000 0.52 0.06 0.52 0.006 2.080 0.000 0.53 0.06 0.53 0.006 2.320 0.000 0.53 0.06 0.53 0.006 2.560 0.000 0.54 0.07 0.53 0.006 2.800 0.000 0.54 0.07 0.54 0.006 3.040 0.000 0.54 0.07 0.54 0.006 3.280 0.000 0.55 0.07 0.55 0.006 . 3.520 0.000 0.55 0.07 0.55 0.006 3.760 0.000 0.56 0.07 0.56 0.006 4.000 0.000 0.56 0.07 0.56 0.006 4.240 0.000 0.57 0.07 0.57 0.006 4.480 0.000 0.57 0.07 0.57 0.006 4.720 0.000 0.58 0.07 0.58 0.006 4.960 0.000 0.58 0.07 0.58 0.006 r^ 5.200 0.000 0.59 0.07 0.59 0.006 NNW 5.440 0.000 0.60 0.07 0.59 0.007 5.680 0.000 0.60 0.07 0.60 0.007 5.920 0.000 0.61 0.07 0.61 0.007 6.160 0.000 0.62 0.08 0.61 0.007 6.400 0.000 0.62 0.08 0.62 0.007 6.640 0.000 0.63 0.08 0.63 0.007 6.880 0.000 0.64 0.08 0.63 0.007 7.120 0.000 0.65 0.08 0.64 0.007 7.360 0.000 0.65 0.08 0.65 0.007 7.600 0.000 0.66 0.08 0.66 0.007 7.840 0.000 0.67 0.08 0.66 0.007 8.080 0.000 0.68 0.08 0.67 0.007 8.320 0.000 0.69 0.08 0.68 0.008 8.560 0.000 0.70 0.09 0.69 0.008 8.800 0.000 0.71 0.09 0.70 0.008 9.040 0.000 0.72 0.09 0.71 0.008 9.280 0.000 0.73 0.09 0.72 0.008 9.520 0.000 0.74 0.09 0.73 0.008 9.760 0.000 0.75 0.09 0.75 0.008 10.000 0.000 0.77 0.09 0.76 0.008 10.240 0.000 0.78 0.09 0.77 0.009 10.48.0 0.000 0.80 0.10 0.79 0.009 10.720 0.000 0.81 0.10 0.80 0.009 10.960 0.000 0.83 0.10 0.82 0.009 11.200 0.000 0.84 0.10 0.83 0.009 11.440 0.000 0.87 0.11 0.85 0.009 11.680 0.000 0.88 0.11 0.87 0.010 11.920 0.000 0.91 0.11 0.89 0.010 12.160 0.000 0.93 0.11 0.92 0.010 0 ..- 12.400 0.000 0.99 0.12 0.96 0.011 12.640 0.000 1.01 0.12 1.00 0.011 06/25/01 F -15 12.880 0.000 1.05 0.13 1.03 0.011 13.120 0.000 1.07 0.13 1.06 0.012 13.360 0.000 1.12 0.14 1.10 0.012 13.600 0.000 1.15 0.14 1.14 0.013 13.840 0.000 1.22 0.15 1.18 0.013 14.080 0.000 1.26 0.15 1.24 0.014 14.320 0.000 1.36 0.16 1.30 0.015 14.560 0.000 1.41 0.17 1.38 0.015 14.800 0.000 1.55 0.19 1.47 0.017 15.040 0.000 1.63 0.20 1.58 0.018 15.280 0.000 1.87 0.23 1.74 0.020 15.520 0.000 1.93 0.23 1.89 0.021 15.760 0.000 2.03 0.25 1.97 0.022 16.000 0.000 5.70 0.67 3.77 0.061 16.240 0.000 29.47 3.75 10.69 0.433 16.480 0.000 1.62 2.02 13.75 0.192 16.720 0.000 1.74 0.65 8.49 0.058 16.960 0.000 1.47 0.20 3.50 0.018 17.200 0.000 1.31 0.16 1.50 0.015 17.440 0.000 1.19 0.15 1.26 0.013 17.680 0.000 1.10 0.13 1.15 0.012 17.920 0.000 1.03 0.13 1.07 0.011 18.160 0.000 0.97 0.12 1.00 0.011 18.400 0.000 0.89 0.11 0.94 0.010 18.640 0.000 0.85 0.10 0.88 0.009 18.880 0.000 0.82 0.10 0.84 0.009 19.120 0.000 0.79 0.10 0.80 0.009 19.360 0.000 0.76 0.09 0.77 0.008 19.600 0.000 0.73 0.09 0.75 0.008 19.840 0.000 0.71 0.09 0.72 0.008 20.080 0.000 0.69 0.08 0.70 0.008 20.320 0.000 0.67 0.08 0.68 0.007 ..°-- 20.560 0.000 0.66 0.08 0.67 0.007 20.800 0.000 0.64 0.08 0.65 0.007 21.040 0.000 0.63 0.08 0.63 0.007 21.280 0.000 0.61 0.07 0.62 0.007 21.520 0.000 0.60 0.07 0.61 0.007 21.760 0.000 0.59 0.07 0.59 0.006 22.000 0.000 0.58 0.07 0.58 0.006 22.240 0.000 0.57 0.07 0.57 0.006 22.480 0.000 0.56 0.07 0.56 0.006 22.720 0.000 0.55 0.07 0.55 0.006 22.960 0.000 0.54 0.07 0.54 0.006 23.200 0.000 0.53 0.06 0.53 0.006 23.440 0.000 0.52 0.06 0.53 0.006 23.680 0.000 0.51 0.06 0.52 0.006 23.920 0.000 0.51 0.06 0.51 0.006 24.160 0.000 0.50 0.06 0.50 0.005 24.400 0.000 0.00 0.00 0.26 0.000 1 06/25/01 F -16 Project: TTM 16137 - Summit Heights - Forecast Homes Date: 6/21/2001 Engineer: Aaron Skeers Notes: 1st -24hr 2nd -24hr 1 Design Storm yr 2 2 Catchment Lag time (TC =14.6 min) hrs 0.19 3 Catchment Area acres 17.8 4 Base flow cfs /sq mi 0 5 S -graph valley /developed 6 Maximum loss rate, Fm in /hr 0.44 7 Low loss fraction, Y -bar 0.92 8 Watershed area - averaged 5 - minute point rainfall inches 0.26 0.09 Watershed area - averaged 30 - minute point rainfall inches 0.53 0.19 Watershed area - averaged 1 -hour point rainfall inches 0.70 0.25 Watershed area - averaged 3 -hour point rainfall inches 1.29 0.46 Watershed area - averaged 6 -hour point rainfall inches 1.90 0.68 Watershed area - averaged 24 -hour point rainfall inches 3.60 1.30 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.99 (Fig E-4) 30 -min 0.99 1 -hr 0.99 3 -hr 1 6 -hr 1 24 -hr 1 detention.xls 6/25/2001 () TTM 16137 - Summit Heights / Forecast Homes 647 -1443 Detention Basin Return Period' 2 Iyr Low Loss Fraction & Maximum Loss Rate Cover Area % Soil type Area , % CN -II CN -III Ap S la Y Y (wght) Fp (F.C-6) Fm I Fm (wght) Res: 3-4 du /ac 17.8 1.00 A 17.8 ` 1.00 32 52 0.6 9.23 1.85 0.08 0.08 0.74 0.44 0.44 17.8 17.8 Y= 0.08 1 Fm= 0.44 P -24 3.60 in Est Vol = 0 ac -ft Low Loss Fraction,Y -bar = 0.921 AMC Type III Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 14.6 min 2 3.6 Lag = 11.7 min 100 9.8 'Lag = 0.19 hr 1 2 3.6 Tributary area detention.xis 6/25/2001 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (::: SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole @madolerc.com SUMMIT HEIGHTS - TRACT 16137 - 2 -year RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 17.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.440 LOW LOSS FRACTION = 0.920 TIME OF CONCENTRATION(MIN.) = 14.60 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.29 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.90 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.60 I klarsse TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.75 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.18 0.0007 0.09 Q . . . 0.43 0.0025 0.09 Q . 0.67 0.0043 0.09 Q . 0.91 0.0061 0.09 Q . . 1.16 0.0079 0.09 Q . . . 1.40 0.0098 0.09 Q . . . 1.64 0.0116 0.09 Q . . . 1.89 0.0135 0.09 Q . . . 2.13 0.0154 0.10 Q . . • 2.37 0.0173 0.10 Q . . . 2.62 0.0193 0.10 Q . • 2.86 0.0212 0.10 Q . . . 3.10 0.0232 0.10 Q . . . 3.35 0.0252 0.10 Q . . . 3.59 0.0272 0.10 Q . • 3.83 0.0293 0.10 Q . . . 4.08 0.0313 0.10 Q . . . 4.32 0.0334 0.10 Q . . . 4.56 0.0355 0.11 Q . . . 4.81 0.0376 0.11 Q . . . 5.05 0.0398 0.11 Q . • ,� 5.29 0.0420 0.11 Q . . . Lee 5.54 0.0442 0.11 Q . . • 06/25/01 F -17 5.78 0.0464 0.11 Q . . 6.02 0.0487 0.11 Q . . 6.27 0.0509 0.11 Q . . 6.51 0.0533 0.12 Q . . 6.75 0.0556 0.12 Q . . 7.00 0.0580 0.12 Q . . 7.24 0.0604 0.12 Q . . 7.48 0.0629 0.12 Q . . 7.73 0.0654 0.12 Q . . 7.97 0.0679 0.13 Q . . 8.21 0.0705 0.13 Q . . 8.46 0.0731 0.13 Q . . 8.70 0.0757 0.13 Q . . 8.94 0.0784 0.14 Q . . 9.19 0.0812 0.14 Q . . 9.43 0.0840 0.14 Q . . 9.67 0.0869 0.14 Q . . 9.92 0.0898 0.15 Q . . 10.16 0.0928 0.15 Q . . 10.40 0.0958 0.15. Q . . 10.65 0.0989 0.16 Q . . 10.89 0.1021 0.16 Q . . 11.13 0.1054 0.16 Q . . 11.38 0.1087 0.17 Q . 11.62 0.1122 0.17 Q . . 11.86 0.1157 0.18 Q . . 12.11 0.1194 0.18 Q . . 12.35 0.1236 0.23 Q . . 12.59 0.1283 0.24 Q . . 12.84 0.1331 0.25 Q . . 13.08 0.1381 0.25 Q . . 13.32 0.1433 0.26 Q . . 13.57 0.1487 0.27 Q . . ' 13.81 0.1543 0.29 Q . . 14.05 0.1601 0.30 Q . . 14.30 0.1663 0.32 Q . . 14.54 0.1728 0.33 Q . . 14.78 0.1797 0.36 Q . . 15.03 0.1872 0.38 Q . . 15.27 0.1955 0.44 Q . . 15.51 0.2046 0.46 Q . . 15.76 0.2141 0.49 Q . . 16.00 0.2318 1.26 .Q . . 16.24 0.4456 20.00 . . . Q . 16.49 0.6507 0.40 Q . . 16.73 0.6588 0.41 Q . . 16.97 0.6663 0.34 Q . . 17.22 0.6729 0.31 Q . . 17.46 0.6787 0.28 Q . . 17.70 0.6841 0.26 Q . . 17.95 0.6891 0.24 Q . . 18.19 0.6937 0.21 Q . . 18.43 0.6976 0.18 Q . . 18.68 0.7011 0.17 Q . . 18.92 0.7044 0.16 Q . . 19.16 0.7075 0.15 Q . . 19.41 0.7105 0.15 Q . . 19.65 0.7133 0.14 Q . . 19.89 0.7161 0.13 Q . . 20.14 0.7187 0.13 Q . . 20.38 0.7213 0.13 Q . . 20.62 0.7238 0.12 Q . . 20.87 0.7262 0.12 Q . . 21.11 0.7286 0.12 Q . . 06/25/01 F -18 21.35 0.7309 0.11 Q . . 21.60 0.7331 0.11 Q . . (:: 21.84 0.7353 0.11 Q 22.08 0.7374 0.10 Q 22.33 0.7395 0.10 Q . . 22.57 0.7415 0.10 Q . . . 22.81 0.7435 0.10 Q . . 23.06 0.7455 0.10 Q . . . 23.30 0.7474 0.09 Q . 23.54 0.7493 0.09 Q . . . 23.79 0.7511 0.09 Q . . 24.03 0.7529 0.09 Q . . . 24.27 0.7538 0.00 Q . . FLOW - THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.600 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 , INFLOW I I I V effective depth L. I (and volume) L. I I I I I detention I I V I basin 1 < - - >1 outflow I I I I I \ I I storage I basin outlet V OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * * (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * * 0.000 0.000 0.000 ** 1.000 0.090 8.200* * 2.000 0.190 11.600 ** 3.000 0.320 14.200* * 4.000 0.470 16.400 ** 5.000 0.650 18.300* * 6.000 0.850 20.100 ** 7.000 1.090 21.700* BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S- O *DT /2} {S +0 *DT /2} NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 1.00 0.00755 0.17245 3 2.00 0.07336 0.30664 4 3.00 0.17722 0.46278 5 4.00 0.30510 0.63490 6 5.00 0.46599 0.83401 7 6.00 0.64789 1.05211 t 8 7.00 0.87180 1.30820 i 4ftre WHERE S= STORAGE (AF);O= OUTFLOW(AF /MIN.); DT =UNIT INTERVAL(MIN.) 06/25/01 F -19 DETENTION BASIN ROUTING RESULTS: (::: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.183 0.000 0.09 0.01 0.04 0.001 0.427 0.000 0.09 0.01 0.09 0.001 0.670 0.000 0.09 0.01 0.09 0.001 0.913 0.000 0.09 0.01 0.09 0.001 1.157 0.000 0.09 0.01 0.09 0.001 1.400 0.000 0.09 0.01 0.09 0.001 1.643 0.000 0.09 0.01 0.09 0.001 1.887 0.000 0.09 0.01 0.09 0.001 2.130 0.000 0.10 0.01 0.09 0.001 2.373 0.000 0.10 0.01 0.10 0.001 2.617 0.000 0.10 0.01 0.10 0.001 2.860 0.000 0.10 0.01 0.10 0.001 3.103 0.000 0.10 0.01 0.10 0.001 3.347 0.000 0.10 0.01 0.10 0.001 3.590 0.000 0.10 0.01 0.10 0.001 3.833 0.000 0.10 0.01 0.10 0.001 4.077 0.000 0.10 0.01 0.10 0.001 4.320 0.000 0.10 0.01 0.10 0.001 4.563 0.000 0.11 0.01 0.10 0.001 4.807 0.000 0.11 0.01 0.11 0.001 5.050 0.000 0.11 0.01 0.11 0.001 5.293 0.000 0.11 0.01 0.11 0.001 5.537 0.000 0.11 0.01 0.11 0.001 •"^ 5.780 0.000 0.11 0.01 0.11 0.001 6.023 0.000 0.11 0.01 0.11 0.001 6.267 0.000 0.11 0.01 0.11 0.001 6.510 0.000 0.12 0.01 0.12 0.001 6.753 0.000 0.12 0.01 0.12 0.001 6.997 0.000 0.12 0.01 0.12 0.001 7.240 0.000 0.12 0.01 0.12 0.001 7.483 0.000 0.12 0.02 0.12 0.001 7.727 0.000 0.12 0.02 0.12 0.001 7.970 0.000 0.13 0.02 0.13 0.001 8.213 0.000 0.13 0.02 0.13 0.001 8.457 0.000 0.13 0.02 0.13 0.001 8.700 0.000 0.13 0.02 0.13 0.001 8.943 0.000 0.14 0.02 0.13 0.001 9.187 0.000 0.14 0.02 0.14 0.002 9.430 0.000 0.14 0.02 0.14 0.002 9.673 0.000 0.14 0.02 0.14 0.002 9.917 0.000 0.15 0.02 0.15 0.002 10.160 0.000 0.15 0.02 0.15 0.002 10.403 0.000 0.15 0.02 0.15 0.002 10.647 0.000 0.16 0.02 0.15 0.002 10.890 0.000 0.16 0.02 0.16 0.002 11.133 0.000 0.16 0.02 0.16 0.002 11.377 0.000 0.17 0.02 0.17 0.002 11.620 0.000 0.17 0.02 0.17 0.002 11.863 0.000 0.18 0.02 0.18 0.002 12.107 0.000 0.18 0.02 0.18 0.002 12.350 0.000 0.23 0.03 0.21 0.003 12.593 0.000 0.24 0.03 0.23 0.003 12.837 0.000 0.25 0.03 0.24 0.003 13.080 0.000 0.25 0.03 0.25 0.003 13.323 0.000 0.26 0.03 0.26 0.003 06/25/01 F -20 13.567 0.000 0.27 0.03 0.27 0.003 13.810 0.000 0.29 0.03 0.28 0.003 - 14.053 0.000 0.30 0.04 0.29 0.003 14.297 0.000 0.32 0.04 0.31 0.003 14.540 0.000 0.33 0.04 0.32 0.004 14.783 0.000 0.36 0.04 0.34 0.004 15.027 0.000 0.38 0.05 0.37 0.004 15.270 0.000 0.44 0.05 0.41 0.005 15.513 0.000 0.46 0.06 0.45 0.005 15.757 0.000 0.49 0.06 0.48 0.005 16.000 0.000 1.26 0.15 0.86 0.014 16.243 0.000 20.00 2.62 7.22 0.271 16.487 0.000 0.40 0.84 10.07 0.076 16.730 0.000 0.41 0.08 3.81 0.008 16.973 0.000 0.34 0.04 0.53 0.004 17.217 0.000 0.31 0.04 0.33 0.003 17.460 0.000 0.28 0.03 0.29 0.003 17.703 0.000 0.26 0.03 0.27 0.003 17.947 0.000 0.24 0.03 0.25 0.003 18.190 0.000 0.21 0.03 0.23 0.002 18.433 0.000 0.18 0.02 0.20 0.002 18.677 0.000 0.17 0.02 0.17 0.002 18.920 0.000 0.16 0.02 0.16 0.002 19.163 0.000 0.15 0.02 0.16 0.002 19.407 0.000 0.15 0.02 0.15 0.002 19.650 0.000 0.14 0.02 0.14 0.002 19.893 0.000 0.13 0.02 0.14 0.001 20.137 0.000 0.13 0.02 0.13 0.001 20.380 0.000 0.13 0.02 0.13 0.001 20.623 0.000 0.12 0.01 0.12 0.001 20.867 0.000 0.12 0.01 0.12 0.001 21.110 0.000 0.12 0.01 0.12 0.001 21.353 0.000 0.11 0.01 0.11 0.001 21.597 0.000 0.11 0.01 0.11 0.001 21.840 0.000 0.11 0.01 0.11 0.001 22.083 0.000 0.10 0.01 0.11 0.001 22.327 0.000 0.10 0.01 0.10 0.001 22.570 0.000 0.10 0.01 0.10 0.001 22.813 0.000 0.10 0.01 0.10 0.001 23.057 0.000 0.10 0.01 0.10 0.001 23.300 0.000 0.09 0.01 0.10 0.001 23.543 0.000 0.09 0.01 0.09 0.001 23.787 0.000 0.09 0.01 0.09 0.001 24.030 0.000 0.09 0.01 0.09 0.001 24.273 0.000 0.00 0.00 0.05 0.000 1 06/25/01 F -21 STREET FLOW DEPTH & CATCH BASIN SIZING CALCULATIONS 08/08101 W -1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA, CA 91730 909.948.1311 F948.8464 madole @madolerc.com TIME /DATE OF STUDY: 10:36 08/08/2001 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT HEIGHTS - TRACT 16137 * STREET FLOW DEPTH * SECTION 1 - 54' @ 1.9% ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.019000 CONSTANT STREET FLOW(CFS) = 33.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.37 PRODUCT OF DEPTH &VELOCITY = 2.20 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * SECTION 2 - 54' @ 0.5% (FLOW UP TO TC) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 18.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 08/08/01 W -2 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 PRODUCT OF DEPTH &VELOCITY = 1.20 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * SECTION 2 - 54' @ 0.5% (FLOW UP TO R /W) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 40.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.19 PRODUCT OF DEPTH &VELOCITY = 2.00 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * SECTION 3 - 54' @ 1.3% (FLOW UP TO TC) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 08/08/01 W -3 » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.013000 111 1110? CONSTANT STREET FLOW(CFS) = 28.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.71 PRODUCT OF DEPTH &VELOCITY = 1.87 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * SECTION 3 - 54' @ 1.30 (FLOW UP TO R /W) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.013000 CONSTANT STREET FLOW(CFS) = 65.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.19 PRODUCT OF DEPTH &VELOCITY = 3.26 08/08/01 W -4 *** ** ** ** * * ** * * * * * * * * ** * ** DESCRIPTION OF STUDY *** * * * * * ***** * * * ** ** ** * * ** Co' * * * SECTION 4 - 72' @ 1.3% (FLOW UP TO TC) *************************************************************************** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.013000 CONSTANT STREET FLOW(CFS) = 28.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. • THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.72 PRODUCT OF DEPTH &VELOCITY = 1.87 err" * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * SECTION 4 - 72' @ 1.3% (FLOW UP TO R /W) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.013000 CONSTANT STREET FLOW(CFS) = 65.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.12000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. 08/08/01 W -5 STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.03 C o" PRODUCT OF DEPTH &VELOCITY = 3.16 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * CATCH BASIN SIZING * CBS # 4 & 5 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 16.70 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.86 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * CB # 3 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 14.30 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.80 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.00 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * CB # 1 (USE 5') * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of 08/08/01 W -6 Public Roads nomograph plots for flowby basins and sump basins. (::: BASIN INFLOW(CFS) = 10.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.88 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.41 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * STREET FLOW DEPTH * CB # 2 (SIERRA LAKES PARKWAY) * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION< CONSTANT STREET GRADE(FEET /FEET) = 0.016000 CONSTANT STREET FLOW(CFS) = 5.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 40.00 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) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.17000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES j STREET FLOW MODEL RESULTS: r STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH &VELOCITY = 0.93 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STREET FLOW DEPTH * CB # 2 (SIERRA LAKES PARKWAY) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.016000 CONSTANT STREET FLOW(CFS) = 5.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 40.00 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) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS /11. STREET FLOW MODEL RESULTS: 08/08/01 W -7 STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.03 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20 PRODUCT OF DEPTH &VELOCITY = 1.30 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * CB # 2 - USE W =14' (SIERRA LAKES PARKWAY) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » 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) = 5.10 GUTTER FLOWDEPTH(FEET) = 0.41 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 12.98 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.0 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * STREET FLOW DEPTH * CB # 7 (BEECH) ******************************************* * * * * * * * * * * * * * * * * * ** * * * * * * ** * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.013000 CONSTANT STREET FLOW(CFS) = 5.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 52.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.90 PRODUCT OF DEPTH &VELOCITY = 1.28 * * * * ** * * * * ** * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * ** * * * * * * * * * * * * * * ** 08/08/01 W -8 * * * * * CB # 7 (BEECH) - USE W = 14' ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » 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) = 5.90 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 13.94 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.9 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STREET FLOW DEPTH * CB # 6 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >» STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET /FEET) = 0.005200 CONSTANT STREET FLOW(CFS) = 4.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.14000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.92 PRODUCT OF DEPTH &VELOCITY = 0.81 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * CB # 6 (USE 10') * NOTE: UNTIL STORM IN BEECH IS BUILT, FLOWS PASS BASIN INTO TRACT 16137 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 08/08/01 W -9 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. Nitiow STREETFLOW(CFS) = 4.00 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 9.92 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.0 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * OFF -SITE SWALE * * DEPTH /VELOCITY CHECK * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »> CHANNEL INPUT INFORMATION« « CHANNEL Z1(HORIZONTAL /VERTICAL) = 3.00 Z2(HORIZONTAL /VERTICAL) = 3.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.009500 UNIFORM FLOW(CFS) = 108.10 MANNINGS FRICTION FACTOR = 0.0200 NORMAL -DEPTH FLOW INFORMATION: >»» NORMAL DEPTH(FEET) = 2.20 FLOW TOP - WIDTH(FEET) = 13.20 FLOW AREA(SQUARE FEET) = 14.51 HYDRAULIC DEPTH(FEET) = 1.10 FLOW AVERAGE VELOCITY(FEET /SEC.) = 7.45 UNIFORM FROUDE NUMBER = 1.252 PRESSURE + MOMENTUM(POUNDS) = 2224.45 AVERAGED VELOCITY HEAD(FEET) = 0.862 SPECIFIC ENERGY(FEET) = 3.061 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP - WIDTH(FEET) = 14.44 CRITICAL FLOW AREA(SQUARE FEET) = 17.38 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.20 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 6.22 CRITICAL DEPTH(FEET) = 2.41 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 2173.07 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.601 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.008 r�- C 08/08/01 W -10 JOB � `'• 7 —f Y if MADOLE SHEET NO. DATE l0- ° j OF AND TH IN ASSOCIATES E , INC. i f 10601 CHURCH STREET STE. 107 CALCULATED BY _ DATE �w 'F /�f �� RANCHO CUCAMONGA, CA 91730 CHECKED BY DATE C PHONE (909) 948-1311 �j') SCALE J� FN iG� I`.111L- Imo fire -4 - 3 ''t '` 1r""" ( ` ti... 2 " • 6'o "` .. 2 Let- C-a 1y•- 12e - '61.c 2.6 - °G s?' (rte. 40 c1..4, --1) /. p_. el yZ 2. Q4 - /° , q : i' , 5 . " . . 3 C(tu, oar • bti — r.14, 7 4. / 7 c ) . 2 t cie - 4, - O iS(A) - 6 lI Y 31. S $ a -- y ,.._. --. -- r-30 , S C4 ( ---� A ) r =. a C -4,,,e4i G.A. ;= :20..1/ , 4/. . -- . . 0 ,„„i t - 001 ...,S e4 -r-6 o.o 5 — 24..s. .6„,.... 1 - ,514 .--.2s. • i -.1 -,.. / 2.. . -rr hc.._ ( ,.r- i, 04;10 #cm le- WV" .1 a •c ...._. : Se- I St w , IQ� {(ter 6.00. J1-'•-y -t 4(.•..s ,.rk{,d4 ...,.i c, o.• ..: . t ...... ._ . ..wtf ,... a l0 11( II ti 111► IIFi_Illl IT1rTIH1I 11mW ► I I I I I 4 6+100 , e 1 6— r. • .,.�,._ •.,.._ .v.,- � ..�, 4 = (b) P - 2 (a+ b) 1ti _ . A•'QW - ---N2• a' JP &v /Nb • _ • 7 1• T -I 1 I ' III III,- I I1I III, I, I I 1111 111111111/M. •, - F S. U. ‘4111110V . Z .s •i ► - o , W C/P = 3.OHI 0.11 _ - HEADS U P TO 0.4. CURVE (a1 4PUES _ ri HEADS An O VE , I.4. CUR VE (I) 11iPO ES = H LADS II ETV EDIT OA a L 4, TR A N $VTION SECTOR 8 CPERATION IS I N DEFINITE_ , . . . I g 7 DISCHARGE PER F001 OF P ERIM E T , I - (Q/P) DISCH . - GE PER POC T Of EA " se O J .3 .3 .4 .6 .6 .7 .6.6 LO 3 $ 4 6 6 T 6 f 10 10 INLET CAPACITY OF GRATE AT SAG Plate 2.6 -0658 C STORM DRAIN HYDRAULICS, 08/08/01 H -1 0 0 1r 0 FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 8- 8 -2001 Time:10:50: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 1.500 CD 3 4 1 2.500 CD 4 2 0 .000 4.500 10.000 .00 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - 0100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE A W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 5000.000 1470.400 1 1470.400 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5145.960 1470.820 1 .013 .000 .000 .000 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 5151.270 1470.850 1 2 0 .013 3.600 .000 1471.590 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5204.870 1471.026 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5245.000 1471.140 1 .013 45.000 - 51.095 .000 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5275.550 1472.600 1 .013 45.000 - 38.897 .000 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5277.650 1472.700 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5282.960 1472.960 1 2 0 .013 7.900 .000 1473.500 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5357.140 1476.520 1 .013 .000 .000 .000 0 ELEMENT NO 10 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 5361.810 1477.100 3 .013 .000 .000 W S P G W PAGE NO 3 08/08/01 1-1-2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5368.540 1477.190 3 .013 .000 .000 .000 0 ELEMENT NO 12 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5374.870 1477.280 3 5 0 .013 12.900 .000 1477.470 .000 - 56.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 13 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5432.450 1478.100 3 .013 36.680 89.942 .000 0 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5524.980 1479.400 3 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5560.330 1479.904 3 .013 22.500 - 90.018 .000 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5647.160 1482.040 3 .013 .000 .000 .000 0 ELEMENT NO 17 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 5651.830 1482.060 3 .013 .000 .000 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5947.520 1483.840 3 .013 .000 .000 .000 0 ELEMENT NO 19 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 5952.190 1483.870 3 .013 .000 .000 ELEMENT NO 20 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5987.530 1484.080 3 .013 45.000 - 44.996 .000 0 ELEMENT NO 21 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6006.820 1484.190 3 .013 .000 .000 .000 0 ELEMENT NO 22 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6042.160 1484.410 3 .013 45.000 - 44.997 .000 0 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 23 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6082.480 1484.640 3 .013 .000 .000 .000 0 ELEMENT NO 24 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6088.800 1484.680 3 5 0 .013 16.700 .000 1484.910 .000 - 45.000 .000 RADIUS ANGLE .000 .000 * ELEMENT NO 25 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6121.090 1484.880 3 .013 40.262 45.951 .000 0 * ELEMENT NO 26 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 6121.090 1484.880 4 .500 08/08/01 H -3 • t • 088'6861 6 088'6861 060'TZT9 ATM S M 103S IH3ANI NOIIV S KZKQ S/n + Sx2IOMQK3H W1LSAS V SI LZ ON JN3W3'I3 0 ) ( r") FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10 :50: 9 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A ************************** * * * * * * * * * * * * * * * * * * * * * * * * *:r **** ****: r, r**************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth I Water 1 Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt( INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Falll ZR IType Ch * * * * * * * * *I * * * * * * * ** ******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I I I I I I I I I I 5000.000 1470.400 2.461 1472.861 57.80 9.31 1.35 1474.21 .00 2.46 2.30 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 3.855 .0029 .0072 .03 2.46 1.00 3.00 .013 .00 .00 PIPE . I I I I I I I I I I I I 5003.855 1470.411 2.600 1473.011 57.80 8.88 1.22 1474.24 .00 2.46 2.04 3.000 .000 .00 1 .0 - I - - - - I - - 1 - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - I 16.416 .0029 .0067 .11 2.60 .88 3.00 .013 .00 .00 PIPE I I I I I I I I I I I I 5020.271 1470.458 2.774 1473.232 57.80 8.47 1.11 1474.35 .00 2.46 1.58 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 38.215 .0029 .0068 .26 2.77 .72 3.00 .013 .00 .00 PIPE I I I I I I I I I I I I 5058.487 1470.568 3.000 1473.568 57.80 8.18 1.04 1474.61 .00 2.46 .00 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 87.473 .0029 .0073 .64 3.00 .00 3.00 .013 .00 .00 PIPE I I I I I I I I I I I I 5145.960 1470.820 3.405 1474.225 57.80 8.18 1.04 1475.26 .00 2.46 .00 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I JUNCT STR .0057 .0071 .04 3.41 .00 .013 .00 .00 PIPE I I I I I I I I I I I I 5151.270 1470.850 3.641 1474.491 54.20 7.67 .91 1475.40 .00 2.39 .00 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 53.600 .0033 .0066 .35 3.64 .00 3.00 .013 .00 .00 PIPE I I I I I I I I I 1 I I 5204.870 1471.026 3.819 1474.844 54.20 7.67 .91 1475.76 .00 2.39 .00 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 40.130 .0028 .0066 .26 .00 .00 3.00 .013 .00 .00 PIPE I I I I I I I I I I I I 5245.000 1471.140 4.107 1475.247 54.20 7.67 .91 1476.16 .00 2.39 .00 3.000 .000 .00 1 ,0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 8.513 .0478 .0066 .06 .00 .00 1.27 .013 .00 .00 PIPE I I I I I I I I 1 I I I 5253.513 1471.547 3.789 1475.336 54.20 7.67 .91 1476.25 .00 2.39 .00 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- HYDRAULIC JUMP 08/08/01 H -5 ') .) .) Aor FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50: 9 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A I Invert Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev (FT) I Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch * * * * * * * * *1 * * * * * * * ** * * * * * * * *1 * * * * * * * * *1 * * * * * * * ** ******* 1******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** l * * * * * ** I I I I I I I I I I I 5253.513 1471.547 1.443 1472.990 54.20 16.12 4.03 1477.02 .54 2.39 3.00 3.000 .000 .00 1 .0 - I - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 8.359 .0478 .0291 .24 1.98 2.68 1.27 .013 .00 .00 PIPE I I I I I I I I I I I 5261.872 1471.946 1.472 1473.418 54.20 15.70 3.83 1477.25 .51 2.39 3.00 3.000 .000 .00 1 .0 - I - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 13.678 .0478 .0265 .36 1.98 2.58 1.27 .013 .00 .00 PIPE I I I I I I I I I I I 5275.550 1472.600 1.529 1474.129 54.20 14.97 3.48 1477.61 .00 2.39 3.00 3.000 .000 .00 1 .0 - I - - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 2.100 .0476 .0245 .05 1.53 2.40 1.27 .013 .00 .00 PIPE I I I I I I I I I I I 5277.650 1472.700 1.539 1474.239 54.20 14.85 3.42 1477.66 .00 2.39 3.00 3.000 .000 .00 1 .0 - I - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I JUNCT STR .0490 .0306 .16 1.54 2.37 .013 .00 .00 PIPE I I I I I I I I I I I 5282.960 1472.960 1.246 1474.206 46.30 16.68 4.32 1478.53 .00 2.22 2.96 3.000 .000 .00 1 .0 - I - - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 24.415 .0480 .0350 .85 1.25 3.03 1.16 .013 .00 .00 PIPE I I I I I I I I I I I 5307.375 1474.132 1.287 1475.419 46.30 15.97 3.96 1479.38 .00 2.22 2.97 3.000 .000 .00 1 .0 - I - - - I - -I- - - -I- -1- -I- -I- -I- -I- -I- -I- I 18.246 .0480 .0309 .56 1.29 2.85 1.16 .013 .00 .00 PIPE I I I I I I I I I I I 5325.621 1475.007 1.335 1476.342 46.30 15.23 3.60 1479.94 .00 2.22 2.98 3.000 .000 .00 1 .0 - I - - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 13.353 .0480 .0271 .36 1.34 2.66 1.16 .013 .00 .00 PIPE I I I I I I I I I I I 5338.973 1475.648 1.384 1477.032 46.30 14.52 3.27 1480.31 .00 2.22 2.99 3.000 .000 .00 1 .0 - I - - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 10.180 .0480 .0239 .24 1.38 2.48 1.16 .013 .00 .00 PIPE I I I I I I I I I I I 5349.153 1476.137 1.436 1477.573 46.30 13.84 2.98 1480.55 .00 2.22 3.00 3.000 .000 .00 1 .0 - I - - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 7.987 .0480 .0210 .17 1.44 2.31 1.16 .013 .00 .00 PIPE 08/08/01 H -6 1.) -1 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50: 9 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A ************************ * * * * * * * * * * * * * * * * *** * * * * * *r * +*** *.,r:r:r:r:* *** ************************* * * * * * * * * * * * * * ** * * * * * * * * * ** * * * ** * * * * * * ** Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopIHeight /IBase Wtl INo Wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head 1 Grd.E1.I Elev I Depth I Width IDia. -Mgr I.D.I ZL 1Prs /Pip - - - I - - I - - 1 - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - -I L /Elem Ch Slope I I I I SF Avel HF ISE Dpth!Froude NINorm Dp I "N" I X -Fall1 ZR 'Type Ch * * * * * * * ** ********* 1******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** l * * * * * ** I I I I I I I I 1 I I I 5357.140 1476.520 1.491 1478.011 46.30 13.20 2.71 1480.72 .00 2.22 3.00 3.000 .000 .00 1 .0 - - - 1 - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - I - (- TRANS STR .1242 .0157 .07 1.49 2.15 .013 .00 .00 PIPE I I I I I I I I I I I I 5361.810 1477.100 2.152 1479.252 46.30 10.30 1.65 1480.90 .00 2.25 1.73 2.500 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - 1 - - 1 - - I - - I - - I - - I - - 1 - 1 6.730 .0134 .0115 .08 2.15 1.13 2.00 .013 .00 .00 PIPE 1 I I I I 1 I I I I I I 5368.540 1477.190 2.246 1479.436 46.30 9.96 1.54 1480.98 .00 2.25 1.51 2.500 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - I JUNCT STR .0142 .0089 .06 2.37 1.00 .013 .00 .00 PIPE I I I I 1 I I I I I I 1 5374.870 1477.280 3.541 1480.821 33.40 6.80 .72 1481.54 .00 1.97 .00 2.500 .000 .00 1 .0 - - - I - -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1 57.580 .0142 .0066 .38 .00 .00 1.52 .013 .00 .00 PIPE I I I I I I I I 1 I I I 5432.450 1478.100 3.247 1481.347 33.40 6.80 .72 1482.07 .00 1.97 .00 2.500 .000 .00 1 .0 - - - I - - 1 - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - 1 83.423 .0141 .0066 .55 3.25 .00 1.52 .013 .00 .00 PIPE I 1 I I I I 1 I I I I I 5515.874 1479.272 2.623 1481.895 33.40 6.80 .72 1482.61 .00 1.97 .00 2.500 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- HYDRAULIC JUMP I I I I I I I I I I I I 5515.874 1479.272 1.413 1480.685 33.40 11.68 2.12 1482.80 .00 1.97 2.48 2.500 .000 .00 1 .0 - - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - I - 1 9.106 .0141 .0178 .16 1.41 1.92 1.52 .013 .00 .00 PIPE I I I I I I I I I I I I 5524.980 1479.400 1.407 1480.807 33.40 11.74 2.14 1482.95 .47 1.97 2.48 2.500 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - I 3.251 .0143 .0180 .06 1.88 1.93 1.51 .013 .00 .00 PIPE I I 1 I I I I I I I I 1 5528.231 1479.446 1.402 1480.849 33.40 11.78 2.16 1483.00 .48 1.97 2.48 2.500 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 32.099 .0143 .0193 .62 1.88 1.94 1.51 .013 .00 .00 PIPE 08/08/01 H -7 • f 0 FILE: A.WSW W S P G W - CIVILDESIGN Version 14.01 - PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time :10:50: 9 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A ************************************************************** * * * * * ** * * * ** * * ** * * * * * *** * * *** ** * *** * * * * * * * * * * * * * * * * * * *:r * * ** * * * * * * ** I Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt) INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - - - I - I - I - - I - - I I I I I i - I - - I L /Elem ICh Slope I I I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch * * * * * * * * *l * * * * * * * ** ******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I I I I I I 1 I I I 5560.330 1479.904 1.350 1481.253 33.40 12.36 2.37 1483.62 .00 1.97 2.49 2.500 .000 .00 1 .0 - I - - - - I - -I - I - - I - - I - - I - I - - I - I - - I I- 29.515 .0246 .0194 .57 1.35 2.09 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5589.845 1480.630 1.399 1482.029 33.40 11.82 2.17 1484.20 .00 1.97 2.48 2.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - t - I I I~ ) ! - I - )- 19.209 .0246 .0172 .33 1.40 1.95 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5609.054 1481.103 1.454 1482.557 33.40 11.27 1.97 1484.53 .00 1.97 2.47 2.500 .000 .00 1 .0 - I - - - I - I - - I - - I - I - - I - - I I - I I 1 12.793 .0246 .0152 .19 1.45 1.81 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5621.847 1481.417 1.513 1482.930 33.40 10.74 1.79 1484.72 .00 1.97 2.44 2.500 .000 .00 1 .0 - I - - - - 1 - - I - I - - I - i I I I I - I - I 8.971 .0246 .0135 .12 1.51 1.68 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5630.818 1481.638 1.576 1483.214 33.40 10.24 1.63 1484.84 .00 1.97 2.41 2.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - I I - - I - - I - - I - - I - 1 6.485 .0246 .0119 .08 1.58 1.55 1.28 .013 .00 .00 PIPE I I I I I I I I 1 I I I 5637.304 1481.797 1.642 1483.440 33.40 9.77 1.48 1484.92 .00 1.97 2.37 2.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - I - - I - - I - - I - -I-- -I- 1- 4.548 .0246 .0106 .05 1.64 1.43 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5641.852 1481.909 1.713 1483.623 33.40 9.31 1.35 1484.97 .00 1.97 2.32 2.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - I - - I - -)- ! I I I I- 2.997 .0246 .0095 .03 1.71 1.32 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5644.849 1481.983 1.790 1483.773 33.40 8.88 1.22 1485.00 .00 1.97 2.25 2.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - I I I - I - I - I I 1.750 .0246 .0085 .01 1.79 1.21 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 5646.600 1482.026 1.873 1483.899 33.40 8.46 1.11 1485.01 .00 1.97 2.17 2.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - I - I - - I- - I - - I- - I - I ' .561 .0246 .0076 .00 1.87 1.11 1.28 .013 .00 .00 PIPE 08/08/01 H -8 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50: 9 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A I Invert I Depth I Water Q I Vel Vel I Energy I Super ICriticallFlow Top1Height /IBase Wt1 INo Wth Station 1 Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.E1.I Elev 1 Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch ******* * *I * * * * * * * * *1 * * * * * * * *1 * * * * * * * ** ********* I******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I I I I 1 I I I I 5647.160 1482.040 1.966 1484.006 33.40 8.07 1.01 1485.02 .00 1.97 2.05 2.500 .000 .00 1 .0 - I - I - - I - - - - I - - I - -I - I - - I - - I - - I - - I - - I - (- TRANS STR .0043 .0067 .03 1.97 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I 5651.830 1482.060 2.126 1484.186 33.40 7.51 .88 1485.06 .00 1.97 1.78 2.500 .000 .00 1 .0 - I - - I - - I - - - - I - - I - - I - - I - - I - - I - -I - I - - I - 1 216.534 .0060 .0061 1.32 2.13 .84 2.18 .013 .00 .00 PIPE I I I I I I I I I I 1 I 5868.364 1483.364 2.183 1485.547 33.40 7.34 .84 1486.38 .00 1.97 1.66 2.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 79.156 .0060 .0060 .47 2.18 .78 2.18 .013 .00 .00 PIPE I I I I I I I I I 1 I I I 5947.520 1483.840 2.183 1486.023 33.40 7.34 .84 1486.86 .00 1.97 1.66 2.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- TRANS STR .0064 .0060 .03 2.18 .78 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 5952.190 1483.870 2.180 1486.050 33.40 7.35 .84 1486.89 .03 1.97 1.67 2.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - -I - I - - I - I 35.340 .0059 .0060 .21 2.21 .79 2.21 .013 .00 .00 PIPE I I I I I I I I I I I I I 5987.530 1484.080 2.187 1486.267 33.40 7.33 .84 1487.10 .00 1.97 1.65 2.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 19.290 .0057 .0060 .12 2.19 .78 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 6006.820 1484.190 2.201 1486.391 33.40 7.30 .83 1487.22 .03 1.97 1.62 2.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 35.340 .0062 .0060 .21 2.23 .77 2.13 .013 .00 .00 PIPE I I I i I I I I I I I I I 6042.160 1484.410 2.181 1486.591 33.40 7.35 .84 1487.43 .00 1.97 1.67 2.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 40.320 .0057 .0060 .24 2.18 .79 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 6082.480 1484.640 2.209 1486.849 33.40 7.28 .82 1487.67 .00 1.97 1.60 2.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I JUNCT STR .0063 .0038 .02 2.27 .76 .013 .00 .00 PIPE • 08/08/01 H -9 C n r FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50: 9 SUMMIT HEIGHTS - TRACT 16137 0100 FINAL HYDRAULICS LINE A ******************************************************************************************* * * * * * * * * * * * * * * * **** * * * * * * * * * * ** * * * ** * ** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL 1Prs /Pip - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 6088.800 1484.680 3.000 1487.680 16.70 3.40 .18 1487.86 .00 1.38 .00 2.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - I 32.290 .0062 .0017 .05 .00 .00 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I I 6121.090 1484.880 2.880 1487.760 16.70 3.40 .18 1487.94 .00 1.38 .00 2.500 .000 .00 1 .0 I - I - - I - - I - - I - - I - - I - - I - -I- I - I - - I - - I - (- WALL ENTRANCE I I I I 1 I I I I I I I I 6121.090 1484.880 3.143 1488.023 16.70 .53 .00 1488.03 .00 .44 10.00 4.500 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I , , , . 08/08/01 H -10 . 1 1r') ) 2+ ir FILE: A1- DET.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 8- 8 -2001 Time:10:50:58 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 4 1 1.750 CD 3 2 0 .000 7.150 14.000 .00 CD 4 2 0 .000 5.600 100.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A -1 DETENTION BASIN OUTFLOW W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 102.120 1471.590 1 1472.800 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 136.060 1473.650 1 .013 .000 .000 .000 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 4 139.290 1473.730 2 3 0 .013 5.100 .000 1480.890 .000 - 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 191.650 1474.000 2 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 191.650 1474.000 4 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 191.650 1474.000 4 1479.600 08/08/01 H -11 I FILE: A1- DET.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:51: 0 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -1 DETENTION BASIN OUTFLOW I Invert I Depth I Water Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt.' INo Wth Station I Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I SF Ave( HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch ******* * *I * * * * * * * * *I * * * * * * * *I * * * * * * * ** ********* I******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I I I I I I I I I 102.120 1471.590 1.228 1472.818 23.10 14.92 3.45 1476.27 .00 1.48 1.16 1.500. .000 .00 1 .0 - I - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 13.056 .0607 .0470 .61 1.23 2.27 1.10 .013 .00 .00 PIPE I I I I I I I I I I I I 115.176 1472.382 1.276 1473.659 23.10 14.42 3.23 1476.89 .00 1.48 1.07 1.500 .000 .00 1 .0 - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 12.727 .0607 .0439 .56 1.28 2.07 1.10 .013 .00 .00 PIPE I I I I I I I I I I I I 127.903 1473.155 1.356 1474.511 23.10 13.74 2.93 1477.44 .00 1.48 .88 1.500 .000 .00 1 .0 - I - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 8.157 .0607 .0433 .35 1.36 1.76 1.10 .013 .00 .00 PIPE I I I I I I I I I I I I 136.060 1473.650 1.482 1475.132 23.10 13.10 2.67 1477.80 .00 1.48 .33 1.500 .000 .00 1 .0 - I - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - I JUNCT STR .0248 .0285 .09 1.48 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I 139.290 1473.730 3.996 1477.726 18.00 7.48 .87 1478.60 .00 1.54 .00 1.750 .000 .00 1 .0 - I - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 52.360 .0052 .0129 .68 4.00 .00 1.75 .013 .00 .00 PIPE I I I I I I I I I I I I 191.650 1474.000 4.402 1478.402 18.00 7.48 .87 1479.27 .00 1.54 .00 1.750 .000 .00 1 .0 - I - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- WALL ENTRANCE I I I I I I I I I I I I 191.650 1474.000 5.707 1479.707 18.00 .03 .00 1479.71 .00 .10 100.00 5.600 100.000 .00 0 .0 - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 08/08/01 H -12 4t FILE: A1.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 8- 8 -2001 Time:10:51:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 i 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 PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 7.150 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A -1 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 102.120 1471.590 1 1474.300 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 136.060 1473.650 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 136.060 1473.650 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 136.060 1473.650 2 1473.650 08/08/01 H -13 n 0 0 , FILE: A1.WSW W S P G W - CIVILDESIGN Version 14.01 - PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:51:20 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -1 *****************: r************************************************** * * * * * * ** * * * * * * * * * * * * *** * * * * * *** * * ** * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth I Water I Q I Vel Vel 1 Energy I Super (Critical {Flow ToplHeight /IBase WtI INo Wth Station 1 Elev (FT) 1 Elev I (CFS) 1 (FPS) Head 1 Grd.El.l Elev 1 Depth 1 Width IDia. -FTlor I.D.1 ZL IPrs /Pip - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope ( I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR IType Ch * ** * * * * * *1 * * * * * * * ** ********(*********(********* 1******* 1******* 1********* 1*******(******** I * * * * * * * *1 * * * * * * *1 * * * * * * *( * * * ** 1 * * * * * ** I I I I I I I I I I I I 102.120 1471.590 2.710 1474.300 5.10 2.89 .13 1474.43 .00 .87 .00 1.500 .000 .00 1 .0 - 1 - - - - I - - I - - 1 - - I - - 1 - - I - - 1 - - I - - 1 - - 1 - - 1 - 1 20.742 .0607 .0023 .05 2.71 .00 .45 .013 .00 .00 PIPE 1 1 I I I I 1 I I I I I 122.862 1472.849 1.500 1474.349 5.10 2.89 .13 1474.48 .00 .87 .00 1.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 2.153 .0607 .0022 .00 1.50 .00 .45 .013 .00 .00 PIPE 1 1 1 1 1 I I I 1 I 1 1 125.015 1472.980 1.360 1474.340 5.10 3.03 .14 1474.48 .00 .87 .87 1.500 .000 .00 1 .0 - I - - - I - - 1 - - 1 - - 1 - - I - - I - - I - - I - - I - - I - - I - 1 .887 .0607 .0021 .00 1.36 .38 .45 .013 .00 .00 PIPE 1 I 1 1 1 1 I I 1 I I I 125.902 1473.033 1.280 1474.314 5.10 3.17 .16 1474.47 .00 .87 1.06 1.500 .000 .00 1 .0 - I - - - I - - 1 - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - 1 HYDRAULIC JUMP I I I I I I I I' I I I I 125.902 1473.033 .557 1473.591 5.10 8.54 1.13 1474.72 .00 .87 1.45 1.500 .000 .00 1 .0 - 1 - - - - 1 - - 1 - - 1 - - I - - I - - 1 - - I - - I - - I - - I - - 1 - 1 1.700 .0607 .0255 .04 .56 2.34 .45 .013 .00 .00 PIPE I I I I I I I I I I I 1 127.601 1473.136 .577 1473.714 5.10 8.12 1.02 1474.74 .00 .87 1.46 1.500 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 1.881 .0607 .0223 .04 .58 2.18 .45 .013 .00 .00 PIPE 1 1 1 1 I I 1 1 1 1 I 1 129.483 1473.251 .598 1473.849 5.10 7.75 .93 1474.78 .00 .87 1.47 1.500 .000 .00 1 .0 - I - - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - 1 1.526 .0607 .0196 .03 .60 2.04 .45 .013 .00 .00 PIPE I 1 I I I 1 I I I I 1 I 131.008 1473.343 .620 1473.963 5.10 7.39 .85 1474.81 .00 .87 1.48 1.500 .000 .00 1 .0 - I - - - - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 1.242 .0607 .0172 .02 .62 1.90 .45 .013 .00 .00 PIPE I I I I I I I I I I I I 132.250 1473.419 .643 1474.062 5.10 7.04 .77 1474.83 .00 .87 1.48 1.500 .000 .00 1 .0 - I - - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - -I- I- 1.009 .0607 .0151 .02 .64 1.78 .45 .013 .00 .00 PIPE 08/08/01 H -14 k ) (-) iro) FILE: A1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:51:20 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -1 Invert Depth I Water 1 Q I Vel Vel Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station Elev (FT) I Elev I (CFS) I (FPS) Head Grd.E1.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - - - - - 1 - - 1 - - I - - I - - - - 1 - - 1 - - 1 - - I - - I - - I - - I L /Elem Ch Slope I I I SF Ave HF ISE DpthlFroude NINorm Dp 1 "N" I X -Falll ZR [Type Ch * * * * * * * ** * * * * * * * ** ******** I**** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** ********* I******* I******** I * * * * * * * *1 * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I 1 1 1 I I I I 133.260 1473.480 .667 1474.147 5.10 6.71 .70 1474.85 .00 .87 1.49 1.500 .000 .00 1 .0 - - - - - 1 - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - 1 .815 .0607 .0133 .01 .67 1.66 .45 .013 .00 .00 PIPE I I I I 1 I I I I I 134.075 1473.529 .692 1474.222 5.10 6.40 .64 1474.86 .00 .87 1.50 1.500 .000 .00 1 .0 - - - - - 1 - - I - - I - - I - - - - I - - 1 - - 1 - - 1 - - I - - 1 - 1 .670 .0607 .0117 .01 .69 1.55 .45 .013 .00 .00 PIPE I I I I I I I I I I 134.745 1473.570 .717 1474.287 5.10 6.10 .58 1474.87 .00 .87 1.50 1.500 .000 .00 1 .0 - - - - - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - 1 .488 .0607 .0103 .01 .72 1.44 .45 .013 .00 .00 PIPE I I I 1 I I 1 1 1 1 135.233 1473.600 .745 1474.345 5.10 5.82 .53 1474.87 .00 .87 1.50 1.500 .000 .00 1 .0 - - - - - 1 - - 1 - - I - - 1 - - - - I - - I - - I - - I - - I - - I - 1 .384 .0607 .0091 .00 .75 1.34 .45 .013 .00 .00 PIPE I 1 1 I I I I I 1 1 135.616 1473.623 .773 1474.396 5.10 5.55 .48 1474.87 .00 .87 1.50 1.500 .000 .00 1 .0 - - - - - I - - I - - I - - I - - - - I - - I - - I - - I - - I - -1 1 .255 .0607 .0080 .00 .77 1.25 .45 .013 .00 .00 PIPE I I I 1 1 I 1 1 1 I 135.872 1473.639 .803 1474.442 5.10 5.29 .43 1474.88 .00 .87 1.50 1.500 .000 .00 1 .0 - - - - - I - - I - - I - - I - - - - I - - I - - I - - I - - I - -I 1 .140 .0607 .0070 .00 .80 1.16 .45 .013 .00 .00 PIPE I I 1 I I I I I I I 136.012 1473.647 .835 1474.482 5.10 5.04 .40 1474.88 .00 .87 1.49 1.500 .000 .00 1 .0 - - - - - I - - 1 - - I - - I - - - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - 1 .048 .0607 .0062 .00 .84 1.08 .45 .013 .00 .00 PIPE 1 I I I 1 I 1 1 I I 136.060 1473.650 .869 1474.519 5.10 4.80 .36 1474.88 .00 .87 1.48 1.500 .000 .00 1 .0 - - - - - I - - I - - I - - I - - - - I - -I - I - - I - - I - - I - (- WALL ENTRANCE 1 1 I I 1 1 1 1 1 I 1 136.060 1473.650 1.402 1475.052 5.10 .26 .00 1475.05 .00 .16 14.00 7.150 14.000 .00 0 .0 - I - - - I - - I - - 1 - - 1 - - - - 1 - - I - - I - - 1 - - I - - I - I , , • 08/08/01 H -15 (,) ) FILE: A2.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6 -23 -2001 Time:11:25:15 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 5.700 5.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A -2 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.120 1473.500 1 1474.240 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 117.000 1474.200 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 123.330 1475.490 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 123.330 1475.490 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 123.330 1475.490 2 1475.490 08/08/01 H -16 (-) ( ) Ir FILE: A2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:11:25:16 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -2 1 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow Top1Height /IBase Wt.] INo Wth Station I Elev 1 (FT) I Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTlor I.0.1 ZL IPrS /Pip - I - I - - I - - I - - - - I - - I - - 1 - - I - - 1 - - I - - I - - I - - I L /Elem ICh Slope 1 I 1 SF Avel HF ISE DpthlFroude N)Norm Dp 1 "N" I X -Fall) ZR Type Ch *********)******* * *I * * * * * * * *I * * * * * * * * *I * * * * * * * ** ******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I 1 I I I I 1 I 1 I I 1 102.120 1473.500 .710 1474.210 10.10 12.27 2.34 1476.55 .00 1.22 1.50 1.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 14.880 .0470 .0441 .66 .71 2.92 .70 .013 .00 .00 PIPE I I I I 1 1 1 I I 1 I 1 117.000 1474.200 .716 1474.916 10.10 12.14 2.29 1477.20 .00 1.22 1.50 1.500 .000 .00 1 .0 - I - - I - - 1 - - I - - - - I - - I - - I - - I - - I - - I - - 1 - - I - I 1.057 .2038 .0409 .04 .72 2.87 .47 .013 .00 .00 PIPE I I I I I 1 I I I I I I 118.057 1474.415 .741 14 10.10 11.60 2.09 1477.24 .00 1.22 1.50 1.500 .000 .00 1 .0 - 1 - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .965 .2038 .0361 .03 .74 2.68 .47 .013 .00 .00 PIPE 1 1 I I 1 I I I I I I I 119.022 1474.612 .769 1475.381 10.10 11.06 1.90 1477.28 .00 1.22 1.50 1.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - 1 - - I - 1 .829 .2038 .0318 .03 .77 2.50 .47 .013 .00 .00 PIPE I I 1 I I 1 I I I I I I 119.851 1474.781 .799 1475.580 10.10 10.54 1.73 1477.31 .00 1.22 1.50 1.500 .000 .00 1 .0 - I - 1 - - 1 - - 1 - - - - 1 - - 1 - - I - - 1 - - 1 - - 1 - - 1 - - 1 - 1 .716 .2038 .0281 .02 .80 2.32 .47 .013 .00 .00 PIPE 1 I I I 1 I I 1 1 I I I 120.567 1474.927 .830 1475.757 10.10 10.05 1.57 1477.33 .00 1.22 1.49 1.500 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .612 .2038 .0248 .02 .83 2.16 .47 .013 .00 .00 PIPE I I I I 1 I 1 I 1 1 1 I 121.180 1475.052 .863 1475.915 10.10 9.58 1.43 1477.34 .00 1.22 1.48 1.500 .000 .00 1 .0 - I - - 1 - - I - - I - - - - I - - I - - I - - I - - I - - 1 - - I - - I - 1 .520 .2038 .0219 .01 .86 2.00 .47 .013 .00 .00 PIPE 1 I I I I I I I I 1 I I 121.700 1475.158 .898 1476.056 10.10 9.14 1.30 1477.35 .00 1.22 1.47 1.500 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .439 .2038 .0194 .01 .90 1.86 .47 .013 .00 .00 PIPE 1 1 I I I I 1 I 1 I I I 122.139 1475.247 .935 1476.182 10.10 8.71 1.18 1477.36 .00 1.22 1.45 1.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - 1 - - I - - I - - I - - I - 1 .365 .2038 .0172 .01 .94 1.72 .47 .013 .00 .00 PIPE 08/08/01 H -17 () n FILE: A2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:11:25:16 SUMMIT HEIGHTS - TRACT 16137 0100 FINAL HYDRAULICS LATERAL A -2 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert I Depth Water I Q I Vel Vel 1 Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev 1 (FT) Elev I (CFS) 1 (FPS) Head I Grd.E1.I Elev I Depth I Width 1Dia. -FTIor I.D.I ZL IPrs /Pip - 1 - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I 1 I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch * * * * * * * * *I * * * * * * * * *I * * * * * * ** ********* I********* I******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I 1 I I I I I I I I 1 122.504 1475.322 .974 1476.296 10.10 8.31 1.07 1477.37 .00 1.22 1.43 1.500 .000 .00 1 .0 - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .294 .2038 .0153 .00 .97 1.59 .47 .013 .00 .00 PIPE I I I 1 I 1 1 1 1 l 1 I 122.798 1475.382 1.016 1476.398 10.10 7.92 .97 1477.37 .00 1.22 1.40 1.500 .000 .00 1 .0 - I - - I - - - - I - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - 1 .229 .2038 .0136 .00 1.02 1.46 .47 .013 .00 .00 PIPE I I 1 1 I I I I I 1 I I 123.027 1475.428 1.061 1476.489 10.10 7.55 .89 1477.38 .00 1.22 1.36 1.500 .000 .00 1 .0 - I - - 1 - - - - 1 - - I - - 1 - - I - - 1 - - I - - 1 - - I - - I - - I - 1 .164 .2038 .0121 .00 1.06 1.34 .47 .013 .00 .00 PIPE 1 I I I I I 1 I I I I 1 123.192 1475.462 1.110 1476.572 10.10 7.20 .81 1477.38 .00 1.22 1.32 1.500 .000 .00 1 .0 - I - - I - - - - I - - I - - 1 - - I - - I - - I - - I - - I - - 1 - - I - 1 .105 .2038 .0109 .00 1.11 1.23 .47 .013 .00 .00 PIPE I 1 I I 1 I I I 1 I I 1 123.296 1475.483 1.163 1476.646 10.10 6.87 .73 1477.38 .00 1.22 1.25 1.500 .000 .00 1 .0 - I - I - - - - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - 1 .034 .2038 .0098 .00 1.16 1.12 .47 .013 .00 .00 PIPE I I I 1 I 1 1 I 1 I I I 123.330 1475.490 1.224 1476.714 10.10 6.54 .66 1477.38 .00 1.22 1.16 1.500 .000 .00 1 .0 - I - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- WALL ENTRANCE I I 1 1 1 1 I 1 I 1 1 1 123.330 1475.490 2.377 1477.867 10.10 .85 .01 1477.88 .00 .50 5.00 5.700 5.000 .00 0 .0 - I - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 08/08/01 H -18 fl ") 0 FILE: A3- DET.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6 -23 -2001 Time: 8: 0:23 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.000 7.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A -3 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 101.490 1477.470 1 1481.140 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 116.350 1477.610 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 190.900 1477.940 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 190.900 1477.940 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 190.900 1477.940 2 1477.940 08/08/01 H -19 0 ) ( FILE: A3- DET.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time: 8: 0:24 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -3 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 101.490 1477.470 3.670 1481.140 14.30 4.55 .32 1481.46 .00 1.36 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 14.860 .0094 .0040 .06 3.67 .00 1.18 .013 .00 .00 PIPE I I I I I I I I I I I I I 116.350 1477.610 3.589 1481.199 14.30 4.55 .32 1481.52 .00 1.36 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 74.550 .0044 .0040 .30 3.59 .00 1.56 .013 .00 .00 PIPE I I I I I I I I I I 1 I I 190.900 1477.940 3.557 1481.497 14.30 4.55 .32 1481.82 .00 1.36 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- WALL ENTRANCE I I I I I I I I I I I I I 190.900 1477.940 4.035 1481.974 14.30 .51 .00 1481.98 .00 .51 7.00 4.000 7.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I . . 08/08/01 H -20 II 17 FILE: A3.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6 -23 -2001 Time: 8: 0:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.000 7.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A -3 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 101.490 1477.470 1 1479.440 * ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 116.350 1477.610 1 .013 .000 .000 .000 0 * ELEMENT NO 3 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 190.900 1477.940 1 .013 .000 .000 .000 0 * ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 190.900 1477.940 2 .500 * * ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 190.900 1477.940 2 1477.940 08/08/01 H -21 ( r-) (7 (7 FILE: A3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time: 8: 0:19 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -3 I Invert I Depth I Water I 0 I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch ********* 1********* 1******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** l * * ** * ** I I I I I I I I I I I I I 101.490 1477.470 1.970 1479.440 14.30 4.57 .32 1479.76 .00 1.36 .49 2.000 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 14.860 .0094 .0035 .05 1.97 .32 1.18 .013 .00 .00 PIPE 1 I I I I I I I I I I 1 I 116.350 1477.610 1.865 1479.475 14.30 4.69 .34 1479.82 .00 1.36 1.00 2.000 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 74.550 .0044 .0035 .26 1.87 .47 1.56 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 190.900 1477.940 1.772 1479.712 14.30 4.86 .37 1480.08 .00 1.36 1.27 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- WALL ENTRANCE I I I I I I I I I I I I I 190.900 1477.940 2.443 1480.383 14.30 .84 .01 1480.39 .00 .51 7.00 4.000 7.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I , . . . 08/08/01 H -22 FILE: A4.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 6-20 -2001 Time: 8:37: 7 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.300 10.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A -4 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 101.960 1484.910 1 1486.850 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 142.390 1485.060 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 142.390 1485.060 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 142.390 1485.060 2 1485.060 08/08/01 H -23 > (:) " FILE: A4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -20 -2001 Time: 8:37: 9 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL A -4 I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR 'Type Ch ********* I******* * *I * * * * * * * *I * * * * * * * * *I * * * * * * * ** ******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I I I I I I I I I 101.960 1484.910 1.940 1486.850 16.70 5.36 .45 1487.30 .00 1.47 .68 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I I I `I I I 40.430 .0037 .0048 .19 1.94 .44 2.00 .013 .00 .00 PIPE I I I I I I I I I 1 I I 142.390 1485.060 1.940 1487.000 16.70 5.36 .45 1487.45 .00 1.47 .68 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - I I I I I - I - I (- WALL ENTRANCE I I I I I I I I I I I I 142.390 1485.060 2.815 1487.875 16.70 .59 .01 1487.88 .00 .44 10.00 4.300 10.000 .00 0 .0 - I - - I - I - - I - - - - I - - I - I - I - I - I I 1 08/08/01 H -24 • n (") 0 FILE: A_DET- IN.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6 -23 -2001 Time: 7:59:47 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 1.500 CD 3 4 1 2.500 CD 4 2 0 .000 4.500 10.000 .00 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE A DETENTION BASIN INFLOW W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 5275.170 1474.500 3 1479.600 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5348.490 1476.740 3 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5357.410 1476.780 3 .013 .000 .000 - 76.000 0 ELEMENT NO 4 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 5361.810 1477.100 3 .013 .000 .000 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5368.540 1477.190 3 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5374.870 1477.280 3 5 0 .013 12.900 .000 1477.470 .000 - 56.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5432.450 1478.100 3 .013 36.680 89.942 .000 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5524.980 1479.400 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5560.330 1479.904 3 .013 22.500 - 90.018 .000 0 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5647.160 1482.040 3 .013 .000 .000 .000 0 ELEMENT NO 11 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 08/08/01 H -25 5651.830 1482.060 3 .013 .000 .000 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5947.520 1483.840 3 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 5952.190 1483.870 3 .013 .000 .000 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5987.530 1484.080 3 .013 45.000 - 44.996 .000 0 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6006.820 1484.190 3 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6042.160 1484.410 3 .013 45.000 - 44.997 .000 0 ELEMENT NO 17 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6082.480 1484.640 3 .013 .000 .000 .000 0 ELEMENT NO 18 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6088.800 1484.680 3 5 0 .013 16.700 .000 1484.910 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6121.090 1484.880 3 .013 40.262 45.951 .000 0 ELEMENT NO 20 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 6121.090 1484.880 4 .500 ELEMENT NO 21 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 6121.090 1484.880 4 1484.880 • 08/08/01 14-26 () 17 17/ FILE: A_DET- IN.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time: 7:59:48 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A DETENTION BASIN INFLOW I Invert I Depth I Water I Q Vel Vel I Energy I Super (Critical Flow ToplHeight /(Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth Width IDia. -FTlor I.D.I ZL IPrs /Pip - 1 - I - - I - - I - - - - I - - I - - I - - 1 - - - - I - - I - - I - - I L /Elem ICh Slope I I I SF Ave' HF ISE DpthlFroude N Norm Dp I "N" 1 X -Fall) ZR (Type Ch ********* I******* * *I * * * * * * * *I * * * * * * * * *1 * * * * * * * ** ******* 1*** * * * *I * * * * * * * * *I * * * * * * *I * * * * * * ** * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I I I I I 1 I I 5275.170 1474.500 5.100 1479.600 46.30 9.43 1.38 1480.98 .00 2.25 .00 2.500 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - - - I - - I - - I - 1 73.320 .0306 .0127 .93 5.10 .00 1.46 .013 .00 .00 PIPE I I I I I 1 1 I 1 I 1 5348.490 1476.740 3.794 1480.534 46.30 9.43 1.38 1481.92 .00 2.25 .00 2.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - 1 - - - - I - - I - - I - I- 8.920 .0045 .0127 .11 3.79 .00 2.50 .013 .00 .00 PIPE 1 1 I 1 I I I I I I I 5357.410 1476.780 4.214 1480.994 46.30 9.43 1.38 1482.38 .00 2.25 .00 2.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - - - I- - 1 - - I - (- TRANS STR .0727 .0127 .06 4.21 .00 .013 .00 .00 PIPE I I I I I I I I I I I 5361.810 1477.100 3.950 1481.050 46.30 9.43 1.38 1482.43 .00 2.25 .00 2.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - - - I - - I - - I - I- 6.730 .0134 .0127 .09 3.95 .00 2.00 .013 .00 .00 PIPE I 1 I I I I I I I I I 5368.540 1477.190 3.946 1481.136 46.30 9.43 1.38 1482.52 .00 2.25 .00 2.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - - - I - - I - - I - I JUNCT STR .0142 .0097 .06 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I 5374.870 1477.280 5.055 1482.335 33.40 6.80 .72 1483.05 .00 1.97 .00 2.500 .000 .00 1 .0 - I - I - - I - - I - - - - 1 - - I - - I - - I - - - - 1 - - I - - I - 1 57.580 .0142 .0066 .38 .00 .00 1.52 .013 .00 .00 PIPE I I I I I I I I I I I 5432.450 1478.100 4.761 1482.861 33.40 6.80 .72 1483.58 .00 1.97 .00 2.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - - - I - - I - - I - 1 92.530 .0141 .0066 .61 4.76 .00 1.52 .013 .00 .00 PIPE I I I 1 I 1 I I I I 1 5524.980 1479.400 4.074 1483.474 33.40 6.80 .72 1484.19 .00 1.97 .00 2.500 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - - - I - - I - - I - I 35.350 .0143 .0066 .23 .00 .00 1.51 .013 .00 .00 PIPE I I I I I I I I I I I 5560.330 1479.904 3.948 1483.852 33.40 6.80 .72 1484.57 .00 1.97 .00 2.500 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - - - I - - I - - I - I 80.605 .0246 .0066 .53 3.95 .00 1.28 .013 .00 .00 PIPE 1 • 08/08/01 H -27 n FILE: A_DET- IN.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time: 7 :59:48 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A DETENTION BASIN INFLOW ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * **** * *** * ** * * * * * * * * * * *** ** * * * * * * * * * * * * * * ** * ** * * * * * * ** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) 1 (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - I - - I - - I - - I - - 1 L /Elem ICh Slope I I I I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -FallI ZR !Type Ch ********* 1********* 1******** I********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** 1 * * * * * ** I I I I I I I I I I I I I 5640.935 1481.887 2.500 1484.387 33.40 6.80 .72 1485.11 .00 1.97 .00 2.500 .000 .00 1 .0 - i - - I - - I - I - I - - I - - I - I - I - - I - - I - - I - - I - 1 6.225 .0246 .0061 .04 2.50 .00 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I I 5647.160 1482.040 2.346 1484.386 33.40 6.98 .76 1485.14 .00 1.97 1.20 2.500 .000 .00 1 .0 - I - - I - - I - (- TRANS STR .0043 .0057 .03 2.35 .62 .013 .00 .00 PIPE I I I I I I I I I I I I I 5651.830 1482.060 2.358 1484.418 33.40 6.96 .75 1485.17 .00 1.97 1.16 2.500 .000 .00 1 .0 1 295.690 .0060 .0058 1.71 2.36 .60 2.18 .013 .00 .00 PIPE I I I I I I I I I I I I I 5947.520 1483.840 2,239 1486.079 33.40 7.20 .81 1486.88 .00 1.97 1.53 2.500 .000 .00 1 .0 - I - (- TRANS STR .0064 .0059 .03 2.24 .73 .013 .00 .00 PIPE I I I I I I I I I I I I 1 5952.190 1483.870 2.235 1486.105 33.40 7.21 .81 1486.91 .03 1.97 1.54 2.500 .000 .00 1 .0 - I - - I - - I - -I - I - I 35.340 .0059 .0059 .21 2.26 .73 2.21 .013 .00 .00 PIPE I I I I I I I I I I I I I 5987.530 1484.080 2.230 1486.310 33.40 7.23 .81 1487.12 .00 1.97 1.55 2.500 .000 .00 1 .0 - I - - I - - i - - I - - I - - I - - I - - I - I - I I I - I - 1 19.290 .0057 .0059 .11 2.23 .74 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 6006.820 1484.190 2.237 1486.427 33.40 7.21 .81 1487.23 .03 1.97 1.53 2.500 .000 .00 1 .0 - I - - I - 1 35.340 .0062 .0059 .21 2.26 .73 2.13 .013 .00 .00 PIPE I I I I I I I I I I I I I 6042.160 1484.410 2.211 1486.621 33.40 7.27 .82 1487.44 .00 1.97 1.60 2.500 .000 .00 1 .0 1 40.320 .0057 .0059 .24 2.21 .76 2.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 6082.480 1484.640 2.230 1486.870 33.40 7.22 .81 1487.68 .00 1.97 1.55 2.500 .000 .00 1 .0 - I - - I - - I - - I - I JUNCT STR .0063 .0038 .02 2.29 .74 .013 .00 .00 PIPE I i 08/08/01 H -28 (7 (7 FILE: A_DET- IN.WSW W S P G W - CIVILDESIGN Version 14.01 • PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time: 7:59:48 SUMMIT HEIGHTS - TRACT 16137 0100 FINAL HYDRAULICS LINE A DETENTION BASIN INFLOW ************************************************************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * **** * * * *** * * * * * *** I Invert I Depth Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch * * * * * * * * *1 * * * * * * * * *1 * * * * * * ** ********* 1********* 1******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I I I I I I I I I I 6088.800 1484.680 3.007 1487.687 16.70 3.40 .18 1487.87 .00 1.38 .00 2.500 .000 .00 1 .0 - I - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 32.290 .0062 .0017 .05 .00 .00 1.28 .013 .00 .00 PIPE I I I I I I I I I I I I 6121.090 1484.880 2.886 1487.766 16.70 3.40 .18 1487.95 .00 1.38 .00 2.500 .000 .00 1 .0 - I - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- WALL ENTRANCE I I I I I I I I I I I I 6121.090 1484.880 3.149 1488.029 16.70 .53 .00 1488.03 .00 .44 10.00 4.500 10.000 .00 0 .0 - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I i i 08/08/01 1-1 -29 FILE: A_DET- OUT.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 8- 8 -2001 Time:10:50:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 1.500 CD 3 4 1 2.500 CD 4 2 0 .000 4.500 10.000 .00 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE A - DETENTION BASIN OUTFLOW W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 5000.000 1470.400 1 1470.400 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5145.960 1470.820 1 .013 .000 .000 .000 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 5151.270 1470.850 1 2 0 .013 21.600 .000 1471.590 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5204.870 1471.026 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5245.000 1471.140 1 .013 45.000 - 51.095 .000 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5275.550 1472.340 1 .013 45.000 - 38.897 .000 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5277.650 1472.430 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5282.960 1472.640 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 5282.960 1472.640 1 1472.640 08/08/01 H -30 • 1 FILE: A_DET- OUT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50:30 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A - DETENTION BASIN OUTFLOW * * * *** ****************************************** * * * * * * * * * ** * * * ** * * * * * * * * * * *** ** ************ * * * * * * * * * * *. * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth I Water I Q I Vel Vel I Energy 1 Super ICriticallFlow TopiHeight /IBase WtI INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - - I - - I - -I - I - - I - - I - - I - -I - I - - I - - I - - I L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch * * * * * * * * *1 * * * * * * * ** ******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I I I I I I I I I I 5000.000 1470.400 1.759 1472.159 29.50 6.85 .73 1472.89 .00 1.76 2.95 3.000 .000 .00 1 .0 - I - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 3.229 .0029 .0044 .01 1.76 1.00 2.08 .013 .00 .00 PIPE I I I I I I I I I I I I 5003.229 1470.409 1.830 1472.239 29.50 6.53 .66 1472.90 .00 1.76 2.93 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 15.709 .0029 .0039 .06 1.83 .93 2.08 .013 .00 .00 PIPE I I I I I I I I I I 1 I 5018.938 1470.454 1.906 1472.361 29.50 6.23 .60 1472.96 .00 1.76 2.89 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 46.219 .0029 .0034 .16 1.91 .86 2.08 .013 .00 .00 PIPE I I I I I I I I I , 1 I I 5065.157 1470.587 1.987 1472.574 29.50 5.94 .55 1473.12 .00 1.76 2.84 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 80.803 .0029 .0031 .25 1.99 .79 2.08 .013 .00 .00 PIPE I I I I I I I I I 1 I I 5145.960 1470.820 2.039 1472.859 29.50 5.77 .52 1473.38 .00 1.76 2.80 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - I JUNCT STR .0057 2.04 .75 .013 .00 .00 PIPE I I I I I I I I I I I I 5151.270 1470.850 .886 1471.736 7.90 4.53 .32 1472.05 .00 .89 2.74 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 4.136 .0033 .0037 .02 .89 1.00 .93 .013 .00 .00 PIPE I I I I I I I I 1 i i I 5155.406 1470.864 .916 1471.780 7.90 4.32 .29 1472.07 .00 .89 2.76 3.000 .000 .00 1 .0 - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 20.504 .0033 .0034 .07 .92 .94 .93 .013 .00 .00 PIPE I I I I I I I I I I I I 5175.911 1470.931 .916 1471.847 7.90 4.32 .29 1472.14 .00 .89 2.76 3.000 .000 .00 1 .0 - I - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - (- HYDRAULIC JUMP I I I I I I I I I I I I 5175.911 1470.931 .835 1471.766 7.90 4.92 .38 1472.14 .00 .89 2.69 3.000 .000 .00 1 .0 - I - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 2.478 .0033 .0049 .01 .84 1.12 .93 .013 .00 .00 PIPE 08/08/01 H -31 C) FILE: A_DET- OUT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50:30 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A - DETENTION BASIN OUTFLOW ****: r********************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * *** ** * * * * ** ** * * ** * * ** * * * ** * ** Invert I Depth I Water Q ( Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl No Wth Station Elev I (FT) I Elev (CFS) 1 (FPS) Head 1 Grd.El.l Elev I Depth 1 Width IDia. -FTIor I.D.I ZL Prs /Pip - - -I -I- - - - I - -I - I - - I - - I - - I - - I - - I - - I - - L /Elem Ch Slope I 1 1 SF Ave( HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR Type Ch * * * * * * * ** * * * * * * * * *I * * * * * * * *I * * * * * * * ** ********* I******* I******* I********* I******* I******** )* * * * * * * *I * * * * * * *I * * * * * * *I * * * ** * * * * * ** I I I I I I I I I I 5178.389 1470.939 .835 1471.774 7.90 4.92 .38 1472.15 .00 .89 2.69 3.000 .000 .00 1 .0 - - - I - - I - - - - I- -I - I - - I - - I - - I - - I - - I - - I - - 4.858 .0033 .0052 .03 .84 1.12 .93 .013 .00 .00 PIPE 1 I 1 1 1 I 1 I I I 5183.247 1470.955 .807 1471.762 7.90 5.16 .41 1472.18 .00 .89 2.66 3.000 .000 .00 1 .0 - - - I - - I - - - - I - -I - I - -I- - I - -I - I - - I - - I - - 5.268 .0033 .0060 .03 .81 1.20 .93 .013 .00 .00 PIPE I I I I I I I I I I 5188.514 1470.972 .780 1471.753 7.90 5.41 .45 1472.21 .00 .89 2.63 3.000 .000 .00 1 .0 - - - I - - 1 - - - - I- - I - - I - -I - I - - I - - i - - i - - I - - 5.438 .0033 .0069 .04 .78 1.28 .93 .013 .00 .00 PIPE 1 1 I I I I I I I I 5193.952 1470.990 .754 1471.744 7.90 5.67 .50 1472.24 .00 .89 2.60 3.000 .000 .00 1 .0 - - - I - - I - - - - I - -I - I - - I - - I - - I - - I - - I - - I - - 5.481 .0033 .0078 .04 .75 1.37 .93 .013 .00 .00 PIPE 1 I I I I I I I I I 5199.434 1471.008 .729 1471.737 7.90 5.95 .55 1472.29 .00 .89 2.57 3.000 .000 .00 1 .0 - - - I - - I - - - - I - - I - - I - -I- - I - - I- - I- - I- - I - - 5.437 .0033 .0090 .05 .73 1.46 .93 .013 .00 .00 PIPE I I I I I I I I I I 5204.870 1471.026 .705 1471.731 7.90 6.24 .60 1472.34 .03 .89 2.54 3.000 .000 .00 1 .0 - - - I - - I - - - - I - -I- - I - - I - - I - - I - - I- - I- - I - - 3.404 .0028 .0100 .03 .74 1.56 .96 .013 .00 .00 PIPE 1 I I 1 I I I I I I 5208.274 1471.036 .689 1471.725 7.90 6.44 .64 1472.37 .04 .89 2.52 3.000 .000 .00 1 .0 - - - I - - 1 - - - - I - - I - - I - -I - I - - I- - I - - I- - I - - 4.945 .0028 .0112 .06 .73 1.63 .96 .013 .00 .00 PIPE I I I I I I I I I I 5213.219 1471.050 .666 1471.716 7.90 6.76 .71 1472.43 .04 .89 2.49 3.000 .000 .00 1 .0 - - - I - - I - - - - I - - I - - I - -I- - I - - I - - I - - I - - I - - 4.892 .0028 .0128 .06 .71 1.74 .96 .013 .00 .00 PIPE I I I I I I I I I I 5218.111 1471.064 .644 1471.708 7.90 7.09 .78 1472.49 .04 .89 2.46 3.000 .000 .00 1 .0 - - - I - - I - - - - I- -I- - I - - I - - I- - I- - I- - I- -I- - 4.810 .0028 .0147 .07 .69 1.86 .96 .013 .00 .00 PIPE 08/08/01 H -32 0 n FILE: A_DET- OUT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50:30 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A - DETENTION BASIN OUTFLOW ***************************************************** * *** * * * * * * * * * * * * * * * * * * * * * * * * +.» * * * * * *** * * * * *** *** * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth I Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev (FT) I Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR 'Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * * *1 * * * * * * * ** * * * * * * * ** ******* I******* I********* I******* I******** I * * * * * * * *1 * * * * * * *1 * * * * * * *I * * * ** I * * * * * ** I I I I I I I I I I 5222.921 1471.077 .623 1471.700 7.90 7.44 .86 1472.56 .05 .89 2.43 3.000 .000 .00 1 .0 - I - - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 4.640 .0028 .0168 .08 .67 1.98 .96 .013 .00 .00 PIPE I I I I I I I I I I 5227.561 1471.090 .602 1471.693 7.90 7.80 .94 1472.64 .05 .89 2.40 3.000 .000 .00 1 .0 - I - - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 4.598 .0028 .0192 .09 .65 2.12 .96 .013 .00 .00 PIPE I I I I I I I I I I 5232.159 1471.104 .583 1471.687 7.90 8.18 1.04 1472.73 .05 .89 2.37 3.000 .000 .00 1 .0 - I - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - I 4.372 .0028 .0220 .10 .64 2.26 .96 .013 .00 .00 PIPE I I I I I I I I I I 5236.531 1471.116 .563 1471.679 7.90 8.58 1.14 1472.82 .06 .89 2.34 3.000 .000 .00 1 .0 - I - - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - I 4.305 .0028 .0252 .11 .62 2.41 .96 .013 .00 .00 PIPE I I I I I I I I I I 5240.835 1471.128 .545 1471.673 7.90 9.00 1.26 1472.93 .06 .89 2.31 3.000 .000 .00 1 .0 - I - - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - I 4.165 .0028 .0289 .12 .61 2.57 .96 .013 .00 .00 PIPE I I I I I I I I I I 5245.000 1471.140 .528 1471.668 7.90 9.44 1.38 1473.05 .14 .89 2.28 3.000 .000 .00 1 .0 - I - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 8.849 .0393 .0292 .26 .67 2.75 .50 .013 .00 .00 PIPE I I I I I I I I I I 5253.849 1471.488 .542 1472.030 7.90 9.07 1.28 1473.31 .13 .89 2.31 3.000 .000 .00 1 .0 - I - - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - I 7.258 .0393 .0258 .19 .67 2.60 .50 .013 .00 .00 PIPE I I I I I I I I I I 5261.106 1471.773 .560 1472.333 7.90 8.65 1.16 1473.49 .12 .89 2.34 3.000 .000 .00 1 .0 - I - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - I 5.158 .0393 .0225 .12 .68 2.44 .50 .013 .00 .00 PIPE I I I I I I I I I I 5266.265 1471.975 .579 1472.554 7.90 8.24 1.06 1473.61 .11 .89 2.37 3.000 .000 .00 1 .0 - I - - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - I 3.872 .0393 .0197 .08 .69 2.28 .50 .013 .00 .00 PIPE • 08/08/01 H -33 17) l 0 ) FILE: A_DET- OUT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50:30 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LINE A - DETENTION BASIN OUTFLOW Invert I Depth I Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl 'No Wth Station Elev I (FT) I Elev (CFS) (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - - - I - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem Ch Slope 1 I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR Type Ch * * * * * * * ** * * * * * * * * *1 * * * * * * * *1 * * * * * * * ** * * * * * * * ** ******* 1******* I********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *I * * * ** I * * * * * ** I I 1 I I I I I I 1 5270.136 1472.127 .599 1472.726 7.90 7.86 .96 1473.69 .10 .89 2.40 3.000 .000 .00 1 .0 - - - I - - I - - - - - - I - - 1 - - I - - I - - I - - I - - I - - I - I 3.042 .0393 .0172 .05 .70 2.14 .50 .013 .00 .00 PIPE I I I I I I 1 I I I 5273.178 1472.247 .619 1472.866 7.90 7.49 .87 1473.74 .09 .89 2.43 3.000 .000 .00 1 .0 - - - I - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 2.372 .0393 .0150 .04 .71 2.00 .50 .013 .00 .00 PIPE I I I I I 1 I I I I 5275.550 1472.340 .641 1472.981 7.90 7.14 .79 1473.77 .00 .89 2.46 3.000 .000 .00 1 .0 - - - I - - I - - - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .528 .0429 .0137 .01 .64 1.88 .49 .013 .00 .00 PIPE I I 1 I I I I I I I I 5276.078 1472.363 .647 1473.010 7.90 7.04 .77 1473.78 .00 .89 2.47 3.000 .000 .00 1 .0 - - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 1.572 .0429 .0126 .02 .65 1.84 .49 .013 .00 .00 PIPE 1 I I I I 1 1 I I I I 5277.650 1472.430 .669 1473.100 7.90 6.71 .70 1473.80 .00 .89 2.50 3.000 .000 .00 1 .0 - - - 1 - - I - - 1 - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .325 .0395 .0116 .00 .67 1.72 .50 .013 .00 .00 PIPE I I I I 1 I I I I 1 I 5277.976 1472.443 .674 1473.117 7.90 6.64 .69 1473.80 .00 .89 2.50 3.000 .000 .00 1 .0 - - - I - - I - - 1 - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 1.361 .0395 .0107 .01 .67 1.70 .50 .013 .00 .00 PIPE I I I I I I I I I I I 5279.337 1472.497 .697 1473.194 7.90 6.33 .62 1473.82 .00 .89 2.53 3.000 .000 .00 1 .0 - - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - I 1.080 .0395 .0093 .01 .70 1.59 .50 .013 .00 .00 PIPE I I I I I 1 I I I I I 5280.417 1472.540 .721 1473.261 7.90 6.04 .57 1473.83 .00 .89 2.56 3.000 .000 .00 1 .0 - - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .844 .0395 .0082 .01 .72 1.49 .50 .013 .00 .00 PIPE 1 I I 1 I I I 1 I I I 5281.261 1472.573 .746 1473.319 7.90 5.76 .51 1473.83 .00 .89 2.59 3.000 .000 .00 1 .0 - - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .673 .0395 .0071 .00 .75 1.39 .50 .013 .00 .00 PIPE 08/08/01 H -34 FILE: A_DET- OUT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 8 -2001 Time:10:50:30 SUMMIT HEIGHTS - TRACT 16137 0100 FINAL HYDRAULICS LINE A - DETENTION BASIN OUTFLOW I Invert I Depth I Water I 0 Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTlor I.D. ZL 1Prs /Pip - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - - - I L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR 'Type Ch ********* I******* * *I * * * * * * * *I * * * * * * * * *I * * * * * * * ** ******* I******* I********* I******* I** * * * * * *I * * * * * * * *I * * * * * * *I * * * * * ** * * * ** I * * * * * ** I I I 1 I I I I I I I 5281.934 1472.599 .771 1473.371 7.90 5.49 .47 1473.84 .00 .89 2.62 3.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - - 1 .467 .0395 .0062 .00 .77 1.31 .50 .013 .00 .00 PIPE I I I 1 I I I I I I I 5282.400 1472.618 .798 1473.416 7.90 5.23 .43 1473.84 .00 .89 2.65 3.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - - 1 .313 .0395 .0055 .00 .80 1.22 .50 .013 .00 .00 PIPE I I I I I I I I I I I 5282.713 1472.630 .826 1473.456 7.90 4.99 .39 1473.84 .00 .89 2.68 3.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - - 1 .206 .0395 .0048 .00 .83 1.14 .50 .013 .00 .00 PIPE 1 I I I I I I I I 1 I 5282.919 1472.638 .854 1473.493 7.90 4.76 .35 1473.84 .00 .89 2.71 3.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - - I .041 .0395 .0042 .00 .85 1.07 .50 .013 .00 .00 PIPE I I I I I I I I I I I 5282.960 1472.640 .886 1473.526 7.90 4.53 .32 1473.84 .00 .89 2.74 3.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - - 1 08/08/01 H -35 FILE: B1.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6 -23 -2001 Time:10:18:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL B -1 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 105.380 1478.250 1 1482.460 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 185.410 1484.040 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 185.410 1484.040 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 185.410 1484.040 2 1484.040 08/08/01 H -36 ( ) n (' ) FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:10:18:20 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL B -1 ************************************************************************ * * * *. * * * * * * * * * * * * * *** * * * * * * **** * * * * * * * * * * * * * * * ** ** * * *** * ** I Invert I Depth 1 Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station 1 Elev 1 (FT) I Elev I (CFS) (FPS) Head Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - I - - 1 - - I - - - - I - - - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I SF Ave HF 1SE DpthlFroude N1Norm Dp I "N" I X -Fall) ZR 'Type Ch ********* I******* * *I * * * * * * * *I * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * ** ********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I I I I I I I I 105.380 1478.250 4.210 1482.460 5.90 1.88 .05 1482.51 .00 .86 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - - - i - - I - - I - - I - - I - - I - 1 30.836 .0723 .0007 .02 4.21 .00 .42 .013 .00 .00 PIPE I I I I I I I 1 I I 1 136.216 1480.481 2.000 1482.481 5.90 1.88 .05 1482.54 .00 .86 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - - - I - - I - - I - - I - - I - - I - I- 2.502 .0723 .0006 .00 2.00 .00 .42 .013 .00 .00 PIPE I I I I I I 1 I I I I 138.718 1480.662 1.814 1482.476 5.90 1.97 .06 1482.54 .00 .86 1.16 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - - - I - - I - - I - - I - - I - - I - I 1.422 .0723 .0006 .00 1.81 .22 .42 .013 .00 .00 PIPE I I I I I I I I . I I I 140.139 1480.765 1.706 1482.471 5.90 2.07 .07 1482.54 .00 .86 1.42 2.000 .000 .00 1 .0 - 1 - - I - - I - - I - - - - I - - - - I - - 1 - - I - - I - - I - - I - 1 1.135 .0723 .0007 .00 1.71 .26 .42 .013 .00 .00 PIPE I I I I I I I I I I I 141.275 1480.847 1.618 1482.465 5.90 2.17 .07 1482.54 .00 .86 1.57 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - - - I - - I - - I - - I - - I - - I - 1 .987 .0723 .0007 .00 1.62 .29 .42 .013 .00 .00 PIPE I I 1 I I 1 I I 1 I I 142.262 1480.918 1.540 1482.458 5.90 2.27 .08 1482.54 .00 .86 1.68 2.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - - - I - - I - - I - - I - - I - - I - 1 .029 .0723 .0008 .00 1.54 .32 .42 .013 .00 .00 PIPE I I I I I I I I I I I 142.291 1480.921 1.540 1482.461 5.90 2.27 .08 1482.54 .00 .86 1.68 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - - - I - - 1 - - I - - I - - I - - I - !- HYDRAULIC JUMP I I I I I I I I I I I 142.291 1480.921 .444 1481.365 5.90 11.36 2.00 1483.37 .00 .86 1.66 2.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - - - I - - I - - I - - I - - I - - I - I 6.855 .0723 .0580 .40 .44 3.58 .42 .013 .00 .00 PIPE I I I I I I I I I I I 149.147 1481.416 .444 1481.860 5.90 11.34 2.00 1483.86 .00 .86 1.66 2.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - - - I - - I - - I - - 1 - - I - - I - 1 9.154 .0723 .0542 .50 .44 3.57 .42 .013 .00 .00 PIPE 08/08/01 1-1-37 0 0 FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:10 :18:20 SUMMIT HEIGHTS - TRACT 16137 0100 FINAL HYDRAULICS LATERAL B -1 * * **** ** ********************************************************************************* * * * * * * * * * * * * * * * * * * * * ** * * ** * +*** * ** * * * * ** I Invert 1 Depth I Water 1 Q Vel Vel I Energy I Super ICriticallFlow TopiHeight /IBase Wtl INo Wth Station 1 Elev I (FT) 1 Elev 1 (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - 1 - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - 1 - - I L /Elem ICh Slope I I 1 SF Ave! HF ISE DpthlFroude NINorm Dp I "N° I X -Falls ZR 'Type Ch ********* I******* * *1 * * * * * * * *1 * * * * * * * * *I * * * * * * * ** ******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** )* * * * * ** 1 I I I I I 1 I 1 I I 1 158.301 1482.079 .459 1482.538 5.90 10.81 1.82 1484.35 .00 .86 1.68 2.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - I - -I- - I - - I - 1 5.961 .0723 .0473 .28 .46 3.35 .42 .013 .00 .00 PIPE • I I I I 1 I I I I I I I 164.262 1482.510 .475 1482.985 5.90 10.31 1.65 1484.64 .00 .86 1.70 2.000 .000 .00 1 .0 - I -I- - I - - I - - - - I - - I - - I - - I - - I - -I - I - - I - 1- 4.331 .0723 .0414 .18 .48 3.13 .42 .013 .00 .00 PIPE I I 1 I I I I I I I I I 168.593 1482.823 .491 1483.314 5.90 9.83 1.50 1484.81 .00 .86 1.72 2.000 .000 .00 1 .0 - I - I - - I - -I - - - 1 - - 1 - - I - - I - - I - -I -I- -I 1 3.303 .0723 .0362 .12 .49 2.93 .42 .013 .00 .00 PIPE I I I I I I I I I I 1 1 171.896 1483.062 .508 1483.570 5.90 9.37 1.36 1484.93 .00 .86 1.74 2.000 .000 .00 1 .0 - I - 1 - - I - - I - - - - I - -I- - I - - I - - I - - I - -I - I - 1 2.606 .0723 .0317 .08 .51 2.75 .42 .013 .00 .00 PIPE I I I I I I 1 I I I I I 174.502 1483.251 .526 1483.777 5.90 8.94 1.24 1485.02 .00 .86 1.76 2.000 .000 .00 1 .0 - I- -I- - I - -I - - - I - - I - - I - - I- - I - - I - -1 -I- 1- 2.122 .0723 .0277 .06 .53 2.57 .42 .013 .00 .00 PIPE I I I I I I I I I I I I 176.624 1483.404 .544 1483.948 5.90 8.52 1.13 1485.08 .00 .86 1.78 2.000 .000 .00 1 .0 - I- -I- - I - - 1 - - - - I - - I - - I - -I- - I - - 1 - -I -I- 1- 1.735 .0723 .0243 .04 .54 2.41 .42 .013 .00 .00 PIPE I I I I I I I I I I I 1 178.360 1483.530 .563 1484.093 5.90 8.12 1.02 1485.12 .00 .86 1.80 2.000 .000 .00 1 .0 - I- -I- - I - - I - - - - I - - I- - I - - I - - I - - I - - I - -I 1 1.431 .0723 .0212 .03 .56 2.25 .42 .013 .00 .00 PIPE I I I I I I I I I 1 I 1 179.791 1483.634 .583 1484.217 5.90 7.75 .93 1485.15 .00 .86 1.82 2.000 .000 .00 1 .0 -I - I - - I- - I - - - - I - - I - -I- - I - - I - -I -I -I- I 1.203 .0723 .0186 .02 .58 2.11 .42 .013 .00 .00 PIPE I I I I I I I I I I I I 180.994 1483.721 .603 1484.324 5.90 7.38 .85 1485.17 .00 .86 1.84 2.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - 1 - - I - 1 .998 .0723 .0163 .02 .60 1.97 .42 .013 .00 .00 PIPE 08/08/01 H -38 n n (-) FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:10:18:20 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL B -1 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station Elev I (FT) I Elev 1 (CFS) 1 (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D. I ZL IPrs /Pip - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I L /Elem Ch Slope I 1 1 I SF Ave l HF ISE DpthlFroude NINorm Dp 1 "N" I X -Fall) ZR 'Type Ch * * * * * * * ** ********* 1******** I********* I********* 1******* 1******* I********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I 1 I I I I 1 I 1 1 181.992 1483.793 .624 1484.417 5.90 7.04 .77 1485.19 .00 .86 1.85 2.000 .000 .00 1 .0 - - -I - I - - I - - 1 - - 1 - - I - - I - - 1 - - I - - 1 - - I - - I - 1 .826 .0723 .0142 .01 .62 1.85 .42 .013 .00 .00 PIPE 1 1 I I I 1 I I I I I I 182.818 1483.853 .646 1484.499 5.90 6.71 .70 1485.20 .00 .86 1.87 2.000 .000 .00 1 .0 - - - i - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - 1 - 1 .679 .0723 .0125 .01 .65 1.73 .42 .013 .00 .00 PIPE I 1 I 1 I I I 1 1 I I I 183.497 1483.902 .669 1484.571 5.90 6.40 .64 1485.21 .00 .86 1.89 2.000 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - -I - I - - I - 1 .551 .0723 .0109 .01 .67 1.61 .42 .013 .00 .00 PIPE I I I I 1 I I 1 I I I 1 184.048 1483.942 .693 1484.635 5.90 6.10 .58 1485.21 .00 .86 1.90 2.000 .000 .00 1 .0 - - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - 1 - - I - 1 .455 .0723 .0096 .00 .69 1.51 .42 .013 .00 .00 PIPE I I I 1 1 1 I I I I I 1 184.503 1483.974 .717 1484.692 5.90 5.82 .53 1485.22 .00 .86 1.92 2.000 .000 .00 1 .0 - - -I - I - - 1 - - 1 - - I - - I - - 1 - - 1 - - I - - 1 - - I - - 1 - 1 .341 .0723 .0084 .00 .72 1.41 .42 .013 .00 .00 PIPE 1 1 I 1 I 1 1 1 1 1 I 1 184.844 1483.999 .743 1484.742 5.90 5.55 .48 1485.22 .00 .86 1.93 2.000 .000 .00 1 .0 - - - i - - I - - I - - I - - 1 - - I - - I - - I - - 1 - - I - - I - - I - 1 .253 .0723 .0074 .00 .74 1.32 .42 .013 .00 .00 PIPE I 1 I I I 1 I 1 1 1 I I 185.097 1484.017 .770 1484.788 5.90 5.29 .43 1485.22 .00 .86 1.95 2.000 .000 .00 1 .0 - - -I - I - - 1 - - I - - I - - I - - 1 - - I - - I - - 1 - - 1 - - I - 1 .175 .0723 .0065 .00 .77 1.23 .42 .013 .00 .00 PIPE I I I 1 I I 1 1 1 1 I 1 185.272 1484.030 .798 1484.828 5.90 5.04 .40 1485.22 .00 .86 1.96 2.000 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .104 .0723 .0057 .00 .80 1.15 .42 .013 .00 .00 PIPE 1 I I I 1 I I I I 1 1 1 185.376 1484.038 .827 1484.865 5.90 4.81 .36 1485.22 .00 .86 1.97 2.000 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .034 .0723 .0050 .00 .83 1.07 .42 .013 .00 .00 PIPE 08/08/01 11-39 0 0 . FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:10:18:20 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL B -1 ******************************************************************************************* * * * * * * ** * * * * * * * * * * * ** ** * * * * * *** * * * *** ** Invert I Depth I Water I Q I Vel Vel Energy I Super ICritica1IF1ow ToplHeight /IBase Wt1 No Wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.E1.l Elev I Depth I Width IDia. -FTlor I.D.I ZL Prs /Pip - - - I - - I - - I - I - - I- L/Elem Ch Slope I 1 I I SF Ave HF ISE DpthlFroude N)Norm Dp 1 "N" I X -Fall) ZR Type Ch * * * * * * * ** ********* I******** I**** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** ********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** * * * * * ** I 1 I I I I I I 1 I 185.410 1484.040 .858 1484.898 5.90 4.58 .33 1485.22 .00 .86 1.98 2.000 .000 .00 1 .0 - - - I - - I I - I - - I - - - I I I I I - I - - WALL ENTRANCE 1 1 I 1 I I I I 1 I I 185.410 1484.040 1.332 1485.372 5.90 .32 .00 1485.37 .00 .18 14.00 4.500 14.000 .00 0 .0 -i -I -I- I -i -I - I - - I I - I I - i 08/08/01 H-40 FILE: B2.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6 -23 -2001 Time:10:18:22 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 10.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL B-2 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 103.090 1506.910 1 1510.050 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 210.620 1507.360 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 210.620 1507.360 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 210.620 1507.360 2 1507.360 08/08/01 H-41 (7 FILE: B2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -23 -2001 Time:10:18:24 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL 8 -2 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * *** ** * * * **** * * ** * * * * * * * * ** * * * * * * * * * * * * *** * ** ** * * * * * ** * * * * * *** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - -I- - I - - I L /Elem ICh Slope I I I I SF Ave' HF 1SE DpthlFroude NINorm Dp I "N" I X -Fall) ZR 'Type Ch ********* 1********* I******** I********* I********* 1******* I******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** 1 * * * * * ** I I I I I I I I I I I I I 103.090 1506.910 3.140 1510.050 4.00 1.27 .03 1510.08 .00 .70 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - 1 107.530 .0042 .0003 .03 3.14 .00 .71 .013 .00 .00 PIPE I I I I I I I I I I I I I 210.620 1507.360 2.724 1510.084 4.00 1.27 .03 1510.11 .00 .70 .00 2.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- WALL ENTRANCE I I I I I I I I I I I I I 210.620 1507.360 2.761 1510.121 4.00 .14 .00 1510.12 .00 .17 10.00 4.500 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - -I - I - - I - - I - - I - - I - - I - 1 08/08/01 H-42 FILE: SWALE - LAT.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 8- 9 -2001 Time:12: 6:11 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - TRACT 16137 HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL AT THE END OF SWALE /SAN SEVAINE RD W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3136.030 1438.810 1 1439.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3202.040 1444.400 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 3202.040 1444.400 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3202.040 1444.400 2 1444.400 8/09/01 H -43 FILE: SWALE - LAT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 9 -2001 Time:12: 6:13 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL AT THE END OF SWALE /SAN SEVAINE RD **************************************:******************** r* * * * * * * * * * * * * * * * * * * * * * * ** * * *** ** . + + +« * * ** * * * **** *** *** * * * * * ** * * * * ** ** I Invert I Depth Water I Q I Vel Vel I Energy I Super ICriticaliFlow TopIHeight /IBase Wtl INo Wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - 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I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 6.649 .0847 .0392 .26 .95 3.28 .79 .013 .00 .00 PIPE I I I I I I I I I I 1 1 3172.284 1441.880 .980 1442.860 29.50 14.69 3.35 1446.21 .00 1.76 2.81 3.000 .000 .00 1 .0 - I - - I - - - -1 - 1 - - 1 - - I - - 1 - -I- -I - 1 - -1 - 1 - I 5.361 .0847 .0344 .18 .98 3.06 .79 .013 .00 .00 PIPE I I I I I I I I I I I 3177.645 1442.334 1.015 1443.349 29.50 14.01 3.05 1446.40 .00 1.76 2.84 3.000 .000 .00 1 .0 - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- 4.417 .0847 .0301 .13 1.02 2.87 .79 .013 .00 .00 PIPE I I I I I I I I I I I I 3182.061 1442.708 1.051 1443.759 29.50 13.36 2.77 1446.53 .00 1.76 2.86 3.000 .000 .00 1 .0 -I - 1 - - - - I - - I - -1 - I- - I- -I - 1 - - I - - 1 - -I- 1 3.685 .0847 .0264 .10 1.05 2.68 .79 .013 .00 .00 PIPE I I I I I I 1 I 1 I I 1 I 3185.747 1443.020 1.088 1444.108 29.50 12.73 2.52 1446.63 .00 1.76 2.88 3.000 .000 .00 1 .0 - 1 - - I - - - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - I 3.086 .0847 .0231 .07 1.09 2.50 .79 .013 .00 .00 PIPE I I I 1 I 1 I 1 1 1 I 1 3188.832 1443.282 1.127 1444.409 29.50 12.14 2.29 1446.70 .00 1.76 2.91 3.000 .000 .00 1 .0 - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - 1 - -I- - I - 1 2.595 .0847 .0203 .05 1.13 2.34 .79 .013 .00 .00 PIPE 8/09/01 H-44 (7 0 FILE: SWALE - LAT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 9 -2001 Time:12: 6:13 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL AT THE END OF SWALE /SAN SEVAINE RD I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlo Top1Height /IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I,D.I ZL IPrs /Pip - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - 1 - - I - - I L /Elem ICh Slope I 1 I I SF Ave, HF ISE DpthlFroude NINorm Dp I "N" 1 X -Fall) ZR !Type Ch ********* I********* 1******** I********* I********* I******* 1******* 1********* 1******* I******** 1* * * * * * * *I * * * * * * *1 * * * * * * *I * * * ** 1 * * * * * ** I 1 I 1 I 1 I I I I I I I 3191.427 1443.501 1.168 1444.669 29.50 11.58 2.08 1446.75 .00 1.76 2.93 3.000 .000 .00 1 .0 - I - - I - - 1 - - I - - I - - I - - I - - 1 - - I - - I - - 1 - - 1 - - I - 1 2.186 .0847 .0178 .04 1.17 2.19 .79 .013 .00 .00 PIPE 1 I I I I I I 1 1 I 1 I I 3193.614 1443.686 1.211 1444.897 29.50 11.04 1.89 1446.79 .00 1.76 2.94 3.000 .000 .00 1 .0 - I - - I - - I - - 1 - - I - - I - - 1 - - 1 - - I - - 1 - - I - - I - - I - 1 1.854 .0847 .0156 .03 1.21 2.04 .79 .013 .00 .00 PIPE 1 1 I 1 I 1 1 I 1 I I I I 3195.467 1443.843 1.255 1445.099 29.50 10.52 1.72 1446.82 .00 1.76 2.96 3.000 .000 .00 1 .0 - I - - I - - I - -1 - 1 - - 1 - - I - - I - - I - - I - - I - - 1 - - I - 1 1.555 .0847 .0137 .02 1.26 1.91 .79 .013 .00 .00 PIPE 1 1 I 1 I I I I I I I I I 3197.022 1443.975 1.301 1445.276 29.50 10.03 1.56 1446.84 .00 1.76 2.97 3.000 .000 .00 1 .0 - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - 1 1.296 .0847 .0121 .02 1.30 1.78 .79 .013 .00 .00 PIPE 1 1 I 1 1 I 1 1 I 1 1 1 I 3198.318 1444.085 1.349 1445.434 29.50 9.57 1.42 1446.86 .00 1.76 2.98 3.000 .000 .00 1 .0 - 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FILE: SWALE - LAT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8- 9 -2001 Time:12: 6:13 SUMMIT HEIGHTS - TRACT 16137 Q100 FINAL HYDRAULICS LATERAL AT THE END OF SWALE /SAN SEVAINE RD J Invert I Depth I Water 1 Q Vel Vel 1 Energy 1 Super ICriticalIFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL 1Prs /Pip - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - -I - I - - I L /Elem ICh Slope I I 1 SF Avel HF ISE DpthlFroude NINorm Dp 1 "N" 1 X -Fall) ZR !Type Ch ********* 1******* * *I * * * * * * * *I * * * * * * * * *1 * * * * * * * ** ******* 1******* 1********* I***.*** I******** I * * * *„ * * *I * * * * * * *I * * * * * * *I * * * ** I * * * * * ** 1 1 I 1 1 1 I I I 1 I I 3201.772 1444.377 1.626 1446.003 29.50 7.54 .88 1446.89 .00 1.76 2.99 3.000 .000 .00 1 .0 - I - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .205 .0847 .0056 .00 1.63 1.16 .79 .013 .00 .00 PIPE I I I I I I I I I 1 1 I 3201.977 1444.395 1.690 1446.085 29.50 7.19 .80 1446.89 .00 1.76 2.98 3.000 .000 .00 1 .0 - I - - I - - I - - I - - - - I - - I - - I - - I - - I - - I - - I - - I - 1 .063 .0847 .0050 .00 1.69 1.08 .79 .013 .00 .00 PIPE WALL ENTRANCE I 1 1 1 1 1 I I 1 I I I I 3202.040 1444.400 1.760 1446.160 29.50 6.84 .73 1446.89 .00 1.76 2.95 3.000 .000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 08/09/01 H-46 I 3 6 REFERENCES & MAPS 06/25/01 R -1 r - :r�: +:,• ,r•,',�'.'L �� _ y ,�"". . 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CHINO I � ��_� . c ... � F /c.�� t w . �� � _ 7._,,P=-..= -� - f _1 — I— - 1 • , pm-- ...... , la � — -� � _ fir/ i I � � d� 00 � ! ♦♦♦ 4 1E 1 _, ,..... 4.1.....0- / , i ! ! ( Lk IDE - - r - - . -44 -- - / .-. + - • • I-- -- -- 1 v - � 'ip \ R 4W R ' o � R2W \ R I • ' , • - ' � 11 SAN BERNARDINO COUNTY t - 1 - -- • - - r - `.. 'V I 4.s - FLOOD CONTROL DISTRICT „ -' - ( R5 w/ �.o � • ° ` r° °• REDUCED DRAWING VALLEY AREA � '- ISOHYETALS SCALE I= 4 MILES X. -100 YEAR 24 HOUR '' SAN BERNARDINO COUNTY .f[0 ON U. ' - - t • ' -•" • • - - SO.C, I101.A /Cl.A! !, Intl i — t — I — . - _ 41111 L E AMMO) BY • n� iK ;ualt� .fir r<+:1',L� i - " '1 " I R 1 �• R6w - HYDROLOGY MANUAL 1pp / .0190LINE9 PRECIPITATION (INCHES) OM SCALE f[t 160. ollwA N0 �.J 1902 I ".era w90 -1 6 N t2 R ILL. F R r^ T 1 POST MILES SHEET' fOTAI 01ST COUNTY ROUTE TOTAL PROJEC T I NO.ISHEETS • 08 SBd 15.30 7 i, 2471184 I RI0.0/R1 /IO. 3.1 THIS PLAN ACCURATE FOR DRAINAGE / q� s 3/25/97 Paress , , o 4 ,.•;; \ AND CONTOUR GRADING ONLY. R EGISTERED CIVIL ENGINEEP. � o W MARK � LANCASTER 8 -4 -97 LINO 0 :... ' P LANS APPROL DA �E,�12 ar .po*t. at II VA r. c . TE 0.It.ro t� C IVIL , ter 000,raoy or 000plMOrro. a .1.otranlo 7 a� — + cool.a of this olm oew+. �_= I i r r - fJ • 5 00 o i w . W V1 I w ,.•. �_ o ' ' R/w R . w • 4 . I l'! . a I POT BE ECH 60 .. i mp Rtw o ; © 40'RT170 + 88 P AVE • 1 RIM 1486.00' CI I oml m t ''' I - 1-- 1 Q w 6I 1 7 w I o 160 SDJS , -_ - -- l- - 1 ._...__. I . 1 � - •..,. I w j � � N D o I Y 0 ? 2 16 ` • 163 164 165 166 167 = • U -i U . -------- _._• .._ .___ i F— ( y y ,4!.. • 6.1 r ' < -R /W i /R/W R/w { 1 ; • i '' I .: : f ' — 1 . . .. . 8 i W _ -- .., • . ... \ . . ... . , . ... , .: ,. . : , . . . . . , , , . . . • . . .... \sg\—Y: ., ...... W - \ i s 4 o ii, R/W . • 7 .) \ s„, : , -,..;:;• . i • ' . ' ': •i-.. x 1 u x co co %Ii' W § CI . . a COI • V a t _ I 4C1 0 �a 1 ; u. I i a \�\ I _ -. -. _ _ w _.. _.. w - i - _ � DRAINAGE & CONTOUR { �� MATCH SHEET D -12 ' GRADING PLAN ; 4- 1 MATCH SHEET D-13 SCALE: 1"..50' D-39 7 N 1 iZ FOR REDUCED PLANS U 1 2 : I. .iERNANE •> rrhInc ICU 08234 I EA 204301 ORIGINAL SCALE IS IN INCHES I 1, .:N i'_C •' (ESC-0E1920A30139.nsf ._ ____ _____ - -• r . I TURN LINE D ST COUNTI t ROUTE POST MILES SHEET TOTAL - - - — - • - - ' , 0 R 7 10.0 I / /R 13 I 184 �� 8 1 S ` 1 15 3 . 10. , 2 SDJS Ii Z ' 5.! — R EGISTERED CI ENGINEER 3/25/ f'O' -__. ::;; _ .x . - -•' 1 - �.. .- . _...__ _. ._.__ _ e ` MARK a = w o N ? mo -4 -97 �� LA NCASTER ; I :.._- .. a WI� o1m. ... _. . __. _ . .... ... ._ .. .. __.. .. .... G o m ... ..... PLANS APPROVAL DATE k lro _ F u m �°' ... .__ --.... ....... _. __ .. _ . _ .. .. .._ . RIM 1486.00' _ .. m �� - . _. ,,.....- ._.___._. _.- _.... rte Slate d Camerae or Its orlktirs n 0w...12/31/99* _ -- -- ---- ... .. . ._ 4 .n• __ - ° -. : ... v = ....__ uIz _ o te a... ogres sMO ter le rAraontlpti 7a /tr occur ace r, CIVIL • s a. T p ." ^(o a oa1CIM«ws a aorcwe moles a ins Poe o u a a ® SDJS a ... \ .n l. sleet \aTU n m ..... ¢ Y ,... _... _._.._ 36..x. -2.CSP RISER /... .... I 1 �, � Ib - ; � G r - - - - ' /;'CHECKERED P.. TU RN LINE ' - 1470.9' ... m. + _... ..._._ . 3 36 ='4'CSP RISER -.• - - -. -.- .. -- - -. .. .. . . . - ....__.. _..._ .._....._....._...... ¢ � R = 66..0' RIM 1 477.09' s 1480 '^ s A:59 �---- :' /. " CHECKERED P L. - - __..------ _.. .. - ¢ a cc _ ut K - - . L= 69.36:_ .... _ -- FG _.. _. ... _.... _ " > HCJS . 7_38.23' OG� . ............ - O: : - i io • FG x o w - - - - -- . -. • - .... • ! N w S+ I 3 % 60 "X 764' RCP . PLUG END OF PIPE/ ! = w • • 1 • 4 70 - �--` - - - _ -_.. _..- - - --- - -- - - -- - - 6 " THICIL ECG - - -- - -.r - --- .. .. ... ..?, � � ...... - - . --- O • ¢ O - - -- 6O .X 180'♦fCP . FL 1476.46' FL 1476.56' m mo • . �± + I. 5 / � - .___ —.. __.. _._..__ _____. _... ___t _ ..__._ _ ___ .__........ __..__. _......... _..__.___. �_.- __. a..... : _..___....._ : _._.� Q mod _. . _ .. • . A • FL 1466.53• : FL R • • c 1460 _ _._.._. � _- -__ -.- l4B - m _ - FL - T463:71 _ rL 1466.743.----- - _ - _ 5. m x o� - ....._.. _ F n FL 1462.92' C, N • nN v.. N RIM 1486 • a o a - -- - 36..ArWEFT!_'_. - - - .. _ .. _._. 0 0 D RAINAGE SYSTEM 8 scale: HorIZ ' =50' - TYPE 2 APRON I$ -4 - � �"' - ' • 0 • Vert - _ 1_''.5.,:_ - - a 1480 O• +:�:. - - °- - --••- ---- -.. .._ __...-- - ----- - . . - --- -- • - -- --- ._..._ ..-' - --__ ... . -.-. ° -- -- - ... - -- - -- .. ..- -- --- - ._.. -- -- -- ...- - - -- -- --- -- -- -- -._.--- --- -- -••- -...._..._.._ ......__...._-__. ..... _...- � ,.._.._.. _... 2.4eX.16t -AR .. I Y Turn L i-ne : t- 6 =1 2. Z • 1 470 - - - - - - - - - - - - .,_._ -... - - -.... -- -- - - -- -......- -: - -- ._ _.._- ._.___... - �......_ ._- _...�.. _...FL 1479 .... - _... - •-_-....._..._. yy W m m r o : 0 M R/W FL 1476.46' a w o c m N 36" AP Inlet/ . 4. o y o o _ � � TYPE 2 APRON -J o _ - • .. _. _.........._..... __... .. _ .. _ . _ . • - _... - ....... e aw I 0 a i : 1439.54 - N _ - u u _ - ... - ..._.. - - -- - -- - -- - -- -- - — - --� - ur• - .._... _ ._..._ .._..... Rim - .._._.. — FE- -g - °- - .__.._... _.__.. _...._..._ . is r 3'4 OD BOG ._ - - - - _ - - _..._.._._... ..... _....... ...__ • .- ..._..__. _ . _ _ _ -. . - . _. -..._ _ ...... .. _ ....... 440 r, : , - r `: W u _ ct - --- -- - - - ...._... - -' -- — - - - - - - ... - .. — ..__.._ _._..... __ ... • ? La 0 i.. c _ . ...... -.... .._ -... _ _..._.- ..._�_ -.._. _.. - -- - -- 16.41 I . - .. _, ._ D __..- _.._ ` __.._..... .._...-- .._ - - --- - -_ 1430 -_... _. O _ _ .. _._ ... .__.__.._... -_� . _.. _.-- ...._- ____�.. __ .... ..__ _ - __ -- - - _ -. - J u L '' U _ Z • - _ -__ FL 1431.12 - -' w SDJS a __... • - FL 143S 00. ._.. -- ......_-_.__..._ _ . ... .. ...... ....__ - • 'Z 1440 o FL 1439.54 Rim- .... .._..... _..FL 1432.66 _ Stole: IT. _.__....- • - - ..._._._...... _. • • t • rn a FG . a .. - CSP RISER/ • • F _ _- .. _ ..- - _. _.. ..... -. � CHECKERED PI -_. _.... _._.- .._......_..._,__._._.... _ . - ... .. .. . .... .. • Z I H -- o cc io . o 111 - - _.. - - -_ - - ._ .. ... - " - ..__ _ m ... .. ._ - -... . .... .. .. _r. g 0 0 14 35 z • • "' �i OBI '71''X7.5 RCB - ...... • r 11 n / G _. �. p. _... _ . 36.• tiP Inlet% . .. - In .. _, .. . -a J ` i I 1.l o� TYPE APRON ¢ o z 1 • ° I -. _ I _ Q �� ._ plug e o pipe Pe 1439 - N _ F 1432 .66 In n S � R Im FL 1439.00 �... OG _ ,_. W p See ` Rt. f Lo7ero t _. - t� 1 4 40 I R K C f - -- . I - j • V I �� J I n' W ' 1430 I 6 Q - A 5• ?. �✓ 143 a t _ �I II - . - .... _.. ... ... _. ..- 12 / FL 1 431.20 _... . ... .. .. .... FL 1435.00.._ ... ....... ... 11 . FL 1432.66 L..._ � F 14 7. FL 143! - CC ._._ ._ .. • 135.37. Fl 14' , 1? o • Q. I 1 - .... 1 3 g ! _ I o 1 i , i 1` .\ SPECIAL' CHANNEL CONNECTION II - L;rn L Inc i 0. � Q 1 425 I FL '4 ; DRAINAGE SYSTEM ,\61 1 1 DRAINAGE PROFILES I € Sco,e I f F 14 Ver• . SCALE AS SHOWN > `_°.' • T ''OR REDUCL0 P LANS C S uSc✓''.NAME ' . trmiA IC 08234 • I r. r.; c r+ 3' f EA 204301 I GRIGINAL $CALL .S •N INCHES , • 1 Il. ••• [ESC - 0_.8.204_-' 79. nr.