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HomeMy WebLinkAboutTract No. 18657 Drainage StudyID J MAY 21 2014 DRAIN GE STUDY FO TRACT NO. 18657 (TTi i 11-003) ADISON SQUARE S/W CORNER OF WALNUT AVE. & JUNIPER AVE. Prepared for: Frontier Communities 8300 Utica Avenue, Suite 300 Rancho Cucamonga, CA 91730 Attention: Tom Bitney Tel: (909) 354-8011 Revised March 2014 January 2014 Prepared by: Pacific Coast Civil, Inc. 30141 Agoura Road, Suite 200 Agoura Hills, CA 913 01-4311 Tel: (818) 865-4168 Fax: (818) 865-4198 TABLE OF CONTENTS Introduction Page 1 Project Location and Description Page 1 Purpose of Study Page 2 Vicinity Map Page 3 Aerial Map Page 4 Site Plan / Grading Plan Page 5 Landscape Conceptual Plan Page 6 Methodology Page 7 Summary of Hydrologic Characteristics and Design Criteria Page 9 Drainage Discussions Page 10 Summary Tables Page 21 Conclusions Page 23 References Page 24 Appendix A: Hydrologic Data and Design Charts Page Al Appendix B: Rational Method Hydrology Calculations Page B1 for Existing Pre -Developed Condition Design 100-Year Storm Event Page B2 10-Year Storm Event Page B6 25-Year Storm Event Page B10 Appendix C: Rational Method Hydrology Calculations Page Cl for Proposed Developed Condition Design 100-Year Storm Event Page C2 10-Year Storm Event Page C11 25-Year Storm Event Page C20 Appendix D: Synthetic Unit Hydrograph Method Hydrology Page D1 Calculations for Existing Pre -Developed Condition - Design 100-Year Storm Event Appendix E: Synthetic Unit Hydrograph Method Hydrology Page El Calculations for Proposed Developed Condition Design 100-Year Storm Event Appendix F: Flow -Based and Volume -Based BMP Design Calcs Page Fl Flow -Based BMP Design Runoff Flow Rate Calculation Page F2 Volume -Based BMP Design Calculation Page F3 Location of DVS-84C & GISB-18-18-12 Page F6 Brochure, Details, Maintenance Guides for Page F7 Flogard's Dual -Vortex Hydrodynamic Separator Brochure, Details, Maintenance Guides for Page F15 Bio Cleans' Grate Inlet Skimmer Box Appendix G: Layout & Volume Sizing of Proposed Page G1 Contech CMP Infiltration System Location of Contech CMP Infiltration System Page G2 Layout of Contech CMP Infiltration System Page G3 Cross Section of Contech CMP Infiltration System Page G4 Volume Sizing of Contech CMP Infiltration System Page G5 Brochure, Typical Specifications & Details, Page G6 Installation, Inspection & Maintenance Requirements for Contech CMP System ii • Appendix H: Hydraulic & Catch Basin Interception Capacity Calcs Page H1 Hydraulic Capacity Calculation for Page H2 Onsite Street, Walnut Ave. & Juniper Ave. Catch Basins' Interception Capacity Calculations Page H18 Full Flow Capacity Calculation for Page H29 Proposed 8" PVC Storm Drain Pipe on Lots 1 to 15 Interception Capacity Calculation for Page H31 Proposed Grated Drop Inlets Hydraulic Capacity Calculation for Proposed Page H34 Parkway Drain per SPPWC Std. Plan No. 1512, S=6' Hydraulic Capacity Calculation for Page H36 Overflow Grassy Swale Water Surface Profile Gradient Calculations Page H38 For Storm Drain Line 'A' & Laterals & Existing Lateral 'F' per City Dwg. No. 3614 Appendix I: Hydrology Maps Page I Existing Pre -Developed Condition Page I1 Proposed Post -Developed Condition Page I2 INTRODUCTION A. PROJECT LOCATION AND DESCRIPTION The 8.8-acre site of proposed Tract No. 18657 (know as Madison Square) project is zoned R-2 and is located at the southwest corner of Walnut Ave. & Juniper Ave. in the City of Fontana, County of San Bernardino, California. The project site is bounded to the north by Walnut Ave., to the east by Juniper Ave., to the south by existing single family residential lots of Tract No. 16572 and by a 0.68-acre single family residential lot, and to the west by existing single family residential lots of Tract No. 16577 (see Vicinity Map on page 3 and Aerial Map on page 4). The project coordinates are 34.1276 Latitude (North) and -117.4412 Longtitude (West). The rectangular -shaped project site comprises of 13 smaller assessor's parcel lots — APN 0240-071-02, -24, -31. -33, -34, -36, -38, and -44 to -49. Currently, the proposed site is a vacant undeveloped land with grasses and weeds grown throughout the site. There were three to four residential building structures that were demolished about seven years ago. The site slopes gently at about 2 percent grade from the north to the south and southwest with about 14 feet of topographic relief across the site. Drainage flow at the site is dominated by sheet flowing across and along the existing ground contours towards southerly boundary where block walls and fences of existing residential lots are erected and towards an existing 51- inch diameter CMP drop inlet located near the southeast corner of site and on west side of Juniper Ave. The drop inlet has a 30-inch RCP outlet pipe that is connected to a master planned 60-inch RCP storm drain main line on Juniper Avenue and it was built per City Drawing No. 3614 (see pages A27 &A28). The proposed project development consists of 52 single-family residential lots and 4 open space lots, namely Lots A, B, C & D. The Lots A, B & C are for landscaping and signage and are located along Walnut Ave. & Juniper Ave. and they will be annexed into Landscape Maintenance District. The Lot D has an underground water quality storage system with a community park on top finished surface (see Site Plan and Landscape Conceptual Plan on pages 5 and 6). Onsite detention basin to mitigate increased peak runoff rate and volume is not required for this project because it is located within the City's San Sevaine Flood Control Area and I-10 North Master Storm Drainage Benefit Area and thus the project must contribute into the Storm Drain Impact Fee and Flood Control Impact Fee. The proposed site is tributary to the San Sevaine Channel which is within the Chino Basin Watershed Management Area. The site is situated within Chino HSA Split 801.21 Hydrologic Subarea of the Reach 3 — Middle Santa Ana River HA Split Hydrologic Area of the larger Santa Ana River Basin. (see pages A23 to A25 for Santa Ana River and Tributaries Maps & Table). The Santa Ana River meanders south southwest through Rubidoux, Norco, Orange County and the City of Orange to ultimately discharge to the Pacific Ocean just north of Newport Beach. Portions of the Santa Ana River have been concrete lined, while other portions have been fully developed for recreational use and some portions are still undeveloped. The "Bacteria Indicators/Pathogens" and "Metals" are the pollutants identified for "Santa Ana River, Reach 3" waterbody in the 303(d) List of Impaired Water Bodies (see page A26). B. PURPOSE OF STUDY The main purposes of this drainage study are:- 1) to determine the design peak 100-year frequency storm runoff for project site and its tributary frontage streets, and the corresponding peak 10-year & peak 25- year frequency storm runoffs in the existing pre -developed condition and in the proposed developed condition; 2) to calculate the runoff volume of 24-hour duration event for the design 100-year return frequency storm generated from project site in both the existing pre - developed condition and the proposed developed condition using standard San Bernardino County's Synthetic Unit Hydrograph Method; 3) to determine the flow -based BMP design flow rate (Qbmp) and volume -based BMP design runoff volume (Vo) generated from proposed project development and subsequently to propose appropriate treatment control Best Management Practices (BMPs) to complete the Project Specific Water Quality Management Plan (WQMP) and to mitigate the increased developed flow rate and/or runoff volume to comply with the stormwater management requirements of Countywide Drainage Area Management Plan (DAMP) and Local Implementation Plan (LIP); and 4) to determine the hydraulic capacities of street sections of Walnut Ave., Juniper Ave. and onsite streets, proposed storm drainage system including interception and width sizing of curb opening catch basins, various sizes of storm drain pipes, grated drop inlets, parkway drain, grass -lined swale to convey onsite and tributary offsite storm runoffs to outlet to proposed and existing drainage facilities. 2 SIERRA LAKES PKWY S HIGHLAND AVE WALNUT AVE BIDWELL LN PROJECT SITE VICINITY MAP N. T.S. 3 Google earth feet meters AERIAL MAP 700 200 4 6913 CAS ) LANE 6921 CASWELLLANE 6931 CASWELL LA 6969 CASWELL.LANE 6977 CASWELL 4° 6987 CASWELL LAN 6995 CASWELLLA ; 3.50s:"2f 4 frii 4461 SF N13959'117 86.05"- ' dg 4303 SF g N8559'111 88.05 - 14 4303 SF `N-8959'11'E 86.05' l0 697 SF Underground Service Alert )DVAYISXFWEI DIAL L. YOU MG tml SA�Lppt��l�CSERyI� T�UDIDt1 M SER tv ALERT 7018 PETALUMA LA EN CE LAN R8968'p7'W 36' �4 ire gn4_2 v 41 47i2 4400 SF4431 SF 40F g R34.1 N8959'11'E BOOR: \ S T79958'03'E 80.00' N89'5 'Drw 165.40' $ $ 9375`;- 8 - 8 g 4000 � J+' 15.65' 8 4000 SF g 8 y 5.z 3�� 53 N695sorE8D0D'. \`r `�,. 5876 F-.�y �43Bs SF � �45 `� ` 4' 07SF �N8959'11'E Baoo'` 51 �a 3 e' � - `T YNOCR'ni'C Rft48 N89 1 80.., n �-- y� 8 8 w \ i v d -8 46 8 `'' +�4J� ,(\. in 4000 SF g \ JR10.2 tT o N6959'11'E-8D00' - /1 1, 47°' g J 4000 sr 8 4783 SF- .- /N6959'71'E 80.D0' N89'58'03'E B9.78'`M ( 120 e. S"® 48 g.,..- 5498 SF 9 4,:!.„,„ 47 8W z g N8153.5rE (RAD _ 5192 7014 PETALUMA MIL VORK COMTAOES ulnae MESS PLANS SHAM. NOT CMENCE INTJL A GRADMR! PERMIT. HAS IEEN ISSUED. 7019 PETALUMA Vie gob eery JO, Om rim \ I+rY k :V Mods amhdm mien r whir Sr da IN mold Y Sr amok art 5� 4200 SF N(8938'03i 84.00' wow / 33 4173 SF L32 N8958'0} 436' 7012 - JUNIPER AVE Revised Tentative Tract Map 18657 LINE DATA TABLE NO. BEARING LENGTH U N45'0157'V 939' L2 N89'5878'V 718' L3 1444.40'17'E 5.96' L4 1456.18'35'V 1531' L5 N56'18'37'E 1534' L6 N44.59'28N 1838' L7 N45.01'57'V 1838' L8 N44.57'42'E 17.68' L9 N45'015711 1768' - L10 189'58'18W 10110' L11 N39.58'02'E 1345' LIE 1439'58'02'E 6.86' L13 N10'OI59'V 9.95 L14 N45'00'071/ 1838' _ L15 N44'59'57E 18.39' L16 N45'00'11N 1838' L17 N45.00'32'E 18.39' L18 N44'59'331d 1838' 119 1444.45'16'E 1832' 120 N2757'56'w 10.51' L21 N5332.21'W 2858' L22 1089.58'03'E 65.74' L23 NO3'22'02 J 10.93' L24 N83'22'021,1 3153' CURVE DATA TABLE LINE DATA TABLE NO. BEARING LENGTH L25 N84.40'17'E L37' L26 189'59'0511 47.11' L27 N66'34'37'E 40.82' 128 N567837'E 1282' L29 056'18'37'E 332'- 130 N44'59'22'V 14.15' L31 NB0'0153'E 42.71' L32 N45'0157'V 424' L33 N451157'11 1414' L34 644.57'42'E 939' 135 N00'0157'V 6604' L36 N27.575615' 39,49' L37 N89.58'03'E 6850' L38 N89'58'I3'E 6149' L39 1483'22'02 V 4236' L40 N84'40'17'E 56.31' L41 1489'58'07'V 73.31' L42 NOO'00'49'V 5800' L43 NOO'0O'491i 4380' L44 N89'58'03'E 20A0' L45 N89'58'21'V 3200' L46 N533727'W 12.44' L47 N3958'0YE 19.91' L48 N44'39'281/ 423' L49 118958'07W 4437' NO. RADIUS DELTA LENGTH TANGENT C1 100.00' 63616' 11.5E 5.7E C2 100.00' 821'25' 9.35' 4.68' C3 100.00' 109500' 17.45' 8.75' C4 100.00' 1090'00' 17.45' 8.75' CS 100.00' 1000'00' 17.45' 8.75' CS 70.00' 320216' 39.14' 2410' C7 70.00' 34'42'50' 42.41' 21.68' C6 70.00' 34'45.27. 42.46' 21.91' C9 70.00' 03'4811' 4.65' 2.32' C10 100.00' 0116'06' 3.38' 1.69' - C11 100.00' 0803'54' 14.08' 7.05' C12 100.00' 049519' 7.18' 3.58' C13 100.00' 055341' 10.29' 5.15' C14 70.00' 3451'43' 42.59' 21.98' C15 70.00' 3422'39' 4200' 21.65' C16 70.00' 3517'35' 43.12' 222E C17 70.00' 08'2413' 6.60' 3.30' C18 100.00' 0034'28' 1.00' 050' CHI 100.00' 09'25'32' 16.45' 8.24' C20 100.00' 1951'50' 34.67' 17.51' C21 50.00' 23'45'39' 20.74' 10.52' C22 50.00' - 4820119' 4218' 22.44' C23 50.00' 455012' 40.00' 21.14' C24 50.00' 909500' 7854' 50.00' C25 70.00' - 331435 40.61' 2390' C26 70.00' 330352' 40.40' 20.78' PREPARED UNDER THE DIRECTION OF: MING H. NEO Registered Civil Engineering No. 47651 Expiration Date: 12-31-15 PROP. R/W PROP. 5/W 1 7'L '•?.i.�� •TOP. S/W PROP. 10' HIGH COMBO WALL 4' RETAINING & 6' BLOCK EXIS11NG 6' HIGH BLOCK WALL •TO REMAIN DISMG LOIS SCUIH AI: BEAT PROP. R/W O PROPO CURB k GUTTER SONNET LANE ALE:1'-40' N.T.S. ROPOSED CURB de GUTTER VEST CR 50101 20' 168808 DUAL 12'x12' INLETS W/ DRAIN INSERT FILTER 6' PC FI4VATE SI64/ QUAN 04 EACH SCE CF LOT TO .13N TO PARK PR.71pgD SICA7 O 1201 NTS G P(C N16 BnOdAATFR -. WL',E WIH ACCESS RffR fYnnY YAL0E BSC Alt OMER PR:P PU91C SIN( SPAN IN STREET SECTION SOUTH & WEST PL FOR LOT 1-15 N.T.S. EXIST. R/W EXIST. CONC. SIDEWALK EXIST: EXIST. CON MEDIAN ST. CONC. CURB & GUTTER CURB & GUTTER WALNUT AVENUE 89.5' PROP. R/W PROP. CONC. SIDEWALK REAR PL WLY LOTS 29-33'\ R/W A LOT 6' CONC. SIDEWALK 10' I 101 6' m C. CURB O LANDSCAPING & GUTTER ', J 34' N.T.S. EEXIST. PROP. R/W PROP. S/W BENCHMARK: P_EP BE t!M J�nOer found 1- LP.: of Walnut & PACIFIC COAST CIVIL, IPIZS.SB20, Sev .146528 30141 AGOURA ROAD, SUITE 200 AGOURA HILLS, CA 91301 PH: (818) 865-4168 FAX: (818) 865-4198 "la AS SHOWN PROPOSED CURB & CUTTER 00111 c JUNIPER AVENUE. N.T.S. - - 1 ARE PROP. R/W PROP. S/W °POSED CURB Az GUTTER MADISON WAY, CARMELA WAY CADENCE LANE, & STANZA COURT N.T.S. In the City of Fontana Tentative Tract Map 16657 SHEET NO. 9 MO May, 2014 10R FRONTIER COMMUNITIES • 441E0,fitw�tpe .9-1 2•Emfl; der gAAn sh it •,. O 1, O -P3R � _ F2 P3R elf P3R .. 8 T n ] 2 ^s FRONTIER - MADISON SQUARE beta rjI. A N D S C A P E 310 NORTH JOY STREET I CORONA, CA 92879 ARCHITECTURE T:951.737.1124 I F: 951.737.6551 JUNIPER AVENUE STREET TREE LEGEND SYMBOL BCIENRFIC NAME COMMON NM1E BZE SPACING OW. WUCOLS lso°r� f]eta RN. MI. PW PYr •tar Moon. p.a. Sommers' 2P bm Pa Plan1a tar di** DP. Per PinLow21 I {� (, Y?.jOm..Holly ` Om..WntaN. DA za•ss Per Dan N tar Rhos ha ma ASurnal 20 beer Pa Pan Is law LANDSCAPE CONCEPT: Thlsbndsapo all consist of CaBdolefdersy,bwe water use pinlmaleriei 41 el pisntachosen fromm. SW water use cabgay e®02rgb WUCOLS. AI landscape ew w• wAorm to be anent City of Fontana Landscape Guideline. IRRIGATION CONCEPT: The Hanlon design wlnWTorMelre Mtst it marl AIIye80nbMnml0Bbe. ell nevi landscape woes ail Include Mph efficiency, cy, bwwala see methods. AL shrub planters woe use rep line Mel a1 irEWBon.Elcielcy of.N. Asmrl Hoodoo m*obroth a ran Mot o5dmkew• Are be incorporated. Berk mu. al be usedb ataln mast. end ad. evaporation and an Woolson schedule war be molded b worm be moSENr. Two Mgaeon schedules sees W pr.Pwed, one Ice plant estebRe.. end one for alter fdwd estabis. . AErewkdpe0oe syste roe MI comply arils al woad City of Fontana Lwdeape Glddd Wderap W.Ie% ee CNcuYtlolw YVImue Annual Wei. Allowance 1B0%LT/al rneihmINwww.Mv(Covenbo F.iM•1aWA 2 E.rM.w Tut W.a.11W Iheel me1prow e] wr1 Wl I UM. IWIF Ihdamwes p-1 PT.tennnlaFSWBP I Mr•F16V I Mew IOfF TalslETwtw mAe .AWA.SIIw-I aw,T1e IaIIF lrmwwe. e.ee.pma.el GROUNOCOVER LEGEND SYMBOL SCIENTIFIC NAME COMMON NAME 512E SPACING (0.C.) WUCOLS Myopaan p.ms,,lm MyoPonwn Eats 12. Lox Rodnalo ?rostra. Paahab Rosemary Eab 1r Lev Tel Fescue Turf CMS Sod - fRph FENCING LEGEND B Mph Masonry Wee Pfaidon for Medw facing walls ad Sp18 face where street briny. Color of Nock b nstdl Architect . InlabrlueVny1 Partition Faso ----Q3 --•- Retaining WM Per CHI Engines Combo Wel A-V Mph Masoay Wet, Predebn for btorbr facing web end Spel Face when shoal brig we. 501* 9 WAL • Canto WelB-Two Rai Force over Rebkilp Wall • Combo Wel C. ENO,VM1ryl Fence ever Rehddg Wd • 31-0'vmsl Gela g1.s9AAwf at®me.®eawa VICINITY MAP N.TS. MIr L-1 NORTH 0' 40' 80' 120' CONCEPTUAL LANDSCAPE PLAN PREPARED FOR FRONTIER COMMUNITIES 8300 UTICA AVE SUITE 300 MNCHO NCAMONG2, CA FEBRUARY 2811, 2014 • • METHODOLOGY The watershed studied (see enclosed Hydrology Maps in Appendix I), consists of proposed project site and the tributary offsite frontage streets of Walnut Ave. & Juniper Ave., is situated within the San Bernardino County's Valley Area with 100- year 1-hour isohyet of 1.5 inches, 25-year 1-hour isohyet of 1.2 inches, 10-year 1- hour isohyet of 1.0 inch, and with slope for rainfall intensity curve of 0.60 (see pages A2 & A3). The NOAA Atlas 14 Point Precipitation Frequency Estimates were obtained for project site by entering the project coordinates of 34.1276 Latitude (North) and -117.4412 Longtitude (West) (see pages A18 & A19). The watershed is located within Soil Group A (see page A4). Soil Group A typically has a low runoff potential with high infiltration rate. The proportion imperviousness for the watershed studied was obtained from the Table of Actual Impervious Cover for Developed Areas (see page A10). The land use of the frontage streets of Walnut Ave. & Juniper Ave. is designated as Commercial Land Use with 90 percent impervious cover assigned. Thus, the corresponding pervious ratio is 0.1 with a SCS Curve Number (CN) of 32. The project site is currently a vacant undeveloped land with 0 percent impervious cover assigned. Thus, the corresponding pervious ratio is 1.0 with a SCS CN of 67. The proposed 53-unit single-family residential development has a density of 5.3 dwelling units per acre based on gross area of 10 acres. Thus, the corresponding pervious ratio is 0.4 with a SCS CN of 32 (see pages A8 to A10). The San Bernardino County's Rational Method Hydrology Calculation, available in software program Version 7.1 developed by CivilCadd/CivilDesign, was used to determine the approximate time of concentration (TC) and the peak runoff for drainage subareas studied for the Design 100-year storm event and the corresponding 10-year and 25-year storm events in both the existing pre -developed condition and in the proposed post -developed condition. The San Bernardino County's Synthetic Unit Hydrograph Method Hydrology Calculation, available in software program Version 7.0 developed by CivilCadd/Civildesign, was used to determine the approximate area -averaged soil loss rate, Fm, and the area -averaged low loss fraction, Yb, and then the program will calculate the corresponding peak flow rate and the hydrograph runoff volume for the Design 100-year 24-hour duration storm event in both the existing pre - developed condition and in the proposed developed condition. The delta increases between the peak flow rates and between the runoff volumes are due to the proposed project development with higher impervious surfaces and thus, mitigations of infiltration & detention of peak flow rate and runoff volume are typically required by the public agency. However, the City's Fontana Storm Drainage Master Plan has identified 10 separate benefit areas which each project development must contribute into the Storm Drain Impact Fee and Flood Control Impact Fee to support the construction of master planned and regional drainage facilities including infiltration and detention basins. The flow -based BMP design flow rate (Qbmp) and the volume -based BMP design calculations were performed based on the guidelines, criteria and worksheets as contained in the Model Water Quality Management Plan Guidance dated revised May 1, 2012, published by San Bernardino County Stormwater Program for project site in proposed developed condition. The HYDR hydraulic analysis program version 7.0 developed by CivilCadd/CivilDesign Engineering Software was used to perform street hydraulic capacity calculations for various cross sections of proposed onsite streets, Walnut Ave. & Juniper Ave. at street crown, top of curbs, and right-of-ways elevations. The excel spreadsheet of Sewer and Culvert Hydraulics version 1.01 developed by Urban Drainage and Flood Control District in Denver, Colorado, was utilized to perform simple hydraulic capacity computations for the proposed onsite storm drain pipe, parkway drain and grassed lined swale. The equations and chart related to hydraulic interception capacity of curb opening inlet on continuous grade, curb opening inlet in a low point or sump, and grate inlet in sump condition, as contained in the County of Orange Environmental Management Agency (OCEMA) Local Drainage Manual, were used to compute the interception capacity of various sizes of proposed curb opening catch basins and grated inlets. 8 SUMMARY OF HYDROLOGIC CHARACTERISTICS & DESIGN CRITERIA Hydrology Calculations: San Bernardino County Rational Method & Synthetic Unit Hydrograph Method Design Storm: 100-Year Frequency Storm Event 100-Year 24-Hour Rainfall Intensity: 8.29" (NOAA Atlas 14 Pt. Precipitation) 100-Year 1-Hour Rainfall Intensity: 1.5" 2-Year 1-Hour Rainfall Intensity: 0.67" Soils Group: "A" Type for Project Onsite Area & Offsite Frontage Streets Existing Land Use: Onsite Area is Vacant Undeveloped Land Proposed Development: 53-unit Single -Family Residential Lots, 4 Open Space Lots, Asphalt Paved Streets with Landscaped Parkways. Imperviousness: 0% for Vacant Undeveloped Land (Existing Condition - Onsite) 40% for Single Family Residential (Proposed Condition - Onsite) 90% for Frontage Streets (Existing Condition — Offsite) Peak Runoff from a 10-Year Storm Event shall be contained within the Street's Top of Curbs. Peak Runoff from a 25-Year Storm Event shall be contained within the Street's Top of Curbs. Peak Runoff from a 100-Year Storm Event shall be contained within the Street's Right -Of -Way Limits. Finished Pad Elevation of Proposed Dwellings shall be at least One Foot above the Water Surface Elevation of a 100-Year Storm Event. All Developed Runoffs from Onsite shall be Intercepted and Treated by HOA maintained Treatment Control BMPs installed within Proposed project Site before Outletting or Discharging to Existing Downstream Public Drainage Facility in Juniper Avenue. The minimum infiltration rate tested by Geotek, Inc. for proposed site's soils is about 4 inches per hour. DRAINAGE DISCUSSIONS Appendix A presents the Valley Area of 100-Year, 25-Year & 10-Year 1- Hour Isohyetal Maps with location of project site delineated, Hydrologic Soils Group Map for Southwest -A Area with location of project site delineated, the descriptions of four hydrologic soil groups, Table of SCS Cover Type Descriptions, Table of Curve Numbers for Pervious Areas, Table of Actual Impervious Cover for Developed Areas, definition of various Antecedent Moisture Condition (AMC), Table of Curve Number Relationships, estimation of various soil loss rates, description of Rational Method equation, Time of Concentration Nomograph for Initial Subarea, Insets of NOAA Atlas 14 Precipitation Depths (2-Yr 1-Hr Rainfall) with project site delineated and identified with having 2-year 1-hour rainfall depth of 0.67 inch and Precipitation Frequency Estimates for project site for various durations, Instructions for Estimating Volume- and Flow -Based BMP Design Runoff Quantities, Map of Santa Ana River & Tributaries, Map of Chino Basin Watershed Management Area, Map & Index to map of Santa Ana Hydrologic Basin Planning Areas (HSA), and Table B-1 of 303(d) List of Impaired Water Bodies, as -built Juniper Avenue Storm Drain Plan Sheet 4 & 5 per City Drawing No. 3614, and various catch basin interception capacity equations & chart. Copy of soils report titled "Geotechnical Evaluation and Infiltration Study for Porposed Residential Development, Tract 18657, City of Fontana, San Bernardino County, California" dated February 13, 2014, related to stormwater infiltration test result performed by Geotek, Inc. are as shown on pages A29 thru A38. Groundwater was not encountered during exploratory trenches excavated. The reported groundwater table by the California Department of Water Resources is greater than 250 feet below the ground surface in 1997 and 2000. The tested & measured minimum infiltration rate at Trench No. T-5 location, which is the location of proposed underground storage structural BMP system on Lot D, is about 4 inches per hour. Thus, the site's soil is conductive to percolation of stormwater as recommended by the soils engineer for effective and efficient stormwater infiltration treatment using proprietary type of underground storage structural BMP. Appendix B presents the results of the San Bernardino County's Rational Method hydrology calculations for the design 100-year storm event and the 10 corresponding 25-year and 10-year storm events in the Existing Pre - Developed Condition for the watershed studied. The 10.0 acres of watershed studied is divided into five drainage subareas, namely Subareas A, B, C, D &E, as shown on the enclosed Existing Pre - Developed Condition Hydrology Map in Appendix I. Subarea A is the onsite undeveloped drainage area of project site and is 4.11 acres in size. The subarea, designated by hydrologic node numbers 1 to 2 as shown on aforementioned Hydrology Map, has a longest flow path of 688 feet with a slope of about 2.0 percent and a 1.0 pervious ratio (Ap) was assigned. The computed time of concentration (TC) is 15.7 minutes (min.) with peak 100-year runoff (Q100) of 11.3 cfs & corresponding peak 25-year (Q25) of 7.8 cfs & peak 10-year (Q10) of 6.1 cfs. The tributary runoff sheet flows southerly to its southerly boundary where existing block walls of Tract No. 16572 single family residential lots are constructed. The tributary runoff ponds for about 6 inches during major storm events before it overtops the berm and flows to the adjoining 0.68-acre ranch style single family residential lot. Subarea B is the onsite undeveloped drainage area of project site and is 3.32 acres in size. The subarea, designated by hydrologic node numbers 3 to 4, has a longest flow path of 617 feet with a slope of about 2.4 percent and a 1.0 pervious ratio was assigned. The computed TC is 14.4 min. with Q100 of 9.7 cfs , Q25 of 6.7 cfs & Q10 of 5.3 cfs. The tributary runoff sheet flows southerly across southerly boundary to the aforementioned neighboring ranch style single family residential lot. Subarea C is the onsite undeveloped drainage area of project site and is 1.41 acres in size. The subarea, designated by hydrologic node numbers 5 to 6, has a longest flow path of 630 feet with a slope of about 2.1 percent and a 1.0 pervious ratio was assigned. The computed TC is 15.0 min. with Q100 of 4.0 cfs, Q25 of 2.8 cfs & Q10 of 2.2 cfs. The tributary runoff sheet flows southerly and ending at the existing 51-inch diameter CMP drop inlet located near the southeast corner of site and on the west side of Juniper Avenue. The drop inlet has a 30-inch RCP outlet pipe (Lateral 'F' with design Q100 of 24.7 cfs) that is connected to a master planned 60-inch RCP storm drain main line (maintains by City) on Juniper Avenue and it was built per City Drawing No. 3614 (see pages A27 &A28). 11 • Subarea D is the offsite street frontages of Walnut Ave. & Juniper Ave. and is 0.99 acre in size. The subarea, designated by hydrologic node numbers 7 to 9, has a longest flow path of 1046 feet with an average grade of 1.4 percent and a 0.1 pervious ratio was assigned. The computed TC is 12.7 min. with Q100 of 3.19 cfs, Q25 of 2.50 cfs & Q10 of 2.06 cfs. The tributary runoff flows easterly on south side of Walnut Ave. and then turns south and flows along west side of Juniper Ave. before being intercepted by the aforementioned CMP drop inlet. Subarea E is the offsite street frontage of Walnut Ave. and is 0.21 acre in size. The subarea, designated by hydrologic node numbers 10 to 11, has a longest flow path of 212 feet with an average grade of 0.9 percent and a 0.1 pervious ratio was assigned. The computed TC is 6.7 mina with Q100 of 1.05 cfs, Q25 of 0.83 cfs & Q10 of 0.69 cfs. The tributary runoff flows westerly on south side of Walnut Ave. and is being intercepted by an existing 21-foot long catch basin located at the southeast corner of Walnut Ave. & Cypress Ave. and built per City Drawing No. 3694. Thus, the totaled 10.0 acres of watershed studied has a combined Q100 of 29.2 cfs, Q25 of 20.6 cfs and Q10 of 16.4 cfs as shown in the Summary Table on aforementioned Hydrology Map. Appendix C presents the results of the San Bernardino County's Rational Method hydrology calculations for the design 100-year storm event and the corresponding 25-year and 10-year storm events in the Proposed Post - Developed Condition for the project site. The boundary of watershed studied is the same 10.0 acres size as that determined in the existing pre -developed condition. Subarea Al consists of Lots 5 to 20 and the frontage half street area and is 2.31 acres in size. The subarea, designated by hydrologic node numbers 1 to 2 as shown on enclosed Proposed Developed Condition Hydrology Map in Appendix I, has a longest flow path of 733 feet with a slope of about 1.8 percent and a 0.40 pervious ratio was assigned. Each of the Lots 5 thru 15 has individual & privately maintained 6-inch PVC storm drain pipes on each side of lot that convey the tributary runoff from building & rear yard and to be intercepted by dual 12"x12" grated inlets and then outlet to the proposed 24-inch or 30-inch main line storm drain pipe on Madison Way & Sonnet Lane. This grading & drainage design is necessary due to the restriction 12 • • imposed on the maximum 10 feet combo wall height in relation to neighbors' existing walls. The computed TC is 11.7 min. with Q100 of 7.7 cfs, Q25 of 5.8 cfs & Q10 of 4.7 cfs. The runoff is to be intercepted by a proposed 10 feet wide curb opening catch basin (designated as CB #2) with its 24-inch lateral outlet pipe. Subarea A2 consists of Lots 21, 22, 43 to 51 and the frontage half street area and is 1.91 acres in size. The subarea, designated by hydrologic node numbers 4 to 5 as shown on aforementioned Hydrology Map, has a longest flow path of 686 feet with a slope of about 1.5 percent and a 0.40 pervious ratio was assigned. The computed TC is 11.8 mina with Q100 of 6.3 cfs, Q25 of 4.8 cfs & Q10 of 3.9 cfs. The runoff is to be intercepted by a proposed 10 feet wide curb opening catch basin (designated as CB #1) with its 24-inch lateral outlet pipe. Subarea B 1 consists of Lots 34 to 42, 52 & 53 and the frontage half street area and is • 1.78 acres in size. The subarea, designated by hydrologic node numbers 7 to 8 as shown on aforementioned Hydrology Map, has a longest flow path of 667 feet with a slope of about 1.4 percent and a 0.40 pervious ratio was assigned. The computed TC is 11.8 min. with Q100 of 5.9 cfs, Q25 of 4.5 cfs & Q10 of 3.6 cfs. The runoff is to be intercepted by a proposed 10 feet wide curb opening catch basin (designated as CB #3) with its 24-inch lateral outlet pipe. Subarea B2 consists of Lots 1 to 4, 23 to 33 and the frontage half street area and is 2.43 acres in size. The subarea, designated by hydrologic node numbers 10 to 11 . as shown on aforementioned Hydrology Map, has a longest flow path of 718 feet with a slope of about 1.5 percent and a 0.40 pervious ratio was assigned. The computed TC is 12.0 min. with Q100 of 7.9 cfs, Q25 of 6.0 cfs & Q10 of 4.9 cfs. The runoff is to be intercepted by a proposed 10 feet wide curb opening catch basin (designated as CB #4) which the proposed 30-inch mainline storm drain flows thru it to reach the downstream pre-treatment BMP device & the underground infiltration BMP device. Both BMP devices are to be publicly maintained by a Community Facilities District (CFD). The confluence TC is 12.0 min. with Q100 of 27.5 cfs, Q25 of 20.9 cfs and Q10 of 16.9 cfs. Subarea C is the onsite water quality Lot D with community park on it and is 0.26 acre in size. The subarea, designated by hydrologic nodes numbers 13 to 12 as shown on aforementioned Hydrology Map, with 0.85 pervious ratio 13 has computed Q100 of 0.07 cfs, Q25 of 0.01 cfs and Q10 of 0.01 cfs. The confluence TC is 12.5 min. with Q100 of 27.6 cfs, Q25 of 20.9 cfs and Q10 of 16.9 cfs. The runoff from the park site or Lot D will be conveyed by grassy swales and intercepted by a 12"x12" NDS square atrium grate with NDS catch basin. The catch basin has an 8-inch PVC outlet pipe joins directly to the underground CMP infiltration system. Subarea D is the offsite street frontages of Walnut Ave. & Juniper Ave. including the curb return areas of `F' Street and is 1.08 acres in size. The subarea, designated by hydrologic node numbers 14 to 16, has a longest flow path of 1042 feet with an average grade of 1.4 percent and a 0.1 pervious ratio was assigned. The computed TC is 12.7 min. with Q100 of 3.63 cfs, Q25 of 2.84 cfs & Q10 of 2.34 cfs. The tributary runoff flows easterly on south side of Walnut Ave. and then turns south and flows along west side of Juniper Ave. before being intercepted by the proposed 10 feet wide curb opening catch basin located on west side of Juniper Ave. and near the southeast corner of project site where the existing 51-inch CMP drop inlet is currently located. The catch basin is joined at the back by the 30-inch outlet pipe from the underground infiltration system and joined at the front to the existing 30-inch RCP storm drain Lateral `F' built per City Drawing No. 3614. Subarea E is the offsite street frontage of Walnut Ave. and including curb return areas of Madison Way and is 0.23 acre in size. The subarea, designated by hydrologic node numbers 17 to 18, has a longest flow path of 212 feet with an average grade of 0.9 percent and a 0.1 pervious ratio was assigned. The computed TC is 6.4 min. with Q100 of 1.15 cfs, Q25 of 0.91 cfs & Q10 of 0.75 cfs. The tributary runoff flows westerly on south side of Walnut Ave. and is being intercepted by an existing 21-foot long catch basin located at the southeast corner of Walnut Ave. & Cypress Ave. and built per City Drawing No. 3694. Thus, the totaled 10.0 acres of watershed studied has a confluenced or combined Q100 of 32.35 cfs, Q25 of 24.61 cfs and Q10 of 19.95 cfs as shown in the Summary Table on aforementioned Hydrology Map. Comparing to the Q100 of Existing Pre -Developed Condition for onsite subarea only, there is an increase in developed Q100 of 3.15 cfs. Mitigation of the increased developed runoff and runoff volume is not required by City because the master planned 60-inch RCP storm drain mainline (maintains by City) on Juniper Ave. and its regional detention basins located downstream 14 have been constructed to provide the mitigation of the increased developed runoff from this area which is situated within the City's San Sevaine Flood Control Area and I-10 North Master Storm Drainage Benefit Area. The associated Storm Drain Impact Fee and Flood Control Impact Fee will need to be paid by developer before building permit issuance. Vegetated or grassy swales are proposed throughout the proposed landscaping & planting areas including the rear & front yard for each lot. The design of vegetated or grassy swales promotes the conveyance of stormwater at a slower, controlled rate and acts as a filter medium removing pollutants (especially bacteria & pathogens) and to promote runoff infiltration & groundwater recharge and also to reduce the storage volume required for the underground storage BMP of Contech CMP Infiltration System proposed (See Appendix G). The buildings' downspouts will be directed to outlet to the nearby or adjacent landscaped swales. The runoff on vegetated or grassy swales will be intercepted by numerous grated drop inlets or area drains and then conveyed via interconnected storm drain pipes and outlet to the selected underground storage BMP for treatment control, infiltration and detention routing purposes. Appendix D presents the result of the San Bernardino County's Synthetic Unit Hydrograph Method hydrology calculation for the 24-hour duration event of the design 100-year return frequency in Existing Pre -Developed Condition for the onsite subarea (Subareas A, B, & C) studied. The lag time to be used for unit hydrograph computation for subarea is assumed to be 0.8 of time of concentration computed from Rational Method in Appendix B. Total onsite subarea with 8.8 acres has a computed TC of 15.0 min. which is equivalent to a lag time of 0.20 hour. With a 100-year 24-hour rainfall depth of 8.29", a pervious ratio of 1.0 and a SCS CN of 84.6 for AMC-3, the computed soil loss rate, Fm, is 0.290 in/hr while the low loss fraction, Yb, is 0.222. The computed 24-hour duration peak runoff rate and hydrograph runoff volume of design 100-year storm event is 22.5 cfs & 4.81 acre-feet (ac-ft), respectively, and as shown in the Table of Summary on enclosed Existing Pre -Developed Condition Hydrology Map. Appendix E presents the result of the San Bernardino County's Synthetic Unit Hydrograph Method hydrology calculation for the 24-hour duration 15 • event of the design 100-year return frequency in Proposed Developed Condition for the onsite subareas (Subareas Al, A2, B 1, B2, & C) studied. Similarly, the lag time to be used for unit hydrograph computation for subarea is assumed to be 0.8 of time of concentration computed from Rational Method in Appendix C. Total onsite subarea with 8.7 acres has a computed TC of 12.5 min. which is equivalent to a lag time of 0.167 hour. With a 100-year 24-hour rainfall depth of 8.29", a pervious ratio of 0.413 and a SCS CN of 52 for AMC-3, the computed soil loss rate, Fm, is 0.324 in/hr while the low loss fraction, Yb, is 0.298. The computed 24-hour duration peak runoff rate and hydrograph runoff volume of design 100-year storm event is 28.3 cfs & 4.35 acre-feet (ac-ft), respectively, and as shown in the Table of Summary on enclosed Proposed Post -Developed Condition Hydrology Map. Thus, there is delta increase in peak developed runoff flow rate of 5.8 cfs for the design 100-year 24-hour duration storm event for onsite subarea studied. However, this increased developed peak runoff is not required by City to be mitigated onsite since the aforementioned master planned 60-inch storm drain mainline on Juniper Ave. & the downstream regional detention basins have been constructed. Appendix F presents the standard San Bernardino County's Flow -Based BMP (Qbmp) and Volume -Based BMP (Vo) design calculations for 2-year 1-hour rainfall intensity of 0.67 inch (see page A17). The County DAMP requires installation of permanent storm water Best Management Practices (BMPs) to capture and treat tributary onsite surface runoff from the proposed development before it can be discharged to the public right-of- ways or public maintained drainage facility. For proposed project site, the receiving water bodies downstream within San Bernardino County is the Santa Ana River — Reach 3 (see page A23), as identified in the Project Specific WQMP prepared for the project. Per the Federal 303(d) List of Impaired Water Bodies (see page A26) and as shown on the Santa Ana Hydrologic Basin Planning Area (HSA) (see page A24 & A25), Santa Ana River — Reach 3 Waterbody is impaired for Bacteria Indicators & Pathogens, and Metals. Thus, the proposed treatment control BMPs selected must be able to treat and remove efficiently the identified pollutants of concern. The Qbmp and Vo calculated for 8.69 acres of Onsite Subarea is 1.33 cfs and 24,916 cu-ft, respectively (see pages F2 to F5). The proposed treatment control BMP devices selected for onsite subarea are as follow:- (1) Vegetated or grassy swales located throughout the landscaping & planting areas within project site including the front and side yards of each residential lot. The flow -based and structural BMP of vegetated or grassy swales (privately maintains by individual homeowner or by CFD for Lot D), although has many limitations and low efficiency, can provide additional biofiltration and infiltration for pollutants removal; (2) Underground Contech 72" diameter CMP Infiltration System (location as shown on enclosed Hydrology Map) with total footprint of 5,464 sq-ft and providing storage volume of 24,967 cu-ft.. This volume -based BMP device (to be publicly maintained by CFD) provided more than the required Vo of 24,916 cu-ft from 8.69 acres of tributary area to fully treat it by infiltration method; (3) The installation of one unit of Kristar's Dual -Vortex Hydrodynamic Separator (DVHS; location as shown on enclosed Hydrology Map ) Model No. DVS-84C which has a treated peak flow capacity of 6.5 cfs, treated flow capacity of 3.0 cfs at 110 µm, and a total flow capacity of 40 cfs per manufacturer's specification. This flow -based BMP device (to be publicly maintained by CFD) functions as pre-treatment device prior to allowing intercepted onsite runoff convey by interconnected storm drain pipes to outlet to the Contech CMP Infiltration System. The Qbmp and Q100 convey by the 30-inch storm drain pipe to DVS-84C is 1.25 cfs and 27.5 cfs, respectively, from 8.43 acres of tributary area. The brochure, details, maintenance guides for typical DVHS Model No. DVS-84C acre as shown on pages F8 to F14 for references. The DVHS unit is widely known and recognized as having high efficiency in removal of suspended sediment and pollutants including bacteria & pathogens from stormwater runoff; and Appendix G presents the layout and volume sizing of proposed Contech 72" diameter CMP Infiltration System (CMP System). The design layout and storage volume of proposed CMP System are as shown on pages G2 thru G4. The DYODS Program, developed by Contech Stormwater Solutions Inc., was used to model the orientation of the five barrels of 72" perforated CMP pipes with a header to obtain the storage volume based on the length 17 • and width constraints at the proposed location. The CMP System with total 5,464 sq-ft of footprint and corresponding 24,967 cu-ft of storage volume available was selected as the main Low Impact Development (LID) & treatment control BMP for project site. It is to be located under the community park of Lot D near the southeast corner of project site as shown on the enclosed Proposed Post -Developed Condition Hydrology Map in Appendix I. The tested & measured minimum infiltration rate at Trench T-5 location is about 4 inches per hour or equivalent to 8 feet per day at the proposed bottom level of the underground storage structural BMP system. Thus, the site's soil is conductive to percolation of stormwater as recommended by the soils engineer for effective and efficient stormwater infiltration treatment using proprietary type of underground storage structural BMP. The Contech System proposed will require pre-treatment unit be installed upstream of the storm drain inlets for better efficiency and effectiveness in handling of the trash, debris and other pollutants convey by storm drain pipes from runoff on buildings' roof, parking lot, pavement, and landscaped areas. The selected pre-treatment unit is the installation of one unit of Kristar's FloGard Dual -Vortex Hydrodynamic Separator Model DVS-84C with the location as shown on the aforementioned Hydrology Map. With the minimum infiltration rate of 4 inches per hour at Trench T-5 and with the CMP System's footprint of 5,464 sq-ft, the calculated Target Capture Volume, Vo, of 24,916 cu-ft can be fully infiltrated into the sandy soil layer at about 15 feet deep in about 41 hours of drawdown time period. The brochure, typical specifications & details, installation, inspection and maintenance requirements for typical Contech CMP System are as shown on pages G7 thru G19 for references. The Contech CMP System is considered having high effectiveness in volume reduction, peak flow reduction, groundwater recharge, and bacteria & pathogens and metals removal as well. Appendix H presents hydraulic and catch basin interception capacity calculations for various street cross sections, curb opening catch basins, storm drain pipes, grated drop inlets, parkway drain, and grassed lined swale. The full street hydraulic capacity of onsite Sonnet Lane (40' wide pavement) at flat 0.5% grade and at crown height, at curb height, and at right-of-ways 18 • height is 19.0 cfs, 18.1 cfs and 64.8 cfs, respectively (see pages H3 to H6). The maximum Q100 from 8.7-acre project site is about 27.6 cfs and thus all building pads along Sonnet Lane are adequately protected from the 100-year storm event. The full street hydraulic capacity of onsite streets, ie. Madison Way, Carmela Way, Cadence Lane, & Stanza Court (36' wide pavement) at flat 0.5% grade and at crown height, at curb height, and at right-of-ways height is 14.7 cfs, 18.8 cfs and 62.2 cfs, respectively (see pages H7 to H10). Again, with Q100 of 27.6 cfs from project site, all building pads along these onsite streets are adequately protected from the 100-year storm event. The full hydraulic capacity of offsite Juniper Ave. (44' wide pavement) at about 1.3% grade and at crown height, at curb height, and at right-of-ways height is 20.0 cfs, 80.3 cfs and 176.6 cfs, respectively (see pages H11 to H14). The half street hydraulic capacity of offsite Walnut Ave. (20' wide pavement & 5' curbed median) at 0.5% grade and at curb height and at right- of-ways height is 24.9 cfs and 59.0 cfs, respectively (see pages H15 to H17). The proposed four onsite 10-foot wide curb opening catch basins, namely CB#1, CB#2, CB#3 & CB#4, at sump locations on Sonnet Lane have more than adequate capacity to intercept the tributary Q100 of 6.3 cfs, 7.7 cfs, 5.9 cfs &7.9 cfs, respectively (H18 to H26). The proposed offsite 10-foot wide curb opening catch basin, namely CB#5 on west side of Juniper Ave. and near southeast corner of project site, has adequate capacity to intercept the tributary Q100 of 3.6 cfs (see pages H27 & H28). The proposed onsite 6" PVC storm drain pipes on Lots 1 thru 15 and were set at 1.0% grade have full flow capacity of 0.6 cfs to convey efficiently the tributary intercepted runoffs to outlet to the proposed 24-inch & 30-inch storm drain mainline on Madison Way and on Sonnet Lane (seepage H29 & H30). Each of the proposed onsite 12"x12" and 18"x18" square grated area drains or drop inlets will have adequate capacity to intercept tributary runoff flow up to about 0.75 cfs and 1.1 cfs, respectively, with 50% clogging factor included and a 3-inch maximum ponding depth (see pages H31 to H33). The proposed S=6' wide parkway drain on west side of Juniper Ave. is to be built per APWA Std. Plan 151-2 Type I. The full flow hydraulic capacity of the 60-inch wide parkway drain at typical 2% grade is 9.3 cfs. The parkway drain is designed as an emergency overflow route to release the stormwater runoff to Juniper Ave. with minimal ponding depth of 6" from gutter flow line at the knuckle of Carmela Way & Sonnet Lane in the worst case scenario that the onsite catch basins, storm drain pipes and CMP System were clogged or failed to function properly. The proposed 6' wide and 1 foot deep grassy swale with 3:1 side slopes on Lot D is designed as an emergency overflow route to convey ponding water to the aforementioned parkway drain to discharge to gutter of Juniper Ave. The hydraulic capacity of the proposed section can convey up to 31.1 cfs of stormwater runoff at typical 1% slope. The standard water surface profile gradient hydraulic analyses (WSPG) were performed on proposed 30-inch & 24-inch storm drain mainline 'A' on Sonnet Lane and the three 24-inch lateral (`A-1', `A-2' & `A-3') connections from aforementioned curb opening catch basins, and the 30" RCP outlet storm drain pipe connecting from CMP System thru the 10-foot wide CB#5 on Juniper Ave. to the existing 30-inch RCP Lat. 'F' built per City Drawing No. 3614 before joining to the existing master planned 60- inch RCP mainline on Juniper Ave. Appendix I presents the Hydrology Maps for proposed Tract No. 18657 — Madison Square project in the Existing Pre -Developed Condition and in the Proposed Post -Developed Condition. The maps delineate and labels the watershed boundary studied, drainage subareas, drainage surface flow paths, existing and proposed storm drain pipes and drainage devices, computed peak runoff rates and runoff volumes, hydrologic node numbers and concentration points, total design runoffs at all subareas' confluences, site's exit or discharge point and table of summary of Rational Method & Synthetic Unit Hydrograph Method hydrology calculations, and the Qbmp & Vo info and locations of treatment control BMPs. 20 SUMMARY OF RATIONAL METHOD & UNIT HYDROGRAPH METHOD HYDROLOGY CALCS FOR EXISTING PRE -DEVELOPED CONDITION HYDROLOGIC SUBAREA CONCEN.. POINT TOTAL AREA LAND USE Tc (min) PEAK Q100 Flow (cfs) PEAK Q25 Flow (cfs) PEAK Q10 Flow (cfs) LAG MIME (min) SOIL LOSS RATE (in/hr) LOW LOSS FRACTION (Yb) 100-YR 24-HR Runoff Volume (AF) & Peak Flow Rate (CFS), COMMENTS ONSITE A 1 TO 2 4.11 ac. UNDEVEL . VACANT 15.7 11.3 7.8 6.1 12.0 0.290 0.222 4.81 ac-ft 22.5 cfs Runoff Sheet Flow Southerlyto Onsite Sump before Bonding & overflowing to Neighboring Single Family Residential Lot ONSITE B 3 TO 4 3.32 ac. UNDEVEL. VACANT 14.4 9.7 6.7 5.3 Runoff Sheet Flow Southerly to Neighboring Single Family Residential Lot ' ONSITE C 5 TO 6 1.41 ac. UNDEVEL. VACANT 15.0 4.0 2.8 2.2 Runoff Sheet Flow Southeasterly & intercepting by Exist. 51" CMP Riser on Juniper Ave.; The riser has 30 0 RCP outlet pipe that joined to Exist. 60" RCP Mainline OFFSITE D 7 TO 9 0.99 ac. 1/2 OF WALNUT & JUNIPER 12.7 3.19 2.50 2.06 - - - - Runoff Flows Easterly on south side of Walnut Ave. & then turns Southerly onwest side of Juniper Ave. & intercepted by Exist. 51" CMP Riser on Juniper Ave. OFFSITE E 10 TO 11 0.21 ac. S. 1/2 OF WALNUT AVE. 6.7 1.05 0.83 0.69 - - - - Runoff Flovys Westerly on Walnut Ave. & intercepted by Existing 21 Catch Basin at southeast corner of Walnut Ave. & Cypress Ave. per City Dwg. #3694 TOTAL: - 10.0 ac. - 29.2 20.6 16.4 - - - - Onsite Runoffs sheet flow southerly & southeasterly to Neighboring Lots & Juniper Ave.; Most street runoffs intercepted by Exist. 51 CMP Riser on Juniper Ave. • SUMMARY OF RATIONAL METHOD & UNIT HYDROGRAPH METHOD HYDROLOGY CALCS FOR PROPOSED DEVELOPED CONDITION HYDROLOGIC SUBAREA CONCEN. POINT TOTAL AREA LAND USE Tc min (min) DESIGN PEAK Q100 Flow (cfs) TOTAL PEAK Q100 Flow (cfs) PEAK Q25 Flow cfs ( ) TOTAL PEAK Q25 Flow (cfs) PEAK Q10 Flow cfs ( ) TOTAL PEAK Q10 Flow (cfs) LAG TIME min ( ) SOIL LOSS RATE (in/hr) 100-YR 24-HR Runoff Volume (AF) & Peak Flow Rate (CFS) Qbmp & Vbm P COMMENTS ONSITE Al : 1. TO 2 2.31 ac. SINGLE FAMILY LOTS 11.7 7.7 7.7 5.8 5.8 4.7 4.7 10.0 SOIL LOSS RATEONSITE Fm ' 0.324 in/hr LOW LOSS FRACTION, Yb= 0.298 4.35 ac-ft 28.3 cfs Qbm 1.33 cfs Vbm 24,916 cu-ft Runoff intercepted by CB #2 • Lots 5 to 15 wit)" 8" PYC SD pipes joined directly 6o SD Mainline on A' & C Streets ; 24 RCP Lateral joined to SD Mainline A2 - 4 TO 5 . 1.91 ac. SINGLE FAMILY LOTS 11.8 6.3 14.0 4.8 10.6 3.9 8.6 Runoff intercepted 'by #2 ; 24" RCP Lateral Joined to SD Mainline on C Stt reet ONSITE B1 7 TO 8 1.78 ac. SINGLE FAMILY LOTS 11.8 • 5.9 19.7 4.5 15.0 3.6 12.1 Runoff intercepted by CB #3 ; 24" RCP Lateral joined to SD Mainline on C Street ONSITE B2 10 TO 11 2.43 ac. SINGLE FAMILY LOTS 12.0 7.9 27.5 6.0 20.9 4.9 16.9 Runoff intercepted by CB #4 Lots 1 to 4 with §" PVC SD pipes joined directio SD Mainline on 'C St.; SD Mainline flows thru CB #4 to downstream DVS-84C� ONSITE C 13 TO 12 0.26 ac. WATER QUALITY LOT D _ 12.5 0.07 27.6 0.01 20.9 0.01 16.9 Runoff from Lot D intercepted by 12"x12" Atrium Grate Inlet & Outlet to CMP System ; Total Q flow% to 720 CMP Infiltration System before outlet thru 30 Lat. OFFSITE D 14 TO 16 1.08 ac. 1/2 OF WALNUT & JUNIPER 12.7 3.63 31.2 2.84 23.7 2.34 19.2 - - - - Runoff Flows Easterly on Walnut Ave. & then turns Sowtherly on Juniper Ave. to Prop. CB #5 W=10 , 30 0 Lateral joins to Exist. Lat. F' per City Dwg #3614 OFFSITE E 17 TO 18 0.23 ac. S. 1/2 OF WALNUT AVE. 6.4 1.15 1.15 0.91 0.91 0.75 0.75 - - - - Runoff Flovys Westerly on Walnut Ave. & intercepted by Existing 21 Catch Basin at southeast corner of Walnut Ave. & Cypress Ave. per City Dwg. #3694 TOTAL: - 10.0 ac. - - 32.35 - 24.61 - 19.95 - - - - Onsite Area= 8.7 acres ; DVS-84C has 3.0 cfs tregtment capacityy & bypass capacity of 40 cfs • Contech 72 0 CMP Infiltration System has 24,967 cu-ft storage volume & 5,464 sq-ft footprint for 43.8 Hrs Drpvydown Time ; 30"0 Outlet Pipe join to CB #5 & Ex. Let. F per City Dwg #3614 bA : `G` SC = so t�N� CONCLUSIONS From the calculations performed and summaries of this Drainage Study and the enclosed Hydrology Maps, proposed Tract No. 18657 — Madison Square project will minimize negative impact to the adjacent and downstream properties. Thus, the tributary storm water runoff from the project site will not adversely affect persons or properties onsite and offsite as all onsite run-off will be completely treated by treatment control BMP devices before detained & routed runoff is allow to outlet to existing City maintained 60" RCP storm drain main line in Juniper Avenue. The proposed designs are also in conformance with the City of Fontana & County of San Bernardino's drainage design criteria, guidelines and policies, and also in compliance with County Stormwater Program's water quality management and related design criteria and policies. 23 • REFERENCES • County of San Bernardino Hydrology Manual. August 1986. • -Water Control Plan for the Santa Ana River Basin. • California Stormwater Quality Association. New Development and Redevelopment Handbook. September 2004. • California Stormwater Quality. Construction handbook. September 2004. • San Bernardino County Stormwater Program. Model Water Quality Management Plan Guidance. Revised May 1, 2012. State Water Resources Control Board. NPDES General Permit- No. CA2000002: Waste Discharge Requirements for Discharges of Storm Water Runoff Associated with Construction Activity. 1999. • Petra Geotechnical Inc. Due -diligence Geotechnical Assessment, Madison Square 53 Project, Tract 18657, Southwest Corner of Walnut Street and Juniper Avenue, City of Fontana, San Bernardino County, California. April 4, 2013. • Geocon Inland Empire Inc. Proposed Residential Development, Tentative Tract 18657, Walnut Street and Juniper Avenue, Fontana, California. October 3, 2007. • Geocon Inland Empire Inc. Proposed Residential Development, Walnut Street and Juniper Avenue, Fontana, California. October 10, 2007. • Geotek Inc. Geotechnical Evaluation and Infiltration Study for Proposed Residential Development, Tract 18657, City of Fontana, San Bernardino County, California. February,13, 2014. APPENDIX A HYDROLOGIC DATA AND DESIGN CHARTS AI T4N +ir - - -ill- 1 1 T3N T2N W I . 51 [�s -r Y I I TIS T T2S -- 7 1 T3S - = - .ems •F e W • 1 R6 W R7W - R6 • R5W k4W .. R5Yf 1 hT S � �r Porno- Hti='a SAN BERNARDINO COUNTY HYDROLOGY MANUAL LIAZONE 'R2W REDUCED DRAWING SCALE II a 4 MILES LEGEND( CN ISOLINES PRECIPITATION (INCHES) B-II RIE R2E+� —74N r• WOO SAN BERNARDINO C FLOOD CONTROL DISTRICT VALLEY AREA (ONYETALS YN - 10 YEAR 1 HOUR BASED ON DAD.0 NOJILARAS 2. ISES AE..WEO ST q y F DATE SCALE PAS NO OR. NO. IEEE !NULL RDDH 3 M I2NO FIGURE B-3 TIS T2S ' R7W • R6W I� i I I 4W : p.�d (1111 --- vo) PROJECT SITE (' ii SJ inpiriowesonww, vv. 1111 I� .�F�R1Fi�i i/E1 Rlliif2Z 8 CI P©EI S�_M PR SECT SITE Roo -a, t • 5r1 SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE I" = 4 MILES 08 ISOLINE8 PRECIPITATION (INCRES) B-I2 R2E --4N I I;; • `_` 73.,,T?N - ii I�'f I -T 081— I- -F - -1—L=- j;T�-r.,,�, T I N -- FLOORINC DKTRICT VALLEY SAWA Y -MO HOUR MEDwuuw„ouWWI I. On FIGURE B-4 • • , .., k....; _44:4 ,c4f4)17-1-sitki 4- . -). talEarititigi --41111,6 . -••••-•;iniiits tRODUO Sal. GROUP BOUROARY A SOIL GROUP DESIGNATION MADAM OF INCICATED SOURCE SAN BERNARDINO COUNTY HYDROLOGY MANUAL I EAR BERRAR COURT \ MEM MAP 5 c., .17k - SCALE P48.000 SCALE REDUCED BY 1/2 C-26 "4. A.: - t-}' • " • , 1;- HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA FIGURE C-I3 • • SECTION C LOSSES C.1. WATERSHED LOSSES Watershed outflow is a function of precipitation, watershed losses, and routing processes. Watershed routing processes are presented in Sections D and E where the rational and unit hydrograph methods are presented in detail. Precipitation estimation procedures and data are presented in Section B. This section will present watershed loss computation methods and data. Watershed losses are considered to be depression storage, vegetation inter- ception and transpiration, minor amounts of evaporation, and infiltration. Infiltration is the process of water entering the soil surface and percolating downward into the soil where it is stored during a precipitation event. Subsequently, the stored soil water may be consumptively used by vegetation, percolate further downward to groundwater storage, or exit the soil surface as seeps or springs. Seepage from stream bank storage is the primary source of baseflow which is derived from prior precipitation events. For modeling purposes, watershed losses are grouped into two components: namely, (i) infiltration, and (ii) initial abstraction which includes all the losses except infiltration. C.2. HYDROLOGIC SOIL GROUPS The major factor affecting loss rates is the nature of the soil itself. The soil surface characteristics, its ability to transmit water to subsurface layers, and total storage capacity, are all major factors in controlling the infiltration rate and initial abstraction parameter values of a particular soil. Soils are classified into four hydrologic soil groups as follows (refs. 2,3): GROUP A: Low runoff potential. Soils having high infiltration rates even when thoroughly wetted and consisting chiefly of deep, well -drained sands or gravels. These soils have a high rate of water transmission. C-1 P‘5 • GROUP B: Soils having moderate infiltration rates when thoroughly wetted and consisting chiefly of moderately deep to deep, moderately well to well drained sandy -loam soils with moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. GROUP C: Soils having slow infiltration rates when thoroughly wetted and consisting chiefly of silty -loam soils with a layer that impedes downward movement of water, or soils with moderately fine to fine texture. These soils have a slow rate of water transmission. GROUP D: High runoff potential. Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a- high swelling potential, soils with a permanent high water table, soils with a claypan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. C.2.1. Soil Maps Maps have been prepared which designate the locations of the various soil groups within San Bernardino County (see Figure C-1 for index map) and are contained at the back of this section (Figures C-9 through C-16). Section C.8 contains details regarding soil map data and sources of information. C.3. SOIL COVER AND HYDROLOGIC CONDITIONS The type of vegetation or ground cover on a watershed, and the quality or density of that cover, have a major impact on the infiltration capacity of a given soil. Definitions of specific cover types are provided in Figure C-2. Further refinement in the cover type descriptions is provided by the definition of cover quality as follows: C-2 Residential . Landscaping (Lawn Shrubs, etc.) - The pervious portions ' of commercial establishments, single and multiple family dwellings, trailer parks and schools where the predominant land cover is lawn, shrubbery and trees. Row Crops - Lettuce, tomatoes, beets, tulips or any field crop planted in rows far enough apart that most of the soil surface is exposed to rainfall impact throughout the growing season. At plowing, planting and harvest times it is equivalent to fallow. Small Grain - Wheat, oats, barley, flax, etc. planted in rows close enough that the soil surface is not exposed except during planting and shortly thereafter. Legumes - Alfalfa, sweetclover, timothy, etc. and combinations are either planted in close rows or broadcast. Fallow - Fallow land is land plowed but not yet seeded or tilled. Woodland - grass - Areas with an open cover of broadleaf or coniferous trees usually live oak and pines, with the intervening ground space occupied by annual grasses or weeds. The trees may occur singly or in small clumps. Canopy density, the amount of ground surface shaded at high noon, is from 20 to 50 percent. Woodland - Areas on which coniferous or broadleaf trees predominate. The canopy density is at least 50 percent. Open areas may have a cover of annual or perennial • grasses or of brush. Herbaceous plant cover under the trees is usually sparse because of leaf or needle litter accumulation. Chaparral, - Land on which the principal vegetation consists of evergreen shrubs with broad, hard, stiff leaves such as manzonita, ceanothus and scrub oak. The brush cover is usually dense or moderately dense. Diffusely branched evergreen shrubs with fine needle -like leaves, such as chamise and redchank, with dense high growth are also included in this soil cover. Annual Grass Land on which the principal vegetation consists of -annual grasses and weeds such as annual bromes, wild barley, soft chess, ryegrass and filaree. Irrigated Pasture - Irrigated land planted to perennial grasses and legumes for production of forage and which is cultivated only to establish or renew the stand of plants. Dry land pasture is considered as annual grass. Meadow - Land areas with seasonally high water table, locally called cienegas. Principal vegetation consists of sod -forming grasses interspersed with other plants. Orchard (Deciduous) - Land planted to such deciduous trees as apples, apricots, pears, walnuts, and almonds. Orchard (Evergreen) - Land planted to evergreen trees which include citrus and avocados and coniferous plantings. Turf - Golf courses, parks and similar lands where the predominant cover is irrigated mowed close -grown turf grass. Parks in which trees are dense may be classified as woodland. SAN BERNARDINO COUNTY HYDROLOGY MANUAL S C S COVER TYPE DESCRIPTIONS C-4 Figure C-2 Curve (I) Numbers of Hydrologic Soil -Cover Complexes For Pervious Areas -AMC II Quality of Soil Group . Cover Type (3) Cover (2) A BCD NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor. 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparral, Narrowleaf Poor 71 82 88 91 (Chemise and redshank) • Fair 55 72 81 86 -)Grass, Annual or Perennial -A Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 • 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, principal vegetation is sod forming grass) Fair Good 51 30 70 58 80 71 84 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor - 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent.) Good 25 35 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential Good 32 56 69 75 * or Commercial Landscaping . (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 77 86 91 94 (Land plowed but not tiled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR • HYDROLOGY MANUAL PERVIOUS AREAS C-6 /*v Figure C-3 (1 of 2) Curve (1)Numbers of Hydrologic Soil -Cover Complexes For Pervious Areas -AMC II Cover Type (3) Quality of Cover (2) A Soil Group 8 C D AGRICULTURAL COVERS (Continued) Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) • Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small grain (Wheat, oats, barley, etc.) Poor Good Poor Fair Good Poor Fair Good Poor Fair Good Poor Good Poor Good 66 58 57 44 • 33 68 49 39 58 44 33• 72 67 65 63 77 72 73 65 58 79 69 61 74 63 58 81 78 76 75 85 81 82 77 72 86 79 74 83 77 72 88 85 84 83 89 85 86 82 79 89 84 80 87 82 79 91 89 88 87 Notes: 1. All curve numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor -Heavily grazed, regularly burned areas, or areas of high burn potential. Less than 50 percent of the ground surface is protected by plant cover or brush and tree canopy. Fair -Moderate cover with 50 percent to 75 percent of the ground surface protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Figure C-2 for definition of cover types. SAN BERNARDINO COUNTY HYDROLOGY MANUAL CURVE NUMBERS FOR PERVIOUS AREAS C- 7 AP Figure C-3 (2 of 2) . ACTUAL IMPERVIOUS COVER Land Use (1) Range -Percent Recommended Value For Average Conditions -Percent (2) Natural or Agriculture 0 - 0 0 Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots 5 - 15 10 1 acre lots 10 - 25 20 2 dwellings/acre 20 - 40 30 3-4 dwellings/acre 30 - 50 40 5-7 dwellings/acre 35 - 55 50 8-10 dwellings/acre 50 - 70 60. More than 10 dwellings/acre 65 - 90 80 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 - 100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. . Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. SAN BERNARDINO COUNTY ACTUAL IMPERVIOUS COVER . FOR HYDROLOGY MANUAL DEVELOPED AREAS C-8 NO Figure C-4 C.5. ANTECEDENT MOISTURE CONDITION (AMC) The definitions for the AMC classifications are: AMC I: Lowest runoff potential. The watershed soils are dry enough to allow satisfactory grading or cultivation to take place. AMC II: Moderate runoff potential; an average study condition. AMC III: Highest runoff potential. The watershed is practically saturated from antecedent rains. Heavy rainfall or light rainfall and low temperatures have occurred within the last five days. For runoff hydrograph studies based on this manual it is assumed that a low AMC index (high loss rates) will be used in developing short return period storms, and a moderate to high AMC index (low loss rates) will be used in developing longer return period storms (e.g., 100 year). For the purposes of design hydrology, AMC I will be used for the 2- and 5-year return frequency storms. For the case of 10-, 25-, 50-year return frequency design storms, AMC II will be used. For 100-year storm analysis, AMC III shall be used. In detention basin design studies, AMC III conditions shall be considered in order to identify any downstream flooding potential. C.5.1. Adjustment of Curve Numbers (CN) for AMC The CN values selected for a particular soil cover type and quality also depend upon the AMC condition assumed. The CN values listed in Figure C-3 correspond to AMC II and require adjustment in order to represent either AMC I or AMC III. Table C.I provides the necessary CN adjustments to account for AMC changes for hydrologic studies in San Bernardino County. C-9 TABLE C.1. CURVE NUMBER RELATIONSHIPS CN for Corresponding CN for AMC Condition AMC Condition II I III 100 100 100 95 87 99 90 78 98 85 70 97 80 63 94 75 57 91 70 51 87 65 45 83 60 40 79 55 35 75 50 31 70 45 27 65 40 23 60 35 19 55 30 15 50 25 12 45 20 9 39 15 7 33 10 4 26 5 2 17 0 0 0 C.6. ESTIMATION OF LOSS RATES In estimating loss rates for design hydrology, a watershed curve number (CN) is determined for each soil -cover complex within the watershed using Figure C-3. The working range of CN values is between 0 and 98, where a low CN indicates low runoff potential (high infiltration), and a high CN indicates high runoff potential (low infiltration). Selection of a CN takes into account the major factors affecting loss rates on pervious surfaces including the hydrologic soil group, cover type and quality, and antecedent moisture condition (AMC). Also included in the CN selection are the effects of "initial abstraction" (Ia) which represents the combined effects of other effective rainfall losses including depression storage, vegetation interception, evaporation, and trans- piration, among other factors. C-10 PAZ • C.6.1. Estimation of Initial Abstraction (Ia) The initial abstraction (Ia) for an area is a function of land use, treatment, and condition; interception; infiltration; depression storage; and antecedent soil moisture. An estimate for Ia is given by the SCS as Ia = 0.2S where S is an estimate of total soil capacity given by 1000 - 10 CN where CN is the area curve number. C.6.2. Estimation of Storm Runoff Yield (C.2) Given the CN for a subarea A•, the corresponding 24-hour storm runoff yield fraction, Y•, is estimated by where (P24 - Ia)2 Y. = (P24 - Ia + S)P24 (C.3) Y� = 24-hour storm runoff yield fraction for subarea Al P24 = 24-hour storm rainfall la = initial abstraction from (C.1) S = see (C.2) It is noted that should Ia be greater than P24 in (C.3), then Yi is defined to be zero. In this manual, the notation Y and Yi will represent the runoff yield fraction, rather than the volume of runoff. If the area under study contains several (say m) CN designations, then the yield, Y, for the total area must represent the net effect of the several curve C-11 numbers. By weighting each of the subarea yield values according to the respective areas, Y _ (YIAi + YmAm)/(Al + A2 +."+Am) where each Yj follows from (C.3). C.6.3. Low Loss Rate, F* (C.4) In design storm runoff hydrograph studies, the following formula is used to estimate that portion of rainfall to be attributed to watershed losses: where Y=I -Y (C.5) catchment low loss fraction catchment 24-hour storm runoff yield fraction computed from (C.4) Using the low loss fraction, Y, the corresponding low loss rate, F*, is given by F* = Y'I (C.6) where I is the rainfall intensity and F* has units of inches/hour. Use of F* enables the design storm 24-hour storm runoff yield to approximate the yield. values obtained from the CN approach (see Figure C-5). C.6.4. Infiltration Rates Soil infiltration rates have been estimated for each of the soil groups by laboratory studies and measurements. These measurements show that an initially dry soil will have an associated infiltration rate which essentially decreases with time as the soil becomes wetted. As the soil is subjected to continual heavy rainfall, this infiltration rate approaches a minimum (usually within about 30 minutes) which represents the infiltration capacity of the soil. C-12 R�4 SECTION D RATIONAL METHOD D.1. RATIONAL METHOD EQUATION The rational method was originally developed to estimate peak discharges from small (less then one square mile) urban and developed areas and its use should normally be limited to those conditions. The rational method equation relates rainfall intensity, a runoff coefficient, and drainage area size to the peak runoff from the drainage area. This relationship is expressed bythe equation: where Q = CIA (D.1) the peak discharge in cubic feet per -second (cfs) a runoff coefficient representing the ratio of runoff depth to rainfall depth (dimensionless) the time -averaged rainfall intensity for a storm duration equal to the time of concentration (inches/hr) A = drainage area (acres) The values of the runoff coefficient (C) and the rainfall intensity (I) are based on a study of drainage area characteristics such as type and condition of the runoff surfaces and the time of concentration. These factors and the limitations of the rational method equation are discussed in the following sections. Drainage area (A) may be determined by planimetering a suitable topographic map of the project area. Tc' LIMITATIONS= L 100 I. Maximum length 21000 Feet 1000 90 2. Maximum area = 10 Acres 5 (mW Tc 5 600 a O 0 0 0 30 80 70 60 50 (1) 35 25 'G 0 O 4- 0 0 o. .2 0 0 Undeveloped Good Cover Undeveloped Fair Cover Undeveloped 20 9 Poor Cover 18 17 16 15 14 13 12 ryl II Single Family D (5-7 DU/AC) d KEY L-H-Tc-K-Tc' 10 Pl Development, 9 80- Apartment 1:. 75- Mobile Home 65- Condominium 60- Single Family-5,000 ft2 Lot 7 40- Single Family-1/4 Acre Lot 20- Single Family - I Acre Lot 6 10 - Single Family- 21/2 Acre Lot EXAMPLE= (1) L= 550, H= 5.0', K=Single Family (5-7 DU/AC) Development, Tc=I2.6 min. (2) L= 550', H= 5.0', K= Commercial Development, Tc=9.7 min. 8 a` b H a ▪ $ EOc O• ==O o a: c c 0 0 a m ?fa 0 �0 20 Commercial (Paved) 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL 0 9 0 10 D a 12 c 16 17 E 18 19 u 20 c 0 25 c 0 y w 0 30 35 40 TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA D-4 PAG Figure D-I • Attachment 0 Treatment Control BMP Sizing Calculations INSET NOAA Atlas 94 Precipitation Depths (2-yr 1-Hr Rainfall) PwebbManmean Naw.a..a. semiq Cooney UnaC.—.,- AAeen 1e P..we coo. o.A+(CaCo.M1.05p.a i11.001, PROZ.EC' C SCCE , Pz, -t R. = 0. 61" Revised November 12, 2010 n.r..uN.lurna.�v.rvo/wrs-v4 c1.1.115Mcnt Pere.. ReyressIDn Caetlicienb D-5 General Info Homepage Current Projects FAQ Glossary Precipitation Frequency (PF) PF Data Server • PF In GIS Format • PF Maps • Temporal Distr. • Time Series Data • PFDS Perform. PF Documents Probable Maximum Precipitation (PMP) Pfv1P Documents Miscellaneous Publications AEP Storm Analysis Record Precipitation Contact Us Inquiries List -server News Organization ww..noaa.gov t I , Search 0 NWS t) All NOAA Go NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CA DATA DESCRIPTION Data type: i precipitation depth V1 Units: [english v] Time series type: SELECT LOCATION 1. Manually: a) Enter location (decimal degrees, use "-" for S and W): latitude:' partial duration vi longitude: submit b) Select station (click here for a list of stations used in frequency analysis for CA): [select station V 2. Use map: nunAve-, rootliill,Fvry �79th`St riga Arrow Route--- ve-; Day Creek,.;;- Park -Banyan St— taseline Ave--; ;Fontana E Foothill Blvd --Randall Ave,-.tl• p z 4 �ac_ Jack = F Bul,k Park d-Valley Blvd- •• - --•—-EAnport Dr I ».. g - i Chaparral n ;Park Southridg Parky4; Shot -Golf Mill a) Select location (move crosshair or double click) b) Click on station icon ( i show stations on map) LOCATION INFORMATION: Name: Fontana, California, US" Latitude: 34.1247 Longitude: -117.4413 Elevation: 1438 ft" " source: Google Maps POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 6, Version 2 PF tabular drepific l I •,SUpp.1ee11 ry If'fforrn&ition PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.128 (0.107-0.156) 0.170 (0.141-0.206) 0.224 (0.186-0.273) 0.269 (0.221-0.330) 0.330 (0.262-0.420) 0.378 (0.294-0.492) 0.428 (0.324-0.570) 0.480 (0.353-0.658) 0.552 (0.389-0.790) 0.609 (0.415-0.903) 10-min 0.184 (0.153-0223) 0.243 (0.202-0.296) 0.321 (0.266-0.391) 0.385 0.473 (0.317-0.474) (0.376-0.602) 0.542 (0.422-0.705) 0.613 (0.465-0.817) 0.687 (0.506-0.943) 0.791 (0.558-1.13) 0.873 (0.594-1.29) 15-min 0.223 (0.185-0270) 0.294 (0.245-0.357) 0.388 (0.322-0.473) 0.466 (0.383-0.573) 0.573 (0.455-0.728) 0.656 (0.510-0.852) 0.741 (0.562-0.988) • 0.831 (0.612-1.14) 0.956 (0.675-1.37) 1.06 (0.719-1.57) 30-min 0.335 (0.279-0.407) 0.442 (0.368-0.538) 0.584 (0.484-0.712) 0.701 (0.576-0.861) 0.861 (0.684-1.10) 0.986 (0.767-1.28) 1.12 (0.845-1.49) 1.25 (0.921-1.72) 1.44 (1.02-2.06) 1.59 (1.08-2.35) 60-min 0.506 (0.422-0.615) 0.669 (0.556-0.813) 0.883 (0.732-1.08) 1,06 (0.871-1.30) 1.30 (1.03-1.66) 1.49 • (1.16-1.94) 1.69 (1.28-2.25) 1.89 (1.39-2.59) 2.17 (1.53-3.11) 2.40 (1.63-3.56) 2-hr 0.772 (0.643-0.937) 1.01 (0.838-1.23) 1.32 (1.09-1.60) 1.57 (1.29-1.92) 1.90 (1.51-2.42) 2.16 (1.68-2.81) 2.43 (1.84-3.24) 2.70 (1.99-3.71) 3.07 (2.17-4.40) 3.37 (2.29-4.99) 3-hr 0.991 (0.825-1.20) 1.29 (1.07-1.56) 1.67 (1.39-2.04) 1.98 (1.63-2.43) 2.40 (1.90-3.05) 2.72 (2.11-3.53) 3.04 ' (2.30-4.0 3.37 (2.48-4.62) 3.81 (2.69-5.46) 4.16 - (2.83-6.17) 6-hr 1.46 (1.22-1.78) 1.90 (1.58-2.30) 2.45 (2.03-2.99) 2.90 (2.38-3.56) 3.49 (2.77-4.43) 3.93 (3.06-5.11) 4.38. -* (3.32-5.83) 4.83 (3.56-6.62) 5.43 (3.83-7.77) 5.90 (4.01-8.74) 12-hr 1.99 (1.66-2.41) 2.59 (2.16-3.15) 3.36 r (2.78-4.09) 3.96 (3.26-4.87) 4.75 (3.78-6.04) 5.34 (4.15-6.94) 5.92 . (4.49-7.90) 6.51 (4.79-8.93) 7.28 (5.14-10.4) 7.86 (5.36-11.7) 7.48 (6.20-9.20) 9.10 (7.18-11.8) 10.2 (7.69-13.7) 11.0 (8.02-15.3) 24-hr 2.71 (2.40-3.12) 3.58 (3.17-4.13) 4.67 (4.12-5.41) 5.53 (4.84-6.45) 6.65 (5.63-8.01) 8.29 (6.72-10. 2-day 3.31 (2.93-3.82) 4.47 • (3.95-5.16) 6.95 (5.25-6.89) 7.14 (6.25-8.32) ' 8.72 (7.38-10.5) 9.91 (8.22-12.2) 11.1 (8.99-14.0) 12.3 (9.70-15.9) 13.9 (10.5-18.8) 15.2 (11.1-21.2) 3-day 3.55 (3.15-4.09) 4.87 (4.31-5.62) 6.60 (5.82-7.63) 8.01 (7.01-9.34) 9.93 (8.41-12.0) 11.4 (9.47-14.0) 12.9 (10.5-16.3) 14.5 (11.4-18.8) 16.6 (12.6-22.4) 18.3 (13.4-25.5) 3.80 6.27 7.21 8.81 11.0 12.7 14.5. 16.4 18.9 21.0 4-day (3.37-4.38) (4.66-6.08) (6.36-8.35) (7.71-10.3) (9.33-13.3) (10.6-15.7) (11.8-18.3) (12.9-21.2) (14.3-25.5) (15.3-29.3) 7-day 4.35 (3.85-5.01) 6.10 (5.39-7.04) 8.43 (7 44-9.76) 10.4 13.1 (9 07-12.1) (11.1-15.7) 15.2 (12.6-18.7) 17.4 (14.1-21.9) 19.7 (15.5-25.5) 22.9 (17.3-30.8) 25.4 (18.6-35.4) 10-day 4.70 (4.16-5.42) 6.64 (5.87-7.66) . 9.24 (8.15-10.7) 11.4 14.4 (9.98-13.3) (12.2-17.4) 16.8 (13.9-20.7) 19.3 (15.6-24.3) 21.9 (17.3-28.4) 25.6 (19.3-34.5) 28.5 (20.8-39.7) 20-day 5.60 (4.95-6.45) 7.99 (7.07-9.22) 11.2 (9.92-13.0) 14.0 17.9 (12.2-16.3) (15.1-21.5) 21.0 (17.4-25.8) 24.2 (19.6-30.5) 27.7 (21.8-35.9) 32.6 (24.7-44.0) 36.6 (26.8-51.1) 30-day 6.54 (5.79-7.54) 9.35 (8.27-10.8) 13.2 (11.7-15.3) 16.5 21.2 (14.4-19.2) (17.9-25.5) 24.9 (20.7-30.7) 28.9 (23.4-36.5) 33.2 (26.2-43.1) 39.4 (29.8-53.1) 44.4 (32.5-62.0) 45-day 7.81 (6.92-9.00) 11.1 (9.80-12.8) . I 15.6 i (13.8-18.1) 19.5 • 25.1 (17.1-22.7) (21.3-30.2) 29.7 (24.6-36.5) 34.5 (28.0-43.5) 39.8 (31.4-51.6) 47.5 (35.9-64.1) 53.8 (39.4-75.1) 60-day 9.11 (8.06-10.5) 12.8 (11.3-14.7) 17.9 (15.8-20.7) 22.3 28.7 (19.5-26.0) (24.3-34.6) 34.0 (28.2-41.8) 39.7 (32.1-50.0) 45.9 (36.1-59.4) 54.9 (41.5-74.0) 62.4 (45.6-87.1) ' Precipitation frequency (PF) estimates in this table are based on f equency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. - - ;; y Estimates from the table in csv format precipitation frequency estimates vi Submit Main Link Categories: Home IOHD US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hydrologic Development 1325 East West Highv,,ay Shyer Spring, MD 20910 Page Author HDSC webmaster Page last modified. April 23.2013 Map Disclaimer Disclaimer Credits Glossary Privacy Policy About Us Career Opportunities INSTRUCTIONS FOR ESTIMATING VOLUME- AND FLOW -BASED BMP DESIGN RUNOFF QUANTITIES' 1) Identify the "BMP Drainage Area" that drains to the proposed BMP element. This includes all areas that will drain to the proposed BMP element, including pervious areas, impervious areas, and off -site areas, whether or not they are directly or indirectly connected to the BMP element. Calculate the BMP Drainage Area (A) in acres. 2) Outline the Drainage Area on the NOAA Atlas 14 Precipitation Depths (2-year 1 hour Rainfall) map (Figure D-1). Determine the area -averaged 2-year 1-hour rainfall value for the Drainage Area outlined above. A. Flow -Based BMP Design 1) Calculate the composite runoff coefficient, CBMP, as defined in part B.2, below. 2) Determine which Region the BMP Drainage Area is located in (Valley, Mountain or Desert). Determine BMP design rainfall intensity, IBMP, by multiplying the area -averaged 2-year 1-hour value from the NOAA Atlas 14 map by the appropriate regression coefficient from Table D-1 ("I"), and then multiplying by the safety factor specified in the criteria - usually a factor of 2. 4 Rainfall analysis to develop regression coefficients in Table D-1 and modifications to the NOAA Atlas 14 map were conducted by: Hromadka II, T.V., Professor Emeritus, Department of Mathematics, California State University, Fullerton, and Adjunct Professor, Department of Mathematical Sciences, United States Military Academy, West Point, NY Laton, W.R , Assistant Professor, Department of Geological Sciences, California State University, Fullerton Picciuto J.A.., Assistant Professor, Department of, Mathematical Sciences, United States Military Academy, West Point, NY With assistance from: Rene Perez, M.S. Candidate, Department of Geological Sciences, California State University, Fullerton, and Jim Friel, Ph.D. Professor Emeritus, Department of Mathematics, California State University, Fullerton Reported as follows: 1. Hromadka II, T.V., Laton, W.R., and Picciuto J.A., 2005. Estimating Runoff Quantities for Flow and Volume -based BMP Design. Final Report to the San Bernardino County Flood Control District. 2 Laton, W.R., Hromadka II, T.V., and Picciuto J.A., 2005. Estimating Runoff Quantities for Flow and Volume -based BMP Design (submitted). Journal of the American Water Resources Association. D-2 PZO 4) Calculate the target BMP flow rate, Q, by using the following formula (see Table D-2 below for limitations on the use of this formula): Q = CBMP• IBMP • A 3 where: Q = flow in ft /s IBMP = BMP design rainfall intensity, in inches/hour A = Drainage Area in acres CBMP = composite runoff coefficient Table D-1: Regression Coefficients for Intensity (I) and 6-hour mean storm rainfall (P6). Quantity Valley 85% upper confidence limit Mountain 85% upper confidence limit Desert 85% upper confidence limit I 0.2787 0.3614 0.3250 P6 1.4807 1.9090 1.2371 Table D-2: Use of the flow -based formula for BMP Design (CASQA 2003). Composite Runoff Coefficient, "C" BMP Drainage Area (Acres) 0.00 to 0.25 0.26 to 0.50 0.51 to 0.75 0.76 to 1.00 0 to 25 Caution Yes Yes Yes 26 to 50 High Caution Caution Yes Yes 51 to 75 Not Recommended High Caution Caution Yes 76 to 100 Not Recommended High Caution Caution Yes If the flow -based BMP formula use case, as determined by Table D-2, shows "Caution," "High Caution," or "Not Recommended," considering the project's characteristics, then he project proponent must calculate the BMP design flow using the unit hydrograph method, as specified in the most current version of the San Bernardino County Hydrology Manual, using the design storm pattern with rainfall return frequency such that the peak one hour rainfall depth equals the 85th-percentile 1-hour rainfall multiplied by two. D-3 B. Volume -Based BMP Design 1) Calculate the "Watershed Imperviousness Ratio", i, which is equal to the percent of impervious area in the BMP Drainage Area divided by 100. 2) Calculate the composite runoff coefficient CBMP for the Drainage Area above using the following equation: 3 2 CBMP = 0.858i — 0.78i + 0.774i + 0.04 where: CBMP = composite runoff coefficient; and, i = watershed imperviousness ratio.• 3) Determine which Region the Drainage Area is located in (Valley, Mountain or Desert). 4) Determine the area -averaged "6-hour Mean Storm Rainfall", P6, for the Drainage Area. This is calculated by multiplying the area averaged 2-year 1-hour value by the appropriate regression coefficient from Table 1. 5) Determine the appropriate drawdown time. Use the regression constant a = 1.582 for 24 hours and a = 1.963 for 48 hours. Note: Regression constants are provided for both 24 hour and 48 hour drawdown times; however, 48 hour drawdown times should be used in most areas of California. Drawdown times in excess of 48 hours should be used with caution as vector breeding can be a problem after water has stood in excess of 72 hours. (Use of the 24 hour drawdown time should be limited to drainage areas with coarse soils that readily settle and to watersheds where warming may be detrimental to downstream fisheries.) 6) Calculate the "Maximized Detention Volume", P0, using the following equation: PO = a • CBMP • P6 where: PO = Maximized Detention Volume, in inches a = 1.582 for 24 hour and a = .1.963 for 48 hour drawdown, CBMP = composite runoff coefficient; and, P6 = 6-hour Mean Storm Rainfall, in inches 7) Calculate the "Target Capture Volume", VO, using the following equation: VO= (PO •A)/12 where: VO = Target Capture Volume, in acre-feet PO = Maximized Detention Volume, in inches; and, A = BMP Drainage Area, in acres D-4 SANTA ANA RIVER AND TRIBUTARIES • Aro* Faatoy Recta" PE& Ow • • / \ 04t es* ,i 1 Fr f r san. N Creek •, \—San Jaerb Fsult Mpeion Bhd Bddpe TaquoKeAsCh. Anu art Orin Litt of POTWs 1 Redlands IPonds) 2 San Benda° 3 Yucaipa & Beaumau 4 Colton S Rialto 6 Riverside 7 Hidden Valley Ponds 8 EVMWD, Ue Lake, EMWO 9 Corona IPondel 10 CBMWD RP•1 11 CBMWD RP•2 12 CBMWD Carbon Cyn. The watershed descriptions and known pollutants of concern are also available in the Water Quality Control Plan for the Santa Ana River Basin (Basin Plan). The civil engineer/designer shall add any additional information that becomes available during project research. The map illustrates watershed delineation and portions of watersheds that fall within the City of Colton's boundaries. These watersheds are based on hydrologic areas delineated by the Regional Water Quality Control Board (RWQCB) in the Water Quality Control Plan for the Santa Ana River Basin (Basin Plan). • FIGURE 3-1 CHINO BASIN WATERSHED MANAGEMENT AREA Chino Basin WMA Boundary Lakes and Reservoirs A/Rivers and Creeks City Boundaries Data Sasses: City oandaries an from the US Dept of Commese Census Bun aa TIGER/Line 2000 Consolidated Cities dataset. The hydrognphy layers based on US GS DLG-3 format on a 1:100,000 scale. 2 0 2 4 Miles 5 10 Miles Map Features Water bodies Rivers/creeks Los Angeles/Sart Gabriel River Hydrologic Unit Santa Ana River Hydrologic Unit S®Iacinto Valley Hydrologic Unit Index to map of the Santa Ana Hydrologic Basin Planning Area (SA), 1986 Abbreviations Used: HA - Hydrologic Area HSA - Hydrologic Subarea 801.0 801.10 801.11 801.12 801.13 801.14 801.20 -► 801.21 481.21 481.22 801.23 481.23 801.24 801.25 801.26 801.27 801.30 801.31 801.32 801.33 801.34 801.35 801.40 801.41 801.42 801.43 801.44 801.50 801.51 801.52 801.53 801.54 801.55 801.56 SANTA ANA RIVER HYDROLOGIC UNIT Lower Santa Ana River HA East Coastal Plain HSA Santiago HSA Santa Ana Narrows HSA (not included in Basin Plan) Middle Santa Ana River HA Split Chino HSA Split Chino HSA Split Harrison HSA Claremont Heights HSA Split Claremont Heights HSA Split Cucamonga HSA Temescal HSA Arlington HSA Riverside HSA Lake Mathews HSA Coldwater HSA Bedford HSAS Cajalco HSA Lee Lake HSA Terra Cotta HSA Colton- Rialto HA Upper Lytle HSA Lower Lytle HSA Rialto HSA Colton HSA Upper Santa Ana River HA Cajon HSA Bunker Hill HSA Redlands HSA Mentone HSA Reservoir HSA Crafton HSA • Table B-1 , 303(d) List of Impaired Water Bodies (Revised May 1, 2012) Pollutant Waterbody Bacteria / Viruses (Pathogens) Nutrients Noxious Aquatic Plants Sedimentation/Siltation Total Suspended Solids (TSS) PCBs (Polychlorinated biphenyls) Chemical oxygen demand (COD) x a Big Bear Lake X X X X Chino Creek Reach 1 A (Santa Ana River R5 confl to downstream Mill Creek conf) X X Chino Creek Reach 1 B (Mill Creek confl to start of concrete lined channel) X X X Chino Creek Reach 2 (Beginning of concrete channel to confl w San Antonio Creek) X X Cucamonga Creek Reach 1 (Valley Reach) X X Cucamonga Creek Reach 2 (Mountain Reach) X Grout Creek X Knickerbocker Creek X Lytle Creek X Mill Creek (Prado Area) X X X Mill Creek Reach 1 X Mill Creek Reach 2 X Mountain Home Creek X Mountain Home Creek, East Fork X Prado Park Lake X X Rathbone (Rathbun Creek) X X X San Antonio Creek X Santa Ana River, Reach 6 X Santa Ana River, Reach 4 X Santa Ana River, Reach 3 X X Summit Creek X NOTES: 1) Summary of the 2010 303(d) Listed Water Bodies and Associated Pollutants of Concern from RWQCB Region 8. Check for lists from the RWQCB. http://www.waterboards.ca.gov/water issues/prop rams/tmdl/integrated2010.shtml?wbid=CAR6282000020080816195148 updated AZG B-1 IllErli` = ! N® ..._ i MR! T II= = M■MIMIIIIIIII•■■!!!lMIIIIIIIIIIII!!IIII !!!■!! = �!S — ®E-MEMEMEM-- _�!!! !!!! !!!! !!!!!!!!; !!!!!!!! !!MIIEN M MINNE1M M!!!I�1MI!!!!!!II V—PEE= '!!!_ !!!!!!!! !!!!!!! !!!llt.M-'!!___�=!llOM�' !$ =- !!NM! P>�iM===m=a==sue==— =s——�_��= — 0T =a--_=—_=—sl�!!!E!■!�!! EE�� -ram .� r_ !!ll���!!!!�!!ii!!!!!!�!�!�!!!lI��I�l�:..es��•--���saa: sat tart 1=1.EFIIM!!l l�IIIIM!! llii�l !!!!!!!! !!!!!!!ss!!!!!!MOWN E — - -- �� ' : E Emriinure =-_ ®!!!!o ®! ■iumminsmna 1 u!!�!!!tas�-- _ 1m- -ir.�c_-._.miiii!!Essu -ilWRii - • at A 0 0 0 0 0 CD *NOTE CONTRACTOR TO VERIFY LOCATION AND ELEVATION PRIOR TO START - OF CONSTRUCTION. °°. 1s-cFs 29+00 MATCHLINE - STA 29+00.00 CONSTRUCTION NOTES INSTALL 60' RCP (D-LOAD PER PROFILE) INSTALL 54' RCP (0-LOAD PER PROFILE) INSTALL 48' RCP (D-WAD PER PROFILE) INSTALL 30' RCP (D-LOAD PER PROFILE) INSTALL 24' RCP (0-LOAD PER PROFILE) SAWCUT REMOVE & REPLACE DOSING AC PAVEMENT PER CITY DWG NO 131 DOME DIAL TWO WORK NG BEFORE II• w SAYS BEFORE YOU DIG YOU DIG Toes FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT CD 0 0 a) 30+00 31+00 CONSTRUCT WHOLE PER AP.WA STD PLAN 320-1 CONSTRUCT MAXIKILE PER A.P.W.A. STD PLAN 322-1 CONSTRUCT JUNCTION STRUCTURE PER AP.WA STD PLAN 332-1 CONSTRUCT IHANSTTION STRUCTURE PER AP.WA STD PLAN 340-1 INSTALL CAP RISER PER CM -TRANS STD PLAN 093C, TYPE B CONSTRUCT BRICK AND MORTAR PLUG PER DETAIL SHOWN ON SHEET 1 l) REMOVE E1GSfING AC PAVEMENT ®—QOESTRUCTG� PA�VTIENNT&OVEERR) 12' OF BID COMPACTED NATIVE SOIL REVISION DESCRIPTION DATE 32+00 �1NSiare -oro 9S1u 33+00 34+00 35+00 c- REMOJE BRICK AIXD MORTAR PLUG ENCR.I CRY DATE A -42ECOP-1::,PP0..414Es REMOVE BRICK PUD MORTAR PLj3D 1i3/06 111•f9 313'h0 SHOULD CONSTRUCTION OF REQUIRED NIPROVEAfrMS NOT OOV.AIENCF WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGIN:ER MAY REQUIRE REVISIONS TO THE PALS TO ORINC THEM INTO CONFORMANCE WIN CONDIBOPS AND STANDARDS W EFFECT IPEENLIE END PIPE IAATERAL '11' PAVOE4T RFPIACFAEAT DETAIL SEE SHEET 10 • BASIS Of BEARINGS: BEARINGS ARE BASED ON THE CENTERLINE OF JUNIPER AVENUE BEING NORTH 0001'57' WEST AS SHOWN ON TRACT 16572, RECORDED IN MAP BOOK 304, PAGES 38-44, RECORDS OF SAN BERNARDINO COUNTY. PREPARED POlE CITY Of FONTANA .8353 SERRA AVENUE FDNMANA CA 92335 (909) 350-7644 BENCHMARK CRY OF FONTANA BENCHMARK NO. 615 SPIKE IN POWER POLE AT THE CORNER OF CITRUS AVENUE AND LOS CEDROS AVENUE ELEVATION: 14 67.5 9 A NUT, AVENUE EKSTING 10' SEWER PER CRY DWG, NO. 3133 QF4--�6'r( ' Artier. - t i�pL�S�ii'S!.ME!-!! to = f7-aft z=.c= �_<- = v>t � PE ,- etX1orIAlc/I1jV L19P91C{./A3E /A/ rile Hoy or p0TDAP C8 EMEIJr r veg TELePH R 6 Propantri> ALLARD ENGINEERING CR8 Fngin aiag - Turd Sutralt 1- land Maniac 62S3 Berra Artsan Fmlaaa, CABEwm RUST �1 195GIBIS Fax (SOS) B$-17B6 . +1 Iz -l5 -04 Dural 6. Hallam, BL.E 43376 (xapeas 6302005) T 1. 421.03 T {y4�ro-eiF _ _ t5a-SIi - MR P N Iry T'T GRAPHIC SCALE 40 0 20 40 80 PROHI.E H08811'= 40' VETRT 1=4' 160 (NIBT) IMD1r 40 FL RECORD DOCUMENT These Record Dr/consents have been prepared based on Information provided by others. The Design Professional has not verified the accuracy and/or eompleloeess of this information nod shall - - iot be responsible for any errors or omissions beincorporated herein as a result ZJ3 oG TE CURVE AND LINE TABLE (5 RADIUS DELTA LENGTH TANGENT BEARING LENGTH -A N60'01'5714 35.79' B 183.00' 14'44'39' 47.09' 23.68' C 18300' 14'42'44' 46.99' 23.63' D 45.00' 60'01'51' 47.15' 26.00' E N44'4674y 26089' F N31'1616 E 35.35, G N301:101'F 11.71, H N7649t55 2896 J N6T0343 67.10' K N67'5323 17.36' CITY OF FONTANA CALIFORNIA STORM DRAIN IMPROVEMENT PLAN 1900' NORTPH�OF BASELINE FROM TO ?150' NO' OF WALNUT AVE A7VEO BY: CITY EN DATE (L'1--Evi R.C.E 51152 SCALE AS NOTED �EABER, 2004 DRAWING NO.: 4 3614 11 inCrl Ram. A:\drp\I4907\tWd desfga\sd\RVIO'ER SD DUNG 1 145-0 lu►rtc• • 38+00.00 38+00 •cR' LLI t CONSTRUCTION NOTES O 0 INSTALL 54' RCP (1)-LOAD PER PROMS) • INSTALL 48' RCP (D-LOAD PER PROFILE) INSTALL 42' RCP (D-LOAD PER PROFILE) SAWCUT, REMOVE & REPLACE EXISTING AC PAVEMENT PER CRY DWG NO. 131 • CONSTRUCT MANHOLE PER AP.WA SID PLAN 320-1 • CONSTRUCT MANHOLE PER AP.WA STD PLAN 322-1 • INSTALL CMP RISER CA/TRANS STD PLAN 093C, TYPE B ^— (MODIFIED FOR 60' RISER) O—REMOVE EXLSIINC AG PAVEMENT 30 SAC PAVEMENT�38 � 12' OF 95% COMPACTED NATIVE SOS. 39+00 40+00 G DIOUT TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REVISION DESCRIPTION P-ElotxP 9FAvJ1r 361 41+00 GRAPHIC SCALE mei <) 40 sm1 DATE (N1an) 11401a 40 FL DATE 5(3-err 42+00 43.00 160 44+00 EXISTING PER CRY COST 1 PA JUNIPER AVENUE 45+00 WAYNE RUBLE MIDDLE SCHOOL v CURB & GUTTER E7058NG RAY NG ID' PER CITY DWG. BASIS OF BEARINGS BEARINGS ARE BASED ON THE CENTERLINE OF JUNIPER AVENUE BEING NORTH 0(101.57" WEST AS SHOWN ON TRACT 16572, RECORDED IN MAP BOOK 304, PAGES 38-44, RECORDS OF SAN BERNARDINO COUNTY. SHOULD CONSTRUCTION OF REQUIRED IMPROYFATa81S NOT COMMENCE MEN TWO YEARS OF TFE DATE OF APPROVAL SHOWN )18EON AND CARRED FORTH IN A DUEB4T MANES THE CRY HNLENEER MAY REQUIRE REVISIONS TO THE HAM TO BRING THEM B4TO CON ORMANCE WITH CONDTTEONS AND STANDARDS IN ERECT PREPARED FOR CITY OF FONTANA 8353 51ERRA AVENUE FONTANA CA 92335 (909) 350-7644 BENCHMARK CITY OF FONTANA BENCHMARK N0. 615 SPIKE IN POWER POLE AT THE CORNER OF CITRUS AVENUE AND LDS CEDROS AVENUE ELEVATION 1467.59 <) A UNE TABLE BEARING N2938'53"E LENGTH Prepared Hy_ ALLARD ENGINEERING CIA Eigfautfeg - land S rnytag - Lend Plara1 g 8253 Stem Awn• F®tenq Ce5fnrale 9zt05 pp (969) S6&I815 Fax 869) �1755 ((�� T,)X9> ➢694 71. 8 ,r, FLU. 43e76 Data Iimpttes T\ 4V \°F f:ALt Fi -.-5 4-1/2' MI . AC THICKNESS TYPICAL SECTION OTHERS JUNIPER AVENUE 11=65 NIS STA 11+00.00 TO STA 16+65.40 SA. 28+87.06 TO STA 364-00.00 * GEDTECHNICAL ENGINEER SNAIL MAKE A RECOMEN°LTION UPON COMPLETION OF At. REMOVAL DRAWN BY: AE DESIGNED BY: RECORD DOCUMENT Tbue Record Documents have been prepared based on information pro ided by others. Tea Design Pro(estioaal has not verified the &craning and7or eomple140e84 of this information and shall be responsible toe nay arrow or omissions � Y?e Enrwponmd twain 8a a a result / D4 CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLAN JUNIPER AVENUE FROM 1150' NORTH TO 950' NORTH- OF WALNUT AVENUE PROFILE HOR¢ D 40' VERT:1= 4' AS NOTED OAO�M 2004 AZS • • GEOTECHNICAL EVALUATION AND INFILTRATION STUDY FOR PROPOSED RESIDENTIAL DEVELOPMENT TRACT 18657 CITY OF FONTANA, SAN BERNARDINO COUNTY, CALIFORNIA PREPARED FOR FRONTIER ENTERPRISES 8300 UTICA AVENUE, SUITE 300 RANCHO CUCAMONGA, CALIFORNIA 91730 PREPARED BY GEOTEK, INC. 710 EAST PARKRIDGE AVENUE, SUITE I 05 CORONA, CALIFORNIA 92879 PROJECT No. I I34-CR3 FEBRUARY 13, 2014 GEOTEK Aen GeoTek, Inc. 710 E. Parkridge Avenue, Suite 105, Corona, California 92879-1097 (951) 710-1160 Office (951) 710-1167 Fax www.geotekusa.com February I3, 2014 Project No. I I 34-CR3 Frontier Enterprises 8300 Utica Avenue, Suite 300 Rancho Cucamonga, California 91730 Attention: Mr. Adam Collier Subject: Geotechnical Evaluation and Infiltration Study Proposed Residential Development Tract 18657 City of Fontana, San Bernardino County, California Dear Mr. Collier: We are pleased to provide herein the results of our Geotechnical Evaluation and Infiltration Study for the subject project located in the City of Fontana, San Bernardino County, California. This report presents the results of our evaluation and discussion of our findings. In our opinion, site development appears feasible from a geotechnical viewpoint. Site development and grading plans should be reviewed by this firm as they become available, as it will be, necessary to provide appropriate recommendations for intended specific site development as those plans become refined.. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Respectfully submitted, GeoTek, Inc. Edward H. LaMont CEG I824, Exp. 07/31/14 Principal Geologist Edmond Vardeh RCE 56992, Exp. 06/30/15 Project Engineer Distribution: (I) Addressee via email G:\Projects\I101 to I150\1134CR3 Frontier Enterprises Tract 18657 Fontana\Geo\1134CR3 Geotechnical Evaluation and Infiltration Study Tract 18657.doc GEOTECHNICAL I ENVIRONMENTAL I MATERIALS P FRONTIER ENTERPRISES Geotechnical Evaluation and Infiltration Study Tract 18657, Fontana, California Project No. I I 34-CR3 February 13, 20I4 Page I. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to evaluate the general geotechnical conditions on the site. Services provided for this study included the following: • Research and review of available geologic and geotechnical data, and general information pertinent to the site, • Site exploration consisting of the excavation, logging and sampling of five (5) exploratory trenches by a geologist from our firm, • Laboratory testing of soil samples collected during the field investigation, • Evaluation of near -surface water infiltration potential at the project site, • Review and evaluation of site seismicity, and • Compilation of this geotechnical report which presents our findings and a general summary of pertinent site geotechnical conditions relevant for site development. 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 SITE DESCRIPTION The subject project site is located southwest of the intersection of Walnut Street and Juniper Avenue in the City of Fontana, San Bernardino County, California (see Figure I). The square - shaped. property is comprised of roughly 10 acres of vacant land. The property is bounded by' Walnut Street followed by an existing residential development to the north, Juniper Avenue followed by vacant land to the east, and existing residential developments to the west and south. The site is relatively flat with total relief across the site on the order of roughly fourteen feet, with surface drainage generally directed toward the south. Topographically, the property ranges from approximately 1,451 to approximately 1,465 feet above mean sea level (msl). Figure 2, to the rear of the text of this report, shows historic topographic contours of the site and site area. 2.2 PROPOSED DEVELOPMENT It is our understanding that proposed development will consist of 53 single-family residential structures, associated streets and a water quality basin. For this evaluation it was assumed that G EOTEK Pak FRONTIER ENTERPRISES Geotechnical Evaluation and Infiltration Study Tract 18657, Fontana, California Project No. I I 34-CR3 February 13, 20I4 Page 3 More specific to the subject property, the site is located in an area geologically mapped to be underlain by Quaternary age alluvial deposits (Dibblee, 2003). No faults are shown in the immediate site vicinity on the maps reviewed for the area. 4.2 GENERAL SOIL CONDITIONS A brief description of the earth materials encountered during our subsurface exploration is presented in the following section. Based on our site reconnaissance, field observations, our exploratory excavations and review of published geologic maps the subject site area is locally underlain by alluvial deposits. Localized accumulations of undocumented artificial fill materials were also encountered in one (I) of our exploratory excavations. 4.2.1 Unengineered Fill Undocumented artificial. fill materials were encountered in one of our exploratory excavations (Trench T-2) to a depth of approximately one (I) foot. These materials generally consist of gravelly silty sand, which is mostly gray brown, dry, and loose (see logs in Appendix A). 4.2.2 Alluvial Deposits Alluvial deposits were observed to underlie the project site at the explored locations, below the undocumented fill materials encountered on the site. The alluvial deposits encountered generally consist of gravelly silty sand and sandy gravel, which is mostly gray brown to yellow brown, dry to slightly moist, and medium dense to dense (see logs in Appendix A). Based on the results of the laboratory testing performed on a sample of the near surface onsite materials, these near surface alluvial materials indicated a "very low" expansion potential (0<EI<20) when tested and classified in accordance with ASTM D 4829. Itis likely that most of the onsite materials encountered during grading and construction will have a "very low" expansion potential. Test results are shown in Appendix B. 4.3 SURFACE WATER AND GROUNDWATER 4.3.1 Surface Water Surface water was not observed during our site visit. If encountered during earthwork construction, surface water on this site is the result of precipitation or possibly some minor surface run-off from immediately surrounding properties. Overall site area drainage is generally in a southerly direction, as directed by site topography. Provisions for surface drainage will need to be accounted for by the project civil engineer. /Cic GEDTEK FRONTIER ENTERPRISES Geotechnical Evaluation and Infiltration Study Tract 18657, Fontana, California 4.3.2 Groundwater Project No. I I34-CR3 February 13, 2014 Page 4 Groundwater was not encountered in any of our exploratory trenches excavated for the herein evaluation. Perched groundwater or localized seepage can occur due to variations in rainfall, irrigation practices, and other factors not evident at the time of this investigation. 4.4 FAULTING AND SEISMICITY The geologic structure of the entire southern California area is dominated mainly by northwest -trending faults associated with the San Andreas system. The site is in a seismically active region. No active or potentially active fault is known to exist at this site nor is the site situated within an "Alquist-Priolo" Earthquake Fault Zone or a Special' Studies Zone (CGS, 1974; Bryant and Hart, 2007). No faults are identified on geologic maps readily available and reviewed by this firm for the immediate study area. The County of San Bernardino has designated the site as having a "no" potential for liquefaction not within a San Bernardino County designated fault zone. 4.4.1 Seismic Design Parameters The site is located at approximately 34.1278 Latitude and -I 17.4414 Longitude. Site spectral accelerations (Ss and Si), for 0.2 and 1.0 second periods for a Class "D" site, were determined from the USGS Website, Earthquake Hazards Program, U.S. Seismic Design Maps for Risk - Targeted Maximum Considered Earthquake (MCER) Ground Motion Response Accelerations for the Conterminous 48 States by Latitude/Longitude. The results are presented in the following table: GEOTEK FRONTIER ENTERPRISES Geotechnical Evaluation and Infiltration Study Tract 18657, Fontana, California Project No. I I34-CR3 February 13, 2014 Page 16 relief point for the stresses that develop. These joints are a widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced they are. GeoTek suggests that control joints be placed in two directions and located a distance apart roughly equal to 24 to 36 times the slab thickness. 5.6 INFILTRATION STUDY Percolation testing was performed in a test trench located in the southeastern portion of the site, where the proposed storm water infiltration system is proposed to be located. The infiltration testing was completed in general conformance with ASTM D 3385 using a double ring infiltrometer device in the excavation. A representative from our firm conducted the actual infiltration testing. The slowest/most conservative infiltration rate of four (4) inches per hour was measured for the test hole, after the infiltration rate had generally stabilized. A copy of the infiltration test field data is included in Appendix C. Over the lifetime of the disposal area, the infiltration rates may be affected by silt build up and biological activities, as well as local variations in near surface soil conditions. Additionally, both. remedial and design cut and/or fill grading will be required to construct the proposed improvements. Consideration should be given to re-evaluating the site infiltration rates at the completion of grading. 5.7 POST CONSTRUCTION CONSIDERATIONS 5.7.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation, cover can minimize erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Overwatering should be avoided. The soils should be maintained in a solid to semi -solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. An abatement program to control ground -burrowing. rodents GEOTEK P34 • FRONTIER ENTERPRISES Geotechnical Evaluation and Infiltration Study Tract 18657, Fontana, California Project No. I I 34-CR3 February 13, 20I4 Page 17 should be implemented and maintained. This is critical as burrowing rodents can decreased the long-term performance of slopes. It is common for planting to be placed adjacent to structures in planter or lawn areas. This will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided. If used, then extreme care should be exercised with regard to the irrigation and drainage in these areas. Waterproofing of the foundation and/or subdrains may be warranted and advisable. We could discuss these issues, if desired, when plans are made available. 5.7.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s) and not be blocked by other improvements. It is the owner's responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each rainy season. 5.8 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that site grading, specifications, retaining wall plans and foundation plans be reviewed by this office prior to construction to • check for conformance with the recommendations of this report. Additional recommendations may be necessary based on these reviews. We also recommend that GeoTek representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. The owner/developer should have GeoTek's representative perform at least the following duties: • Observe site clearing and grubbing, operations for proper removal of unsuitable materials. • Observe and test bottom of removals prior to fill placement. • Evaluate the suitability of on -site and import materials for fill placement, and collect soil samples for laboratory testing when necessary. ■ Observe the fill for uniformity during placement including utility trenches. /CIL, GEOTEK R35 • Frontier Enterprises Tract 18657 City of Fontana County of San Bernardino, California GeoTek Project No. I I34-CR3 Approximate Location of Exploratory Trench Figure 3 Trench Location Map GEOTEK • PROJECT NO.: PROJECT NAME: CLIENT: LOCATION: GeoTek, Inc. LOG OF EXPLORATORY TRENCH I I34-CR3 Tract 18657 Frontier Enterprises See Trench Location Map LOGGED BY: EQUIPMENT: DATE: AMS Rubber Tire Backhoe 1/23/2014 1 Depth (ft) I SAMPLES 6 .o � 0 5 TRENCH NO.: T-5 Field Testing Laboratory Testing Sample Type Sample Number I Water Content (%) Dry Density (pcf) e .ss o MATERIAL DESCRIPTION AND COMMENTS SM SP Older Alluvium: Gravelly silty f-c SAND, gray brown, dry, loose, rootlets _ 5 Sandy GRAVEL to gravelly f-c SAND, yellow brown, slightly moist, dense, numerous cobbles and trace boulders - _ - 10 - 15 - TRENCH TERMINATED AT 5 FEET No Groundwater Encountered Slight to Moderate Caving Backfilled with Trench Spoils • 'LEGEND I Sample Type: 5 �. •— Ring Sample '/ — Large Bulk Sample Q Table —Water Laboratory Testing: AL = Atterberg Limits El = Expansion Index MD = Maximum Density SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Testing RV = R-Value Test CO = Consolidation P37 • APPENDIX C INFILTRATION TEST DATA Tract 18657 City of Fontana, County of San Bernardino, California Project No. I I 34-CR3 GEOTEK PI2or-rr't5F- I1 34 G2� Projett Name and Test Location: Trench No.: Tested by: Data of Testing: Water Tabl Depth: DOUBLE RING INFILTROMETER Liquid Used: TEST DATA Temperature: Mainted by Using: of Rings Into Soil (in.): TA r w A 7 R. L0T 1> Ground 1>V5. Liquid Level --s .z_/ I t /I4 Penetration 1 6 USCS Classification: '('A N ',.;P..koi t..-Y FLOW READINGS INFILTRATION RATE SAS h TRIAL NO. STARTiE ND TIME ELAPSED TIME (Min.) INNER RING (in.) RING FLOW (water added in mll ANNULAR READING (in.) SPACE FLOW (water added in ml) LIQUID TEMP. ( F) INNER (inlhr.) ANNULAR tn./hr. ( ) REMARKS I S 5:09 0 to 12. 12 2.4 , o E 5:19 I0 0 3-fo S i, zzv o 12-0 2 S 5:Zi 0 to t2 12.0 E 5.3 t I n $. 5 2780 10 I t tto 9 .0 2 s 5:3'i• 0 Io tz l0,5 E 7:k'3 IV S./5 23t7 10V4 9730 1•5 4 S 5-:4-5 o to 12 6.0 q `1.0 E 5:5-5 I 9 IS5 IO t/2. &34o s S 5-.5-7 O to i622- t2 6,CO 55.25 1.S E 6:07 1O 9t/Qi lO3/'4 6 S 6:09 O t0 162 - 12 62.55 5,2; 7 5 E I:i4 10 •1 t/V, ION. 7 S 4:1-I . 0 (0 4633 12 19 4Gv 5.o 1. 0 E 6:51 30 7.5 c3.5 e S 6%54 0 10 4633 12 194{,0 5.0 7.0 E 7: z4 30 7•5 ii. s s S 7:Z7 0 10 4633 1z. 1816,5 1470 5,o 6.75 E 1t5-7 30 7.5 85/g to S 6:oo b lt 4633 12 18765 5.o 6.75 E R:30 3o 1.5 8 563 11 s c3 : 3'i 0 to 4-40Z. 12 1. b oio 4.Z5 6.5 E 9•.03 30 .75/t, S3/4. 12 S 9:06 b 10 I4o2- 12 1 3't 5 . 4.15 l0.25 E 9 : 36 3o 7 5/Y, 6 '/5 - IZ s 4:7,a o to, 4402 12. ti375 4.75 6.2.5 E to:oq 30 7%u, 8'/s . 14 S '0:12- 0 Ib. 4t7o I2_ (668io. 4.5 G.o E 1o:47- 30 7'/N. 9 1s s 10:4-5 . o 10 12 I5798c 4-5 5-75 II Ala, 30 7% 4110 q 713 16 S II•l8 0 10 12 4. 25 S.S. E E t l:AB 30 '7'/R 3930 - 9 74 15Zgo 17 E 11:.51 0 )o . 12. ‘, 4.zi 5•ZS E _ It:LI 30 _ -1 '45 _393f3 CI 3/� 14595 is s 12:z4 0 .1b 12 4.o 5.0 1 Iz: 54- 30 g 3707 9 t/... (3900 H S 12:57 0 Ib 1 2.- -4.o S.o. E E I:27 3o 8 3707 9 t/i. I3`)oo S - •- 2.0 30 3707 1,1 /i I39bo -7Z 4.0 5.0 Capacity of Standard Inlet The capacity (Y) of a curb opening (standard curved face plate ir.iet)when intercepting 100 percent of the flow in the gutter is given by the formula: = 0.7 ,a + v)3/2 where y = depth cf flow in approach gutter a = depth of depression of curb a= inlet L = length cf clear opening Si sang Length of Inlet To size an opening ienW h the following information must known; a. :]tig:.t c£ the fix''_; apen.i.roy :,) , h. Depth, (a) of flow -line depression, if any, at the inlet. Design discharge (Q) in the nutter (drainage area, rainfal_'intensi_y and runoff coef_icien;.s are included in the hydrology design discharge analysis) .. Any carryover from a previous inlet :rus', be inc;.uded. d depth of flow in normal gutter £cr• =hr articx;lar longitudinal and cross -slopes at the inlet in question.. This may be dezerr..ined from „he street capacity charts. Design P•roced•sre for wont' nuous Grade rho Capacity and length of a curb optt-,ing inlot may ]C dccrcascd by allowing part- of flow :2 pas& the opening. A maximum •of fifteen percent is recommended to,be bypassed. Definition Figure for Inlets Figure 5--9 AS9 7. Capacity of Curb Openinq inlets in a Low Point or Sumo The capacity of a curb opening inlet in a sump or low point varies with the length of the inlet ?L? and the depth of water at the entrance (h = a + y). The inlet will operate as a weir until the water oubmmrgca t1c entrrInx. When t:ae depLl: vl Noi,ti 4b about twice the height of the entrance or more, it will operate as an orifice. Between these two depths the inlet will overate somewhere between a weir and orifice. 8. Nomograph Figure 5-13 Parameters a. Physical basis cf Nomooraph • The curb opening inlet may be located on a continuous grade c•r at a ..Cw point in the grade, Lew point is created by depressed gutter on continuous grade street. o P._1 flow coming to the inlet must eventually enter the inlet and will pond until sufficient head is built up sc the flow through the inlet will equal the peak inflow from the •a•.itters . • .' . Tire hvdsa'a:.ic baoio or: the rlomc.G=Lp z is na =al,aws, o Far heads (depth of water) less then the height of h� opening (i.e., H/h less then. 1,C), the inlet acts as a weir with the flow pasa:ng through critical depth at the entrance per the formula: Q = 3.087 LH ' 3/2 NOTE:. This condition assumes no pressure flow in storm • .rair, tc• ca',ise a head to restrict a critical depth flow at entrance. • o For heads wirh H/:z between 1 and 2, a transi'..i on was used as the operation of the inlet is not defined. For head equal. to or greater than twice ;he height cf opening (i.e., H/h greater than 2), the inlet acts as an nri fi - . tho fz rmula, 3;'2 �� Q = 5.62 . 6• 2 h { E: � ,' .� I _r ' L• with r' equal to the head on the middle of the inlet •ce:ing (E;' = H -- h/2) , • F. 'MN OF WATER 6 4 5 4 Y 1 0.6 0.5 0.4 0.3 0.1 • tot M AlIF 1 ... . Fry. . . ... / . /4 ....._ '-dr5;5'411;;;;52" CURB �"Ai.0 w Allorr ===== I . Pi2W+L (WITH cow, P ■ 2 tw+ 1.l (wrnicur cub; 1 1 1 1 t r i i . Pirr— t 30 40 160 W mama a (Fr 3157 GRATE INLET CAPACITY IN SUMP CONDf IONS (fable assumes no :•_ogginy.) 5-51 Figure 5-18 A41 • • APPENDIX B RATIONAL METHOD HYDROLOGY CALCULATIONS FOR EXISTING PRE -DEVELOPED CONDITION DESIGN 100-YEAR STORM EVENT 62 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering software, (c) 1989-2005 Version 7.1 Rational Hydrology study Date: 05/31/13 Tract No. 18657 - Madison square Single Family Residential Development Rational Method Hydrology - Existing Pre -Developed Condition watershed included onsite Drainage Area & Tributary Street Frontages Design 100-year Storm Event Program License Serial Number 6143 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: storm year = 100.00 1 hour rainfall = 1.500 (In.) Slope used for rainfall intensity curve b = 0.6000 soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 688.000(Ft.) Top (of initial area) elevation = 1465.100(Ft.) Bottom (of initial area) elevation = 1451.500(Ft.) Difference in elevation = 13.600(Ft.) Slope = 0.01977 s(%)= 1.98 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 15.704 min. Rainfall intensity = 3.353(in/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.822 Subarea runoff = 11.328(cFs) Total initial stream area = 4.110(Ac.) Pervious area fraction = 1.000 Initial area FM value = 0.290(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 617.000(Ft.) Top (of initial area) elevation = 1465.600(Ft.) Bottom (of initial area) elevation = 1450.700(Ft.) Difference in elevation = 14.900(Ft.) slope = 0.02415 s(%)= 2.41 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 14.444 min. Rainfall intensity = 3.525(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.826 Subarea runoff = 9.666(CFS) Total initial stream area = 3.320(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.290(in/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 1465.600(Ft.) Bottom (of initial area) elevation = 1452.400(Ft.) Difference in elevation = 13.200(Ft.) Slope = 0.02095 s(%)= 2.10 TC = k(0.525)*[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 14.985 min, Rainfall intensity 3.448(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.824 subarea runoff = 4.008(CFS) Total initial stream area = 1.410(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.290(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil groupC = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 466.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1463.300(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00773 s(%)= 0.77 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 9.390 min. Rainfall intensity = 4.565(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.885 Subarea runoff = 1.898(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1463.300(Ft.) End of street segment elevation = 1452.400(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.587(CFS) Depth of flow = 0.263(Ft.), Average velocity = 2.936(Ft/s) Streetflow hydraulicsat midpoint of street travel: Halfstreet flow width = 8.922(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 3.29 min. TC = 12.68 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted sCS curve number for AMC 3 = 52.00. Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 3.811(in/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.881 Subarea runoff = 1.294(CFS) for 0 480(Ac ) Total runoff = 3.192(cFs) Effective area this stream = 0.95(Ac.) Total Study Area (Main Stream No. 1) = 9.79(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 3.192(CFs) Half street flow at end of street = 3.192(CFS) Depth of flow = 0.280(Ft.), Average velocity = 3.077(Ft/s) Flow width (from curb towards crown)= 9.757(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION.**** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMc 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 212.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1465.000(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00896 s(%)= 0.90 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.652 min. Rainfall intensity = 5.613(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 1.046(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) End of computations, Total Study Area = 10.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.896 Area averaged SCS curve number = 62.9 10-YEAR STORM EVENT San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 05/31/13 Tract No. 18657 - Madison Square Single Family Residential Development Rational Method Hydrology - Existing Pre -Developed Condition Watershed included onsite Drainage Area & Tributary Street Frontages 10-year Storm Event Program License Serial Number 6143 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.0 computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.000 (In.) Slope used for rainfall intensity curve b = 0.6000 soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 688.000(Ft.) Top (of initial area) elevation = 1465.100(Ft.) Bottom (of initial area) elevation = 1451.500(Ft.) Difference in elevation = 13.600(Ft.) Slope = 0.01977 s(%)= 1.98 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 15.704 min. Rainfall intensity = 2.235(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.667 Subarea runoff = 6.128(CFS) Total initial stream area = 4.110(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(in/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMc 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 617.000(Ft.) Top (of initial area) elevation = 1465.600(Ft.) Bottom (of initial area) elevation = 1450.700(Ft.) Difference in elevation = 14.900(Ft.) Slope = 0.02415 s(%)= 2.41 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 14.444 min. Rainfall intensity = 2.350(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.679 Subarea runoff = 5.294(CFS) Total initial stream area = 3.320(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 1465.600(Ft.) Bottom (of initial area) elevation = 1452.400(Ft.) Difference in elevation = 13.200(Ft.) Slope = 0.02095 s(%)= 2.10 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 14.985 min. Rainfall intensity = 2.299(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.674 Subarea runoff = 2.183(CFS) Total initial stream area = 1.410(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 466.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1463.300(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00773 s(%)= 0.77 TC = k(0.304)*[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 9.390 min. Rainfall intensity = 3.043(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.871 Subarea runoff = 1.246(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) +++++++III+4++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1463.300(Ft.) End of street segment elevation = 1452.400(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.681(CFS) Depth of flow = 0.232(Ft.), Average velocity = 2.675(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.372(Ft.) Flow velocity = 2.68(Ft/s) Travel time = 3.61 min. TC = 13.00 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.503(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 0.811(CFs) for 0.480(Ac.) Total runoff = 2.056(CFS) Effective area this stream = 0.95(Ac.) Total Study Area (Main Stream No. 1) = 9.79(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 2.056(CFS) Half street flow at end of street = 2.056(CFS) Depth of flow = 0.246(Ft.), Average velocity = 2.792(Ft/s) Flow. width (from curb towards crown)= 8.071(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station " 11.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 212.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1465.000(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00896 s(%)= 0.90 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.652 min. Rainfall intensity = 3.742(in/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 subarea runoff = 0.689(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) End of computations, Total Study Area = 10.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.896 Area averaged scS curve number = 62.9 • 25-YEAR STORM EVENT San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/03/14 Tract No. 18657 - Madison Square Single Family Residential Development Rational Method Hydrology - Existing Pre -Developed condition watershed included Onsite Drainage Area & Tributary Street Frontages 25-year Storm Event Program License serial Number 6143 ********* Hydrology Study control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.000(In.) 100 Year storm 1 hour rainfall = 1.500(in.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.199 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMc) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 688.000(Ft.). Top (of initial area) elevation = 1465.100(Ft.) Bottom (of initial area) elevation = 1451.500(Ft.) Difference in elevation = 13.600(Ft.) Slope = 0.01977 s(%)= 1.98. TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 15.704 min. Rainfall intensity = 2.680(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.706 Subarea runoff = 7.773(CFS) Total initial stream area = 4.110(Ac.) Pervious area fraction = 1.000 Initial area FM value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 617.000(Ft.) Top (of initial area) elevation = 1465.600(Ft.) Bottom (of initial area) elevation = 1450.700(Ft.) 0.578(In/Hr) �l1 Difference in elevation = 14.900(Ft.) Slope = 0.02415 s(%)= 2.41 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 14.444 min. Rainfall intensity = 2.818(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.715 subarea runoff = 6.691(cFs) Total initial stream area = 3.320(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 1465.600(Ft.) Bottom (of initial area) elevation = 1452.400(Ft.) Difference in elevation = 13.200(Ft.) Slope = 0.02095 s(%)= 2.10 TC = k(0.525)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 14.985 min. Rainfall intensity = 2.756(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.711 Subarea runoff = 2.764(cFs) Total initial stream area = 1.410(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 466.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1463.300(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00773 s(%)= 0.77 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 9.390 min. Rainfall intensity = 3.648(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 1.502(CFs) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1463.300(Ft.) End of street segment elevation = 1452.400(Ft.) aka Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.036(CFS) Depth of flow = 0.246(Ft.), Average velocity = 2.786(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.035(Ft.) Flow velocity = 2.79(Ft/s) Travel time = 3.47 min. TC = 12.86 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000• sCs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = •3.021(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is c = 0.871 Subarea runoff = 0.998(CFS) for 0.480(Ac.) Total runoff = 2.500(CFS) Effective area this stream = 0.95(Ac.) Total Study Area (Main Stream No. 1) = 9.79(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 2.500(CFS) Half street flow at end of street = 2.500(CFS) Depth of flow = 0.261(Ft.), Average velocity = 2.914(Ft/s) Flow width (from curb towards crown)= 8.791(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group.B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 212.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1465.000(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00896 s(%)= 0.90 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.652 min, Rainfall intensity = 4.487(in/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 0.830(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) End of computations, Total Study Area = 10.00 (Ac.) The following fisures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. 8�� Area averaged pervious area fraction(Ap) = 0.896 Area averaged SCS curve number = 62.9 • APPENDIX C RATIONAL METHOD HYDROLOGY CALCULATIONS FOR PROPOSED DEVELOPED CONDITION C' DESIGN 100-YEAR STORM EVENT CZ San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 06/05/13 Tract No. 18657 - Madison Square single Family Residential Development Rational Method Hydrology - Proposed Developed Conditinq Watershed included onsite Drainage Area & Tributary Street Frontages 100-year Storm Event Program License Serial Number 6143 ********* Hydrology study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.500 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.314(In/Hr) Initial subarea data: Initial area flow distance = 733.000(Ft.) Top (of initial area) elevation = 1467.000(Ft.) Bottom (of initial area) elevation = 1453.780(Ft.) Difference in elevation = 13.220(Ft.) Slope = 0.01804 s(%)= 1.80 TC = k(0.374)*[(lengthA3)/(elevation change)]A0:2 Initial area time of concentration = 11.687 min Rainfall intensity = 4.003(In/Hr) orb a 00.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = .7.669(CFs) Total initial stream area = 2.310(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.314(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1449.780(Ft.) Downstream point/station elevation = 1449.280(Ft.) Pipe length = 27.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.669(CFs) Given pipe size = 24.00(in.) Calculated individual pipe flow = 7.669(CFS) Normal flow depth in pipe =, 8.20(In.) Flow top width inside pipe = 22.77(In.) Critical Depth = 11.81(In.) Pipe flow velocity = 8.08(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 stream flow area = 2.310(Ac.) c3 Runoff from this stream = 7.669(cFs) Time of concentration = 11.74 min. Rainfall intensity = 3.991(In/Hr) Area averaged loss rate (Fm) = 0.3141(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted Scs curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.314(in/Hr) Initial subarea data: Initial area flow distance = 686.000(Ft.) Top (of initial area) elevation = 1464.300(Ft.) Bottom (of initial area) elevation = 1453.780(Ft.) Difference in elevation = 10.520(Ft.) Slope = 0.01534 s(%)= 1.53 TC = k(0..374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.756 min. Rainfall intensity = 3.989(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area.(Q=KCIA) is C = 0.829 subarea runoff = 6.317(CFS) Total initial stream area = 1.910(Ac.) Pervious area fraction. = 0.400 Initial area Fm value = 0.314(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1449.780(Ft.) Downstream point/station elevation = 1449.280(Ft.) Pipe length = 17.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.317(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 6.317(cFs) Normal flow depth in pipe = 6.58(In.) Flow top width inside pipe = 21.41(In.) Critical Depth = 10.67(In.) Pipe flow velocity = 9.04(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 5.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.910(Ac.) Runoff from this stream = 6.317(CFS) Time of concentration = 11.79 min. Rainfall intensity = 3.982(In/Hr) Area averaged loss rate (Fm) 0.3141(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 7.67 2.310 11.74 0.314 3.991 2 6.32 1.910 11.79 0.314 3.982 Qmax(1) = 1.000 * 1.000 * 7.669) + 1.002 * 0.996 * 6.317) + = 13.977 Qmax(2) = 0.998 * 1.000 * 7.669). + 1.000 * 1.000 * 6.317) + = 13.967 Total of 2 streams to confluence: C4 Flow rates before confluence point: 7.669 6.317 Maximum flow rates at confluence using above data: 13.977 13.967 Area of streams before confluence: 2.310 1.910 Effective area values after confluence: 4.213 4.220 Results of confluence: Total flow rate = 13.977(cFS) Time of concentration = 11.743 min. Effective stream area after confluence = 4.213(Ac.) study area average Pervious fraction(Ap) = 0.400 study area average soil loss rate(Fm) = 0.314(In/Hr) Study area total (this main stream) = 4.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1448.780(Ft.) Downstream point/station elevation = 1447.200(Ft.) Pipe length = 217.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.977(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.977(cFs) Normal flow depth in pipe = 13.20(In.) Flow top width inside pipe = 29.78(In.) Critical Depth = 15.11(In.) Pipe flow velocity = 6.73(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 12.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 1 Stream flow area = 4.213(Ac.) Runoff from this stream = 13.977(cFS) Time of concentration = 12.28 min. Rainfall intensity = 3.885(In/Hr) Area averaged loss rate (Fm) = 0.3141(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.314(In/Hr) Initial subarea data: Initial area flow distance = 667.000(Ft.) Top (of initial area) elevation = 1463.000(Ft.) Bottom (of initial area) elevation = 1453.690(Ft.) Difference in elevation = 9.310(Ft.) slope = 0.01396 s(%)= 1.40 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.846 min. Rainfall intensity = 3.971(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 5.858(CFS) Total initial stream area = 1.780(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.314(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 1449.690(Ft.) Downstream point/station elevation = 1447.950(Ft.) Pipe length = 20.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.858(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 5.858(CFS) Normal flow depth in pipe = 4.85(In.) Flow top width inside pipe = 19.28(In.) Critical Depth = 10.26(In.) Pipe flow velocity = 12.89(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 stream flow area = 1.780(Ac.) Runoff from this stream = 5.858(CFS) Time of concentration = 11.87 min. - Rainfall intensity = 3.965(In/Hr) Area averaged loss rate (Fm) = 0.3141(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary -of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) • (In/Hr) 1 13.98 4.213. 12.28 0.314 3.885 2 5.86 1.780 11.87 0.314 3.965 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 13.977) + 0.978 * 1.000 * 5.858) + = 19.707 1.022 * 0.967 * 13.977) + 1.000 * 1.000 * 5.858) + = 19.671 Total of 2 streams to confluence: Flow rates before confluence point: 13.977 5.858 Maximum flow rates at confluence using above data: 19.707 19.671 Area of streams before confluence: 4.213 1.780 Effective area values after confluence: 5.993 5.852 Results of confluence: Total flow rate = 19.707(CFS) Time of concentration = 12.282 min. Effective stream area after confluence = 5.993(Ac.) Study area average. Pervious fraction(Ap) = 0.400 Study area average soil loss rate(Fm) = 0.314(In/Hr) study area total (this main stream) = 5.99(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1447.700(Ft.) Downstream point/station elevation = 1447.500(Ft.) Pipe length = 39.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.707(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 19.707(CFS) Normal flow depth in pipe = 18.02(In.) Flow top width inside pipe = 29.38(In.) Critical Depth = 18.07(In.) Pipe flow velocity = 6.40(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 12.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Cho Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.993(Ac.), Runoff from this stream = 19.707(CFS) Time of concentration = 12.38 min. Rainfall intensity = 3.866(In/Hr) Area averaged loss rate (Fm) = 0.3141(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.314(In/Hr) Initial subarea data: Initial area flow distance = 718.000(Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1453.300(Ft.) Difference in elevation = 10.700(Ft.) Slope = 0.01490 s(%)= 1.49 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 12.041 min. Rainfall intensity = 3.932(In/Hr) tor a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.828 Subarea runoff = 7.912(CFS) Total initial stream area = 2.430(Ac.) Pervious area'fraction = 0.400 Initial area Fm value = 0.314(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 1447.500(Ft.) Downstream point/station elevation = 1447.350(Ft.) Pipe length = 3.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.912(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.912(CFS) Normal flow depth in pipe = 6.86(In.) Flow top width inside pipe = 21.69(In.) Critical Depth = 12.02(In.) Pipe flow velocity = 10.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.430(Ac.) Runoff from this stream = 7.912(cFs) Time of concentration = 12.05 min. Rainfall intensity = 3.931(In/Hr) Area averaged loss rate (Fm) = 0.3141(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 19.71 5.993 12.38 0.314 3.866 2 7.91 2.430 12.05 0.314 3.931 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 19.707) + 0.982 * 1.000 * 7.912) + = 27.477 1.018 * 0.973 * 19.707) + 1.000 * 1.000 * 7.912) + = 27.430 Total of 2 streams to confluence: Flow rates before confluence point: 19.707 7.912 Maximum flow rates at confluence using above data: 27.477 27.430 Area of streams before confluence: 5.993 2.430 Effective area values after confluence: 8.423 8.260 Results of confluence: Total flow rate = 27.477(cFs) Time of concentration = 12.384 min. Effective stream area after confluence = 8.423(Ac.) Study area average Pervious fraction(Ap) = 0.400 study area average soil loss rate(Fm) = 0.314(in/Hr) Study area total (this main stream) = 8.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1447.350(Ft.) Downstream point/station elevation = 1447.000(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.477(CFS) Given pipe size = 30.00(in.) Calculated individual pipe flow = 27.477(cFs) Normal flow depth in pipe = 19.10(in.) Flow top width inside pipe = 28.86(In.) Critical Depth = 21.45(In.). Pipe flow velocity = 8.34(Ft/s) Travel time through pipe = 0.08 min.. Time of concentration (Tc) = 12.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 12.000 **** SUBAREA FLOW ADDITION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted scs curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In/Hr) Time of concentration = 12.47 min. Rainfall intensity = 3.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KcIA) is C = 0.824 subarea runoff = 0.074(CFs) for 0.260(Ac.) Total runoff = 27.551(cFS) Effective area this stream = 8.68(Ac.) Total Study Area (Main Stream No. 1) = 8.69(Ac.) Area averaged Fm value = 0.325(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.683(Ac.) Runoff from this stream = 27.551(CFS) Time of concentration = 12.47 min. Rainfall intensity = 3.850(In/Hr) Area averaged loss rate (Fm) = 0.3246(In/Hr) Area averaged Pervious ratio (Ap) = 0.4135 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCs curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 466.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1463.300(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00773 s(%)= 0.77 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 9.390 min, Rainfall intensity = 4.565(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.885 Subarea runoff = 1.898(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION'**** Top of street segment elevation = 1463.300(Ft.) End of street segment elevation = 1452.660(Ft.) Length of street segment = 576.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.812(CFS) Depth of flow = 0.309(Ft.), Average velocity = 2.932(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.125(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 3.27 min. TC = 12.66 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCs curve number for soil(AMC 2) = 32.00 Adjusted SCs curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 3.814(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.881 subarea runoff = 1.734(CFS) for 0.610(Ac.) Total runoff = 3.631(CFS) Effective area this stream = 1.08(Ac.) Total Study Area (Main Stream No. 1) = Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 3.631(CFS) Half street flow at end of street = 3.631(CFS) Depth of flow = 0.331(Ft.), Average velocity = 3.106(Ft/s) Flow width (from curb towards crown)= 10.209(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 stream flow area = 1.080(Ac.) Runoff from this stream = 3.631(CFS) Time of concentration = 12.66 min. Rainfall intensity = 3.814(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) CcA Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 27.55 8.683 12.47 0.325 3.850 2 3.63 1.080 12.66 0.079 3.814 Qmax(1) = 1.000 * 1.000 * 27.551) + 1.010 * 0.985 * 3.631) + = 31.161 Qmax(2) = 0.990 * 1.000 * 27.551) + 1.000 * 1.000 3.631) + = 30.903 Total of 2 streams to confluence: Flow rates before confluence point: 27.551 3.631 Maximum flow rates at confluence using above data: 31.161 30.903 Area of streams before confluence: 8.683 1.080 Effective area values after confluence: 9.746 9.763 Results.of confluence: Total flow rate = 31.161(CFs) Time of concentration = 12.468 min. Effective stream area after confluence = 9.746(Ac.) Study area average Pervious fraction(Ap) = 0.379 Study area average soil loss rate(Fm) = 0.297(in/Hr) study area total (this main stream) = 9.76(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/station 18.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = .212.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1465.000(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00896 s(%)= 0.90 TC = k(0.304)*[(len thA3)/(elevation change)]A0.2 Initial area time of concentration = 6.652 min. Rainfall intensity = 5.613(In/Hr) for a 100.0 year, storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 1.146(CFs) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) End of computations, Total study Area = 10.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.372 Area averaged SCS curve number = 32.0 • 10-YEAR STORM EVENT San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology study Date: 06/05/13 Tract No. 18657 - Madison Square Single Family Residential Development Rational Method Hydrology - Proposed Developed condition watershed included Onsite Drainage Area & Tributary Street Frontages 10-year storm Fvent Program License Serial Number 6143 ********* Hydrology study Control Information ********** Rational hydrology study storm event year is 10.0 computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.000 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8.- 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMc 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 733.000(Ft.) Top (of initial area) elevation = 1467.000(Ft.) Bottom (of initial area) elevation = 1453.780(Ft.) Difference in elevation = 13.220(Ft.) Slope = 0.01804 s(%)= 1.80 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.687 min. Rainfall intensity = 2.669(in/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.768 Subarea runoff = 4.735(cFs) Total initial stream area = 2.310(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1449.780(Ft.) Downstream point/station elevation = 1449.280(Ft.) Pipe length = 27.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.735(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.735(CFS) Normal flow depth in pipe = -6.39(In.) Flow top width inside pipe = 21.22(In.) Critical Depth = 9.19(In.) Pipe flow velocity = 7.05(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 stream flow area = 2.310(Ac.) Runoff from this stream = 4.735(CFS) Cla Time of concentration = 11.75 min. Rainfall intensity = 2.660(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 686.000(Ft.) Top (of initial area) elevation = 1464.300(Ft.) Bottom (of initial area) elevation = 1453.780(Ft.) Difference in elevation = 10.520(Ft.) Slope = 0.01534 s(%)= 1.53 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.756 min, Rainfall intensity = 2.659(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.768 subarea runoff = 3.899(CFS) Total initial stream area = 1.910(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 1449.780(Ft.) Downstream point/station elevation = 1449.280(Ft.) Pipe length = 17.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.899(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.899(cFs) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 19.72(In.) Critical Depth = 8.31(In.) Pipe flow velocity = 7.86(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main. Stream number: 1 in normal stream number 2 Stream flow area = 1.910(Ac.) Runoff from this stream = 3.899(CFS) Time of concentration = 11.79 min. Rainfall intensity = 2.654(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 4.73 2.310 11.75 0.391 2.660 2 3.90 1.910 11.79 0.391 2.654. Qmax(1) = Qmax(2) = 1.000 * 1.000 * 4.735) + 1.002 * 0.997 * 3.899) + 8.629 0.998 * 1.000 * 4.735) + 1.000 * 1.000 * 3.899) + = 8.622 Total of 2 streams to confluence: Flow rates before confluence point: 4.735 3.899 C13 Maximum flow rates at confluence using above data: 8.629 8.622 Area of streams before confluence: 2.310 1.910 Effective area values after confluence: 4.213 4.220 Results of confluence: Total flow rate = 8.629(cFs) Time of concentration = 11.752 min. Effective stream area after confluence = 4.213(Ac.) Study area average Pervious fraction(Ap) = 0.400 study area average soil loss rate(Fm) = 0.391(In/Hr) Study area total (this main stream) = 4.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1448.780(Ft.) Downstream point/station elevation = 1447.200(Ft.) Pipe length = 217.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.629(CFS) Given pipe size = 30.00(In.) calculated individual pipe flow = 8.629(CFS) Normal flow depth in pipe = 10.16(In.) Flow top width inside pipe = 28.40(In.) Critical Depth = 11.74(In.) Pipe flow velocity = 5.90(Ft/s) Travel time through pipe = 0.61 min: Time of concentration (TC) = 12.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 3.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.213(Ac.) Runoff from this stream = 8.629(CFS) Time of concentration = 12.37 min. Rainfall intensity = 2.580(In/Hr) Area averaged loss rate (Fm) = 0.3911(in/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 667.000(Ft.) Top (of initial area) elevation = 1463.000(Ft.) Bottom (of initial area) elevation = 1453.690(Ft.) Difference in elevation'= 9.310(Ft.) Slope = 0.01396 s(%)= 1.40 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.846 min. Rainfall intensity = 2.647(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.767 Subarea runoff = 3.614(CFS) Total initial stream area = 1.780(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1449.690(Ft.) Downstream point/station elevation = 1447.950(Ft.) Pipe length = 20.80(Ft.) Manning's N = 0.013 ci4 No. of pipes = 1 Required pipe flow = 3.614(cFs) Given pipe size = 24.00(In.) calculated individual pipe flow = 3.614(cFS) Normal flow depth in pipe = 3.83(In.) Flow top width inside pipe = 17.58(in.) Critical Depth = 7.97(In.) Pipe flow velocity = 11.18(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS o4*** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.780(Ac.) Runoff from this stream = 3.614(CFS) Time of concentration = 11.88 min. Rainfall intensity = 2.643(In/Hr) Area averaged loss rate (Fm) = 0.3911(in/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. -(CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 8.63 4.213 .12.37 . 0.391 2.580 2 3.61 1.780 11.88 0.391 2.643 Qmax(1) = Qmax(2) = 1.000 * 0.972 * 1.029 * 1.000 * 1.000 * 1.000 * 0.960 * 1.000 * 8.629) + 3.614) + = 8.629) + 3.614) + = 12.142 12.141 Total of 2 streams to confluence: Flow rates before confluence point: 8.629 3.614 Maximum flow rates at confluence using above data: 12.142 12.141 Area of streams before confluence: 4.213 1.780 Effective area values after confluence: 5.993 5.827 Results of confluence: Total flow rate = 12.142(CFS) Time of concentration = 12.366 min, Effective stream area after confluence = 5.993(Ac.) Study area average Pervious fraction(Ap) = 0.400 Study area average soil loss rate(Fm) = 0.391(In/Hr) Study area total (this main stream) = 5.99(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station. 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1447.700(Ft.) Downstream point/station elevation = 1447.500(Ft.) Pipe length = 39.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.142(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 12.142(CFS) Normal flow depth in pipe = 13.46(In.) Flow top width inside pipe = 29.84(In.) Critical Depth = 14.04(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 12.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.993(Ac.) Runoff from this stream = 12.142(CFS) Time of concentration = 12.48 min. Rainfall intensity = 2.565(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++'++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 718.000(Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1453.300(Ft.) Difference in elevation = 10.700(Ft.) Slope = 0.01490 s(%)= 1.49 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 12.041 min. Rainfall intensity = 2.621(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 4.877(CFS) Total initial stream area = 2.430(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1447.500(Ft.) Downstream point/station elevation = 1447.350(Ft.) Pipe length = 3.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.877(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.877(cFs) Normal flow depth in pipe = 5.37(in.) Flow top width inside pipe = 20.01(In.) Critical Depth = 9.32(In.) Pipe flow velocity = 9.28(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.430(Ac.) Runoff from this stream = 4.877(CFS) Time of concentration = 12.05 min. Rainfall intensity = 2.620(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 12.14 5.993 12.48 0.391 2.565 2 4.88 2.430 12.05 0.391 2.620 Qmax(1) = 1.000 * 1.000 * 12.142) + 0.975 * 1.000 * 4.877) + = 16.899 Qmax(2) 1.025 * 0.965 * 12.142) + 1.000 * 1.000 * 4.877) + = 16.894 Total of 2 streams to confluence: Flow rates before confluence point: 12.142 4.877 Maximum flow rates at confluence using above data: 16.899 16.894 Area of streams before confluence: 5.993 2.430 Effective area values after confluence: 8.423 8.216 Results of confluence: Total flow rate = 16.899(cFs) Time of concentration = 12.481 min. Effective stream area after confluence = 8.423(Ac.) study area average Pervious fraction(Ap) = 0.400 study area average soil .loss rate(Fm) = 0.391(In/Hr) Study area total (this main stream) = 8.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1447.350(Ft.) Downstream point/station elevation = 1447.000(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.899(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 16.899(cFs) Normal flow depth in pipe = 14.13(in.) Flow top width inside pipe = 29.95(In.) Critical Depth = 16.66(In.) Pipe flow velocity = 7.43(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/station 12.000 **** SUBAREA FLOW ADDITION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm) 0.831(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 16.798(cFs) therefore the upstream flow rate of Q = 16.899(cFs) is being used Time of concentration = 12.57 min. Rainfall intensity = 2.554(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.758 subarea runoff = 0.000(cFs) for 0.260(Ac.). Total runoff = 16.899(cFs) Effective area this stream = 8.68(Ac.) Total Study Area (Main Stream No. 1) = 8.69(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.683(Ac.) Runoff from this stream = 16.899(cFs) Time of concentration = 12.57 min. Rainfall intensity = 2.554(In/Hr) Area averaged loss rate (Fm) = 0.4043(In/Hr) Area averaged Pervious ratio (Ap) = 0.4135 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 CI SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 466.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1463.300(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00773 s(%)= 0.77 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 9.390 min. Rainfall intensity = 3.043(In/Hr) for a 10.0.year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.871 subarea runoff = 1.246(cFs) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1463.300(Ft.) End of street segment elevation = 1452.660(Ft.) Length of street segment = 576.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.827(CFS) Depth of flow = 0.276(Ft.), Average velocity = 2.670(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.468(Ft.) Flow velocity = 2.67(Ft/s) Travel time = 3.60 min. TC = 12.99 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.505(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified. rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 1.094(CFS) for 0.610(Ac.) Total runoff = 2.340(CFS) Effective area this stream = 1.08(Ac.) Total Study Area (Main Stream No. 1) = ,e.77(Ar J Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 2.340(CFS) Half street flow at end of street = 2.340(CFS) Depth of flow = 0.295(Ft.), Average velocity = 2.815(Ft/s) Flow width (from curb towards crown)= 8.394(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 stream flow area = 1.080(Ac.) Runoff from this stream = 2.340(CFs) Time of concentration = 12.99 min. Rainfall intensity = 2.505(In/Hr) Area averaged loss rate (Fm) = 0.0978(in/Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity ce No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 16.90 8.683 12.57 0.404 2.554 2 2.34 1.080 12.99 0.098 2.505 Qmax(1) = 1.000 * 1.000 * 16.899) + 1.020 * 0.968 * 2.340) + = 19.211 Qmax(2) = 0.977 * 1.000 * 16.899) + 1.000 * 1.000 * 2.340) + = 18.855 Total of 2 streams to confluence: Flow rates before confluence point: 16.899 2.340 Maximum flow rates at confluence using above data: 19.211 18.855 Area of streams before confluence: 8.683 1.080 Effective area values after confluence: 9.729 9.763 Results of confluence: Total flow rate = 19.211(cFs) Time of concentration = 12.575 min. Effective stream area after confluence = 9.729(Ac.) Study area average Pervious fraction(Ap) = 0.379 Study area average soil loss rate(Fm) = 0.370(In/Hr) Study area total (this main stream) = 9.76(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 212.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1465.000(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00896 s(%)= 0.90 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.65? min. Rainfall intensity = 3.742(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 0.754(cFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) End of computations, Total. Study Area = 10.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.372 Area averaged sCs curve number = 32.0 • 25-YEAR STORM EVENT San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/03/14 Tract No. 18657 - Madison Square Single Family Residential Development Rational Method Hydrology - Proposed Developed condition. Watershed included Onsite Drainage Area & Tributary Street Frontages 25-year Storm Event Program License Serial Number 6143 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.000(In.) 100 Year storm 1 hour rainfall = 1.500(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.199 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 733.000(Ft.) Top (of initial area) elevation = 1467.000(Ft.) Bottom (of initial area) elevation = 1453.780(Ft.) Difference in elevation = 13.220(Ft.) Slope = 0.01804 s(%)= 1.80 TC = k(0.374)*[(lengthA3)/(elevation.change)]A0.2 Initial area time of concentration = 11.687 min. Rainfall intensity = 3.200(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 subarea runoff = 5.839(CFS) Total initial stream area = 2.310(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1449.780(Ft.) Downstream point/station elevation = 1449.280(Ft.). Pipe length = 27.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.839(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 5.839(CFS) Normal flow depth in pipe = 7.11(In.) Flow top width inside pipe = 21.92(In.) Critical Depth = 10.24(In.) Pipe flow velocity = 7.49(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 stream flow area = 2.310(Ac.) Runoff from this stream = 5.839(CFS) Time of concentration = 11.75 min. Rainfall intensity = 3.190(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 686.000(Ft.) Top (of initial area) elevation = 1464.300(Ft.) Bottom (of initial area) elevation = 1453.780(Ft.) Difference in elevation = 10.520(Ft.) Slope = 0.01534 s(%)= 1.53 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.756 min, Rainfall intensity = 3.188(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 subarea runoff = 4.808(CFS) Total initial stream area = 1.910(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 1449.780(Ft.) Downstream point/station elevation = 1449.280(Ft.) Pipe length = 17.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.808(CFS) Given pipe size = 24.00(in.) calculated individual pipe flow = 4.808(CFS) Normal flow depth in pipe = 5.73(In.) Flow top width inside pipe = 20.46(In.) Critical Depth = 9.26(In.) Pipe flow velocity = 8.35(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.910(Ac.) Runoff from this stream = 4.808(CFS) Time of concentration = 11.79 min. Rainfall intensity = 3.183(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 c22 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (in/Hr) 1 5.84 2.310 2 4.81 1.910 Qmax(1) = 1.000 * 1.002 * Qmax(2) = 0.998 * 1.000 * 11.75 11.79 1.000 * 0.996 * 1.000 * 1.000 * 0.391 0.391 5.839) + 4.808) + = 5.839) + 4.808) + = 3.190 3.183 10.641 10.632 Total of 2 streams to confluence: Flow rates before confluence point: 5.839 4.808 Maximum flow rates at confluence using above data: 10.641 10.632 Area of streams before confluence: 2.310 1.910 Effective area values after confluence: 4.213 4.220 Results of confluence: Total flow rate = 10.641(CFS) Time of concentration = 11.748 min. Effective stream area after confluence = 4.213(Ac.) Study area average Pervious fraction(Ap) = 0.400 Study area average soilloss rate(Fm) = 0.391(in/Hr) Study area total (this main stream) = 4.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1448.780(Ft.) Downstream point/station elevation = 1447.200(Ft.) Pipe length = 217.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.641(CFS) Given pipe size = 30.00(in.) calculated individual pipe flow = 10.641(CFS) Normal flow depth in pipe = 11.36(In.) Flow top width inside pipe = 29.10(In.) Critical Depth = 13.10(In.) Pipe flow velocity = 6.25(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 12.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.213(Ac.) Runoff from this stream = 10.641(CFS) Time of concentration = 12.33 min. Rainfall intensity = 3.099(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 c.2�3 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 667.000(Ft.) Top (of initial area) elevation = 1463.000(Ft.) Bottom (of initial area) elevation = 1453.690(Ft.) Difference in elevation = 9.310(Ft.) Slope = 0.01396 s(%)= 1.40 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.846 min. Rainfall intensity = 3.174(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.789 subarea runoff = 4.458(cFS) Total initial stream area = 1.780(Ac.1 Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1449.690(Ft.) Downstream point/station elevation = 1447.950(Ft.) Pipe length = 20.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.458(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.458(CFS) Normal flow depth in pipe = 4.24(In.) Flow top width inside pipe = 18.31(in.) Critical Depth = 8.91(In.) Pipe flow velocity = 11.90(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.87 min, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.780(Ac.) Runoff from this stream = 4.458(CFS) Time of concentration = 11.87 min. Rainfall intensity = 3.169(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 10.64 2 4.46 Qmax(1) = Qmax(2) = 4.213 12.33 1.780 11.87 1.000 * 1.000 * 0.975 * 1.000 * 1.026 * 0.963 * 1.000 * 1.000 * 0.391 3.099 0.391 3.169 10.641) + 4.458) + = 10.641) + 4.458) + = Total of 2 streams to confluence: Flow rates before confluence point: 10.641 4.458 Maximum flow rates at confluence using above data: 14.986 14.974 Area of streams before confluence: 4.213 1.780 Effective area values after confluence: 5.993 5.838 cZ4 14.986 14.974 Results of confluence: Total flow rate = 14.986(CFS) Time of concentration = 12.328 min Effective stream area after confluence = 5.993(Ac.) Study area average Pervious fraction(Ap) = 0.400 study area average soil loss rate(Fm) = 0.391(In/Hr) Study area total (this main stream) = 5.99(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 1447.700(Ft.) Downstream point/station elevation = 1447.500(Ft.) Pipe length = 39.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.986(CFS) Given pipe size = 30.00(In.) calculated individual pipe flow = 14.986(CFS) Normal flow depth in pipe = 15.21(In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 15.68(In.) Pipe flow velocity = 6.00(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 12.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.993(Ac.) Runoff from this stream = 14.986(CFS) Time of concentration = 12.44 min. Rainfall intensity = 3.082(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(8 - 10 dwl/acre) Decimal fraction soil group A = 1.000. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction. soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap)=-0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data: Initial area flow distance = 718.000(Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1453.300(Ft.) Difference in elevation = 10.700(Ft.) Slope = 0.01490 s(%)= 1.49 TC = k(0.374)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 12.041 min. Rainfall intensity = 3.143(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.788 Subarea runoff = 6.018(CFS) Total initial stream area = 2.430(Ac.) Pervious area fraction = 0.400 Initial area Fm value = 0.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 1447.500(Ft.) cZ5 Downstream point/station elevation = 1447.350(Ft.) Pipe length = 3.90(Ft.) Manning's N = 0.013 No. of pipes = 1 .Required pipe flow = 6.018(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.018(CFS) Normal flow depth in pipe = 5.97(In.) Flow top width inside pipe = 20.75(In.) Critical Depth = 10.41(In.)` Pipe flow velocity = 9.87(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 17.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.430(Ac.) Runoff from this stream = 6.018(CFS) Time of concentration = 12.05 min. Rainfall intensity = 3.142(In/Hr) Area averaged loss rate (Fm) = 0.3911(In/Hr) Area averaged Pervious ratio (Ap) = 0.4000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 14.99 5.993 2 6.02 2.430 Qmax(1) = Qmax(2) = 1.000 * 0.978 * 1.022 * 1.000 * 12.44 12.05 1.000 * 1.000 * 0.969 * 1.000 * 0.391 3.082 0.391 3.142 14.986) + 6.018) + 14.986) + 6.018) + 20.874 20.855 Total of 2 streams to confluence: Flow rates before confluence point: 14.986 6.018 Maximum flow rates at confluence using above data: 20.874 20.855 Area of streams before confluence: 5.993 2.430 Effective area values after confluence: 8.423 8.236 Results of confluence: Total flow rate = 20.874(CFs) Time of concentration = 12.437 min. Effective stream area after confluence = 8.423(Ac.) Study area average Pervious fraction(Ap) = 0.400 study area average soil loss rate(Fm) = 0.391(In/Hr) Study area total (this main stream) = 8.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 1447.350(Ft.) Downstream point/station elevation = 1447.000(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.874(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 20.874(CFS) Normal flow depth in pipe = 16.01(In.) Flow top width inside pipe = 29.93(In.) Critical Depth = 18.63(In.) Pipe flow velocity = 7.83(Ft/s) Travel time through pipe = 0.09 min. c a Time of concentration (TC) = 12.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 12.000 **** SUBAREA FLOW ADDITION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 20.825(CFS) therefore the upstream flow rate of Q = 20.874(CFS) is being used. Time of concentration = 12.53 min. Rainfall intensity = 3.069(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 0.000(CFS) for 0.260(Ac.) Total runoff = 20.874(CFS) Effective area this stream = 8.68(Ac.) Total Study Area (Main Stream No. 1) = 8.69(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.683(Ac.) Runoff from this stream = 20.874(CFS) Time of concentration = 12.53 min. Rainfall intensity = 3.069(In/Hr) Area averaged loss rate (Fm) = 0.4043(In/Hr) Area averaged Pervious ratio (Ap) = 0.4135 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 466.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1463.300(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00773 s(%)= 0.77 TC = k(0.304)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 9.390 min. Rainfall intensity = 3.648(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 1.502(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1463.300(Ft.) End of street segment elevation = 1452.660(Ft.) Length of street segment = 576.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to. crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.213(cFS) Depth of flow = 0.290(Ft.), Average velocity = 2.781(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.180(Ft.) Flow velocity = 2.78(Ft/s) Travel time = 3.45 min. TC = 12.84 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000• Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCs curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 3.024(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871 Subarea runoff = 1.342(CFS) for 0.610(Ar.) Total runoff = 2.844(CFS) Effective area this stream = 1.08(Ac.) Total Study Area (Main Stream No. 1) = 9.77(Ac.) Area averaged Fm value = 0.098(In/Hr) street flow at end of street = 2.844(CFS) Half street flow at end of street = 2.844(CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.939(Ft/s) Flow width (from curb towards crown)= 9.171(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.080(Ac.) Runoff from this stream = 2.844(CFS) Time of concentration = 12.84 min. Rainfall intensity = 3.024(in/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 20.87 8.683 12.53 0.404 3.069 2 2.84 1.080 12.84 0.098 3.024 Qmax(1) = 1.000 * 1.000 * 20.874) + 1.016 * 0.975 * 2.844) + = 23.691 Qmax(2) = 0.983 * 1.000 * 20.874) + 1.000 * 1.000 * 2.844) + = 23.361 Total of 2 streams to confluence: Flow rates before confluence point: 20.874 2.844 Maximum flow rates at confluence using above data: 23.691 23.361 Area of streams before confluence: 8.683 1.080 Effective area values after confluence: 9.736 9.763 Results of confluence: Total flow rate = 23.691(CFS) Time of concentration = 12.526 min. Effective stream area after confluence = 9.736(Ac.) study area average Pervious fraction(Ap) = 0.379 Study area average soil loss rate(Fm) = 0.370(In/Hr) Study area total (this main stream) = 9.76(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss.rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 212.000(Ft.) Top (of initial area) elevation = 1466.900(Ft.) Bottom (of initial area) elevation = 1465.000(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00896 s(%)= 0.90 TC = k(0.304)*[(lengthA3)/(elevation change)]A0:2 Initial area time of concentration = 6,652 min, Rainfall intensity = 4.487(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 0.909(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(in/Hr) End of computations, Total Study Area = 10.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.372 Area averaged SCS curve number = 32.0 • APPENDIX D SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY CALCULATIONS FOR EXISTING PRE -DEVELOPED CONDITION DESIGN 100-YEAR STORM EVENT Unit Hydrograph Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 06/09/13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino county Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6143 Tract No. 18657 - Madison Square Single Family Residential Development Onsite subarea - 100-Year Storm - Existing Pre -Developed Condition Loss Rate (Fm) and Low Loss Fraction (Yb) Calculation and Peak Flow rate Runoff Volume & Flow Time Duration Calculation storm Event Year = 100 Antecedent Moisture Condition = 3 English .(in -lb) Input Units used English Rainfall Data (Inches) Input values Used English units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 8.80 1 1.50 Rainfall data for year 100 8.80 6 4.38 Rainfall data for year 100 8.80 24 8.29 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) N0.(AMC 3) (Ac.) Fraction " (In/Hr) (dec.) (In/Hr) 67.0 84.6 8.80 1.000 0.290 1.000 0.290 Area -averaged adjusted loss rate Fm (In/Hr) = 0.290 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 8.80 1.000 67.0 84.6 1.82 0.778 Area -averaged catchment yield fraction, Y = 0.778 Area -averaged low loss fraction, Yb = 0.222 user entry of time of concentration = 0.251 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ watershed area = 8.80(Ac.) Catchment Lag time = 0.201 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.5007 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.290(In/Hr) Average low loss rate fraction (Yb) = 0.222 (decimal) VALLEY UNDEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.555(In) computed peak 30-minute rainfall = 1.137(In) IDZ Specified peak 1-hour rainfall = 1.500(In) Computed peak 3-hour rainfall = 2.894(in) Specified peak 6-hour rainfall = 4.380(In) Specified peak 24-hour rainfall = 8.290(in) Rainfall depth area reduction factors: Using a total area of 8.80(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 30-minute factor = 1.000 1-hour factor = 1.000 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted rainfall = 0.555(In) Adjusted rainfall = 1.136(In) Adjusted rainfall = 1.499(In) Adjusted rainfall = 2.893(In) Adjusted rainfall = 4.380(In) Adjusted rainfall = 8.290(In) unit H y dr o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph unit Hydrograph Number Mean values ((CFS)) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 (K = 4.605 23.686 51.176 67.877 75.999 81.252 85.192 88.162 90.559 92.415 93.843 95.118 96.212 97.079 97.807 98.396 98.848 99.263 99.678 100.000 106.43 (CFS)) 4.901 20.306 29.257 17.774 8.643 5.590 4.193 3.161 2.551 1.975 1.520 1.356 1.165 0.923 0.775 0.627 0.480 0.442 0.442 0.343 Peak Unit Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Adjusted mass rainfall (In) 0.5549 0.7322 0.8612 0.9662 1.0564 1.1363 1.2086 1.2749 1.3364 1.3939 1.4481 1.4994 1.5729 1.6443 1.7136 1.7810 1.8468 1.9111 1.9739 2.0355 2.0958 2.1549 2.2130 2.2701 2.3262 2.3815 2.4359 2.4895 2.5423 2.5944 2.6458 2.6965 2.7467 Unit rainfall (In) 0.5549 0.1773 0.1289 0.1050 0.0902 0.0799 0.0723 0.0663 0.0615 0.0575 0.0542 0.0513 0.0736 0.0713 0.0693 0.0675 0.0658 0.0643 0.0628 0.0615 0.0603 0.0592 0.0581 0.0571 0.0561 0.0552 0.0544 0.0536 0.0528 0.0521 0.0514 0.0507 0.0501 34 2.7962 0.0495 35 2.8451 0.0489 36 2.8935 0.0484 37 2.9413 0.0478 38 2.9886 0.0473 39 3.0353 0.0468 40 3.0817 0.0463 41 3.1275 0.0458 42 3.1729 0.0454 43 3.2179 0.0450 44 3.2624 0.0446 45 3.3066 0.0441 46 3.3503 0.0438 47 3.3937 0.0434 48 3.4367 0.0430 49 3.4794 0.0426 50 3.5216 0.0423 51 3.5636 0.0420 52 3.6052 0.0416 53 3.6465 0.0413 54 3.6875 0.0410 55 3.7282 0.0407 56 3.7686 0.0404 57 3.8087 0.0401 58 3.8486 0.0398 59 3.8881 0.0396 60 3.9274 0.0393 61 3.9664 0.0390 62 4.0052 0.0388 63 4.0437 0.0385 64 4.0820 0.0383 65 4.1200 0.0380 66 4.1578 0.0378 67 4.1953 0.0376 68 4.2327 0.0373 69 4.2698 0.0371 70 4.3067 0.0369 71 4.3434 0.0367 72 4.3799 0.0365 73 4.4078 0.0279 74 4.4355 0.0277 75 4.4629 0.0275 76 4.4902 0.0273 77 4.5173 0.0271 78 4.5442 0.0269 79 4.5710 0.0267 80 4.5975 0.0265 81 4.6239 0.0264 82 4.6500 0.0262 83 4.6761 0.0260 84 4.7019 0.0258 85 4.7276 0.0257 86 4.7531 0.0255 87 4.7785 0.0254. 88 4.8037 0.0252 89 4.8287 0.0250 90 4.8536 0.0249 91 4.8783 0.0247 92 4.9029 0.0246 93 4.9274 0.0245 94 4.9517 0.0243 95 4.9759 0.0242 96 4.9999 0.0240 97 5.0238 0.0239 98 5.0476 0.0238 99 5.0712 0.0236 100 5.0947 0.0235 101 5.1181 0.0234 102 5.1414 0.0233 103 5.1645 0.0231 104 5.1875 0.0230 105 5.2104 0.0229 106 5.2332 0.0228 107 5.2559 0.0227 108 5.2784 0.0226 109 5.3009 0.0224 110 5.3232 0.0223 111 5.3454 0.0222. 112 5.3675 0.0221 113 5.3895 0.0220 114 5.4114 0.0219 115 5.4332 0.0218 116 5.4549 0.0217 117 5.4765 0.0216 118 5.4980 0.0215 119 5.5194 0.0214 120 5.5407 0.0213 121 5.5619 0.0212 122 5.5830 0.0211 123 5.6040 0.0210 124 5.6249 0.0209 125 5.6458 0.0208 126 5.6665 0.0207 127 5.6872 0.0207 128 5.7077 0.0206 129 5.7282 0.0205 130 5.7486 0.0204 131 5.7689 0.0203 132 5.7891 0.0202 133 5.8093 0.0201 134 5.8294 0.0201 135 .5.8493 0.0200 136 5.8692 0.0199 137 5.8891 0.0198 138 5.9088 0.0197 139 5.9285 0.0197 140 5.9481 0.0196 141 5.9676 0.0195 142 5.9870 0.0194 143 6.0064 0.0194 144 6.0257 0.0193 145 6.0449 0.0192 146 6.0641 0.0192 147 6.0831 0..0191 148 6.1021 0.0190 149 6.1211 0.0189 150 6.1400 0.0189 151 6.1588 0.0188 152 6.1775 0.0187 153 6.1962 0.0187 154 6.2148 0.0186 155 6.2333 0.0185 156 6.2518 0.0185 157 6.2702 0.0184 158 6.2886 0.0183 159 6.3068 0.0183 160 6.3251 0.0182 161 6.3432 0.0182 162 6.3613 0.0181 163 6.3794 0.0180 164 6.3974 0.0180 165 6.4153 0.0179 166 6.4331 0.0179 167 6.4510 0.0178 168 6.4687 0.0177 169 6.4864 0.0177 170 6.5040 0.0176 171 6.5216 0.0176 172 6.5391 . 0.0175 173 6.5566 0.0175 174 6.5740 0.0174 175 6.5914 0.0174 176 6.6087 0.0173 177 6.6259 0.0173 178 6.6431 0.0172 179 6.6603 0.0172 180 6.6774 0.0171 181 6.6944 0.0170 182 6.7114 0.0170 183 6.7284 0.0169 184 6.7453 0.0169 185 6.7621 0.0168 186 6.7789 0.0168 187 6.7957 0.0167 188 6.8124 0.0167 189 6.8290 0.0167 190 6.8456 0.0166 191 6.8622 0.0166 192 6.8787 0.0165 193 6.8952 0.0165 D5 194 6.9116 0.0164 195 6.9280 0.0164 196 6.9443 0.0163 197 6.9606 0.0163 198 6.9768 0.0162 199 6.9930 0.0162 200 7.0092 0.0162 201 7.0253 0.0161 202 7.0413 0.0161 203 7.0574 0.0160 204 7.0733 0.0160 205 7.0893 0.0159 206 7.1052 0.0159 207 7.1210 0.0159 208 7.1368 0.0158 209 7.1526 0.0158 210 7.1683 0.0157 211 7.1840 0.0157 212 7.1997 0.0156 213 7.2153 0.0156 214 7.2309 0.0156 215 7.2464 0.0155 216 7.2619 0.0155 217 7.2773 0.0155 218 7.2927 0.0154 219 7.3081 0.0154 220 7.3235 0.0153 221 7.3388 0.0153 222 7.3540 0.0153 223 7.3693 0.0152. 224 7.3844 0.0152 225 7.3996 0.0152 226 7.4147 0.0151 227 7.4298 0..0151 228 7.4448 0.0150 229 7.4599 0.0150 230 7.4748 . 0.0150 231 7.4898 0.0149 232 7.5047 0.0149 233 7.5195 0.0149 234 7.5344 0.0148 235 7.5492 0.0148 236 7.5639 0.0148 237 7.5787 0.0147 238 7.5934 0.0147 239 7.6081 0.0147 240 7.6227 0.0146 241 7.6373 0.0146 242 7.6519 0.0146 243 7.6664 0.0145 244 7.6809 0.0145 245 7.6954 0.0145 246 7.7098 0.0144 247 7.7242 0.0144 248 7.7386 0.0144 249 7.7529 0.0143 250 7.7673 0.0143 251 7.7815 0.0143 252 7.7958 0.0143 253 7.8100 0.0142 254 7.8242 0.0142 255 7.8384 0.0142 256 7.8525 0.0141 257 7.8666 0.0141 258 7.8807 0.0141 259 7.8947 0.0140 260 7.9087 0.0140 261 7.9227 0.0140 262 7.9367 0.0140 263 7.9506 0.0139 264 7.9645 0.0139 265 7.9784 0.0139 266 7.9922 0.0138 267 8.0060 0.0138 268 8.0198 0.0138 269 8.0336 0.0138 270 8.0473 0.0137 271 8.0610 0.0137 272 8.0747 0.0137 273 8.0883 0.0136 274 8.1019 0.0136 275 8.1155 0.0136 276 8.1291 0.0136 277 8.1427 0.0135 278 8.1562 0.0135 279 8.1697 0.0135 280 8.1831 0.0135 281 8.1966 0.0134 282 8.2100 0.0134 283 8.2234 0.0134 284 8.2367 0.0134 285 8.2501 0.0133 286 8.2634 0.0133 287 8.2766 0.0133 288 8.2899 0.0133 unit Unit unit Effective Period Rainfall soil -Loss Rainfall (number) (In) (In) (In) 1 0.0133 0.0030 0.0103 2 0.0133 0.0030 0.0103 3 0.0133 0.0030 0.0104 4 0.0134 0.0030 0.0104 5 0.0134 0.0030 0.0104 6 0.0134 0.0030 0.0104 7 0.0135 0.0030 0.0105 8 0.0135 0.0030 0.0105 9 0.0136 0.0030 0.0105 10 0.0136 0.0030 0.0106 11 0.0136 0.0030 0.0106 12 0.0137 0.0030 0.0106 13 0.0137 0.0031 0.0107 14 0.0138 0.0031 0.0107 15 0.0138 0.0031 0.0107 16 0.0138 0.0031 0.0108 17 0.0139 0.0031 0.0108 18 0.0139 0.0031 0.0108 19 0.0140 0.0031 0.0109 20 0.0140 0.0031 0.0109 21 0.0141 0.0031 0.0109 22 0.0141 0.0031 0.0110 23 0.0142 0.0032 0.0110 24 0.0142 0.0032 0.0110 25 0.0143 0.0032 0.0111 26 0.0143 0.0032 0.0111 27 0.0143 0.0032 0.0112 28 0.0144 0.0032 0.0112 29 0.0144 0.0032 0.0112 30 0.0145 0.0032 0.0113 31 0.0145 0.0032 0.0113 32 0.0146 0.0032 0.0113 33 0.0146 0.0033 0.0114 34 0.0147 0.0033 0.0114 35 0.0147 0.0033 0.0115 36 0.0148 0.0033 0.0115 37 0.0148 0.0033 0.0115 38 0.0149 0.0033 0.0116 39 0.0149 0.0033 0.0116 40 0.0150 0.0033 0.0116, 41 0.0150 0.0033 0.0117 42 0.0151 0.0034 0.0117 43 0.0152 0.0034 0.0118 44 0.0152 0.0034 0.0118 45 0.0153 0.0034 0.0119 46 0.0153 0.0034 0.0119 47 0.0154 0.0034 0.0120 48 0.0154 0.0034 0.0120 49 0.0155 0.0034 0.0120 50 0.0155 0.0035 0.0121 51 0.0156 0.0035 0.0121 52 0.0156 0.0035 0.0122 53 0.0157 0.0035 0.0122 54 0.0158 0.0035 0.0123 55 0.0159 0.0035 0.0123 56 0.0159 0.0035 0.0124 57 0.0160 0.0036 0.0124 58 0.0160 0.0036 0.0125 59 0.0161 0.0036 0.0125 60 0.0162 0.0036 15T 0.0126 61 0.0162 0.0036 0.0126 62 0.0163 0.0036 0.0127 63 0.0164 0.0036 0.0127 64 0.0164 0.0037 0.0128 65 0.0165 0.0037 0.0128 66 0.0166 0.0037 0.0129 67 0.0167 0.0037 0.0129 68 0.0167 0.0037 0.0130 69 0.0168 0.0037 0.0131 70 0.0168 0.0037 0.0131 71 0.0169 0.0038 0.0132 72 0.0170 0.0038 0.0132 73 0.0171 0.0038 0.0133 74 0.0172 0.0038 0.0133 75 0.0173 0.0038 0.0134 76 0.0173 0.0039 0.0135 77 0.0174 0.0039 0.0135 78 0.0175 0.0039 0.0136 79 0.0176 0.0039 0.0137 80 0.0176 0.0039 0.0137 81 0.0177 0.0039 0.0138 82 0.0178 0.0040 0.0138 83 0.0179 0.0040 0.0139 84 0.0180 0.0040 0.0140 85 0.0181 0.0040 0.0141 86 0.0182 0.0040 0.0141 87 0.0183 0.0041 0.0142 88 0.0183 0.0041 0.0143 89 0.0185 0.0041 0.0144 90 0.0185 0.0041 0.0144 91 0.0187 0.0042 0.0145 92 0.0187 0.0042 0.0146 93 0.0189 0.0042 0.0147 94 0.0189 0.0042 0.0147 95 0.0191 0.0042 0.0148 96 0.0192 0.0043 0.0149 97 0.0193 0.0043 0.0150 98 0.0194 0.0043 0.0151 99 0.0195 0.0043 0.0152 100 0.0196 0.0044 0.0152 101 0.0197 0.0044 0.0154 102 0.0198 0.0044 0.0154 103 0.0200 0.0044 0.0155 104 0.0201 0.0045 0.0156 105 0.0202 0.0045 0.0157 106 0.0203 0.0045 0.0158 107 0.0205 0.0046 0.0159 108 0.0206 0.0046 0.0160 109 0.0207 0.0046 0.0161 110 0.0208 0.0046 0.0162 111 0.0210 0.0047 0.0163 112 0.0211 0.0047 0.0164 113 0.0213 0.0047 0.0166 114 0.0214 0.0048 0.0166 115 0.0216 0.0048 0.0168 116 0.0217 0.0048 0.0169 117 0.0219 0.0049 0.0170 118 0.0220 0.0049 0.0171 119 0.0222 0.0049 0.0173 120 0.0223 0.0050 0.0174 121 0.0226 0.0050 0.0175 122 0.0227 0.0050 0.0176 123 0.0229 0.0051 0.0178 124 0.0230 0.0051 0.0179 125 0.0233 0.0052 0.0181 126 0.0234 0.0052 0.0182 127 0.0236 0.0053 0.0184 128 0.0238 0.0053 0.0185 129 0.0240 0.0053 0.0187 130 0.0242 0.0054 0.0188 131 0.0245 0.0054 0.0190 132 0.0246 0.0055 0.0191 133 0.0249 0.0055 0.0194 134 0.0250 0.0056 0.0195 135 0.0254 0.0056 0.0197 136 0.0255 0.0057 0.0198 137 0.0258 0.0058 0.0201 138 0.0260 0.0058 0.0202 139 0.0264 0.0059 0.0205 140 0.0265 0.0059 0.0206 141 0.0269 0.0060 0.0209 142 0.0271 0.0060 0.0211 143 0.0275 0.0061 0.0214 144 0.0277 0.0062 0.0215 145 0.0365 0.0081 0.0284 146 0.0367 0.0082 0.0285 147 0.0371 0.0083 0.0289 148 0.0373 0.0083 0.0290 149 0.0378 0.0084 0.0294 150 0.0380 0.0085 0.0296 151 0.0385 0.0086 0.0299 152 0.0388 0.0086 0.0301 153 0.0393 0.0087 0.0305 154 0.0396 0.0088 0.0308 155 0.0401 0.0089 0.0312 156 0.0404 0.0090 0.0314 157 0.0410 0.0091 0.0319 158 0.0413 0.0092 0.0321 159 0.0420 0.0093 0.0326 160 0.0423 0.0Q94 0.0329 161 0.0430 0.0096 0.0334 162 0.0434 0.0096 0.0337 163 0.0441 0.0098 0.0343 164 0.0446 0.0099 0.0346 165 0.0454 0.0101 0.0353 166 0.0458 0.0102 0.0356 167 0.0468 0.0104 0.0364 168 0.0473 0.0105 0.0368 169 0.0484 0.0108 0.0376 170 0.0489 0.0109 0.0380 171 0.0501 0.0111 0.0390 172 0.0507 0.0113 0.0395 173 0.0521 0.0116 0.0405 174 0.0528 0.0118 0.0411 175 0.0544 0.0121 0.0423 176 0.0552 0.0123 0.0430 177 0.0571 0.0127 0.0444 178 0.0581 0.0129 0.0452 179 0.0603 0.0134 0.0469 180 0.0615 0.0137 0.0478 181 0.0643 0.0143 0.0500 182 0.0658 0.0146 0.0512 183 0.0693 0.0154 0.0539 184 0.0713 0.0159 0.0555 185 0.0513 0.0114 0.0399 186 0.0542 0.0121 0.0421 187 0.0615 0.0137 0.0478 188 0.0663 0.0148 0.0516 189 0.0799 0.0178 0.0621 190 0.0902 0.0201 0.0701 191 0.1289 0.0242 0.1048 192 0.1773 0.0242 0.1531 193 0.5549 0.0242 0.5308 194 0.1050 0.0234 0.0817 195 0.0723 0.0161 0.0562 196 0.0575 0.0128 0.0447 197 0.0736 0.0164 0.0572 198 0.0675 0.0150 0.0525 199 0.0628 0.0140 0.0489 200 0.0592 0.0132 0.0460 201 0.0561 0.0125 0.0436 202 0.0536 0.0119 0.0417 203 0.0514 0.0114 0.0400 204 0.0495 0.0110 0.0385 205 0.0478 0.0106 0.0372 206 0.0463 0.0103 0.0360 207 0.0450 0.0100 0.0350 208 0.0438 0.0097 0.0340 209 0.0426 0.0095 0.0332 210 0.0416 0.0093 0.0324 211 0.0407 0.0091 0.0316 212 0.0398 0.0089 0.0310 213 0.0390 0.0087 0.0303 214 0.0383 0.0085 0.0298 215 0.0376 0.0084 0.0292 216 0.0369 0.0082 0.0287 217 0.0279 0.0062 0.0217 218 0.0273 0.0061 0.0212 219 0.0267 0.0059 0.0208 220 0.0262 0.0058 _ 0.0204 221 0.0257 0.0057. 0.0200 222 0.0252 0.0056 0.0196 223 0.0247 0.0055 0.0192 224 0.0243 0.0054 0.0189 225 0.0239 0.0053 0.0186 226 0.0235 0.0052 0.0183 227 0.0231 0.0051 0.0180 228 0.0228 0.0051 0.0177 229 0.0224 0.0050 0.0174 230 0.0221 0.0049 0.0172 231 0.0218 0.0048 0.0169 232 0.0215 0.0048 0.0167 233 0.0212 0.0047 0.0165 234 0.0209 0.0047 0.0163 235 0.0207 0.0046 0.0161 236 0.0204 0.0045 0.0159 237 0.0201 0.0045 0.0157 238 0.0199 0.0044 0.0155 239 0.0197 0.0044 0.0153 240 0.0194 0.0043 0.0151 241 0.0192 0.0043 0.0149 242 0.0190 0.0042 0.0148 243 0.0188 0.0042 0.0146 244 0.0186 0.0041 0.0145 245 0.0184 0.0041 0.0143 246 0.0182 0.0041 0,0142 247 0.0180 0.0040 0.0140 248 0.0179 . 0.0040 0.0139 249 0.0177 0.0039 0.0138 250 0.0175 0.0039 0.0136 251 0.0174 0.0039 0.0135 252 0.0172 0.0038 0.0134 253 0.0170 0.0038 0.0133 254 0.0169 0.0038 0.0131 255 0.0167 0.0037 . 0.0130 256 0.0166 0.0037 0.0129 257 0.0165 0.0037 0.0128 258 0.0163 0.0036 0.0127 259 0.0162 0.0036 0.0126 260 0.0161 '0.0036 0.0125 261 0.0159 0.0035 0.0124 262 0.0158 0.0035 0.0123 263 0.0157 0.0035 0.0122 264 0.0156 0.0035 0.0121 265 0.0155 0.0034 0.0120 266 0.0153 0.0034 0.0119 267 0.0152 0.0034 0.0118 268 0.0151 0.0034 0.0118 269 0.0150 0.0033 0.0117 270 0.0149 0.0033 0.0116 271 0.0148 0.0033 0.0115 272 0.0147 0.0033 0.0114 273 0.0146 0.0032 0.0114 274 0.0145 0.0032 0.0113 275 0.0144 0.0032 0.0112 276 0.0143 0.0032 0.0111 277 0.0142 0.0032 0.0111 278 0.0141 0.0031 0.0110 279 0.0140 0.0031 0.0109 280 0.0140 0.0031 0.0109 281 0.0139 0.0031 0.0108 282 0.0138 0.0031 0.0107 283 0.0137 0.0030 0.0107 284 0.0136 0.0030 0.0106 285 0.0135 0.0030 0.0105 286 0.0135 0.0030 0.0105 287 0.0134 0.0030 0.0104 288 0.0133 0.0030 0.0103 Total soil rain loss = 1.73(1n) Total effective rainfall = 6.56(1n) Peak flow rate in flood hydrograph = 22.50(cFs) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -HOUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFs)) D\O Time(h+m) Volume AC.Ft Q(CFS) 7.5 15.0 22.5 30.0 0+ 5 0.0003 0.05 Q 0+10 0.0021 0.26 Q 0+15 0.0060 0.56 Q 0+20 0.0112 0.75 Q 0+25 0.0169 0.84 VQ 0+30 0.0231 0.90 VQ 0+35 0.0296 0.94 VQ 0+40 0.0364 0.98 VQ 0+45 0.0433 1.01 VQ 0+50 0.0504 1.03 VQ 0+55 0.0576 1.05 VQ 1+ 0 0.0650 1.07 VQ 1+ 5 0.0724 1.08 VQ 1+10 0.0800 1.10 VQ 1+15 0.0876 1.11 VQ 1+20 0.0953 1.12 VQ 1+25 0.1030 1.12 VQ 1+30 0.1108 1.13 VQ 1+35 0.1187 1.14 VQ 1+40 0.1266 1.15 Q 1+45 0.1345 1.15 Q 1+50 0.1425 1.15 Q 1+55 0.1504 1.16 Q 2+ 0 0.1584 1.16 Q 2+ 5 0.1665 1.17 Q 2+10 0.1745 1.17 Q 2+15 0.1826 1.17 Q 2+20 0.1907 1.18 Q 2+25 0.1988 1.18. Q 2+30 0.2070. 1.18 Q 2+35 0.2152 1.19 Q 2+40 0.2234 1.19 Q 2+45 0.2316 1.20 Q 2+50 0.2399 1.20 Q 2+55 0.2482 1.20 QV 3+ 0 0.2565 1.21 QV 3+ 5 0.2648 1.21 QV 3+10 0.2732 1.22 QV 3+15 0.2816 1.22 QV 3+20 0.2901 1.22 Qv 3+25 0.2985 1.23 QV 3+30 0.3070 1.23 QV 3+35 0.3155 1.24 QV 3+40 0.3241 1.24 QV 3+45 0.3327 1.25 QV 3+50 0.3413 1.25 QV 3+55 0.3499 1.26 QV 4+ 0 0.3586 1.26 QV 4+ 5 0.3673 1.26 Q V 4+10 0.3760 1.27 Q V 4+15 0.3848 1.27 Q V 4+20 0.3936 1.28 Q V 4+25 0.4025 1.28 Q V 4+30 0.4113 1.29 Q V 4+35 0.4202 1.29 Q V 4+40 0.4292 1.30 Q V 4+45 0.4381 1.30 Q V 4+50 0.4472 1.31 Q V 4+55 0.4562 1.31 Q V 5+ 0 0.4653 1.32 Q V 5+ 5 0.4744. 1.32 Q V 5+10 0.4835 1.33 Q V 5+15 0.4927 1.33 Q V 5+20 0.5020 1.34 Q V 5+25 0.5112 1.35 Q V 5+30 0.5205 1.35 Q V 5+35 0.5299 1.36 Q V 5+40 0.5393 1.36 Q V 5+45 0.5487 1.37 Q V 5+50 0.5581 1.37 Q V 5+55 0.5676 1.38 Q V 6+ 0 0.5772 1.39 Q V 6+ 5 0.5868 1.39 Q V '6+10 0.5964 1.40 Q V 6+15 0.6061 1.40 Q V 6+20 0.6158 1.41 Q V 6+25 0.6255 1.42 Q V 6+30 0.6353 1.42 Q v 6+35 0.6452 1.43 Q V 6+40 0.6551 1.44 Q V 6+45 0.6650 1.44 Q V 6+50 0.6750 1.45 Q V 6+55 0.6850 1.46 Q V 7+ 0 0.6951 1.46 Q v 7+ 5 0.7052 1.47 Q V 7+10 0.7154 1.48 Q V 7+15 0.7256 1.49 Q V 7+20 0.7359 1.49 Q v 7+25 0.7462 1.50 Q V 7+30 0.7566 1.51 Q V 7+35 0.7671 1.52 Q V 7+40 0.7776 1.52 Q V 7+45 0.7881 1.53 Q V 7+50 0.7987 1.54 Q V 7+55 0.8094 1.55 Q V 8+ 0 0.8201 1.56 Q V 8+ 5 0.8308 1.56 Q V 8+10 0.8417 1.57 Q V 8+15 0.8526 1.58 Q V 8+20 0.8635 1.59 Q v 8+25 0.8745 1.60 Q v 8+30 0.8856 1.61 Q V 8+35 0.8968 1.62 Q v 8+40 0.9080 1.63 Q v 8+45 0.9192 1.64 Q V 8+50 0.9306 1.65 Q V 8+55 0.9420 1.66 Q v 9+ 0 0.9535 1.67 Q V 9+ 5 0.9650 1.68 Q V 9+10 0.9766. 1.69 Q v 9+15 0.9883 1.70 Q V 9+20 1.0001 1.71 Q V 9+25 1.0119 1.72 Q v 9+30 1.0238 1.73 Q V 9+35 1.0358 1.74 Q V. 9+40 1.0479 1.75 Q V 9+45 1.0601 1.77 Q V 9+50 1.0723 1.78 Q V 9+55 1.0847 1.79 Q V 10+ 0 1.0971 1.80 Q V 10+ 5 1.1096 1.82 Q V 10+10 1.1222 1.83 Q v 10+15 1.1349 1.84 Q V 10+20 1.1477 1.86 Q v 10+25 1.1606 1.87 Q V 10+30 1.1735 1.88. Q v 10+35 1.1866 1.90 Q V 10+40 1.1998 1.91 Q V 10+45 1.2131 1.93 Q 10+50 1.2265 1.95 Q 10+55 1.2400 1.96 Q 11+ 0 1.2536 1.98 Q 11+ 5 1.2674 1.99 Q 11+10 1.2812 2.01 Q 11+15 1.2952 2.03 Q 11+20 1.3093 2.05 Q 11+25 1.3235 2.07 Q 11+30 1.3379 2.09 Q 11+35 1.3524 2.11 Q 11+40 1.3670 2.13 Q 11+45 1.3818 2.15 Q 11+50 1.3967 2.17 Q 11+55 1.4118 2.19 Q 12+ 0 1.4270 2.21 Q 12+ 5 1.4427 2.27 Q 12+10 1.4593 2.42 Q 12+15 1.4775 2.64 Q 12+20 1.4967 2.78 Q 12+25 1.5164 2.86 Q 12+30 1.5365 2.92 Q 12+35 1.5570 2.98 Q 12+40 1.5779 3.03 Q 12+45 1.5990 3.07 Q 12+50 1.6205 3.12 Q 12+55 1.6422 3.16 Q 13+ 0 1.6642 3.20 Q 13+ 5 1.6865 3.24 Q V V V V V V V V V V V V V V V V V V V V V DC_ 13+10 1.7091 3.28 13+15 1.7319 3.32 13+20 1.7551 3.36 13+25 1.7785 3.40 13+30 1.8022 3.44 13+35 1.8262 3.49 13+40 1.8505 3.53 13+45 1.8752 3.58 13+50 1.9002 3.63 13+55 1.9255 3.68 14+ 0 1.9511 3.73 14+ 5 1.9772 3.78 14+10 2.0036 3.84 14+15 2.0305 3.90 14+20 2.0578 3.97 14+25 2.0856 4.04 14+30 2.1139 4.11 14+35 2.1428 4.19 14+40 2.1722 4.27 14+45 2.2022 4.36 14+50 2.2329 4.46 14+55 2.2643 4.56 15+ 0 '2.2965 4.68 15+ 5 2.3296 4.80 15+10 2.3636 4.94 15+15 2.3987 5.09 15+20 2.4349 5.26 15+25 2.4719 5.36 15+30 2.5076 5.20 15+35 2.5414 4.90 15+40 2.5749 4.87 15+45 2.6101 5.11 15+50 2.6483. 5.54 15+55 2.6915 6.27 16+ 0 2.7444 7.68 16+ 5 2.8255 11.78 16+10 2.9593 19.43 16+15 3.1143 22.50, 16+20 3.2258 16.19 16+25 3.3018 11.03 16+30 3.3642 9.06 16+35 3.4210 8.24 16+40 3.4728 7.53 16+45 3.5206 6.93 16+50 3.5644 6.36 16+55 3.6050 5.90 17+ 0 3.6435 5.58 17+ 5 3.6798 5.28 17+10 3.7141 4.98 17+15 3.7467 4.73 17+20 3.7777 4.50 17+25 3.8073 4.30. 17+30 3.8359 4.15 17+35 3.8635 4.01 17+40 3.8898 3.83 17+45 3.9144 3.57 17+50 3.9383. 3.47 17+55 3.9616 3.39 18+ 0 3.9845 3.32 18+ 5 4.0066 3.21 18+10 4.0274 3.01 18+15 4.0464 2.76 18+20 4.0642 2.59 18+25 4.0813 2.48 18+30 4.0978 2.39 18+35 4.1137 2.32 18+40 4.1292 2.25 18+45 4.1443 2.19 18+50 4.1590 2.14 18+55 4.1734 2.09 19+ 0 4.1875 2.05 19+ 5 4.2013 2.00 19+10 4.2148 1.96 19+15 4.2281 1.93 19+20 4.2411 1.89 19+25 4.2540 1.86 19+30 4.2666 1.83 19+35 4.2790 1.80 19+40 4.2912 1.78 19+45 4.3033 1.75 Q V Q V Q V Q , V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q . V Q V Q V Q V Q QQ Q Q Q Q QQ Q Q QQ Q QQ Q Q Q Q Q QQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q. V V V V V V V VQ V Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V • • 19+50 4.3152 1.73 Q 19+55 4.3270 1.71 Q 20+ 0 4.3386 1.68 Q 20+ 5 4.3500 1.66 Q 20+10 4.3614 1.64 Q 20+15 4.3725 1.62 Q 20+20 4.3836 1.61 Q 20+25 4.3945 1.59 Q 20+30 4.4054 1.57 Q 20+35 4.4161 1.55 Q 20+40 4.4266 1.54 .Q 20+45 4.4371 1.52 Q 20+50 4.4475 1.51 Q 20+55 4.4577 1.49 Q 21+ 0 4.4679 1.48 Q 21+ 5 4.4780 1.46 Q 21+10 4.4879 1.45 Q 21+15 4.4978 1.43 Q 21+20 4.5076 1.42 Q 21+25 4.5173 1.41 Q 21+30 4.5269 1.40 Q 21+35 4.5364 1.38 Q 21+40 4.5459 1.37 Q 21+45 4.5552 1.36 Q 21+50 4.5645 1.35 Q 21+55 4.5737 1.34 Q 22+ 0 4.5829 1.33 Q 22+ 5 4.5919 1.32 Q 22+10 4.6009 1.31 Q 22+15 4.6099 1.30 Q 22+20 4.6187 1.29 Q 22+25 4.6275 1.28 Q 22+30 4.6362. 1.27 Q 22+35 4.6449 1.26 Q 22+40 4.6535 1.25 Q 22+45 4.6620 1.24 Q 22+50 4.6705 1.23 Q 22+55 4.6789 1.22 Q 23+ 0 4.6873 1.21 Q 23+ 5 4.6956 1.21 Q 23+10 4.7039 1.20 Q 23+15 4.7121 1.19 Q 23+20 4.7202 1.18 Q 23+25 4.7283 1.17, Q 23+30 4.7363 1.17 Q 23+35 4.7443 1.16 Q 23+40 4.7523 1.15 Q 23+45 4.7602 1.15 Q 23+50 4.7680 1.14 Q 23+55 4.7758 1.13 Q 24+ 0 4.7836 1.13 Q 24+ 5 4.7909 1.07 Q 24+10 4.7968 0.85 Q 24+15 4.8006 0.55 Q 24+20 4.8030 0.36 Q 24+25 4.8049 0.27 Q 24+30 4.8064 0.21 Q 24+35 4.8075 0.17 Q 24+40 4.8084 0.13 Q 24+45 4.8092 0.11 Q 24+50 4.8097 0.09 Q 24+55 4.8102 0.07 Q 25+ 0 4.8106 0.05 Q 25+ 5 4.8109 0.04 Q 25+10 4.8111 0.03 Q 25+15 4.8113 0.02 Q 25+20 4.8114 0.02 Q 25+25 4.8115 0.01 Q 25+30 4.8115 0.01 Q 25+35 4.8116 0.00 "Q V V V V V V V V V V V V V V V V V V V V V V V V V v V V V V V V V V .V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V APPENDIX E SYNTHETIC UNIT HYDROGRAPH METHOD HYDROLOGY CALCULATIONS FOR PROPOSED DEVELOPED CONDITION DESIGN 100-YEAR STORM EVENT Unit Hydrograph Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 06/09/13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino county Synthetic unit Hydrology Method Manual date - August 1986 Program License Serial Number 6143 Tract No. 18657 - Madison Square Single Family Residential Development Onsite subarea - 100-Year Storm - Proposed Developed Condition Loss Rate (Fm) and Low Loss Fraction p(Yb) calculation and Peak Flow rate Runoff volume & Flow Time Duration Calculation storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input values used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration isohyetal (Ac.) (hours) (In) Rainfall data for year 100 8.70 1 1.50 Rainfall data for year 100 8.70 6 4.38 Rainfall data for year 100 8.70 24 8.29 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 8.70 1.000 0.785 0.413 0.324 Area -averaged adjusted loss rate Fm (In/Hr) = 0.324 ********* Area -Averaged low loss rate fraction, Yb *******,Y** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 3.59 0.413 32.0 52.0 9.23 0.320 5.11 0.587 98.0 98.0 0.20 0.971 Area -averaged catchment yield fraction, Y = 0.702 Area -averaged low loss fraction, Yb = 0.298 user entry of time of concentration = 0.208 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ watershed area = 8.70(Ac.) Catchment Lag time = 0.167 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 50.0080 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.324(In/Hr) Average low loss rate fraction (Yb) = 0.298 (decimal) VALLEY DEVELOPED S-Graph selected Computed peak 5-minute rainfall = 0.555(In) C� computed peak 30-minute rainfall = 1.137(in) Specified peak 1-hour rainfall = 1.500(In) computed peak 3-hour rainfall = 2.894(In) specified peak 6-hour rainfall = 4.380(in) Specified peak 24-hour rainfall = 8.290(in) Rainfall depth area reduction factors: Using a total area of 8.70(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 30-minute factor = 1.000 1-hour factor = 1.000 3-hour factor = 1.000 6-hour factor = 1.000 24-hour factor = 1.000 Adjusted rainfall = 0.555(In) Adjusted rainfall = 1.136(In) Adjusted rainfall = 1.499(In) Adjusted rainfall = 2.893(In) Adjusted rainfall = 4.380(In) Adjusted rainfall = 8.290(In) Unit Hydrograph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph unit Hydrograph Number Mean values ((CFS)) 1 2 3 4 5 6 7 (K 4.579 29.811 68.811 89.938 97.016 98.751 100.000 105.22 (CFS)) 4.818 26.548 41.034 22.229 7.448 1.825 1.314 Peak Unit Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Adjusted mass rainfall unit rainfall (In) (In) 0.5549 0.5549 0.7322 0.1773 0.8612 0.1289 0.9662 0.1050 1.0564 0.0902 1.1363 0.0799 1.2086 0.0723 1.2749 0.0663 1.3364 0.0615 1.3939 0.0575 1.4481 0.0542 1.4994 0.0513 1.5730 0.0736 1.6443 0.0713 1.7136 0.0693 1.7810 0.0675 1.8468 0.0658 1.9111 0.0643 1.9739 0.0628 2.0355 0.0615 2.0958 0.0603 2.1549 0.0592 2.2130 0.0581 2.2701 0.0571 2.3262 0.0561 2.3815 0.0552 2.4359 0.0544 2.4895 0.0536 2.5423 0.0528 2.5944 0.0521 2.6458 0.0514 2.6965 0.0507 2.7467 0.0501 2.7962 0.0495 2.8451 0.0489 2.8935 0.0484 2.9413 0.0478 2.9886 0.0473 3.0353 0.0468 3.0817 0.0463 3.1275 0.0458 3.1729 0.0454 3.2179 0.0450 3.2624 0.0446 3.3066 0.0441 46 3.3503 0.0438 47 3.3937 0.0434 48 3.4367 0.0430 49. 3.4794 0.0426 50 3.5216 0.0423 51 3.5636 0.0420 52 3.6052 0.0416 53 3.6465 0.0413 54 3.6875 0.0410 55 3.7282 0.0407 56 3.7686 0.0404 57 3.8087 0.0401 58 3.8486 0.0398 59 3.8881 0.0396 60 3.9274 0.0393 61 3.9664 0.0390 62 4.0052 0.0388 63 4.0437 0.0385 64 4.0820 0.0383 65 4.1200 0.0380 66 4.1578 0.0378 67 4.1953 0.0376 68 4.2327 0.0373 69 4.2698 0.0371 70 4.3067 0.0369 71 4.3434 0.0367 72 4.3799 0.0365 73 4.4078 0.0279 74 4.4355 0.0277 75 4.4629 0.0275 76 4.4902 0.0273 77 4.5173 0.0271 78 4.5442 0.0269 79 4.5710 0.0267 80 4.5975 0.0265 81 4.6239 0.0264 82 4.6500 0.0262 83 4.6761 0.0260 84 4.7019 0.0258 85 4.7276 0.0257 86 4.7531 0.0255 87 4.7785 0.0254 88 4.8037 0.0252 89 4.8287 0.0250 90 4.8536 0.0249 91 4.8783 0.0247 92 4.9029 0.0246 93 4.9274 0.0245 94 4.9517 0.0243 95 4.9759 0.0242 96 4.9999 0.0240 97 5.0238 0.0239. 98 5.0476 0.0238 99 5.0712 0.0236 100 5.0947 0.0235 101 5.1181 0.0234 102 5.1414 0.0233 103 5.1645 0.0231 104 5.1875 0.0230 105 5.2104 0.0229 106 5.2332 0.0228 107 5.2559 0.0227 108 5.2784 0.0226 109 5.3009 0.0224 110 5.3232 0.0223 111 5.3454 0.0222 112 5.3675 0.0221 113 5.3895 0.0220 114 5.4114 0.0219 115 5.4332 0.0218 116 5.4549 0.0217 117 5.4765 0.0216 118 5.4980 0.0215 119 5.5194 0.0214 120 5.5407 0.0213 121 5.5619 0.0212 122 5.5830 0.0211 123 5.6040 0.0210 124 5.6249 0.0209 125 5.6458 0.0208 E4- 126 5.6665 0.0207 127 5.6872 0.0207 128 5.7077 0.0206 129 5.7282 0.0205 130 5.7486 0.0204 131 5.7689 0.0203 132 5.7891 0.0202 133 5.8093 0.0201 134 5.8294 0.0201 135 5.8493 0.0200 136 5.8692 0.0199 137 5.8891 0.0198 138 5.9088 0.0197 139 5.9285 0.0197 140 5.9481 0.0196 141 5.9676 0.0195 142 5.9870 0.0194 143 6.0064 0.0194 144 6.0257 0.0193 145. 6.0449 0.0192 146 6.0641 0.0192 147 6.0831 0.0191 148 6.1021 0.0190 149 6.1211 0.0189 150 6.1400 0.0189 151 6.1588 0.0188 152 6.1775 0.0187 153 6.1962 0.0187 154 6.2148 0.0186 155 6.2333 0.0185 156 6.2518 0.0185 157 6.2702 0.0184 158 6.2886 0.0183 159 6.3068 0.0183 160 6.3251 0.0182 161 6.3432 0.0182 162 6.3613 0.0181 163 6.3794 0.0180 164 6.3974 0.0180 165 6.4153 0.0179 166 6.4331 0.0179 167 6.4510 0.0178 168 6.4687 0.0177 169 6.4864 0.0177 170 6.5040 0.0176 171 6.5216 0.0176 172 6.5391 0.0175, 173 6.5566 0.0175 174 6.5740 0.0174 175 6.5914 0.0174 176 6.6087 0.0173 177 6.6259 0.0173 178 6.6431 0.0172 179 6.6603 0.0172 180 6.6774. 0.0171 181 6.6944 0.0170 182 6.7114 0.0170 183 6.7284 0.0169 184 6.7453 0.0169 185 6.7621 0.0168 186 6.7789 0.0168 187 6.7957 0.0167 188 6.8124 0.0167 189 6.8290 0.0167 190 6.8456 0.0166 191 6.8622 0.0166 192 6.8787 0.0165 193 6.8952 0.0165 194 6.9116 0.0164 195 6.9280 0.0164 196 6.9443 0.0163 197 6.9606 0.0163 198 6.9768 0.0162 199 6.9930 0.0162 200 7.0092 0.0162 201 7.0253 0.0161 202 7.0413 0.0161 203 7.0574 0.0160 204 7.0733 0.0160 205 7.0893 0.0159 206 7.1052 0.0159 207 7.1210 0.0159 208 7.1368 0.0158 209 7.1526 0.0158 210 7.1683 0.0157 211 7.1840 0.0157 212 7.1997 0.0156 213 7.2153 0.0156. 214 7.2309 0.0156 215 7.2464 0.0155 216 7.2619 0.0155 217 7.2773 0.0155 218 7.2927 0.0154 219 7.3081 0.0154 220 7.3235 0.0153 221 7.3388 0.0153 222 7.3540 0.0153 223 7.3693 0.0152 224 7.3844 0.0152 225 7.3996 0.0152 226 7.4147 0.0151 227 7.4298 0.0151 228 7.4448 0.0150 229 7.4599 0.0150 230 7.4748 0.0150 231 7.4898 0.0149 232 7.5047 0.0149 233 7.5195 0.0149 234 7.5344 0.0148 235 7.5492 0.0148 236 7.5640 0.0148 237 7.5787 0.0147 238 7.5934 0.0147 239 7.6081 0.0147 240 7.6227 0.0146 241 7.6373 0.0146 242 7.6519 0.0146 243 7.6664 0.0145 244 7.6809 0.0145 245 7.6954 0.0145 246 7.7098 0.0144 247 7.7242 0.0144 248 7.7386 0.0144 249 7.7529 0.0143 250 7.7673 0.0143 251 7.7815 0.0143 252 7.7958 0.0143 253 7.8100 0.0142 254 7.8242 0.0142 255 7.8384 0.0142 256 7.8525 0.0141 257 7.8666 0.0141 258 7.8807 0.0141 259 7.8947 0.0140 260 7.9087 0.0140 261 7.9227 0.0140 262 7.9367 0.0140 263 7.9506 0.0139 264 7.9645 0.0139 265 7.9784 0.0139 266 7.9922 0.0138 267 8.0060 0.0138 268 8.0198 0.0138 269 8.0336 0.0138 270 8.0473 0.0137 271 8.0610 0.0137 272 8.0747 0.0137 273 8.0883 0.0136 274 8.1019 0.0136 275 8.1155 0.0136 276 8.1291 0.0136 277 8.1427 0.0135 278 8.1562 0.0135 279 8.1697 0.0135 280 8.1831 0.0135 281 8.1966 0.0134 282 8.2100 0.0134 283 8.2234 0.0134 284 8.2367 0.0134 285 8.2501 0.0133 .c„, 286 8.2634 0.0133 287 8.2766 0.0133 288 8.2899 0.0133 unit unit unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 1 0.0133 0.0040 2 0.0133 0.0040 3 0.0133 0.0040 4 0.0134 0.0040 5 0.0134 0.0040 6 0.0134 0.0040 7 0.0135 0.0040 8 0.0135 0.0040 9 0.0136 0.0040 10 0.0136 0.0041 11 0.0136 0.0041 12 0.0137 0.0041 13 0.0137 0.0041 14 0.0138 0.0041 15 0.0138 0.0041 16 0.0138 0.0041 17 0.0139 0.0041 18 0.0139 0.0042 19 0.0140 0.0042;'. 20 0.0140 0.0042 21 0.0141 0.0042 22 0.0141 0.0042 23 0.0142 0.0042 24 0.0142 0.0042 25 0.0143 0.0042 26 0.0143 0.0043 27 0.0143 0.0043 28 0.0144 0.0043 29 0.0144 0.0043 30 0.0145 0.0043 31 0.0145 0.0043 32 0.0146 0.0043 33 0.0146 0.0044 34 0.0147 0.0044 35 0.0147 0.0044 36 0.0148 0.0044 37 0.0148 0.0044 38 0.0149 0.0044 39 0.0149 0.0045 40 0.0150 0.0045 41 0.0150 0.0045 42 0.0151 0.0045 43 0.0152 0.0045 44 0.0152. 0.0045 45 0.0153 0.0045 46 0.0153 0.0046 47 0.0154 0.0046 48 0.0154 0.0046 49 0.0155 0.0046 50 0.0155 0.0046 51 0.0156 0.0047 52 0.0156 0.0047 53 0.0157 0.0047 54 0.0158 0.0047 55 0.0159 0.0047 56 0.0159 0.0047 57 0.0160 0.0048 58 0.0160 0.0048 59 0.0161 0.0048 60 0.0162 0.0048 61 0.0162 0.0048 62 0.0163 0.0049 63 0.0164 0.0049 64 0.0164 0.0049 65 0.0165 0.0049 66 0.0166 0.0049 67 0.0167 0.0050 68 0.0167 0.0050 69 0.0168 0.0050 70 0.0168 0.0050 71 0.0169 0.0051 72 0.0170 0.0051 0.0093 0.0093 0.0094 0.0094 0.0094 0.0094 0.0095 0.0095 0.0095 0.0095 0.0096 0.0096 0.0096 0.0097 0.0097 0.0097 0.0098 0.0098 0.0098 0.0098 0.0099 0.0099 0.0099 0.0100 0.0100 0.0100 0.0101 0.0101 0.0101 0.0102 0.0102 0.0102 0.0103 0.0103 0.0103 0.0104 0.0104 0.0104 0.0105 0.0105 0.0106 0.0106 0.0106 0.0107 0.0107 0.0107 0.0108 0.0108 0.0109 0.0109 0.0110 0.0110 0.0110 0.0111 0.0111 0.0112 0.0112 0.0112 0.0113 0.0113 0.0114 0.0114 0.0115 0.0115 0.0116 0.0116 0.0117 0.0117 0.0118 0.0118 0.0119 0.0119 73 0.0171 0.0051 0.0120 74 0.0172 0.0051 0.0120 75 0.0173 0.0051 0.0121 76 0.0173 0.0052 0.0121 77 0.0174 0.0052 0.0122 78 0.0175 0.0052 0.0123 79 0.0176 0.0052 0.0123 80 0.0176 0.0053 0.0124 81 0.0177 0.0053 0.0125 82 0.0178 0.0053 0.0125 83 0.0179 0.0053 0.0126 84 0.0180 0.0054 0.0126 85 0.0181 0.0054 0.0127 86 0.0182 0.0054 0.0128 87 0.0183 0.0054 0.0128 88 0.0183 0.0055 0.0129 89 0.0185 0.0055 0.0130 90 0.0185 0.0055 0.0130 91 0.0187 0.0056 0.0131 92 0.0187 0.0056 0.0132 93 0.0189 0.0056 0.0132 94 0.0189 0.0056 0.0133 95 0.0191 0.0057 0.0134 96 0.0192 0.0057 0.0134 97 0.0193 0.0058 0.0135 98 0.0194 0.0058 0.0136 99 0.0195 0.0058 0.0137 100 0.0196 0.0058 0.0138 101 0.0197 0.0059 0.0139 102 0.0198 0.0059 0.0139 103. 0.0200 0.0060 0.0140 104 0.0201 0.0060 0.0141 105 0.0202 0.0060 0.0142 106 0.0203 0.0061 0.0143 107 0.0205 0.0061 0.0144 108 0.0206 0.0061 0.0144 109 0.0207 0.0062 0.0146 110 0.0208 0.0062 0.0146 111 0.0210 0.0063 0.0148 112 0.0211 0.0063 0.0148 113 0.0213 0.0063 0.0150 114 0.0214 0.0064 0.0150 115 0.0216 .0.0064 0.0152 116 0.0217 0.0065 0.0152 117 0.0219 0.0065 0.0154 118 0.0220 0.0066 0.0154 119 0.0222 0.0066 0.0156 120 0.0223 0.0067 0.0157 121 0.0226 0.0067 0.0158 122 0.0227 0.0068 0.0159 123 0.0229 0.0068 0.0161 124 0.0230 0.0069 0.0162 125 0.0233 0.0069 0.0163 126 0.0234 0.0070 0.0164 127 0.0236 0.0070 0.0166 128 0.0238 0.0071 0.0167 129 0.0240 0.0072 0.0169 130 0.0242 0.0072 0.0170 131 0.0245 0.0073 0.0172 132 0.0246 0.0073 0.0173 133 0.0249 0.0074 0.0175 134 0.0250 0.0075 0.0176 135 0.0254 0.0076 0.0178 136 0.0255 0.0076 0.0179 137 0.0258 0.0077 0.0181 138 0.0260 0.0078 0.0183 139 0.0264 0.0079 0.0185 140 0.0265 0.0079 0.0186 141 0.0269 0.0080 0.0189 142 0.0271 0.0081 0.0190 143 0.0275 0.0082 0.0193 144 0.0277 0.0083 0.0194 145 0.0365 .0.0109 0.0256 146 0.0367 0.0109 0.0258 147 0.0371 0.0111 0.0261 148 0.0373 0.0111 0.0262 149 0.0378 0.0113 0.0265 150 0.0380 0.0113 0.0267 151 0.0385 0.0115 0.0270 152 0.0388 0.0116 ...-,. 0.0272 153 0.0393 0.0117 0.0276 154 0.0396 0.0118 0.0278 155 0.0401 0.0120 0.0282 156 0.0404 0.0120 0.0284 157 0.0410 0.0122 0.0288 158 0.0413 0.0123 0.0290 159 0.0420 0.0125 0.0295 160 0.0423 0.0126. 0.0297 161 0.0430 0.0128 0.0302 162 0.0434 0.0129 0.0304 163 0.0441 0.0132 0.0310 164 0.0446 0.0133 0.0313 165 0.0454 0.0135 0.0319 166 0.0458 0.0137 0.0322 167 0.0468 0.0139 0.0328 168 0.0473 0.0141 0.0332 169 0.0484 0.0144 0.0340 170 0.0489 0.0146 0.0343 171 0.0501 0.0149 0.0352 172 0.0507 0.0151 0.0356 173 0.0521 0.0155 0.0366 174 0.0528 0.0157 0.0371 175 0.0544 0.0162 0.0382 176 0.0552 0.0165 0.0388 177 0.0571 0.0170 0.0401 178 0.0581 0.0173 0.0408 179 0.0603 0.0180 0.0423 180 0.0615 0.0183 0.0432 181 0.0643 0.0192 • 0.0451 182 0.0658 0.0196 0.0462 183 0.0693 0.0207 0.0486 184 0.0713. 0.0213 0.0501 185 0.0513 0.0153 0.0360 186 0.0542 0.0161 0.0380 187 0.0615 0.0183 0.0432 188 0.0663 0.0198 0.0465 189 0.0799 - 0.0238 0.0561 190 0.0902 0.0269 0.0633 191 0.1289 0.0270 0.1019 192 0.1773 0.0270 0.1503 193 0.5549 0.0270 0.5279 194 0.1050 0.0270 0.0780 195 0.0723 0.0215 0.0507 196 0.0575 0.0171 0.0404 197 0.0736 0.0219 0.0516 198 0.0675 0.0201 0.0474 199 0.0628 0.0187 0.0441 200 0.0592 0.0176 0.0415 201 0.0561 0.0167 0.0394 202 0.0536 0.0160 0.0376 203 0.0514 0.0153 0.0361 204 0.0495 0.0148 0.0348 205 0.0478 0.0142 0.0336 206 0.0463 0.0138 0.0325 207 0.0450 0.0134 0.0316 208 0.0438 0.0130 0.0307 209 0.0426 0.0127 0.0299 210 0.0416 0.0124 0.0292 211 0.0407 0.0121 0.0286 212 0.0398 0.0119 0.0280 213 0.0390 0.0116 0.0274 214 0.0383 0.0114 0.0269 215 0.0376 0.0112 0.0264 216 0.0369 0.0110 0.0259- 217 0.0279 0.0083 0.0196 218 0.0273 0.0081 0.0192 219 0.0267 0.0080 0.0188 220 0.0262 0.0078 0.0184 221 0.0257 0.0077 0.0180 222 0.0252 0.0075 0.0177 223 0.0247 0.0074 0.0174 224 0.0243 0.0072 0.0171 225 0.0239 0.0071 0.0168 226 0.0235 0.0070 0.0165 227 0.0231 0.0069 0.0162 228 0.0228 0.0068 0.0160 229 0.0224 0.0067 0.0158 230 0.0221 0.0066 0.0155 231 0.0218 0.0065 0.0153 232 0.0215 0.0064CI 0.0151 233 0.0212 0.0063 0.0149 234 0.0209 0.0062 0.0147 235 0.0207 0.0062 0.0145 236 0.0204 0.0061 0.0143 237 0.0201 0.0060 0.0141 238 0.0199 0.0059 0.0140 239 0.0197 0.0059 0.0138 240 0.0194 0.0058 0.0136 241 0.0192 0.0057 0.0135 242 0.0190 0.0057 0.0133 243 0.0188 0.0056 0.0132 244 0.0186 0.0055 0.0131 245 0.0184 0.0055 0.0129 246 0.0182 0.0054 0.0128 247 0.0180 0.0054 0.0127 248 0.0179 0.0053 0.0125 249 0.0177 0.0053 0.0124 250 0.0175 0.0052 0.0123 251 0.0174 0.0052 0.0122 252 0.0172 0.0051 0.0121 253 0.0170 0.0051 0.0120 254 0.0169 0.0050 0.0119 255 0.0167 0.0050 0.0118 256 0.0166 0.0049 0.0117 257 0.0165 0.0049 0.0116 258 0.0163 0.0049 0.0115 259 0.0162 0.0048 0.0114 260 0.0161 0.0048 0.0113 261 0.0159 0.0047 0.0112 262 0.0158 0.0047 0.0111 263 0.0157 0.0047 0.0110 264 0.0156 0.0046 0.0109 265 0.0155 0.0046 0.0108 266 0.0153 0.0046 0.0108 267 0.0152 0.0045 0.0107 268 0.0151 0.0045 0.0106 269 0.0150 0.0045 0.0105 270 0.0149 0.0044 0.0105 271 0.0148 0.0044 0.0104 272 0.0147 0.0044 0.0103 273 0.0146 0.0044 0.0102 274 0.0145 0.0043 0.0102 275 0.0144 0.0043 0.0101 276 0.0143 0.0043 0.0100 277 0.0142 0.0042 0.0100 278 0.0141 0.0042 0.0099 279 0.0140 0.0042 0.0099 280 0.0140 0.0042 0.0098 281 0.0139 0.0041 0.0097 282 0.0138 0.0041 0.0097 283 0.0137 0.0041 0.0096 284 0.0136 0.0041 0.0096 285 0.0135 0.0040 0.0095 286 0.0135 0.0040 0.0095 287 0.0134 0.0040 0.0094 288 0.0133 0.0040 0.0093 Total soil rain loss = 2.29(In) Total effective rainfall = 6.00(In) Peak flow rate in flood hydrograph = 28.27(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM Runoff Hydrograph Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 0+ 5 0.0003 0.04 Q 0+10 0.0023 0.29 Q 0+15 0.0070 0.67 Q 0+20 0.0130 0.88 VQ 0+25 0.0196 0.96 VQ -0+30 0.0263 0.97 VQ 0+35 0.0332 0.99 VQ 0+40 0.0400 0.99 VQ 0+45 0.0469 1.00 VQ 0+50 0.0537 1.00 vQ 0+55 0.0606 1.00 VQ 1+ 0 0.0675 1.00 VQ 1+ 5 0.0745 1.01 VQ 1+10 0.0814 1.01 VQ 1+15 0.0884 1.01 VQ 1+20 0.0954 1.02 VQ 1+25 0.1024 1.02 VQ 1+30 0.1095 1.02 Q 1+35 0.1165 1.03 Q 1+40 0.1236 1.03 Q 1+45 0.1307 1.03 Q 1+50 0.1379 1.04 Q 1+55 0.1450 1.04 Q 2+ 0 0.1522 1.04 Q 2+ 5 0.1594 1.05 Q 2+10 0.1666 1.05 Q 2+15 0.1739 1.05 Q 2+20 0.1811 1.06 Q 2+25 0.1884 1.06 Q 2+30 0.1957 1.06 Q 2+35 0.2031 1.07 Q 2+40 0.2104 1.07 Q 2+45 0.2178 1.07 QV 2+50 0.2252 1.08 QV 2+55 0.2327 1.08 QV 3+ 0 0.2401 1.08 QV 3+ 5 0.2476 1.09 QV 3+10 0.2551 1.09 QV 3+15 0.2627 1.09 QV 3+20 0.2702 1.10 QV 3+25 0.2778 1.10 QV. 3+30 0.2854 1.11 QV 3+35 0.2931 1.11 QV 3+40 0.3008 1.11 QV 3+45 0.3085 1.12 QV 3+50 0.3162 1.12 QV 3+55 0.3240 1.13 QV 4+ 0 0.3317 1.13 Q V 4+ 5 0.3396 1.13 Q V 4+10 0.3474 1.14 Q V 4+15 0.3553 1.14 Q V 4+20 0.3632 1.15 Q V 4+25 0.3711 1.15 Q V 4+30 0.3791 1.16 Q V 4+35 0.3871 1.16 Q V 4+40 0.3951 1.17 Q V 4+45 0.4031 1.17 Q V 4+50 0.4112 1.17 Q V 4+55 0.4193 1.18 Q V 5+ 0 0.4275 1.18 Q V 5+ 5 0.4357 1.19 Q V 5+10 0.4439 1.19 Q V 5+15 0.4521 1.20 Q V 5+20 0.4604 1.20 Q V 5+25 0.4688 1.21 Q V 5+30 0.4771 1.21 Q V 5+35 0.4855 1.22 Q V 5+40 0.4939 1.22 Q V 5+45 0.5024 1.23 Q V 5+50 0.5109 1.23 Q V 5+55 0.5194 1.24 Q V 6+ 0 0.5280 1.24 Q V 6+ 5 0.5366 1.25 Q V 6+10 0.5452 1.26 Q V 6+15 0.5539 1.26 Q V 6+20 0.5627 1.27 Q V 6+25 0.5714 1.27 Q V 6+30 0.5802 1.28 Q V 6+35 0.5891 1.28 Q V 6+40 0.5980 1.29 Q V 6+45 0.6069 1.30 Q V 6+50 0.6159 1.30 Q V 6+55 0.6249 1.31 Q V 7+ 0 0.6340 1.32 Q V 7+ 5 0.6431 1.32 Q V '7+10 0.6522 1.33 Q V 7+15 0.6614 1.34 Q V 7+20 0.6706 1.34 Q v 7+25 0.6799 1.35 Q V I 7+30 0.6893 1.36 Q V 7+35 0.6987 1.36 Q V 7+40 0.7081 1.37 Q V 7+45 0.7176 1.38 Q V 7+50 0.7271 1.38 Q. V 7+55 0.7367 1.39 Q V 8+ 0 0.7463 1.40 Q V 8+ 5 0.7560 1.41 Q V 8+10 0.7658 1.41 Q V 8+15 0.7756 1.42 Q V 8+20 0.7854 1.43 Q V 8+25 0.7953 1.44 Q V 8+30 0.8053 1.45 Q V 8+35 0.8153 1.46 Q V 8+40 0.8254 1.46 Q V 8+45 0.8356 1.47 Q V 8+50 0.8458 1.48 Q V 8+55 0.8561 1.49 Q V 9+ 0 0.8664 1.50 Q V 9+ 5 0.8768 1.51 Q V 9+10 0.8873 1.52 Q V 9+15 0.8978 1.53 Q V 9+20 0.9084 1.54 Q V 9+25 0.9191 1.55 Q V 9+30 0.9298 1.56 Q V 9+35 0.9406 1.57 Q V 9+40 0.9515 1.58 Q V 9+45 0.9625 1.59 Q V 9+50 0.9735 1.60 Q V 9+55 0.9846 1.61 Q V 10+ 0 0.9958 1.63 Q V 10+ 5 1.0071 1.64 Q. V 10+10 1.0185 1.65 Q V 10+15 1.0299 1.66 Q V 10+20 1.0414 1.67 Q V 10+25 1.0531 1.69 Q V 10+30 1.0648 1.70 Q V 10+35 1.0766 1.71 Q V 10+40 1.0885 1.73 Q 10+45 1.1005 1.74 Q 10+50 1.1126 1.76 Q 10+55 1.1248 1.77 Q 11+ 0 1.1371 1.79 Q 11+ 5 1.1495 1.80 Q 11+10 1.1620 1.82 Q 11+15 1.1747 1.83 Q 11+20 1.1874 1.85 Q 11+25 1.2003 1.87 Q 11+30 1.2133 1.89 Q 11+35 1.2264 1.90 Q 11+40 1.2396 1.92 Q 11+45 1.2530 1.94 Q 11+50 1.2665 1.96 Q 11+55 1.2802 1.98 Q 12+ 0 1.2939 2.00 Q 12+ 5 1.3081 2.05 Q 12+10 1.3235 2.23 Q 12+15 1.3406 2.50 Q 12+20 1.3589 2.65 Q 12+25 1.3776 2.72 Q 12+30 1.3966 2.75 Q 12+35 1.4157 2.78 Q 12+40 1.4351 2.81 Q 12+45 1.4546 2.84 Q 12+50 1.4744 2.87 Q 12+55 1.4943 2.89 Q 13+ 0 1.5144 2.92 Q 13+ 5 1.5348 2.95 Q 13+10 1.5553 2.99 Q 13+15 1.5761 3.02 Q 13+20 1.5972 3.05 Q 13+25 1.6184 3.09 Q 13+30 1.6400 3.13 Q 13+35 1.6618 3.17 Q 13+40 1.6839 3.21 Q 13+45 1.7063 3.25 Q 13+50 1.7289 3.29 Q 13+55 1.7520 3.34 Q 14+ 0 1.7753 3.39 Q 14+ 5 1.7990 3.44 Q V V V V V V V V V V V V V V V v" V V V V V V V V V V V V V V V V V BIZ 14+10 1.8231 3.50 Q 14+15 1.8476 3.56 Q 14+20 1.8725 3.62 Q 14+25 1.8979 3.69 Q 14+30 1.9238 3.75 Q 14+35 1.9502 3.83 Q 14+40 1.9771 3.91 Q 14+45 2.0046 4.00 Q 14+50 2.0328 4.09 Q 14+55 2.0617 4.19 Q 15+ 0 2.0913 4.30 Q 15+ 5 2.1218 4.43 Q 15+10 2.1532 4.56 Q 15+15 2.1857 4.71 Q 15+20 2.2193 4.88 Q 15+25 2.2537 5.00 Q 15+30 2.2865 4.76 Q 15+35 2.3162 4.31 Q 15+40 2.3455 4.25 Q 15+45 2.3768 4.55 Q 15+50 2.4118 5.08 Q 15+55 2.4527 5.95 Q 16+ 0 2.5061 7.75 16+ 5 2.5934 12.68 16+10 2.7550 23.46 16+15 2.9497 28.27 16+20 3.0727 17.87 16+25 3.1380 9.48. 16+30 3.1802 6.13 Q 16+35 3.2194 5.70 Q 16+40 3.2536 4.96 Q 16+45 3.2858 4.68 Q' 16+50 3.3162. 4.41 Q 16+55 3.3451 4.20 Q 17+ 0 3.3726 4.00 Q 17+ 5 3.3990 3.83 Q 17+10 3.4244 3.68 Q 17+15 3.4488 3.55 Q 17+20 3.4725 3.44 Q 17+25 3.4955 3.34 Q 17+30 3.5179 3.25 Q 17+35 3.5397 3.16 Q 17+40 3.5609 3.09 Q 17+45 3.5817 3.02 Q 17+50 3.6020 2.95 Q 17+55 3.6219 2.89 Q 18+ 0 3.6415 2.83. Q 18+ 5 3.6604 2.75 Q 18+10 3.6780 2.55 Q 18+15 3.6935 2.26 Q 18+20 3.7079 2.08 Q 18+25 3.7216 2.00 Q 18+30 3.7351 1.95 Q 18+35 3.7482 1.90 Q 18+40 3.7610 1.87 Q 18+45 3.7736 1.83 Q 18+50 3.7860 1.80 Q 18+55 3.7982 1.77 Q 19+ 0 3.8102 1.74 Q 19+ 5 3.8220 1.71 Q 19+10 3.8336 1.69 Q 19+15 3.8450 1.66 Q 19+20 3.8563 1.64 Q 19+25 3.8674 1.61 Q 19+30 3.8784 1.59 Q 19+35 3.8892 1.57 Q 19+40 3.8998 1.55 Q 19+45 3.9104 1.53 Q 19+50 3.9208 1.51 Q 19+55 3.9310 1.49 Q 20+ 0 3.9412 1.47 Q 20+ 5 3.9512 1.45 Q 20+10 3.9611 1.44 Q 20+15 3.9709 1.42 Q 20+20 3.9806 1.41 Q 20+25 3.9901 1.39 Q 20+30 3.9996 1.38 Q 20+35 4.0090 1.36 Q 20+40 4.0183 1.35 Q 20+45 4.0275 1.33 Q V V V V V V V V V v V V V V V V V V V V V V V Q V V Q V Q Q V V V V V V V V V V V V V V V V V V V V V V V V v V V V V V V V V V V V V V V V V V V V V V V V V V V V V V �1� 20+50 4.0366 1.32 Q 20+55 4.0456 1.31 Q 21+ 0 4.0545 1.30 Q 21+ 5 4.0633 1.28 Q 21+10 4.0721 1.27 Q 21+15 4.0808 1.26 Q 21+20 4.0894 1.25 Q 21+25 4.0979 1.24 Q 21+30 4.1064 1.23 Q 21+35 4.1148 1.22 Q 21+40 4.1231 1.21 Q 21+45 4.1313 1.20 Q 21+50 4.1395 1.19 Q 21+55 4.1476 1.18 Q 22+ 0 4.1557 1.17 Q 22+ 5 4.1637 1.16 Q 22+10 4.1716 1.15 Q 22+15 4.1795 1.14 Q 22+20 4.1873 1.13 Q 22+25 4.1950 1.13 Q 22+30 4.2027 1.12 Q 22+35 4.2104 1.11 Q 22+40 4.2179 1.10 Q 22+45 4.2255 1.09 Q 22+50 4.2330 1.09 Q 22+55 4.2404 1.08 Q 23+ 0 4.2478 1.07 Q 23+ 5 4.2551 1.07 Q 23+10 4.2624 1.06 Q 23+15 4.2696 1.05 Q 23+20 4.2768 1.04 Q 23+25 4.2840 1.04 Q 23+30 4.2911 1.03 Q 23+35 4.2982 1.03 Q 23+40 4.3052 1.02 Q 23+45 4.3121 1.01 Q 23+50 4.3191 1.01 Q 23+55 4.3260 1.00 Q 24+ 0 4.3328 1.00 Q 24+ 5 4.3393 0.94 Q 24+10 4.3441 0.69 Q 24+15 4.3462 0.31 Q 24+20 4.3469 0.10 Q 24+25 4.3471 0.03 Q 24+30 4.3472 0.01 Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V Et4 APPENDIX F FLOW -BASED AND VOLUME -BASED BMP DESIGN CALCULATIONS PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. UBJECT: FLOW -BASED BMP DESIGN Q CALC DATE: May 2013 / Rev. March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Flow -Based BMP Design Runoff Flow Rate Calculation: a) Hydrology Onsite Subarea Designation: 1 to 12 b) Total Onsite Subarea Acreage = 8.69 Acres c) Total Onsite Subarea's Design 100-Yr. Flow Rate, Q = 27.6 cfs d) Proposed Use of (i) Grassy Swales to be located within Each Lot & in Water Quality Lot D; (ii) Kristar's FloGard Dual -Vortex Hydrodynamic Separator Model DVS-84C as Flow -Based BMPs to treat the Pollutants of Concern from Onsite Area e) Use the design procedures and instructions as developed by by San Bernardino County Stormwater Program as shown below:- f) From NOAA Atlas 14 Precipitation Depths (2-Year 1-Hour Rainfall) Map (See Page A-4 in Appendix A): The Area -Averaged 2-Year 1-Hour Rainfall, 12yr-lhr = 0.67" g) BMP Design Rainfall Intensity, 'BMP='2yr-lhr x Regression Coeff. x Safety Factor of 2 where Regression Coefficient for Intensity, I = 0.2787 per Table D-1 Hence, IBMp = 0.67 x 0.2787 x 2 = 0.373" h) The Composite Runoff Coefficient, CBMp = 0.858i3 - 0.7812 + 0.774i + 0.04 where i = watershed imperviousness ratio = 0.60 (with 40% pervious area) Hence, CBMp = 0.1853 - 0.2808 + 0.4644 + 0.04 = 0.4089 i) Therefore, BMP Flow Rate, QBMP = CBMp X Imp x A = 0.4089 x 0.373 x 8.69 = 1.33 cfs or 0.153 cfs per acre j) Per manufacturer's specs, the DVS-84C has treated flow capacity of 6.5 cfs; P2. TR18657-WQMP Calc.xls PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. UBJECT: DATE: VOLUME -BASED BMP DESIGN CALC May 2013 / Rev. March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Volume -Based BMP Design Calculation: a) Hydrology Onsite Subarea Designation: 1 to 12 b) Total Onsite Subarea Acreage, A = 8.69 Acres c) Total Onsite Subarea's Design 100-Yr. Flow Rate, Q = 27.6 cfs d) Proposed Use of Underground Contech CMP Detention System as Volume -Based BMP to treat the Pollutants of Concern from Onsite Area e) Use the design procedures and instructions as developed by by San Bernardino County Stormwater Program as shown below:- f) The Composite Runoff Coefficient, CgMp = 0.858i3 - 0.78i2 + 0.774i + 0.04 where i = watershed imperviousness ratio = 0.60 (with 40% pervious area) Hence, CgMp = 0.1853 - 0.2808 + 0.4644 + 0.04 = 0.4089 g) The Project's Drainage Area is located within Valley Region. h) From NOAA Atlas 14 Precipitation Depths (2-Year 1-Hour Rainfall) Map (See Page A-4 in Appendix A): The Area -Averaged 2-Year 1-Hour Rainfall, 12yr-1hr = 0.67" Thus, Area -Averaged 6-Hour Mean Storm Rainfall, P6 :- P6=12yr-1hr x Regression Coeff. = 0.67" x 1.4807 = 0.99" i) Proposed use of 48 Hours Drawdown time for Volume -Based BMP; Thus, the corresponding Regression Constant, a = 1.963 TR18657-WQMP Calc.xls PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. UBJECT: DATE: VOLUME -BASED BMP DESIGN CALC May 2013 / Rev. March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Volume -Based BMP Design Calculation (Continued): j) Calculate "Maximized Detention Volume", Po :- where Po = a X Cbmp X Ps Po = 1.963 X 0.4089 X 0.99" Po = 0.79 inch k) Calculate "Target Capture Volume", Vo :- where Vo = (Po X A) / 12 Vo = (0.79" X 8.69 acres) / 12 Vo = 0.572 Acre -Feet or 24,916 Cu-Ft or 2,867 Cu-Ft/Acre I) Calculate Drawdown Time of Proposed Contech CMP System: - The results of the double ring infilterometer test indicate an infiltration rate of minimum 4 inches per hour per soils report dated February 13, 2014 prepared by Geotek, Inc. • TR18657-WQMP Calc.xls F4- PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. UBJECT: DATE: VOLUME -BASED BMP DESIGN CALC May 2013 / Rev. March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Volume -Based BMP Design Calculation (Continued): m) Applying a Factor of Safety of 3 to measured Infiltration Rate: - Design Infiltration Rate, Id = 4 Inches per Hour F.S. of 3 = 1.33 Inches/Hour or 2.67 Feet/Day n) Proposed Bottom Infiltration Surface Area of Contech CMP System: - Trapezoidal shaped bottom area with width of 48' and averaged length of 105.13', Abottom = 5,464 Sq-Ft b) Thus, Design Daily Infiltration. Capacity, 'design = Abottom X Id 5,464 Sq-Ft X 2.67 Feet/Day = 14,589 Cu-Ft/Day p) Therefore, Drawdown Time of Proposed Contech CMP System:- Drawdown Time = (Vo of 24,916 Cu-Ft) : 'design = 24,916 CF : 14,589 Cu-Ft/Day 1.71 Days or 41.0 Hours < 48 Hrs. Max. q) Comparison, For Typical S.F. of 2 to Measured Infiltration Rate: - Design Infiltration Rate, Id = 4 Inches/Hour : 2 = 2.0 Inches/Hour Design Daily Infiltration Capacity, 'design = 21,856 Cu-Ft/Day & Drawdown Time = 24,916 CF : 21,856 Cu-Ft/Day = 1.14 Days or 27.4 Hours TR18657-WQMP Calc.xls F. • • • ce PR ST 39 TC:P TC 0 1 En z 0 0 0 cn z 0 FG 11)11) CD rtf) FG DVS 4.2 m ‘. ..,, .. -, •8 Gc, 84C 113 01 11) UJ ck CL i/ LOT D„. CWATER -QUALITY GISB-1 8 53.a-5-T 2 G 50.t INV 78' 1 447.0 INV A= 8.69 AC. Q1 00=27.6 sFS Q1 0=1 6.9 CFS\ SUBA A C (PROJECT SITE)-1 ) AREA=0.26 AC(.- io'10' J12 22' 1 Q1 00=0.07 CFS Ni 72 11;7-1) p R VOL. PRO BOTTOM S DRAWDOWN Q1 0=0.01 CFS CUP INFILTRATION SYSTEM UIRED=24,q 16 cu—ft DED=24,967---c ft RFACE /AltA=5,�4ff sq—ft ME=2 47.4 hours 8.69 12.5 1452.4 FL 1 .08/-A\C. Q1100-1-3.6cFS LOCP7kON OF oVS-84C & cES13--t8-t6-t2_ 1 1.08 ,17 G 7 W'LY R 0.5' ® PERVIOUS CONCRETE GUTTER, 8" THICK 02 3/4-INCH CRUSHED ROCKS. 36" DEPTH 30 NON -WOVEN GEOTEXTILE FILTER FABRIC (MIRAFI 180N OR CITY APPROVED EQUAL) ® 16 MIL (MINIMUM) PLASTIC VAPOR . BARRIER (BARRIER-BAC, VB350 (16 MIL) OR CITY APPROVED EQUAL) 50 MODIFIED 8" CURB PER CITY STANDARD PLAN NO. 1000 PREPARED BY: PACIFIC COAST CIVIL -SOUTH, INC. 1180 Durtee Avenue, Suite 220 South El Monte, CA 91733 PH: (828) 575-9999 FAX (828) 575-9988 DETAIL OF PERVIOUS CONCRETE GUTTER AS LID BMP FOR W'LY WIDENED SECTION OF JUNIPER AVE. SHEET 1 OF 1 03-26-2014 PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. UBJECT: VOLUME -BASED BMP DESIGN CALC DATE: March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Volume -Based BMP Design Calc. for Widened Pvmt. & Parkway Area of Juniper Ave: a) Hydrology Offsite Subarea Designation: 15 to 16 (with Total Area of 0.61 Ac.) b) Total Offsite Subarea's Design 100-Yr. Flow Rate, Q = 1.73 cfs c) Area of Widened Pavement & Parkway Area = 18,250 sq-ft or 0.419 Ac., and consists of 8,850 sq-ft Landscape Area & 9,400 sq-ft Pavement, Curb & Sidewalk d) Prop. Use of Pervious Conc. Gutter (18" wide) & Stone Subgrade (36" Depth) as Volume -Based BMP to treat Pollutants of Concern, from Widened Offsite Area. e) Use the design procedures and instructions as developed by by San Bernardino County Stormwater Program as shown below:- f) The Composite Runoff Coefficient, CgMp = 0.858i3 - 0.78i2 + 0.774i + 0.04 where i = watershed imperviousness ratio weighted % imperviousness ratio = 0.55 (for about 45% of Landscape Area) Hence, Gimp = 0.1853 - 0.2808 + 0.4644 + 0.04 = 0.372 g) The Project's Drainage Area is located within Valley Region. h) From NOAA Atlas 14 Precipitation Depths (2-Year 1-Hour Rainfall) Map (See Page A-4 in Appendix A): The Area -Averaged 2-Year 1-Hour Rainfall, 12yr-1hr = 0.67" Thus, Area -Averaged 6-Hour Mean Storm Rainfall, Ps :- Ps = 12yr-1hr x Regression Coeff. = 0.67" x 1.4807 = 0.99" i) Proposed use of 48 Hours Drawdown time for Volume -Based BMP; Thus, the corresponding Regression Constant, a = 1.963 TR18657•WQMP Juniper Calc.xls PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. UBJECT: DATE: VOLUME -BASED BMP DESIGN CALC March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Volume -Based BMP Design Calculation (Continued): j) Calculate "Maximized Detention Volume", Po :- where Po = a X Cbmp X Ps Po = 1.963 X 0.372 X 0.99" Po = 0.72 inch k) Calculate "Target Capture Volume", Vo :- where Vo= (Po XA)/12 Vo = (0.72" X 0.419 acres) / 12 Vo = 0.025 Acre -Feet or 1,089 Cu-Ft I) Calculate Drawdown Time of Proposed Pervious Gutter as LID BMP:- The results of the double ring infilterometer test indicate an infiltration rate of minimum 4 inches per hour per soils report dated February 13, 2014 prepared by Geotek, Inc. m) Applying a Factor of Safety of 3 to measured Infiltration Rate: - Design Infiltration Rate, Id = 4 Inches per Hour : F.S. of 3 = 1.33 Inches/Hour or 2.67 Feet/Day 1 TR18657-WQMP Juniper Calc.xls PROJECT: TRACT NO. 18657 - MADISON SQUARE ADDRESS: Southwest Corner of Walnut Av. & Juniper Av. SUBJECT: DATE: VOLUME -BASED BMP DESIGN CALC March 2014 PACIFIC COAST CIVIL -SOUTH, INC. 1180 DURFEE AVE. SUITE 220 SOUTH EL MONTE, CA 91733 Volume -Based BMP Design Calculation (Continued): n) Proposed 18" wide & 8" depth of Pervious Concrete Gutter underlain with 36" depth layer of 3/4" Crushed Rocks along the Proposed Concrete Curb on West side of Juniper Ave. o) Surface Area of Reservoir for Proposed Pervious Gutter: SA = 1.5' wide x 450' long of pervious concrete gutter = 675 sq-ft p) The Retention Volume of Pervious Concrete Gutter LID BMP:- Vret = (Id/12 X SA X Tfiii) + (SA X D X Naggregate) Where Naggregate= 0.15 porosity for Pervious Concrete & 0.40 for Crushed Rocks D1= 8" for Depth of Pervious Concrete Gutter D2= 36" for Depth of 3/4" Crushed Rocks Tfi1i= 3 Hours for Duration of Storm when Infiltration is occurring as basin is filling q) Thus, the Retention Volume of Prop. Pervious Conc. Gutter LID BMP: Vret = L(1.33 "/Hr./12) X 675 s.f. X 3 Hr.] + (675 s.f. X 8" of Di X 0.15) + (675 s.f. X 36" of D2 X 0.40) = 225 c.f. + 67.5 c.f. + 810 c.f. = 1,102 cu-ft > Required 1,089 cu-ft of V„ Target Capture Volume Hence, the provided Vrpt of 1,102 cu-ft from the Pervious Gutter with 36" of 3/4" Crushed Rocks will fully treat the required VA of 1,089 cu-ft. TR18657•WQMP Juniper Catc.xls BROCHURE, DETAILS, MAINTENANCE GUIDES FOR FLOGARD DUAL -VORTEX HYDRODYNAMIC SEPARATOR • • Enhanced Gravity DUAL -VORTEX Separation in a Hydrodynamic Separator Compact Configuration ADVANTAGES • Fits industry -standard manholes or vaults • Economical installation • Ease of maintenance • Vector control FEATURES • Dual vortex efficiency • Integral high flow bypass • Flexible design — on line or off line • Retention of floatables during high flows • Gasketed/bolted access covers • Durable stainless steel or fiberglass components MAINTENANCE FEATURES • Dual access to sediment storage areas • Easy access to floatable collection areas • Modular construction of components • Large interior work areas • Recommended inspections — twice per year OW I?: ;: OAKS C '4 W article ettlmg is ccelera ed �i tangentia ;fL forces in 'high 'cireuito sqp th hro th use of wolmdepende t c Ii b ake ara ours:an control weirs, low low is m all di a e o fie fir t separator hwhi ermode ate flo • ell lows hedirs ‘L,,,,,nd enters he .econd eparator=,Sett a _;p rticles re cull ected,� Aft } y �. An h isolate ,' ott= tor„ag, rea mmimlzing � re uspensionlww ile to iirn Tdabns-aand ils re etained V n heeparators nd per orage,. reas Atpeak oeitviomtaoft 8 U flows; excessflo s breach. hetsecondxcon rot patter 4weir nd•ex t he system wit outiii ngitreatment flow or e,en rairnr g cap ure tpoll tents � l B • The iloGard°Dual-Vortex Hydrodynamic Separator offers an innovative and economic alternative for BMP implementation in new and retrofit applications where land area necessitates compact, effective treatment for removal of suspended pollutants from stormwater runoff. Square confi uri�tlons io accep`multi otajli Cla ? te'�c ndttii s' nYx� FloGard DUAL -VORTEX Hydrodynamic Separator Models and Nominal Dimensions (circular configuration) Model No. Diameter Depth (below invert) Maximum inlet pipe size ft mm ft mm in mm DVS-36 3 914 3.75 1143 12 305 DVS-48 4 1219 5.00 1524 18 457 DVS-60 5 1524 6.25 1905 24 610 DVS-72 6 1829 8.50 2286 36 914 DVS-84 7 2134 9.50 2896 42 1067 DVS-96 8 2438 11.00 3048 48 1220 DVS-120 10 3048 13,50 4115 48 1220 DVS-144 12. 3658 16.50 4877 60 1524 KriStar Enterprises, Inc. • 360 Sutton Place • Santa Rosa, CA 95407 • PH: 800-579-8819 • FAX: 707-524-8186 • www.kristar.com ©2007-2009 KriStar Enterprises, Inc. FloGard® is registered trademarks of KriStar Enterprises, Inc. Fcj DUAL -VORTEX Hydrodynamic Separator FloGard® Dual -Vortex Hydrodynamic Separator Characteristics and Capacities (English) ft ft 67 pm cfs 110 Peak2 pm cfs cfs cfs in yd3 gal MONO SIVITWIIW DVS-36 3 3.75 0.12 0.35 0.50 4 12 0.3 18 DVS-48 4 5.00 0.25 0.75 1.25 9 18 0.7 43 DVS-60 5 6.25 0.45 1.30 2.50 16 24 1.3 83 DVS-72 6 8.25 0.70 2.00 4.25 27 36 2.2 141 *- DVS-844 7 9.50 1.00 3.00 6.50 40 42 3.5 294 DVS-96 8 10.75 1.40 4.20 9.50 57 48 5.3 337 DVS-1204 10 13.50 2.50 7.30 16.80 99 48 9.7 917 DVS-1444 12 16.00 3.90 11.60 26.40 154 60 15.5 1825 Characteristics and Capacities (Metric) m m 67 pm L/s 110 pm L/s Peak2 L/s L/s mm m3 L DVS-36 0.9 1.14 3.5 10 14 113 300 0.23 68 DVS-48 1.2 1.52 7 21 35 255 450 0.54 163 DVS-60 1.5 1.91 13 37 71 453 600 1.00 314 DVS-72 1.8 2.51 20 57 120 765 900 1.70 534 DVS-844 2.1 2.90 30 85 184 1133 1050 2.70 1113 DVS-96 2.4 3.28 40 120 269 1614 1200 4.00 1276 DVS-1204 3.0 4.11 70 205 475 2800 1200 7.40 3471 DVS-1444 3.7 4.88 110 330 750 4360 1500 11.90 6908 1Treated Flow Capacity is based on 80% removal of suspended sediment with the approximate mean particle size shown. The appropriate flow capacity should be selected based on expected site sediment characteristics. 2 Maximum flow prior to bypass. 3 Total design flow to the system should not exceed the Peak Flow Capacity. 4Ca11 Kristar representative for availability in your area. Notes: Systems may be sized based on a water quality flow (i.e. 1-inch design storm) or on net annual sediment load removal depending on local regulatory requirements. Contact Kristar for the most accurate and cost effective sizing for your project location. When sizing system based on a water quality flow, the required flow to be treated must be less than or equal to the Treated Flow Capacity for the selected unit. Additional Treated Flow Capacities based on different mean particle sizes are available upon request. ©2009 Kristar Enterprises, Inc. 360 Sutton Place, Santa Rosa, CA, 95407, (800) 579-8819 REV DVCC 111009 ��o -n —J 2 1.20 1.00 0.80 Co.6 ) Q.60 0.40 0.20 0.00 0 10 Model DVS-36 Model DVS-84 • FloGard®! R ual-Vortex Hydrodynamic Separator Estimated Head Loss 20 30 Q100 = Z1.6 C, Flow Rate (cfs) - Model DVS-48 - Model DVS-96 40 - Model DVS-60 - Model DVS-120 50 Model DVS-72 Model DVS-144 60 ©2010 Kristar Enterprises, Inc. — May not be reproduced or distributed without permission 08/10 • U et' co 0 INLET, 042.00" MAX. PIPE SIZE. SEE NOTE 1. CONCRETE COLLAR -- REQUIRED. BY OTHERS. SEE NOTE 2. OUTLET, 042.00" MAX. PIPE SIZE. SEE NOTE 1. SEE NOTE 7. 3X 024.00" CAST IRON ACCESS COVERS STANDARD. ALTERNATE COVERS & GRATED INLET OPTIONS 17---- AVAILABLE. SEE NOTE 2. I I ' INLET, 042.00" MAX. PIPE SIZE. SEE NOTE 1. ' 8.00" MINIMUM WALL THICKNESS NOTES: iv /2 INTERNAL �'/ COMPONENTS / '/ r f lfll ,l1; 1C1��/ • Jg // 4— J 5.00' [60.00"] MINIMUM DEPTH. SEE NOTE 3. 042.00" MAX. PIPE SIZE. SEE NOTE 1. UPPER RISER AS REQUIRED. MIDDLE RISER WITH INTERNALS INSTALLED. 9.50' [ 14.00"] SUMP. 8.00" MINIMUM 07.00' [84.00"] 08.33' [100.001 3X 024.00" CAST IRON ACCESS COVERS STANDARD. ALTERNATE COVERS & GRATED INLET OPTIONS AVAILABLE. SEE NOTE 2. INTERNAL COMPONENTS. PARTRION SLAB. .75' [9.001 MINIMUM THICK. LOWER RISER. 1. STANDARD INLET/OUTLET PIPE CONFIGURATION TO ENTER & EXIT SEPARATOR AT 180'. CUSTOM ANGLED CONFIGURATIONS AVAILABLE UPON REQUEST,' SPECIFIC MAXIMUM ANGLES & PIPE SIZES APPLY. CONTACT KRISTAR ENTERPRISES FOR ENGINEERING DETAILS. 2. BOLTED & GASKETED ACCESS COVERS ADJUSTED TO GRADE, USING GRADE RINGS. FIELD POURED CONCRETE COLLAR AS REQUIRED, BY OTHERS. INLET GRATES & ALTERNATE COVER OPTIONS AVAILABLE. 3. FOR DEPTHS LESS THAN THE MINIMUM SHOWN CONTACT KRISTAR ENTERPRISES FOR ENGINEERING DESIGN ASSISTANCE. 4. PARTITION SLAB MAY BE MADE AS A CONCRETE SLAB AS SHOWN, OR FROM ALTERNATIVE MATERIALS: e.g. STAINLESS STEEL, FIBERGLASS COMPOSITE, ETC. 5. CONCRETE COMPONENTS SHALL BE MANUFACTURED IN ACCORDANCE WITH ASTM DESIGNATION C478. 6. REMOVABLE INTERNAL COMPONENTS MAY BE AVAILABLE TO FACILITATE MAINTENANCE. CONTACT KRISTAR ENTERPRISES FOR DETAILS. 7. MATCH LINES PROVIDED TO FACILITATE PROPER ALIGNMENT OF ALL CONCRETE COMPONENTS DURING ASSEMBLY. TITLE l/ O&3ard` DUAL -VORTEX HYDRODYNAMIC SEPARATOR CIRCULAR STRUCTURE DVS-84C KriStar Enterprises, Inc. 360 Sutton Place, Santa Rosa, CA 95407 Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com DRAWING NO. DVS-84C REV A ECO 0103 JPR 4/10/12 DATE JPR 4/25/11 SHEET 1 OF 1 0 0 0 0 0 TYPICAL CIRCULAR COVER. FINISHED PAVED OR LANDSCAPED SURFACE. TYPICAL BACK —FILL AS REQUIRED. TYPICAL TOP. SLAB AS REQUIRED. TYPICAL CIRCULAR GRADE RING, AS REQUIRED. TYPICAL RECTANGULAR COVER. FINISHED PAVED OR - LANDSCAPED SURFACE. TYPICAL BACK —FILL AS REQUIRED. TYPICAL TOP SLAB AS REQUIRED. TEMPORARY FORMING MATERIAL AS REQUIRED. BY OTHERS. CIRCULAR COVER FIELD POURED CONCRETE COLLAR. BY OTHERS. (GROUT INSIDE JOINT TO CONFORM WITH CLEAR OPENING). / - FIELD POURED CONCRETE / COLLAR. BY OTHERS. RECTANGULAR COVER TITLE CONCRETE COLLAR GUIDELINES KriStar Enterprises, Inc. P.O. Box 6419, Santa Rosa, CA 95406 Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com DRAWING NO. DD-0010 Rf\IVR EGO 0087 NEW 3/14/11 DATE JPR 3/14/11 SHEET 1 OF 1 �I� • GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLOGARD® DUAL -VORTEX HYDRODYNAMIC SEPARATOR SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These specifications apply to the FloGard® Dual -Vortex Hydrodynamic Separator. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that, installed FloGard® Dual -Vortex Separators be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris and litter; however, it is recommended that each installation be serviced at least two times per year. DPS technicians are available to do an on -site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least two times per year). 3. For areas with winter snow and summer rain: Prior to and after the snow season. 4. For installed devices not subject to the elements (wash racks, parking garages, etc.): On a recurring basis (no less than two times per year). SERVICE PROCEDURES: Note: The most efficient way to service the FloGard® Dual -Vortex Hydrodynamic Separator is by physically entering the tank. To do so requires that the person be trained and certified in confined space procedures. DPS technicians ARE confined space trained and certified. 1. Lift the EZ-Lift tank manhole cover. 2. Then either: a. Use an industrial vacuum with an extension to remove collected floating debris and hydrocarbons from surface, or; b. Manually remove collected floating debris and hydrocarbons from the surface. 4. Measure depth of sediment buildup at bottom of tank through separator tube. Inspect tank and internal components for damage and obstructions. 5. If necessary*: a. Use an industrial vacuum with an extension to remove sediment from the bottom of the tank through separator tubes, or; b. Disassemble and remove the separator module from the tank through the manhole. Vacuum sediment and debris from the bottom of tank.Once the tank has been cleaned, the separator module should be reassembled inside the tank and set in place on the installed anchor brackets. 6. The EZ-Lift manhole cover shall be replaced. DISPOSAL OF COLLECTED DEBRIS, HYDROCARBONS AND SEDIMENT The collected debris, hydrocarbons and sediment shall be offloaded from the vacuum for disposal. Once removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at (888) 950-8826 for further information and assistance. *Note: DPS uses a truck -mounted vacuum for servicing these units. Pump -out by the industrial vacuum is not included as part of the normal service of the Dual -Vortex Hydrodynamic Separator and is quoted on a case -by -case basis when the silt level warrants. 11/04 P-14 • LAY • UT P 1114 (DAP I ALT • r L Ft C E Sag TEC TOOSYSTEM 411k-WCIF i=4.5 CFS 1=3.6 CFS JT 36 4D=59.2 35 PAD=58.1 >.69 FL 1.78 AC. =5.9 CFS .4.5 CFS :3.6 CFS i0 1.78 11.8 5.9 7 FS .6 IC 54.21 TC ECR 51.9 INV./GB INV./G \=6.00 AC. a, las )100=19.7 CFS )25=15.0 CFS )10=12.1 CFS LOT 2 LOT 3 PAD=5 0 1n CV 1 Q100=31.2 CFS ; Q25=23.7 CF 56.07012AD Q10=19.2 CFS JUNIPER AVENU rq- 2.43 LOT 33 PAD=59.3 12.0 7.9 dg) 5:1 SLOPE MAX.+ 56. 1 TC/8 R 55.2 56.28 FS/BVC\ S.BF ST. 2 8 30" M IN CBRA4 53.811 TC-LP 6.aa 9 TC TC/ECR 56.62 FS/EVC V' �: 4C 2, L0- D. TER UALI-Y 5q 6 c8.43 AC. Q100=27.5 CFS Q25=20.9 CFS Q10=16.9 CFS 54.2T� = gZ1_ 527 ,7T i ' PAD=55.1 54.6 FG C 53 5 TO 520 INV. EX. FENCE JOIN TO EX. 30" RCP SD PER LAT. "F" DWG. #3614T A=9.76 AC. x TC 1 tlIN. 0< CC 0 SUBARE D2 f OFFSITE S RE7f) A A 0.61 Q100=1 73 CFS, Q25=1.34 CF 1 1.09EF$ :.-"=147:O---IN A= 8.69 AC. Q100=27.6 OS 5 20.9 CFS 10= 6. CFS SUBA A C (PROJECT • SIT AREA=0.26 A Q100=0.07 C S 5=0.01 CFS Q1 =0.01 CFS CMR INFILTRATION SYSTEM Qbmp RE ! UIRED:=24, -ft VOL. PRO DED=2 , 67 cu- BOTTOM SU AC AREA=5,464 sq-ft DRAWDOWN TI E= 43.8 hours .69 1452.4 FL 71.0: C 1 2.5 6 1.08 Q25= 2.84 CFS /3.6371 Q1 � 3.6� CFS :,.Q10=2.34 CFS S=6' PARKWAY DRAIN R OVERFLOW OUT • 137.5' 135' 118.5' 100' 81.5' 63' e3 BAND TYP. SEE DETAIL 030" STUB INV=1447.1 36' 036" RISER RIM=±1454.0 2.6 030" S1UB )lil INV=1447.0 2.6' 03r RISER ASSEMBLY Vbmp Required= 24,399 cu—ft Storage Volume Provided= 24,967 cu-ft System Invert= 1439.00 CONTECH 72" DIA. CMP INFILTRATION SYSTEM NOT TO SCALE Contech CMP Infiltration System: 5 -72" Perforated CMP 30" o INLET 6 Inflow ±15' 39.0 Bottom 1' 30" O OUTLET Outflow 48' Native soils backfilled to 95% minimum compaction Park Site Pad Elevation ±54.0' \; W\'/\'/\'/ " // . // ' // - //-\/ - ////\ \/ - 7, „t ./1' \/ 4...140:%itt Restricted area geofabric barrier non -woven 4 Compacted course gravel (40% porosity) selected gravel mix detail to be provided by installer for Engineer approval Section A -A CONTECH 72" DIA. CMP INFILTRATION SYSTEM NOT TO SCALE to Prop. Catch Basin & Exist. City maintained Storm Drain Lat. "F" per City Dwg. # 3614 • DYODSTM Design Your Own Detention System aiVjOr`v a �wv lll1! STORMWATER SOLUTIONS iNc. CMP DETENTION SYSTEMS For design assistance, drawings, and pricing send completed worksheet to: dyods@contech-cpi.com immar+ /2872fl 1 Date: Project Name: City / County: b State: Designed By: Company: f 3ac C Telephone: Corrugated Metal;Pipe C .. lattor Storage Volume Required (cif: Limiting Width (ft): Invert Depth Below Asphalt (ft): Solid or Perforated Pipe: Shape Or Diameter (in): Number Of Headers: Spacing between Barrels (ft): Stone Width Around Perimeter of System (ft): Depth A: Porous Stone Above Pipe (in): Depth C: Porous Stone Below Pipe (in): Stone Porosity (0 to 40%): go itane Sant PCCS tf4C. ;Coast 26 75 IOU Pipe Storage: Porous Stone Storage: Total Storage Provided: Number of Barrels: Length per Barrel: Length Per Header: Rectangular Footprint (W x L): CONTECH °M ater l alb 7� Madlsor rnard.i i-or South 24,399: 48::©0 Perf0eated,3,T 7i �T 3:nt 4 14,476 cf 10,491 cf 24,967 cf 5 barrels 94.0 ft 42.0 ft 48.ftx106.ft 512 ft 22 pcs 21 bands 11 trucks Enter Information in Blue Cells 28.27 ft2 Pipe Area 102.3% Of Required Storage Total CMP Footage: Approximate Total Pieces: Approximate Coupling Bands: Approximate Truckloads: ConsttPCtlon Qt1MIMEi Total Excavation: 2639 cy Porous Stone Backfill For Storage: 971 cy stone Backfill to Grade Excluding Stone: 1131 cy fill **Construction quantities are approximate and should be verified upon final design Access Riser —Finished Grade PavementI Elevation Backfill to Grade y f: © 2007 CONTECH Stormwater Solutions • IN S ECIFI ET OLS, E 0 • 14, E TO te S POC L STA LL,' TIO Aft, f; NTECH C E TE SF • SYSTE • Corrugated Met Pipe for Stormwater Detention and !nth ration It's simple to choose the right love iripac development (LID) solu ion to ochieve youi-.runoff r`eduction:goals;with the Contec 'Staircase.,Firsty"selectthe rung hat are most appropriate for yoursite, payer% articular.attention to pretreatment needs If the entire design,: storm cannot be•retamedr select a treatment best management ractice (BMP) forthe balance Finally, select a detention system to address„any outstanding downstream erosion 2 reduction. 2012�CbniechEngineered Sol�tions'LiC. Learn more at www.ContechES.com/cmp Contech's corrugated metal pipe (CMP) underground detention/ infiltration systems con be sized and shaped to meet your site - specific needs. The versatile material provides almost limitless opportunities to match individual site requirements while lowering site development costs. Durable • Proven service life — Exceeds 100-years with proper specification that meets all AASHTO and ASTM pipe specifications • Handles fill heights in excess of 100 feet — steel combines strength with soil 100% traceable material — maintains performance even when recycled Homogenous material — eliminates failures due to stress cracks, shrinkage cracks and air voids Various coatings available with predictable service life — Aluminized Steel'" Type 2 — Galvanized — CORLIX® — TRENCHCOAr • Versatile • • Wide range of shapes and sizes — round and pipe -arch in diameters from 6 to 144 inches • Variety of layouts — rectangular, L-shape and staggered cells are frequently used • Array of fittings — tees, wyes, elbow, saddle branches, manifolds, reducers and custom fabrication available Sustainable • World's most recycled content— can count towards LEED® credits • Requires less energy and materials to produce — `elf lowers carbon footprint Easy to Install and Maintain • Flexible and forgiving during installation • Lightweight for easy handling • Quick assembly shortens site development time • Integrated outlet control structure eliminates need for downstream control structure • Manhole riser sections, complete with ladders facilitate any access and scheduled maintenance 'rt e s w'/S, Ztbows) satkoit- bvA.KGI4ES, mrutifotds atlol v oluc ers are- available. Learn more at www.ConiechES.com/cmp 3 . Applications • Detention Contech CMP detention systems store stormwater runoff exceeding a site's allowable discharge rate and release it slowly over time. Installed belowgrade, the systems maximize property usage and meet your specific water quantity requirements. CMP detention systems are available in all AASHTO M-36 Types. Riser inlet to catchbasin or curb inlet Ban Barrels Outlet pipe (sized to control runoff) High Volume Storage Contech plate systems allow for high volume stormwater storage in small footprint areas. The systems are offered in a wide variety of shapes and sizes in both aluminum and galvanized steel. Full -pipe systems and three -sided structures with open bottoms can be used for infiltration. Typically, Contech plate systems are used on high vertical rise applications or in areas where the smallest possible footprint is of the greatest concern. The systems are bolted together in the field, which reduces the number of freight loads. Remote sites or projects with challenging accessibility often utilize plate systems. 4 Learn mare at www.ContechES.com/cmp aO • Infiltration CMP pipe and pipe -arch is available fully or partially perforated to meet your Low Impact Development (LID) requirements. Subsurface perforated CMP infiltration systems store stormwater runoff in the pipe and surrounding stone during a storm until it can be slowly released into the surrounding native soil. Stavnawatev vuKaff is stavrd, iK t . pipe aurat stAvvottKotiLt3 statl.e. Low Profile When vertical space must be maximized, the CMP can be utilized in a pipe -arch shape. The low, wide pipe -arch design allows for greater storage in a shallow profile than typical round pipe without losing any structural integrity. Like our round pipe, pipe arch is produced in six wall thicknesses including 18, 16, 14, 12, 10 and 8 gage, which are available with either helical or annular corrugations. Learn mare at www.ContechES.com/cmp 5 40 Applications • On -Site Manufacturing If your job site is remote or you have limited storage space or restricted traffic patterns, take advantage of our Mobile Production Vehicle (MPV) for fast and cost effective on -site steel pipe manufacturing. The PIPE MPV® is designed to be a self-supporting factory that can be quickly deployed and put into production. Once on site, pipe manufacturing progresses quickly enough to allow pipe installation within four hours. The PIPE MPV can produce corrugated metal pipe in a variety of sizes. Diameters•from 36" — 192" and lengths up to 35' can be accommodated. This pipe meets the same levels of quality construction as does all Contech manufactured pipe, with high coil feedrate speeds and the same lock -seem edge process used in conventional pipe manufacturing. • Innovative Solutions for Challenging Sites The flexibility of CMP allows you to create innovative solutions when dealing with challenging sites. For example, when trying to meet runoff reduction requirements, your site may be mostly impervious or you may have a thin, shallow clay layer just below the surface, limiting the infiltration capacity of surface BMPs. One solution is to utilize CMP infiltration wells. First, collect the site runoff using our Slotted Drain' around the perimeter of each drive isle. The Slotted Drain then directs water into vertical lengths of perforated CMP. The vertical perforated CMP is long enough to penetrate the clay layer and infiltrate the stormwater into a highly permeable alluvial layer about 12'-14' belowground. This allows the developer to meet the LID requirements and eliminate the need for the extended detention basin. 6 Learn more at www.ContechES.com/cmp - Stotte.4L pvc f L f W? iviatvo tiotl w4.11 Sizing • MINOMIIM:11116.1 Round Pipe - CMP and Plate (CMP-412-in to 144-in; Plate 60-in to 240-in) :18 24 30., '36 42 •..-48 • 54' - 1 76 12„ 2:40 3.14 12". 12 12" 28,2' 33.1' 38.4 e6 72. 84' =90 + 102 56.7 108'. 63.6, 114: : 70.8', 12": 12" 12" 12" '1 ,18" 2j 132 • 138' : 144 150 162 168 174.,' 95.0'. 1.03.8. 122. 132 143.. 153 .165 18" 18".• 24" 24" 24" 24". r.. 186 .192 198"• 204 216 228 234. " 201: '213 227 240 :;; 254. "268'• .. 283 298'<;.• 30" 30",.' 30" 30" 30":: • 30".. Pipe -Arch - CMP rrugatiors 1.1 22 12" 12 28'x:20. . 42'x.29 i 2.9- 4.5 6.5 60:x 46 <156 ;:193 232 15 ?, 81 x59 87 x 63 95x67 27.4 32:1 37.0 49 x 33 12". 13.9 14.7 12" : 77x 52 83.x 57. 181. 219 26.0' 12" Dee .18" ;orru00tions4 18" i 103x71 112k75 117x79 42.4 • 48.0 54.2 • 18" 21" 21" 128 x 83 137 x 87 • 1:42x91 605 67:4 74.5 24 Pipe -Arch - MULTI -PLATE® 12" 8-7 x:5-11 41 6-4 x 4-9 24 12" 8=-10 x 6-1. 43. 6.9x4-1:1 26 12" 9=4x6-3: 46 7-3x.5.3: 31. 12" 9,9x6.7 .52 12". 10-8 x'b-11 58 1041 x 7.1 •61 13-3x9-4` 13 6 x.9=6 .1 a Ox 9-8 14 2 x 9.10a 14 5,,x 10-0 14-11 x 10?2: 98.; 24" 24": 24" 24"I. 15-4 x 10-4 15-7 x::10=6.,' 15.10 x 1018, 16.3:x 10.10 17-0 k 11.2.: 124: 129 138, 148, 8-7'x'5-11 14-1 x 8-9 18" - 8-10,x6-1 43 18" 14.3x8.11 101 24".': 18" 9.4 x 6.3 46 18" 14-10x 9-1 105 24" 18", ' -<. 9-6 x;6-5' ;49 18" 15-4 x 9-3 :109. 24 ,- 18" 9-9. x 6-7 52 18" 15-6 x 9.5 114 24" 18 10-3:x',6-9. 55 18" 15-8 x 9-7 118 , 24"; 18" 10-8x 6.11 : .. 58 18" 15-10 x 9.10 122 24" 18". 10-11x7-1 61 18" 16-5 x..9-11 126 "30" 13-11 x 8-7 93 24" 16.7 x 1.0-1 131 17-2 x 11-4 153 30" 19-3 x 12.4 185 30": 17.5 x 11-6 158 30" 19-6 x 12-6 191 30" 17-11•x ll-8 , ;163 30",19-8x 12.8 196 30" .- 18-1. x11.10 168 30" 19-11'x:12-10 .:202 : 30" 187,x'120, 174- ' -i30 <; .. '+,',20-5x:13-0 ,208, 30i 30"18-9 x,12.2 179 30" 20.7 x 13.2 214 36" Learn more at www.ContechES.com/cmp �1� Read our white paper, Economic Optimization of Infiltration Systems, to learn more. You'll receive free PDH credits for completing a quick quiz. Available at www.ContechES.com/ r1 > &thic.k. LiFrk> • LEED information — www.ContechES.comAU4. • LID Application Guide — www.ContechES.comAie1 • Articles—www.ContechES.com/ U'a ' f>Ifi atLe.t" L', ti='t ' .. . We're here to make your job easier — and that includes being able to get in touch with us when you need to. Search for your local rep at www.ContechES.com While you're there, be sure to check out our upcoming seminar schedule or request an in-house technical presentation. ENGINEERED SOLUTIONS ©2012 Contech Engineered Solutions LLC 800.338.1122 www.ContechES.com All Rights Reserved. Printed in the USA. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE. SEE THE CONTECH STANDARD CONDITIONS OF SALE (VIEWABLE AT WWWCONTECHES.COM/COS) FOR MORE INFORMATION. Get Social With Usl to TOOISI `Touse the. DesignYour Own Detention System tool, visit "• wwv,i.ContethES.EOrntd. Ot. To use the Land Value Calculator, visit::<. '-www.:ContechES.com/i V' '. (Please scroll to the bottom right to download. the Land Value Calculator).. To usethe'Rain Water Harvesting Runoff Reduction Calculatortool, visit: www ContechEScom/r.tom If you are ready to begin a project, contact your local representative to get started. Or you can check out our design toolbox for all our online resources at www.ContechES.com/ .S'i fOc Lbc r . We print our brochures entirely on Forest Stewardship Council certified paper. FSC certification ensures that the paper in our brochures contain fiber from well - managed and responsibly harvested forests that meet strict environmental and socioeconomic standards. FSC CMP Delention•Infiltrofon 4-12 • R EEN a CHIP Detention and Infiltration Installation Guide Ott.'-s-PiTE. ENGINEERED SOLUTIONS • • \ Geogrid CMP Detention Installation Guide Proper installation of a flexible underground detention system will ensure long-term performance. The configuration of these systems often requires special construction practices that differ from conventional flexible pipe construction. Contech Engineered Solutions strongly suggests scheduling a pre -construction meeting with your local Sales Engineer to determine if additional measures, not covered in this guide, are appropriate for your site. Foundation Construct a foundation that can support the design loading applied by the pipe and adjacent backfill weight as well as maintain its integrity during construction. If soft or unsuitable soils are encountered, remove the poor soils down to a suitable depth and then build up to the appropriate elevation with a competent backfill material. The structural fill material gradation should not allow the migration of fines, which can cause settlement of the detention system or pavement above. If the structural fill material is not compatible with the underlying soils an engineering fabric should be used as a separator. In some cases, using a stiff reinforcing geogrid reduces over excavation and replacement fill quantities. Geogrid Used to Reduce the Amount of Undercut Geogrid Wasn't Used � \ \ //\/ <Embankment \ \\ r\\ \// \\ T/ Undercut and Replace Unsuitable Soils Grade the foundation subgrade to a uniform or slightly sloping grade. If the subgrade is clay or relatively non -porous and the construction sequence will last for an extended period of time, it is best to slope the grade to one end of the system. This will allow excess water to drain quickly, preventing saturation of the subgrade. Bedding A 4 to 6-inch thick, well -graded, granular material is the preferred pipe bedding. If construction equipment will operate for an extended period of time on the bedding, use either an engineering fabric or a stiff geogrid to ensure the base material maintains its integrity. \//! Embankment >r//\\/\* Bedding -well graded �/\/; j'3/4. granular and smaller /,/� 1/2` foot of cover or\ situ nchwall Using an open -graded bedding material is acceptable; however, an engineering fabric separator is required between the base and the subgrade. Grade the base to a smooth, uniform grade to allow for the proper placement of the pipe. In -Situ Trench Wall If excavation is required, the trench wall needs to be capable of supporting the load that the pipe sheds as the system is loaded. If soils are not capable of supporting these loads, the pipe can deflect. Perform a simple soil pressure check using the applied loads to determine the limits of excavation beyond the spring line of the outer most pipes. In most cases the requirements for a safe work environment and proper backfill placement and compaction take care of this concern. - Backfill Material 'Typically, the best backfill material is an angular, well -graded, granular fill meeting the requirements of AASHTO A-1, A-2 or A-3. In some cases, it may be desirable to use a uniformly graded material for the first 18- to 24-inches. The maximum particle size should not exceed 3/4 inch. This type of material is easier to place under the haunches of the pipe and requires little compactive effort. Depending on the bedding material, a separation geotextile might be required above and below these initial lifts. Live Load Backfill -well graded 3/4' granular and smaller %/�// \T \ \\ \\ \ \ \ \\ \\ \\ \\ \ \\ \ /�i��\ ,%�\\ice\� /iNY/ �\� .// /.>i./ /ay r01010101 /\/. Embankment S ai as:a:vsi:ui-.; rrAy.y;,', ^;,TA Wm, ,M Bedding - uniformly graded • Geotextile Separation (above and below bedding with uniformly graded bedding layer. Open -graded fill is typically not used beyond the initial 18- to 24- inches because this type of fill often does not provide adequate confining restraint to the pipes. If a uniformly graded material (particles all one size) is used, install a geotextile separation fabric to prevent the migration of fines into the backfill. Backfill using controlled low -strength material (CLSM or "flowable fill") when the spacing between the pipes will not allow for placement and adequate compaction of the backfill. Work closely with the local Contech Sales Engineer regarding the special installation techniques required when using CLSM. Backfill Placement Place backfill in 8-inch loose lifts and compact to 90% AASHTO T99 standard proctor density. Backfill in a balanced manner making sure that no more than a two -lift differential is present from one pipe side to the other. Backfilling at differential heights from one side of the pipe to the other in excess of 16" can cause 2 �l� pipe distortions or potential pipe collapse. Advance balanced lifts across the width of the system evenly along the length of the detention system as you backfill. Maximum Unbalance Limited to 2 lifts (approx. 161 • 4.k Embankmei i\//\//\ i\\/n\\/\/\\\\/\// Er Loose lifts For large systems, conveyor systems, backhoes with long reaches or draglines with stone buckets may be used to place backfill. Once minimum cover for construction loading across the entire width of the system is reached, advance the equipment to the end of the recently placed fill, and begin the sequence again until the system is completely backfilled. This type of construction sequence provides room for stockpiled backfill directly behind the backhoe, as well as the movement of construction traffic. Material stockpiles on top of the backfilled detention system should be limited to 8- to 10-feet high and must provide balanced loading across all barrels. To determine the proper cover over the pipes to allow the movement of construction equipment see Table 1, or contact your local Contech Sales Engineer. Typical B.ckfdl Sequence Embankment When flowable fill is used, you must prevent pipe floatation. Typically, small lifts are placed between the pipes and then allowed to set-up prior to the placement of the next lift. The allowable thickness of the CLSM lift is a function of a proper balance between the uplift force of the CLSM, the opposing weight of the pipe, and the effect of other restraining measures. The pipe can carry limited fluid pressure without pipe distortion or displacement, which also affects the CLSM lift thickness. Your local Contech Sales Engineer can help determine the proper lift thickness. Staged pouts as required to control floatation and pipe distortion/displacement CLSM 90, op 4101 \/• •\\�\ Embankment \\Y/\�\ \i; \i,\, i\i,\i,\\i,\\i,\\i,\\i,\\iT\i, ��/iri`/ /0l�i ``���ri�``%����y/ ri\ 1/ /%1iriAriili ri?;/�ri�✓ ri�ri/\li r� Weighted pipe with mobile concrete barriers (or other removable weights) Construction Loading Typically, the minimum cover specified for a project assumes H-20 live load. Because construction loads often exceed design live loads, increased temporary minimum cover requirements are necessary. Since construction equipment varies from job to job, it is best to address equipment specific minimum cover requirements with your local Contech Sales Engineer during your pre -construction meeting. Corrugated Steel Pipe General Guidelines for Minimum Cover Required for Heavy Off -Road Construction Equipment Pipe Span, Inches 12-42 48-72 78-120 126-144 Minimum Cover (feet) for Indicated Axle Loads (kips) 18-50 2.0 3.0 3.0 3.5 50-75 2.5 3.0 3.5 4.0 75-110 3.0 3.5 4.0 4.5 110-150 3.0 4.0 4.0 4.5 Additional cover for construction load Table 1 Flo .iirmult Construction Load MN-20reelin. roads re •d for • q \\/ Embankmen \///\//;:„ Additional Considerations Because most systems are constructed below -grade, rainfall can rapidly fill the excavation; potentially causing floatation and movement of the previously placed pipes. To help mitigate potential problems, it is best to start the installation at the downstream end with the outlet already constructed to allow a route for the water to escape. Temporary diversion measures may be required for high flows due to the restricted nature of the outlet pipe. Catch Basin Inlet ater Water Water Elevation in Detention System Paved Parkin • Lot Finished Functioning System Outlet Control 3 • • • CMP Pre -Construction Checklist, Contech Field Contact and Phone: Contech Plant Contact and Phone: Contractor Contact and Phone. Project Name. Site Address: Precon Attendees. Topics to Review: ❑ Truck access and pipe storage availability/expectation ❑ Pipe unloading and handling safety, equipment and procedures ❑ System layout and shop drawing review ❑ Shipping schedule and installation sequence ❑ Joint configuration and assembly ❑ Connection with unlike storm sewer materials ❑ Backfill material selection and placement strategy ❑ Backfill sequence, lift thickness and balanced loading ❑ Compaction requirement (90%) and equipment ❑ Additional cover requirements for heavy construction loads ❑ CMP riser concrete cap installation Notes: CONTECH. ENGINEERED SOLUTIONS e2012 CONTECH ENGINEERED SOLUTIONS, LLC. 800-338-1122 www.ContechES.com All Rights Reserved. Printed in the USA Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, sformwater and earth stabilization products. For information on other Contech division offerings, visit ContechES.com or call 800.338.1122 The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; related foreign patents or other patents pending. Support • Drawings and specifications are available at www.ContechES.com/cmp ug_cmp installation guide 10/12 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE. SEE THE CONTECH STANDARD CONDITIONS OF SALE (VIEWABLE AT WWWCONTECHES.COM/COS( FOR MORE INFORMATION. • ririUmmilrE STORMWATER -"SOLUTIONS - Maintenance Underground storm water detention and retention sy stems should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size or configuration of the system. Inspection Inspection is the key to effective maintenance and is easily performed. CONTECH recommends ongoing quarterly inspections of the accumulated sediment. Sediment deposition and transport may vary from year to year and quarterly inspections will help insure that systems are cleaned out at the appropriate time. Inspections should be performed more often in the winter months in climates where sanding operations may lead to rapid accumulations, or in equipment washdown areas. It is very useful to keep a record of each inspection. A sample inspection log is included for your use. Systems should be cleaned when inspection reveals that accumulated sediment or trash is clogging the discharge orifice. CONTECH suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orif ice. .Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed. Cleaning Maintaining an underground detention or retention sy stem is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the c leanout during dry weather. Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. • A►ITCAti" 3/4►``i� ; r:rR ST©RMWATER �`".. SOLUTIONS - Inspection & Maintenance Log 06/01/00,. None Location: Anywhere, USA ga illlte rant form Removed;.:': Sediment :. None Removed Sediment Removed Sediment and Trash almte11dh rsonnl B. 'Johnson S. Riley ACE 'Environmental Services • • APPENDIX H HYDRAULIC & CATCH BASIN INTERCEPTION CAPACITY CALCULATIONS • • HYDRAULIC CAPACITY CALCULATIONS FOR ONSITE STREETS, WALNUT AVE. & JUNIPER AVE. PROP. R/W • CA TYPICAL SECTION (SONNET LANE) • PROP. R/W CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION ONSITE 'C' STREET - FULL STREET CAPACITY AT CROWN ELEVATION MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.510(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = ' 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 32.0000 0.5117 crown Depth of flow = 0.510(Ft.) Average velocity = 2.345(Ft/s) Total flow rate in 1/2 street = 9.504(CFS) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.50(Ft.) streetflow hydraulics: Halfstreet flow width (curb to crown) = 19.917(Ft.) Average flow velocity = 2.34(Ft/s) Channel including Gutter and area towards property line: Flow width = 2.000(Ft.) Flow Area = 0.661(Sq.Ft) velocity = 2.854(Ft/s) Flow Rate = 1.887(CFS) Froude No. = 0.8747 channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 18.417(Ft.) Flow Area = 3.392(Sq.Ft) Velocity = 2.246(Ft/s) Flow Rate = 7.617(CFS) Froude No. = 0.9222 Total flow rate in street = 19.008(cFS) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION ONSITE 'C' STREET - FULL STREET CAPACITY AT TOP OF CURBS MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.500(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) _ 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s)-of the street Distance from curb to 'property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 32.0000 0.5117 crown Depth of flow = 0.500(Ft.) Average velocity = 2.343(Ft/s) Total flow rate in 1/2 street = 9.028(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 19.417(Ft.) Average flow velocity = 2.34(Ft/s) Channel including Gutter and area towards property line: Flow width = 1.500(Ft.) Flow Area = 0.644(Sq.Ft) velocity = 3.201(Ft/s) Flow Rate = 2.061(CFS) Froude No. = 0.8611 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 17.917(Ft.) Flow Area = 3.210(Sq.Ft) velocity = 2.171(Ft/s) Flow Rate = 6.968(CFS) Froude No. = 0.9037 Total flow rate in street = 18.057(CFS) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION QNSITE 'C' STREET - FULL STREET CAPACITY AT RT(;HT-OF-WAYS MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.740(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) _ 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to.property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 32.0000 0.5117 crown Depth of flow = 0.740(Ft.) Average velocity = 3.211(Ft/s) Total flow rate in 1/2 street = 32.402(CFS) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 12.00(Ft.) streetflow hydraulics: Halfstreet flow width (curb to crown) = 20.000(Ft.) Average flow velocity = 3.21(Ft/s) Channel including Gutter and area towards property line: Flow width = 13.500(Ft.) Flow Area = 2.444(Sq.Ft) Velocity = 2.021(Ft/s) Flow Rate = 4.939(CFS) Froude No. = 0.8371 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(cFs) Froude No. = 0.0000 Channel from grade break to crown: Flow Width = 18.500(Ft.) Flow Area = 7.647(Sq.Ft) velocity = 3.591(Ft/s) Flow Rate = 27.463(CFS) Froude No. = 0.9844 Total flow rate in street = 64.803(CFS) PROP. R/W 60' PROP. R/W 12' 18' C/L 18' 12' 5.5'�-- 2 0 2.0% LEVEL LINE 2.0% 0 0.03' 0 5.5' 2% TYPICAL SECTION (MADISON WAY, CARMELAWAY, CADENCE LANE & STANZA COURT) N.T.S. NEMO CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION ONSITE 'A'. 'B'. 'D' & 'E' STREETS FULL STREET CAPACITY AT STREET CROWN ; MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.470(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) slope from gutter to grade break (v/hz) = ' 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 30.0000 0.4717 crown Depth of flow = 0.470(Ft.) Average velocity = 2.225(Ft/s) Total flow rate in 1/2 street = 7.330(CFS) streetflow hydraulics: Halfstreet flow width (curb to crown) = 17.917(Ft.) Average flow velocity = 2.23(Ft/s) Channel including Gutter and area towards property line:. Flow width = 1.500(Ft.) Flow Area = 0.599(Sq.Ft) Velocity = 3.067(Ft/s) Flow Rate = 1.836(CFS) Froude No. = 0.8555 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 16.417(Ft.) Flow Area = 2.695(Sq.Ft) Velocity = 2.038(Ft/s) Flow Rate = 5.494(CFS) Froude No. = 0.8866 Total flow rate in street = 14.660(CFS) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION ONSITE 'A'. 'B'. 'D' & 'F' STRFFTS FULL STREET CAPACITY AT TOP OF CURBS ; MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.500(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) slope from gutter to grade break (v/hz) = ' 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 30.0000 0.4717 crown Depth of flow = 0.500(Ft.) Average velocity = 2.452(Ft/s) Total flow rate in 1/2 street = 9.401(CFS) Note: depth of flow exceeds top of street crown. Streetflow hydraulics: Halfstreet flow width (curb to crown) = 18.000(Ft.) Average flow velocity = 2.45(Ft/s) Channel including Gutter and area towards property line: Flow width = 1.500(Ft.) Flow Area = 0.644(Sq.Ft) velocity = 3.220(Ft/s) Flow Rate = 2.073(CFS) Froude No. = 0.8663 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 16.500(Ft.) Flow Area = 3.190(Sq.Ft) velocity = 2.297(Ft/s) Flow Rate = 7.328(cFs) Froude No. = 0.9207 Total flow rate in street = 18.803(CFS) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION DNSITE 'A'. 'B' 'D' & 'E' STREETS FULL STREET CAPACITY AT RIGHT-OF-WAYS ; MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.740(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 30.0000 0.4717 crown Depth of flow = 0.740(Ft.) Average velocity = 3.239(Ft/s) Total flow rate in 1/2 street = 31.075(CFS) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 12.00(Ft.) streetflow hydraulics: Halfstreet flow width (curb to crown) = 18.000(Ft.) Average flow velocity = 3.24(Ft/s) Channel including Gutter and area towards property line: Flow Width = 13.500(Ft.) Flow Area = 2.444(sq.Ft) Velocity = 1.998(Ft/s) Flow Rate = 4.882(CFS) Froude No. = 0.8274 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 channel from grade break to crown: Flow Width = 16.500(Ft.) Flow Area = 7.150(Sq.Ft) Velocity = 3.663(Ft/s) Flow Rate = 26.194(CFS) Froude No. = 0.9807 Total flow rate in street = 62.151(CFS) W'LY PL 68' E'LY 3 4' 34' 12' 22' ± 13' ±21' 0.5' 6' 2.00% PROP. LANDSCAPED PARKWAY 2' EX. EP 2.00% 12' (1.06%- 3.28%) EX. EP EX. AC PAVEMENT JUNIPER AVENUE TYPICAL STREET SECTION LOOKING NORTH N.T.S. CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION JUNIPER AVENUE- HALF STREET CAPACITY AT CROWN ELEVATION MINIMUM SLOPE OF 1.3% Program License Serial Number 6143 * * Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 8.700(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.550(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 8.700(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) _ • 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(in.). Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 34.0000 0.5517 crown Depth of flow = 0.550(Ft.) Average velocity = 4.084(Ft/s) Total flow rate in 1/2 street = 19.960(CFS) streetflow hydraulics: Halfstreet flow width (curb to crown) = 21.917(Ft.) Average flow velocity = 4.08(Ft/s) Channel including Gutter and area towards property line: Flow width .= 1.500(Ft.) Flow Area = 0.719(Sq.Ft) Velocity = 5.497(Ft/s) Flow Rate = 3.951(CFS) Froude No. = 1.3994 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow Width = 20.417(Ft.) Flow Area = 4.168(Sq.Ft) velocity = 3.841(Ft/s) Flow Rate = 16.010(CFS) Froude No. = 1.4979 Total flow rate in street = 19.960(CFs) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION 1UNIPER AVENUE- FULL STREET CAPACITY AT TOP OF CURBS MINIMUM SLOPE OF 1.3% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 8.700(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.667(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 8.700(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.). Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 34.0000 0.5517 crown Depth of flow = 0.667(Ft.) Average velocity = 5.381(Ft/s) Total flow rate in 1/2 street = 40.145(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.02(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 22.000(Ft.) Average flow velocity = 5.38(Ft/s) Channel including Gutter and area towards property line: Flow Width = 1.517(Ft.) Flow Area = 0.894(Sq Ft) Velocity = 6.196(Ft/s) Flow Rate = 5.541(CFS) Froude No. = 1.4220 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 channel from grade break to crown: Flow Width = 20.500(Ft.) Flow Area = 6.567(Sq.Ft) velocity = 5.270(Ft/s) Flow Rate = 34.604(CFS) Froude No. = 1.6408 Total flow rate in street = 80.291(CFS) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION JUNIPER AVENUE- FULL STREET CAPACITY AT RTGHT-OF-WAYS MINIMUM SLOPE OF 1.3% Program License Serial Number 6143 *** Street Flow Analysis *** upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 8.700(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.907(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 8.700(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.). Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 34.0000 0.5517 crown Depth of flow = 0.907(Ft.) Average velocity.= 6.224(Ft/s) Total flow rate in 1/2 street = 88.289(CFS) !!warning: water is above left or right bank elevations warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 12.02(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 22.000(Ft.) Average flow velocity = 6.22(Ft/s) Channel including Gutter and area towards property line: Flow width = 13.500(Ft.) Flow Area = 2.698(sq.Ft) Velocity = 3.358(Ft/s) Flow Rate = 9.062(CFS) Froude No. = 1.3238 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 channel from grade break to crown: Flow Width = 20.500(Ft.) Flow Area = 11.487(Sq.Ft) Velocity = 6.897(Ft/s) Flow Rate = 79.227(CFs) Froude No. = 1.6238 Total flow rate in street = 176.578(CFS) R/W TRAT. 1 EXIST. CONC. SIDEWALK 14' 19' 60' 30' 25' 30' 25' 20' i 1 2.Oq 2.0%i II EXIST. CONC. CURB & GUTTER EXIST. MEDIAN 0' 20' TYPICAL SECTION WALNUT AVENUE N.T.S. 13' 141 R/W EXIST. CONC. SIDEWALK EXIST. CONC. CURB & GUTTER CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION WALNUT AVENUE- HALF STREET CAPACITY AT TOP OF CURB MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.667(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 19.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 1.0467 right of way 19.0000 0.6667 top of curb 19.0000 0.0000 flow line 20.5000 0.1417 gutter end 20.5000 0.1417 grade break 39.0000 0.5117 crown Depth of flow = 0.667(Ft.) Average velocity = 3.462(Ft/s) Total flow rate in 1/2 street = 24.895(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.02(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 20.000(Ft.) Average flow velocity = 3.46(Ft/s) Channel including Gutter and area towards property line: Flow width = 1.517(Ft.) Flow Area = 0.894(Sq.Ft) Velocity = 3.848(Ft/s) Flow Rate = 3.441(CFS) Froude No. = 0.8832 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 18.500(Ft.) Flow Area = 6.296(Sq.Ft) Velocity = 3.407(Ft/s) Flow Rate = 21.454(CFS) Froude No. = 1.0293 Total flow rate in street = 24.895(CFS) CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE STREET HYDRAULIC CAPACITY CALCULATION WALNUT AVENUE- HALF STREET CAPACITY AT RIGHT-OF-WAY MINIMUM SLOPE OF 0.5% Program License Serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 10.000(Ft.) Downstream (outlet) Elevation = 9.500(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.950(Ft.) Top of street segment elevation = 10.000(Ft.) End of street segment elevation = 9.500(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 19.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 1.0467 right of way 19.0000 0.6667 top of curb 19.0000 0.0000 flow line 20.5000 0.1417 gutter end 20.5000 0.1417 grade break 39.0000 0.5117 crown Depth of flow = 0.950(Ft.) Average velocity = 3.968(Ft/s) Total flow rate in 1/2 street = 58.959(CFS) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 14.17(Ft.). streetflow hydraulics: Halfstreet flow width (curb to crown) = 20.000(Ft.) Average flow velocity = 3.97(Ft/s) Channel including Gutter and area towards property line: Flow width = 15.667(Ft.) Flow Area = 3.326(Sq.Ft) Velocity = 2.133(Ft/s) Flow Rate = 7.093(CFS) Froude No. = 0.8158 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 channel from grade break to crown: Flow width = 18.500(Ft.) Flow Area = Velocity = 4.498(Ft/s) Flow Rate = Froude No. = 1.0039 Total flow rate in street = 58.959(CFS) 11.532(Sq.Ft) 51.866(CFS) CATCH BASINS' INTERCEPTION CAPACITY CALCULATIONS H18 6921 CASWELL 6961 CASWELL CASW7 ELL LAN nte - ti 60' 30' 30 53 s 18 -- s $ 43 SR.:- 5# 118959'11 86.05 t SF N895911'E BS05' 14 4303 SF 13 a SF C11 12 DID 6971._ SF Underground Service Alert 7018 PETALUMA SCE EASSIEIET NB459'11'E B0.00. _, �"m' 8 (N89 'orw _.Si00'�.. ,.... t `' 400q SF"'.-- 53 53' I5.65' ' 99.75,_`� $ N89'S9'11'E 6aaC,�., y`3, �5 g St ff 400DF SS \411\ is ,/'N8959.11'E moo' \ 51 \r' ? CI) 6429SF �.... g 46 413C0 SF g 4r4a e NB959Yt'E" 8000' �J ( 47- ,�- 5Cf ii 4000 SF� g. 4783 SF . NB959'1rE 193.00' N8956'031 8478' �_C72 4284' 53 438.5 6F s 8 8 420 SF g 289585368000' N8958'031 mod 36 »a .s 4000 SF+ i UMW Miihrit 4..../ � 98• 31.7k saoD' 11d SICO' 1 L2 12k�., -- 519 4494 SFv'_ SF 45150 SF 450a:�5F 4420 50.oD'.i _, wool nod sgoo saoY 7014 PETALUMA vow IXIITADEB 7lii: ANC C SIMLL IIQ? 0:1114DICE UM- A GRAMM PEWIT KU BEEN 3SSLE3 ♦ 7019 PETALUMA L Yw $G • L Si 8.04. rra1 Ins elm Y I.pimri rr r pale dill. am - N 1-enaY l r A.a7 ar mooldir of is - TILL FREE 1-80G-e271 l..�M r ..e al la, .r ..rtllA..I or rip i.�a r ..l pA. fi.rr .o.r ri i. rr ,, - 1IUL MIME .05 Revised Tentative Tract Map 18657 LNE DATA TABLE NO. BEARING LENGTH L1 N45'01'57'V 939' L2 !189'58'18'V 7.18' L3 N84.4077E 5.96' L4 3156.1835'V 1531' L3 145618'37'E 1534' L.6 N4459'28N1 18.38' L7 N4551'57'V 18.38' L8 1144'57'42'E 1768' L9 N45.0157'V 17.68' L70 N89.5878N 10.00' 1.11 N39'58'02T 1325' L12 N395852T 686' L13 N10'Ol'S9'V 9.95' L14 N45.00'071i 1838' LIS N44'59'53'E 18.39' L16 N45.00'11N 1838' L.17 N4D'0vtcL 18.39' LIB N44'5933'V 1638' L19 N44'45'16'E 1632' L20 N275156'W 10.51' 121 N533211' W 2258' L22 N69'S8'03'E 65.74' L23 163'22'02'V 1083' L24 1183'22'02'V 3153' CURVE DATA TABLE LNE DATA TABLE NO. BEARING 'DIM L25 N8440'17'2 137' L26 N895-9551i 47.11' L27 N66.3437'E 4882' L28 N56'18'37'E 1202' 129 N56.1837'E 3.32' L30 N44'592811 1415' L31 N6'01'S3'E 42.71' L32 1145'0137V 424' L33 N45'O1'57'8 1414' L34 N44.57'42'E 939' L35 NO3'01'57N 6604' L36 N27'57'561/ 39.49' L37 1189'58'03'E 6850' L38 N89'58'03'E 6L49' - 139 1183.22'02'V 4236' L40 884.4017.E 5631' L41 N89'S8'07N 7331' L42 160.00'49N 58.00' L43 N00'00'491d 4320' L44 189'58'03'E 2020' L45 039'5821N 3220' L46 N5312'21'W ' 12.44' L47 113956521 19.91' L48 N4459'2131/ 423' L49 1/89.58'07' 4437' NO. RADIUS DELTA LENGTH TANGENT Cl 100.00' 63616- 11.53' 677 C2 100.00' 52115' 9.35' 4.88' C3 100.00' 1o'o'Do' 17.45' 875' C4 100.00' 1090'03' 17.45 8.75' C5 100.00' 10'00'00' 17.45' 675' CS 70.00' 322216' 39.14' 2810' C7 70.00' 3442'50' 4241' 21.88' C8 70.00' 34'452r 4248' 21.91' C9 70.00' 113'4811' 4.85 232' C10 ICCLO0' 0156'06' 3.38' 1.69' C11 100.00' 08133'54' 14.08' 7.05' C12 1E70.00' 0498'19' 7.16' 3.58' C13 100.00' 0553.41' 10.29' 5.15 014 70.00' 3451'43' 4259' 21.98' 015 70.00' 34725r 4200' 21.65' C18 70.00' 351735' 43.12' 2227' C17 70.00' 052443' 6.60' 130' 018 100.00' 0034'28' 1.00' 0.50' C19 100.00' 092555' 16.45' 624' C20 100.(10' 1951'SO' 34.67 17.51' C21 50.00' 23'45'39' 20.74' 10.52' C22 50.00' 48R0'08• 4218' 2244' C23 50.00' 4550'12' 40.00' 21.14' C24 50.00' 90'00'00' 78.54' 50.E10' C25 70.00' 3314'35' 40.61' 20.90' C26 70.00' 339352' 40.40' 20.78' PROP. R/W PROP. S/W PROP CURB & GUTTER 0 SCALE! 1' 0 40' SONNET LANE N.T.S. VEST OR SOUTH PROP. 10' HIGH COMBOWALL do 6' BLOCK E7IS1ING 6' HIGH BLOCK WALL 'TO REMAIN MAW LOIS SOJIH & MEAT 20' MINUS DUAL 12'z12' INLETS W/ DRAIN INSERT 6' RC WRVAE SRN/ MIN ON EACH SEE CF LOT TO ..ON 10 RRJC Riff_ S0964 DON 6' PLC IDS &D( AMER VALLE WAN ACCESS RER 12'02' VALE ECX a COIFR PRO.. RELIC 57138.1 TRAIN N SIF ET SECTION (a, SOUTH & WEST PL FOR LOT 1-15 N.T.S. EXIST. R/W EXIST. CON SIDEWALK MST. EXIST. CON MEDIAN a T. CONC. CURB & GUTTER CURB & GUTTER WALNUT AVENUE PROP. R/W R/W PROP. CONC. SDEWALK REAR. PL WLY LOTS 29-33\ R/W a LOT D PROP. R/W ROB. S/W PROP. S/W CURB & GUTTER N.T.S. JUNIPER AVENUE N.T.S. MADISON WAY, CARMELA WAY CADENCE LANE, & STANZA COURT N.T.S. PREPARED UNDER THE DIRECTION OF: MING H. NEO Registered Cnlil Engineering No. 47651 Expiration Date: 12-31-15 PISSEN81fl l4'M Cantrllne Intaroeetke of Walnut & Juniper found 1' LP. o/N & T PACIFIC COAST CIVIL, IN1&5820. Cow-1465.28 30141 AGOURA ROAD, SUITE,00 AGOURA HILLS, CA. 91301 PHI (818) 865-4168 FAX: (818) 865-4198 sow AS SHOWN mg. May, 2014 In the City of Fontana Tentative Tract amp $657 ItW FRONTIER COMMUNITIES SHEET NO. 1 O M PROJECT: Madison Square TRACT: TRACT NO. 18657 UBJECT: DATE: CATCH BASIN INTERCEPTION CALCS. June 2013 PACIFIC COAST CIVIL, INC. 30141 AGOURA ROAD, SUITE 200 AGOURA HILLS, CA 91301-4311 PROP. CATCH BASIN AT ST. STA. 2+36.64 ON SIS OF 'C' STREET (Storm Drain's Catch Basin No. 2 on S.D. Lateral 'A-2') GIVEN: - a) Hydrology Subarea Designation: 2 to 3 b) Subarea Acreage = 2.31 Acres c) Subarea's Design 100-Yr. Flow Rate, Q = 7.7 cfs d) Street/Gutter Slope upstream of C.B. Opening, S = 0.5% e) Prop. Curb & Gutter Type: A2-6 (W=18") f) Half Street Width = 20' with 12' Parkway SOLUTION: - a) Local Sump Condition for Proposed Catch Basin b) Prop. Catch Basin Type: City of Fontana Std. No. 3004 c) Prop. Catch Basin Width & Local Depression Depth: W=10' with L.D.= 2" d) Per County of Orange EMA Local Drainage Manual's Page 5-42 for Capacity of Curb Opening Inlets in a Low Point or Sump:- Q (capacity) = 3.087 L H1'5 where L = W = 10' & H = (a + y) a = depth of depression of curb at inlet = 2" or 0.17' y = depth of flow in approach gutter = 0.47' (See Calc on Next Page) = 3.087 x 10 x (0.17 + 0.47)1'5 = 15.8 cfs > Q(tributary) = 7.7 cfs e) Hence, 100% Interception Provided. 18657-CB•Interception-Calc.xls ��q CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE CATCH BASIN INTERCEPTION CAPACITY CALCULATION C.B. NO. 1 AT ST. STA. 2+36.64 ON S/S OF 'C' STREET SPPWC STD. PLAN NO. 300-3, W=10' WITH L.D.=2" CASE 'E' Program License serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 54.720(Ft.) Downstream (outlet) Elevation = 54.130(Ft.) Runoff/Flow Distance = 107.180(Ft.) Maximum flow rate in channel(s) = 7.700(CFS) Top of street segment elevation = 54.720(Ft.) End of street segment elevation = 54.130(Ft.) Length of street segment = 107.180(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 32.0000 0.5117 crown Depth of flow = 0.470(Ft.) Average velocity = 2.336(Ft/s) Total flow rate in 1/2 street = 7.700(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 17.925(Ft.) Average flow velocity = 2.34(Ft/s) Channel including Gutter and area towards property line: Flow Width = 1.500(Ft.) Flow Area = 0.599(sq.Ft) velocity = 3.219(Ft/s) Flow Rate = 1.928(CFS) Froude No. = 0.8976 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow Width = 16.425(Ft.) Flow Area = 2.698(Sq.Ft) Velocity = 2.140(Ft/s) Flow Rate = 5.772(CFS) Froude No. = 0.9303 Total flow rate in street = 7.700(CFS) PROJECT: Madison Square TRACT: TRACT NO. 18657 UBJECT: DATE: CATCH BASIN INTERCEPTION CALCS. June 2013 PACIFIC COAST CIVIL, INC. 30141 AGOURA ROAD, SUITE 200 AGOURA HILLS, CA 91301-4311 PROP. CATCH BASIN AT ST. STA. 2+36.64 ON NIS OF 'C' STREET (Storm Drain's Catch Basin No. 1 on S.D. Lateral 'A-3') GIVEN: - a) Hydrology Subarea Designation: 5 to 3 b) Subarea Acreage = 1.91 Acres c) Subarea's Design 100-Yr. Flow Rate, Q = 6.3 cfs d) Street/Gutter Slope upstream of C.B. Opening, S = 0.5% e) Prop. Curb & Gutter Type: A2-6 (W=18") f) Half Street Width = 20' with 12' Parkway SOLUTION: - a) Local Sump Condition for Proposed Catch Basin b) Prop. Catch Basin Type: City of Fontana Std. No. 3004 c) Prop. Catch Basin Width & Local Depression Depth: W=10' with L.D.= 2" d) Per County of Orange EMA Local Drainage Manual's Page 5-42 for Capacity of Curb Opening Inlets in a Low Point or Sump:- Q (capacity) = 3.087 L H1'S where L = W = 10' & H = (a + y) a = depth of depression of curb at inlet = 2" or 0.17' y = depth of flow in approach gutter = 0.44' (See Calc on Next Page) = 3.087 x 10 x (0.17 + 0.44)1'5 = 14.7 cfs > Q(tributary) = 6.3 cfs �) Hence, 100% Interception Provided. 18657-CB-Interception-Calc.xls CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE CATCH BASIN INTERCEPTION CAPACITY CALCULATION C.B. NO. 2 AT ST. STA. 2+36.64 ON N/S OF 'C' STREET SPPWC STD. PLAN NO. 300-3, W=10' WITH L.D.=2" CASE 'E' Program License Serial Number 6143 *** Street Flow Analysis Upstream (headworks) Elevation = 54.720(Ft.) Downstream (outlet) Elevation = 54.130(Ft.) Runoff/Flow Distance = 107.180(Ft.) Maximum flow rate in channel(s) = 6.300(CFS) * * * Top of street segment elevation = 54.720(Ft.) End of street segment elevation = 54.130(Ft.) Length of street segment = 107.180(Ft.) Height of curb abovegutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s).of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz).= 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 32.0000 0.5117 crown Depth of flow = 0.443(Ft.) Average velocity = 2. 23 Ft/s) Total flow rate in 1/2 street = 6.300(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 16.583(Ft.) Average flow velocity = 2.22(Ft/s) Channel including Gutter and area towards property line: Flow width = 1.500(Ft.) Flow Area = 0.559(Sq.Ft) velocity = 3.086(Ft/s) Flow Rate = 1.724(CFS) Froude No. = 0.8910 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 15.083(Ft.) Flow Area = 2.275(Sq.Ft) velocity = 2.011(Ft/s) Flow Rate = 4.576(CFS) Froude No. = 0.9127 Total flow rate in street = 6.300(CFS) PROJECT: TRACT: Iii UBJECT: DATE: Madison Square TRACT NO. 18657 CATCH BASIN INTERCEPTION CALCS. June 2013 PACIFIC COAST CIVIL, INC. 30141 AGOURA ROAD, SUITE 200 AGOURA HILLS, CA 91301-4311 PROP. CATCH BASIN AT ST. STA. 4+52.17 ON NIS OF 'C' STREET (Storm Drain's Catch Basin No. 3 on S.D. Lateral 'A-1') GIVEN: - a) Hydrology Subarea Designation: 8 to 6 b) Subarea Acreage = 1.78 Acres c) Subarea's Design 100-Yr. Flow Rate, Q = 5.9 cfs d) Street/Gutter Slope upstream of C.B. Opening, S = 0.5% e) Prop. Curb & Gutter Type: A2-6 (W=18") f) Half Street Width = 20' with 12' Parkway SOLUTION: - a) Local Sump Condition for Proposed Catch Basin b) Prop. Catch Basin Type: City of Fontana Std. No. 3004 c) Prop. Catch Basin Width & Local Depression Depth: W=10' with L.D.= 2" d) Per County of Orange EMA Local Drainage Manual's Page 5-42 for Capacity of Curb Opening Inlets in a Low Point or Sump:- Q (capacity) = 3.087 L H1'5 where L = W = 10' & H = (a + y) a = depth of depression of curb at inlet = 2" or 0.17' y = depth of flow in approach gutter = 0.44' (See Calc on Next Page) = 3.087 x 10 x (0.17 + 0.44)1'5 = 14.7 cfs > Q(tributary) = 5.9 cfs Hence, 100% Interception Provided. 18657-CB-Interception-Calc.xls CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE CATCH BASIN INTERCEPTION CAPACITY CALCULATION C.B. NO. 3 AT ST. STA. 4+52.17 ON N/S OF 'C' STRFFT SPPWC STD. PLAN NO. 300-3, W=10' WITH L.D.=2" CASE 'E' Program License Serial Number 6143 *** Street Flow' Analysis *** Upstream (headworks) Elevation = 54.490(Ft.) Downstream (outlet) Elevation = 54.190(Ft.) Runoff/Flow Distance = 63.800(Ft.) Maximum flow rate in channel(s) = 5.900(CFS) Top of street segment elevation = 54.490(Ft.) End of street segment elevation = 54.190(Ft.) Length of street segment = 63.800(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = ' 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb toproperty line = 12.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 32.0000 0.5117 crown Depth of flow = 0.445(Ft.) Average velocity = 2.061(Ft/s) Total flow rate in 1/2 street = 5.900(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 16.669(Ft.) Average flow velocity = 2.06(Ft/s) channel including Gutter and area towards property line: Flow Width = 1.500(Ft.) Flow Area = 0.561(Sq.Ft) velocity = 2.860(Ft/s) Flow Rate = 1.605(CFS) Froude No. = 0.8239 channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 15.169(Ft.) Flow Area = 2.301(Sq.Ft) Velocity = 1.867(Ft/s) Flow Rate = 4.295(CFS) Froude No. = 0.8446 Total flow rate in street = 5.900(CFS) PROJECT: Madison Square TRACT: TRACT NO. 18657 UBJECT: DATE: CATCH BASIN INTERCEPTION CALCS. June 2013 PACIFIC COAST CIVIL, INC. 30141 AGOURA ROAD, SUITE 200 AGOURA HILLS, CA 91301-4311 PROP. CATCH BASIN AT ST. STA. 4+74.51 ON E/S OF 'B' STREET (Storm Drain's Catch Basin No. 4 on S.D. Line 'A') GIVEN: - a) Hydrology Subarea Designation: 11 to 9 b) Subarea Acreage = 2.43 Acres c) Subarea's Design 100-Yr. Flow Rate, Q = 7.9 cfs d) Street/Gutter Slope upstream of C.B. Opening, S = 0.5% e) Prop. Curb & Gutter Type: A2-6 (W=18") f) Half Street Width = 31.65' with 12' Parkway (on street knuckle) SOLUTION: - a) Local Sump Condition for Proposed Catch Basin b) Prop. Catch Basin Type: City of Fontana Std. No. 3004 c) Prop. Catch Basin Width & Local Depression Depth: W=10' with L.D.= 2" d) Per County of Orange EMA Local Drainage Manual's Page 5-42 for Capacity of Curb Opening Inlets in a Low Point or Sump:- Q (capacity) = 3.087 L H1'5 where L = W = 10' & H = (a + y) a = depth of depression of curb at inlet = 2" or 0.17' y = depth of flow in approach gutter = 0.50' (See Calc on Next Page) = 3.087 x 10 x (0.17 + 0.50)1'5 = 16.9 cfs > Q(tributary) = 7.9 cfs �) Hence, 100% Interception Provided. 18657-C B-Interception-Calc.xls HZS CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE CATCH BASIN INTERCEPTION CAPACITY CALCULATION C.B. NO. 4 AT ST. STA. 4+74.51 ON E/S OF 'R' STRFFT SPPWC STD. PLAN NO. 300-3, W=10' WITH L.D.=2" CASE 'E' Program License serial Number 6143 *** Street Flow Analysis *** Upstream (headworks) Elevation = 54.180(Ft.) Downstream (outlet) Elevation = 53.800(Ft.) Runoff/Flow Distance = 72.980(Ft.) Maximum flow rate in channel(s) = 7.900(CFS) Top of street segment elevation = 54.180(Ft.) End of street segment elevation = 53.800(Ft.) Length of street segment = 72.980(Ft.) Height of curb above gutter flowline = 6.0(In.) width of•half street (curb to crown) = 31.650(Ft.) Distance from crown to crossfall grade break = 30.150(Ft.) Slope from gutter to grade break (v/hz) = 0.024 Slope from grade break to crown (v/hz) = 0.024 street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.700(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.7400 right of way 12.0000 0.5000 top of curb 12.0000 0.0000 flow line 13.5000 0.1417 gutter end 13.5000 0.1417 grade break 43.6500 0.8502 crown Depth of flow = 0.496(Ft. Average velocity = 2.392 (Ft/s) Total flow rate in 1/2 street = 7.900(CFS) streetflow hydraulics: Halfstreet flow width (curb to crown) = 16.563(Ft.) Average flow velocity = 2.39(Ft/s) Channel including Gutter and area towards property line: Flow width = 1.500(Ft.) Flow Area = 0.637(Sq.Ft) Velocity = 3.238(Ft/s) Flow Rate = 2.063(CFS) Froude No. = 0.8755 Channel from outside edge of gutter towards grade break: Flow width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow width = 15.063(Ft.). Flow Area = 2.666(Sq.Ft) Velocity = 2.189(Ft/s) Flow Rate = 5.837(CFS) Froude No. = 0.9171 Total flow rate in street = 7.900(CFS) PROJECT: Madison Square TRACT: TRACT NO. 18657 OUBJECT: DATE: CATCH BASIN INTERCEPTION CALCS. June 2013 PACIFIC COAST CIVIL, INC. 30141 AGOURA ROAD, SUITE 200 AGOURA HILLS, CA 91301-4311 PROP. CATCH BASIN AT ST. STA. 16+34.00 ON US OF JUNIPER AVE. (Storm Drain's Catch Basin No. 5 join to Exist. Lateral 'Fper City Dwq. #3614) GIVEN: - a) Hydrology Subarea Designation: 15 to 16 b) Subarea Acreage = 1.08 Acres c) Subarea's Design 100-Yr. Flow Rate, Q = 3.63 cfs d) Street/Gutter Slope upstream of C.B. Opening, S = 1.8% e) Prop. Curb & Gutter Type: A2-8 (W=24") f) Half Street Width = 22' with 12' Parkway SOLUTION: - a) Flow -by or Continuous Grade Condition for Proposed Catch Basin b) Prop. Catch Basin Type: City of Fontana Std. No. 3004 c) Prop. Catch Basin Width & Local Depression Depth: W=10' with L.D.= 2" d) Per County of Orange EMA Local Drainage Manual's Page 5-37 for Capacity of Curb Opening Inlets with Partial Interception Q (capacity) = 0.7 L (a + y)l's where L = W = 10' & a = depth of depression of curb at inlet = 4" or 0.33' y = depth of flow in approach gutter = 0.33' (See Calc on Next Page) 0.7 x 10 x (0.33 + 0.33)1'5 = 3.75 cfs > Q(tributary) = 3.63 cfs e) Hence, 100% Interception Provided. 18657-CB-I nterception-Calc.xls HZ7 CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 TRACT NO. 18657 - MADISON SQUARE CATCH BASIN INTERCEPTION CAPACITY CALCULATION C.B. NO. 5 AT ST...STA. 16+34.00 ON w/S OF JUNIPER AVE. SPPWC STD. PLAN NO. 300-3, W=10r WITH L.D.=2" CASE 'E' Program License serial Number 6143 *** Street Flow Analysis °Y'* Upstream (headworks) Elevation = 53.400(Ft.) Downstream (outlet) Elevation = 52.950(Ft.) Runoff/Flow Distance = 24.900(Ft.) Maximum flow rate in channel(s) = 3.630(CFS) Top of street segment elevation = 53.400(Ft.) End of street segment elevation = 52.950(Ft.) Length of street segment = 24.900(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: x-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1667 gutter end 14.0000 0.1667 grade break 34.0000 0.5667 crown Depth of flow = 0.332(Ft.) Average velocity = 3.080(Ft/s) Total flow rate in 1/2 street = 3.630(CFS) streetflow hydraulics: Halfstreet flow width (curb to crown) = 10.256(Ft.) Average flow velocity = 3.08(Ft/s) Channel including Gutter and area towards property line: Flow width = 2.000(Ft.) Flow Area = 0.497(Sq.Ft). velocity = 4.222(Ft/s) Flow Rate = 2.098(CFS) Froude No. = 1.4926 Channel from outside edge of gutter towards grade break: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.0000 Channel from grade break to crown: Flow Width = 8.256(Ft.) Flow Area = 0.682(Sq.Ft) Velocity = 2.248(Ft/s) Flow Rate = 1.532(CFS) Froude No. = 1.3786 Total flow rate in street = 3.630(CFS) • FULL FLOW CAPACITY CALCULATIONS FOR PROPOSED 8" PVC STORM DRAIN PIPE ON LOTS 1 TO 15 IRCULAR `CONDUIT ormal &; Critical De;pthComputatio • Project: Tract No. 18657 - Madison Square Pipe ID: FULL FLOW CAPACITY - 6" PVC S.D. Pipe on Lots 1 to 15 - Slope at 1.0% Min. I) Design Information (Input) Pipe Invert Slope Pipe Manning's n-value Pipe Diameter Design discharge So = n= D= Q= 0.0100 0.0120 6.00 0.61 ft/ft inches cfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = Qn = Flow = Fr„ = Theta-c = Ac = Tc = Yc = Vc = r rc = 0.20 1.57 3.14 0.61 2.27 0.17 0.38 1.13 0.41 3.54 0.61 100.00% 0.93 2.20 0.17 0.40 0.40 3.65 1.00 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps UD-Culvert_6 PVC.xls, Pipe R O • INTERCEPTION CAPACITY CALCULATIONS FOR PROPOSED GRATED DROP INLETS Ask GRATED DROP INLET INTERCEPTION CAPACITY CALCULATION FOR lir PROPOSED 12"x12" SQUARE GRATED INLET ON LOTS 1 to 15 The Calculation below Used Maximum Ponding Depth at the Inlet of 3 Inches Deep. Proposed Use of NDS Square Area Drain 12"x12" Grated Inlet (Model No. 1212) For Shallow Ponding Depth, Grate Perimeter controls over Grate Area (See Appendix A) Q = Discharge (cfs) = 100-Year Q of 0.75 cfs Apply 50% Clogging Factor to the Calculated Perimeter Length P = L = Inlet Opening Perimeter (ft) a = Length of Opening (ft) b = Width of Opening (ft) Use Weir Equation, Q = CLH1'5where C=3.0 , L = Perimeter of Grate , and H = 3" depth Hence, Q = 3.0 x P x (0.25)1'5 or P = Q 1 [3.0 x (0.25)1'51 CALCULATED PROPOSED SIZES Hydrology Node No. Size of Grated Drop Inlet DESIGN Q (cfs) Ian' (cfs/ft) P (ft) P effective (ft) min. a (ft) min. b (ft) a (ft) b (ft) Grated Drop Inlets on Rear Yard of Lots 1 to 15 12" x 12" 0.75 (For Each Grate Inlet) 0.38 2.00 4.00 (Applies 50% Clogging Factor) 1.00 1.00 1.00 1.00 (Each Proposed 12" x 12" Grated Drop Inlet can Intercept up to 0.75 cfs of Runoff) GRATED DROP INLET INTERCEPTION CAPACITY CALCULATION FOR IF PROPOSED 18"x18" SQUARE GRATED INLET ON WATER QUALITY LOT D • The Calculation below Used Maximum Ponding Depth at the Inlet of 3 Inches Deep. Proposed Use of NDS Square Area Drain 18"x18" Grated Inlet (Model No. 1818) For Shallow Ponding Depth, Grate Perimeter controls over Grate Area (See Appendix A) Q = Discharge (cfs) = Peak 100-Year Q of 1.1 cfs Apply 50% Clogging Factor to the Calculated Perimeter Length P = L = Inlet Opening Perimeter (ft) a = Length of Opening (ft) b = Width of Opening (ft) Use Weir Equation, Q = CLH1'5where C=3.0 , L = Perimeter of Grate , and H = 3" depth Hence, Q = 3.0 x P x (0.25)1'5 or P = Q / [3.0 x (0.25)1'51 CALCULATED PROPOSED SIZES Hydrology Node No. Size of Grated Drop Inlet DESIGN Q (cfs) QM (cfs/ft) P (ft) P effective (ft) min. a (ft) min. b (ft) a (ft) b (ft) 13 to 12 in Water Quality Lot D 18" x 18" 1.10 (For Each Grate Inlet) 0.38 2.93 5.87 (Apply 50% Clogging Factor) 1.47 1.47 1.50 1.50 (Each Proposed 18" x 18" Grated Drop Inlet can Intercept up to 1.1 cfs of Runoff) HYDRAULIC CAPACITY CALCULATION FOR PROPOSED PARKWAY DRAIN PER SPPWC STD. PLAN NO. 151-2, S=6' BOAC CONDUIT FLOW (Normal & Critical Depth Computation) Project: Tract No. 18657 - Prop. Parkway Drain on Juniper Ave. as Emergency Outlet Box ID: Full Flow Capacity of Parkway Drain per SPPWC Standard Plan No. 151-2, S=6' V Y H Design Information (Input) Box conduit invert slope Box Manning's n-value Box Width • Box Height Design discharge So = n= W= H= Q= 0.0200 0.0130 6.00 0.33 9.32 ft/ft ft ft cfs Full -flow capacity (Calculated) Full -flow area Full -flow wetted perimeter Full -flow capacity Calculations of Normal Flow Condition Normal flow depth (<H ) Flow area Wetted perimeter Flow velocity Discharge Percent Full Normal Depth Froude Number Calculation of Critical Flow Condition Critical flow depth Critical flow area Critical flow velocity Critical Depth Froude Number Af = Pf = Qf = 1.98 12.66 9.32 Yn = An = Pn = Vn = Qn = Flow = Fr„ _ 0.25 1.52 6.51 6.14 9.33 sq ft ft cfs Yc = Ac = Vc = Fr, = 100.11% 2.15 ft sq ft ft fps cfs of full flow supercritical 0.42 2.53 3.68 1.00 ft sq ft fps UD-Culvert_Curb Outlet.xls, Box l S5 • HYDRAULIC CAPACITY CALCULATION FOR OVERFLOW GRASSY SWALE ON LOT D • • Normal Flow Analysis - Trapezoidal Channel Project: Tract No. 18657 - Hydraulic Capacity of 6' Wide Overflow Grass Swale Channel ID: Use Manning's n of 0.035 for Vegetated or Grassed Lined Swales Y yr Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0100 ft/ft n = 0.035 B = 6.00 ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft F = 0.00 ft Y = 1.00 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 31.07 cfs Fr = 0.70 V = 3.45 fps A= 9.00sgft T = 12.00 ft P = 12.32 ft R= 0.73 ft D= 0.75ft Es= 1.19ft Yo = 0.44 ft Fs = 0.46 kip 18657_UD-Channles_v1.04.XLS, Basics K3� • Critical Flow Analysis - Trapezoidal Channel Project: Tract No. 18657 - Hydraulic Capacity of 6' Wide Overflow Grass Swale Channel ID: Use Manning's n of 0.035 for Vegetated or Grassed Lined Swales F A V' Design Information (Input) Bottom Width Left Side Slope Right Side Slope Design Discharge B = 6.00 ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft Q = 27.60 cfs Critical Flow Condition (Calculatedl Critical Flow Depth Critical Flow Area Critical Top Width Critical Hydraulic Depth Critical Flow Velocity Froude Number Critical Wetted Perimeter Critical Hydraulic Radius Critical (min) Specific Energy Centroid on the Critical Flow Area Critical (min) Specific Force Y= A= T= D= V= Fr = P= R= Esc = Yoc = Fsc = 0.76 ft 6.29sgft 10.56 ft 0.60 ft 4.39 fps 1.00 10.81 ft 0:58 ft 1.06 ft 0.31 ft 0.36 kip 18657_UD-Channles_v1.04.XLS, Basics K3� • • WATER SURFACE PROFILE GRADIENT CALCULATIONS FOR STORM DRAIN LINE 'A' & LATERALS & EXISTING LATERAL `F' PER CITY DWG. NO. 3614 • EXIST. STORM DRAIN LATERAL 'F' PER CITY DWG. NO. 3614 • • s T1 T2 T3 SO R SH 1 FONTANA TRACT 18657 - EXISTING LATERAL "F" PROP. C.B.#5 30" RCP 1002.891443.40 30 1044.001446.00 30 30 0 CARD SECT CHN NO OF CODE NO TYPE PIERS CD 30 4 1 0 OHEADING LINE 0 OHEADING LINE 0 OHEADING LINE 0 1 0 0 ELEMENT NO 1- 0 ELEMENT NO 2 0 ELEMENT NO 3 NO EDIT ERRORS NO 1 IS NO 2 IS NO 3 Is INPUT FILE LISTING MADISON SQUARE PER CITY DWG NO. 3614 S.D. JOIN TO END OF EX. 30" RCP S.D. .013 1448.41 .013 0000.00 00.00 0.00 0.00 0 WATER AVE PIER HEIGHT 1 WIDTH DIAMETER SP SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 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) WIDTH DROP 2.50 WATER SURFACE PROFILE - TITLE CARD LISTING FONTANA TRACT 18657 - MADISON SQUARE EXISTING LATERAL "F" PER CITY DWG NO. 3614 PROP. C.B.#5 30" RCP S.D. JOIN TO END OF EX. WATER SURFACE PROFILE - ELEMENT CARD LISTING 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT 1002.89 1443.40 30 IS A REACH * * * U/S DATA STATION INVERT SECT N 1044.00 1446.00 30 .013 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1044.00 1446.00 30 .00 ENCOUNTERED -COMPUTATION IS NOW BEGINNING 30" RCP S.D. W S ELEV 1448.41 * * PAGE NO 1 PAGE NO RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING FONTANA TRACT 18657 - MADISON SQUARE FXTSTTNG I ATFRAI "F" PFR CTTY DWG NO. 3614 PROP. C.B.#5 30" RCP S.D. JOIN TO END OF EX. 30" RCP S.D. 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 0 1002.89 1443.40 5.01 1448.41 31.2 6.36 .63 1449.04 0 41.11 .06324 .00579 .24 0 1044.00 1446.00 2.65 1448.65 31.2 6.36 .63 1449.28 1 03.s. (Mal: c.8. = 1448.6S Va. .6.) l44 .4 k. .00 1.90 2.50 .00 .00 0 .00 .94 .00 .00 1.90 2.50 .00 .00 0 .00 • STORM DRAIN LINE 'A' H4Z T1 T2 T3 SO R R FONTANA TRACT NO. 18657 PROPOSFD S.D. ITNE 'A' - 30" RCP OUTLET PIPE FROM 26.501446.30 30 55.001446.93 30 58.001447.00 30 SH 30 1 INPUT FILE LISTING - MADISON SQUARE DOWNSTRFAM OF CMP SYSTEM CMP SYSTEM TO C.B.#5 ON JUNIPER AVE. .013 1449.41 .013 0000.00 .024 0000.00 0 CARD SECT CHN NO OF AVE PIER CODE NO TYPE PIERS WIDTH CD 30 4 1 0 OHEADING LINE NO 1 IS 0 OHEADING LINE NO 2 IS 0 OHEADING LINE NO 3 IS 0 T 1 y 0 WATER SURFACE 0 ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION V 0 ELEMENT NO 2 IS A REACH U/S DATA STATION 55.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION 58.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION 58.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS 26.50 * ** WARNING * 00.00 0.00 0.00 0 00.00 0.00 0.00 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) DIAMETER WIDTH DROP 2.50 WATER SURFACE PROFILE - TITLE CARD LISTING FONTANA TRACT NO. 18657 - MADISON SQUARE PROPOSED S.D. LINE 'A' - DOWNSTREAM OF CMP SYSTEM 30" RCP OUTLET PIPE FROM CMP SYSTEM TO C.B.#5 ON JUNIPER AVE. PROFILE - ELEMENT CARD LISTING INVERT SECT 1446.30 30 INVERT* SECT N 1446.93 30 .013 * * INVERT SECT N 1447.00 30 .024 * * 1 Y(5) Y(6) Y(7) Y(8) Y(9)PAGE Y(10) W S ELEV 1449.41 INVERT SECT W S ELEV 1447.00 30 .00 NOW BEGINNING PAGE NO 1 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING FONTANA TRACT NO. 18657 - MADISON SQUARE PROPOSED S.D. LINE 'A' - DOWNSTREAM OF CMP SYSTEM 30" RCP OUTLET PIPE FROM CMP SYSTEM TO C.B.#5 ON JUNIPER AVE. 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 0 26.50 1446.30 0 28.50 .02211 0 55.00 1446.93 0 3.00 .02331 0 58.00 1447.00 3.11 2.61 2.59 1449.41 1449.54 1449.59 27.6 27.6 27.6 5.62 5.62 5.62 .49 1449.90 00453 .13 .49 1450.03 01543 .05 .49 1450.08 .00 .00 .00 1.79 1.79 1.79 1.18 1.71 2.50 2.50 2.50 .00 .00 .00 .00 .00 .00 .00 .00 0 .00 0 .00 0 .00 • T1 FONTANA TRACT NO. 18657 - MADISON T2 PROPOSED S.D. LINE 'A' - UPSTREAM T3 30" RCP PIPE FROM DVS-84C UNIT TO SO 100.001447.10 30 R 103.001447.13 30 .024 R 111.001447.21 30 .013 SH 30 1 0 CARD SECT CHN NO OF CODE NO TYPE PIERS CD 30 4 1 0 OHEADING 0 OHEADING 0 OHEADING 0 1 0 0 ELEMENT NO LINE LINE LINE 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO NO 1 IS NO 2 IS NO 3 IS INPUT FILE LISTING SQUARE OF CMP SYSTEM CONTECH 72-INCH CMP SYSTEM 1449.59 0000.00 00.00 0.00 0.00 0 0000.00 00.00 0.00 0.00 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 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) WIDTH DIAMETER WIDTH DROP 2.50 WATER SURFACE PROFILE - TITLE CARD LISTING FONTANA TRACT NO. 18657 - MADISON SQUARE PROPOSED S.D. LINE 'A' - UPSTREAM OF CMP SYSTEM 30" RCP PIPE FROM DVS-84C UNIT TO CONTECH 72-INCH CMP SYSTEM WATER SURFACE PROFILE - ELEMENT CARD LISTING 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.00 1447.10 30 1449.59 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 103.00 1447.13 30 .024 3 IS A REACH * * * U/S DATA STATION INVERT SECT N 111.00 1447.21 30 .013 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 111.00 1447.21 30 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING WARNING NO. 2 ** 0 STATION INVERT ELEV 0 L/ELEM SO ******************** 0 100.00 1447.10 PAGE NO 1 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC WATER SURFACE PROFILE LISTING FONTANA TRACT NO. 18657 - MADISON SQUARE PROPOSED S.D. LINE 'A' - UPSTREAM OF CMP SYSTEM 30" RCP PIPE FROM DVS-84C UNIT TO CONTECH 72-INCH CMP SYSTEM DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. SF AVE HF NORM DEPTH ZR ******************************************************************************************************* PAGE 1 NO AVBPR PIER ******** 2.49 1449.59 27.5 5.60 .49 1450.08 .00 1.79 2.50 .00 .00 0 .00 • • • O 2.01 .01001 0 102.01 1447.12 O .99 .01001 O 103.00 1447.13 O .95 .01000 0 103.95 1447.14 0 7.05 .01000 0 111.00 1447.21 1 2.50 2.51 2.50 2.45 1449.62 1449.64 1449.64 1449.66 .01479 .03 27.5 5.60 .49 1450.11 .00 1.79 .01519 .02 27.5 5.60 .49 1450.12 .00 1.79 .00446 .00 27.5 5.60 .49 1450.13 .00 1.79 .00423 .03 27.5 5.63 .49 1450.16 .00 1.79 2.50 .00 2.50 .00 .00 0 .00 2.50 .00 2.50 .00 .00 0 .00 1.50 .00 2.50 .00 .00 0 .00 1.50 .00 2.50 .00 .00 .0 .00 W.S.@ UIsOF OAS-84c_ +006 t45O . Z • • • T1 FONTANA TRACT NO. 18657 T2 PROPOSED S.D. LINE 'A' - T3 30 RCP PIPE FROM C.B.#4 sO 118.001447.21 30 R 133.291447.33 30 SH 30 1 INPUT FILE LISTING - MADISON SQUARE UPSTREAM OF DSV-84r UNTT TO DVS-84C UNIT (0.66' HEADLOSS INCLUDED), .013 1450.32 .013 0 CARD SECT CHN NO OF AVE PIER CODE NO TYPE PIERS WIDTH CD 30 4 1 0 OHEADING LINE 0 OHEADING LINE 0 OHEADING LINE 0 1 0 0 ELEMENT NO 0 ELEMENT NO NO NO NO 1 IS 2 IS 3 IS 0000.00 00.00 0.00 0.00 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION HEIGHT 1 BASE ZL ZR INV. Y(1) Y(2) DIAMETER WIDTH DROP LISTING Y(3) Y(4) Y(5) 2.50 WATER SURFACE PROFILE - TITLE CARD LISTING FONTANA TRACT NO. 18657 - MADISON SQUARE PROPOSED S.D. LINE 'A' - UPSTREAM OF DSV-84C UNIT. 30" RCP PIPE FROM C.B.#4 TO DVS-84C UNIT (0.66' HEADLOSS INCLUDED) WATER SURFACE 1 IS A SYSTEM OUTLET * U/S DATA STATION 118.00 2 IS A REACH U/S DATA STATION 133.29 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION 133.29 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS ** WARNING NO. 2 ** 1 PROFILE - ELEMENT CARD LISTING INVERT SECT 1447.21 30 * * INVERT SECT 1447.33 30 * INVERT SECT 1447.33 30 NOW BEGINNING .013 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS * INVERT ELEVATION WATER SURFACE PROFILE LISTING FONTANA TRACT NO. 18657 - MADISON SQUARE PROPOSED S.D. LINE 'A' - UPSTREAM OF DSV-84C UNIT 30" RCP PIPE FROM C.B.#4 TO DVS-84C UNIT (0.66' HEADLOSS 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER ELEV OF FLOW ELEV HEAD GRD.EL. ELEV 0 L/ELEM SO SF AVE HF *********************************************************************************** 0 118.00 1447.21 3.11 1450.32 0 15.29 .00785 0 133.29 1447.33 3.06 1450.39 1 27.5 5.60 .49 1450.81 .00450 .07 27.5 5.60 .49 1450.88 W S ELEV 1450.32 W S ELEV .00 PAGE 1 Y(6) Y(7) Y(8) Y(9) Y(10) PAGE NO PAGE NO RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 IN HDWKDS, W.S.ELEV = INV + DC INCLUDED) CRITICAL HGT/ BASE/ ZL DEPTH DIA ID NO. NORM DEPTH ZR ************************************************ PAGE 1 .00 1.79 .00 1.79 ups C. = (450.39 -t t• 2 C.0.4R) = 14E0.gg NO AVBPR PIER 2.50 .00 .00 0 .00 1.62 .00 2.50 .00 .00 0 .00 • • INPUT FILE LISTING T1 PROPOSED S.D. LINE 'A' - UPSTREAM OF C.B. #4 T2 24" & 30" RCP PIPES FROM C.B.#4 TO M.H. ON A STREET T3 LOTS 1 TO 15 HAVE 8" PVC S.D. JOINED DIRECTLY TO MAINLINE SO 137.181447.46 30 .013 R 175.031447.70 30 .013 JX 180.701447.72 30 24 .015 R 392.841448.78 30 .013 JX 399.011449.28 24 24 24.015 R 493.511449.95 24 .013 R 564.171450.45 24 .013 R 749.401451.73 24 .013 SH 24 1 0 CARD SECT CODE NO CD 24 CD 30 1 0 OHEADING LINE 0 OHEADING LINE 0 OHEADING LINE 0 1 0 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO CHN TYPE 4 4 NO 1 IS NO 2 IS NO 3 IS 1 IS A 2 IS A 3 IS A 4 IS A 51SA 61SA 7 IS A 8 IS A NO OF AVE PIER PIERS WIDTH 1450.98 000.00 00.00 00.00 00.00 0 5.7 0.01448.09 000.00 45.00 00.00 000.00 000.00 00.00 00.00 0 4.5 6.31449.281449.28 62.00 45.00 000.00 000.00 00.00 00.00 0 000.00 45.00 89.96 00.00 0 000.00 000.00 00.00 00.00 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) DIAMETER WIDTH DROP 2.00 2.50 WATER SURFACE PROFILE - TITLE CARD LISTING PROPOSED S.D. LINE 'A' - UPSTREAM OF C.B. #4 24" & 30" RCP PIPES FROM C.B.#4 TO M.H. ON A STREET LOTS 1 TO 15 HAVE 8" PVC S.D. JOINED DIRECTLY TO MAINLINE WATER SURFACE SYSTEM OUTLET * U/S DATA REACH U/S DATA JUNCTION U/S DATA REACH U/S DATA JUNCTION U/S DATA REACH U/S DATA REACH U/S DATA REACH U/S DATA PROFILE - ELEMENT CARD LISTING * * STATION INVERT SECT 137.18 1447.46 30 * * * STATION INVERT SECT 175.03 1447.70 30 * * * * STATION INVERT SECT LAT-1 LAT-2 180.70 1447.72 30 24 0 * * * STATION INVERT SECT 392.84 1448.78 30 * * * * STATION INVERT SECT LAT-1 LAT-2 399.01 1449.28 24 24 24 * * * STATION INVERT SECT 493.51 1449.95 24 * * * STATION INVERT SECT 564.17 1450.45 24 * * * STATION INVERT SECT .013 * N Q3 .015 5.7 . 013 * N Q3 . 015 4.5 .013 .013 W,S ELEV 1450.98 v(8) PAGE 1 Y(9) Y(10) PAGE NO 1 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 * * Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .0 1448.09 .00 45.00 .00 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 6.3 1449.28 1449.28 62.00 45.00 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H 45.00 89.96 .00 0 RADIUS ANGLE ANG PT MAN H • • 749.40 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION 749.40 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS 1451.73 24 INVERT SECT 1451.73 24 NOW BEGINNING .013 W S ELEV .00 .00 .00 .00 0 ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 5 INCREMENT = .000010 ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 4 INCREMENT = .000010 ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 3 INCREMENT = .000010 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 PAGE 1 WATER SURFACE PROFILE LISTING PROPOSED S.D. LINE 'A' - UPSTREAM OF C.B. #4 24" & 30" RCP PIPES FROM C.B.#4 TO M.H. ON A STREET LOTS 1 TO 15 HAVE 8" PVC S.D. JOINED DIRECTLY TO MAINLINE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 137.18 1447.46 0 37.85 .00634 0 175.03 1447.70 OJUNCT STR .00353 0 180.70 1447.72 0 212.14 .00500 0 392.84 1448.78 OJUNCT STR .08104 0 399.01 1449.28 1 0 64.66 .00709 0 463.67 1449.74 . 0 26.55 .00709 0 490.22 1449.93 0 3.29 .00709 0 493.51 1449.95 0 14.69 .00708 0 508.20 1450.05 0 12.22 .00708 0 520.42 1450.14 0 10.77 .00708 0 531.18 1450.22 0 9.75 .00708 1 3.52 3.37 3.56 2.75 2.45 2.00 1.81 1.79 1.69 1.60 1.53 1450.98 1451.07 1451.28 1451.53 1451.73 1451.74 1451.74 1451.74 1451.74 1451.74 1451.74 19.7 19.7 14.0 14.0 3.2 3.2 3.2 3.2 3.2 3.2 3.2 4.01 4.01 2.85 2.85 1.02 1.02 1.07 1.08 1.13 1.19 1.24 ▪ 25 . 00231 ▪ 25 .00231 ▪ 13 .00117 13 . 00091 ▪ 02 .00020 ▪ 02 .00019 ▪ 02 .00018 ▪ 02 .00018 .02 .00020 ▪ 02 .00022 ▪ 02 . 00024 1451.23 ▪ 09 1451.32 ▪ 01 1451.41 ▪ 25 1451.66 . 01 1451.74 .01 1451.75 ▪ 00 1451.76 .00 1451.76 ▪ 00 1451.76 ▪ 00 1451.76 .00 1451.77 .00 . 00 1.51 .00 .00 .00 .00 .00 . 00 .00 .00 . 00 .00 1.51 1.26 1.26 .63 .63 .63 .63 .63 . 63 . 63 1.40 1.22 .55 .55 . 55 .55 .55 .55 .55 2.50 00 2.50 .00 2.50 .00 2.50 .00 2.00 .00 2.00 .00 2.00 .00 2.00 .00 2.00 .00 2.00 .00 2.00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 . 00 0 .00 .00 .00 0 .00 .00 .00 0 .00 . 00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 PAGE 2 WATER SURFACE PROFILE LISTING PROPOSED S.D. LINE 'A' - UPSTREAM OF C.B. #4 24" & 30" RCP PIPES FROM C.B.#4 TO M.H. ON A STREET LOTS 1 TO 15 HAVE 8" PVC S.D. JOINED DIRECTLY TO MAINLINE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 0 540.93 1450.29 0 8.87 .00708 0 549.80 1450.35 0 8.29 .00708 0 558.09 1450.41 0 6.08 .00708 1.46 1.39 1.34 1451.74 1451.74 1451.74 3.2 3.2 3.2 1.30 1.37 1.44 . 03 .00027 ▪ 03 .00031 . 03 .00034 1451.77 ▪ 00 1451.77 ▪ 00 1451.77 .00 . 00 .00 . 00 . 63 .63 . 63 .55 .55 . 55 2.00 2.00 2.00 .00 .00 .00 .00 . 00 .00 .00 .00 . 00 0 .00 0 .00 0 .00 • • • 0 564.17 1450.45 0 .00 .00708 0 564.17 1450.45 0 7.54 .00691 0 571.71 1450.50 0 6.82 .00691 0 578.53 1450.55 0 6.51 .00691 0 585.03 1450.59 0 6.19 .00691 0 591.22 1450.64 0 5.71 .00691 0 596.94 1450.68 0 5.55 .00691 0 602.48 1450.71 0 5.05 .00691 1 1.29 1.29 1.24 1.19 1.15 1.10 1.06 1.02 1451.74 1451.74 1451.74 1451.74 1451.74 1451.74 1451.74 1451.73 3.2 1.49 .03 1451.78 .00 .63 2.00 .00 .00 0 .00 .00036 .00 .55 .00 3.2 1.49 .03 1451.78 .00 .63 2.00 .00 .00 0 .00 .00038 .00 .56 .00 3.2 1.56 .04 1451.78 .00 .63 2.00 .00 .00 0 .00 . 00043 .00 .56 .00 3.2 1.64 .04 1451.78 .00 .63 2.00 .00 .00 0 .00 .00048 .00 .56 .00 3.2 1.72 .05 1451.79 .00 .63 2.00 .00 .00 0 .00 .00055 .00 .56 .00 3.2 1.80 .05 1451.79 .00 .63 2.00 .00 .00 0 .00 .00062 .00 .56 .00 3.2 1.89 .06 1451.79 .00 .63 2.00 .00 .00 0 .00 . 00070 .00 .56 .00 3.2 1.98 .06 1451.80 .00 .63 2.00 .00 .00 0 .00 .00080 .00 .56 .00 PAGE 3 WATER SURFACE PROFILE LISTING PROPOSED S.D. LINE 'A' - UPSTREAM OF C.B. #4 24" & 30" RCP PIPES FROM C.B.#4 TO M.H. ON A STREET LOTS 1 TO 15 HAVE 8" PVC S.D. JOINED DIRECTLY TO MAINLINE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 0 607.53 1450.75 .98 1451.73 3.2 2.08 .07 1451.80 .00 .63 2.00 .00 .00 0 .00 0 4.87 .00691 .00091 .00 .56 .00 0 612.41 1450.78 .95 1451.73 3.2 2.18 .07 1451.80 .00 .63 2.00 .00 .00 0 .00 L1 0 4.52 .00691 .00103 .00 .56 .00 '� 0 616.93 1450.81 .91 1451.73 3.2 2.29 .08 1451.81 .00 .63 2.00 .00 .00 0 .00 0 4.33 .00691 .00117 .01 .56 .00 0 621.26 1450.84 .88 1451.72 3.2 2.40 .09 1451.81 .00 .63 2.00 .00 .00 0 .00 0 3.95 .00691 .00133 .01 .56 .00 0 625.21 1450.87 .85 1451.72 3.2 2.52 .10 1451.82 .00 .63 2.00 .00 .00 0 .00 0 3.73 .00691 .00152 .01 .56 .00 0 628.94 1450.90 .82 1451.72 3.2 2.64 .11 1451.83 .00 .63 2.00 .00 .00 0 .00 0 3.50 .00691 .00173 .01 .56 .00 0 632.45 1450.92 .79 1451.71 3.2 2.77 .12 1451.83 .00 .63 2.00 .00 .00 0 .00 0 3.25 .00691 .00197 .01 .56 .00 0 635.70 1450.94 .76 1451.71 3.2 2.91 .13 1451.84 .00 .63 2.00 .00 .00 0 .00 0 2.76 .00691 .00224 .01 .56 .00 0 638.46 1450.96 .74 1451.70 3.2 3.05 .14 1451.84 .00 .63 2.00 .00 .00 0 .00 0 2.43 .00691 .00256 .01 .56 .00 0 640.89 1450.98 .71 1451.69 3.2 3.20 .16 1451.85 .00 .63 2.00 .00 .00 0 .00 0 1.53 .00691 .00292 .00 .56 .00 0 642.42 1450.99 .69 1451.68 3.2 3.36 .18 1451.85 .00 .63 2.00 .00 .00 0 .00 OHYDRAULIC JUMP .00 1 PAGE 4 WATER SURFACE PROFILE LISTING PROPOSED S.D. LINE 'A' - UPSTREAM OF C.B. #4 24" & 30" RCP PIPES FROM C.B.#4 TO M.H. ON A STREET LOTS 1 TO 15 HAVE 8" PVC S.D. JOINED DIRECTLY TO MAINLINE 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** • • • 0 642.42 1450.99 0 76.44 .00691 0 718.86 1451.52 0 15.09 .00691 0 733.95 1451.62 0 11.56 .00691 0 745.51 1451.70 0 3.50 .00691 0 749.01 1451.73 0 .39 .00691 0 749.40 1451.73 1 .56 1451.55 . 56 1452.08 .56 1452.19 . 58 1452.29 . 60 1452.33 .63 1452.35 3.2 4.44 .31 1451.86 .00 .63 2.00 .00 .00 0 .00 .00682 .52 .56 .00 3.2 4.44 .31 1452.39 .00 .63 2.00 .00 .00 0 .00 .00675 .10 .56 .00 3.2 4.41 .30 1452.49 .00 .63 2.00 .00 .00 0 .00 .00626 .07 .56 .00 3.2 4.21 .27 1452.56 .00 .63 2.00 .00 .00 0 .00 .00548 .02 .56 .00 3.2 4.01 .25 1452.58 .00 .63 2.00 .00 .00 0 .00 .00479 .00 .56 .00 3.2 3.82 .23 1452.58 .00 .63 2.00 .00 .00 0 .00 • STORM DRAIN LATERAL 'A-1 H5 • • INPUT FILE LISTING T1 PROPOSED S.D. LATERAL 'A-1' T2 C.B.#3 W=10' WITH 24" RCP OUTLET PIPE T3 JOIN TO MAINLINE 'A' AT STA. 1+76.33 SO 101.771448.09 24 R 122.601449.69 24 SH 24 1 1451.28 .013 000.00 00.00 00.00 00.00 0 O CARD SECT CHN NO OF AVE PIER CODE NO TYPE PIERS WIDTH SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 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) DIAMETER WIDTH DROP CD 24 4 2.00 1 0 OHEADING LINE 0 OHEADING LINE 0 OHEADING LINE 0 1 0 0 ELEMENT NO 1 NO 1 IS NO 2 IS NO 3 IS WATER SURFACE PROFILE - TITLE CARD LISTING PROPOSED S.D. LATERAL 'A-1' C.B.#3 W=10' WITH 24" RCP OUTLET PIPE JOIN TO MAINLINE 'A' AT STA. 1+76.33 WATER SURFACE IS A SYSTEM OUTLET * U/S DATA STATION 101.77 O ELEMENT NO 2 IS A REACH * U/S DATA STATION 122.60 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION 122.60 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS ** 1 PROFILE - ELEMENT CARD * * INVERT SECT 1448.09 24 * * INVERT SECT 1449.69 24 * INVERT SECT 1449.69 24 NOW BEGINNING WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN WATER SURFACE PROPOSED S.D. LATERAL 'A-1' C.B.#3 W=10' WITH 24" RCP OUTLET PIPE JOIN TO MAINLINE 'A' AT STA. 1+76.33 0 STATION INVERT DEPTH W.S. Q VEL VEL ELEV OF FLOW ELEV HEAD 0 L/ELEM SO SF AVE ***************************************************************** O 101.77 1448.09 0 15.63 .07681 0 117.40 1449.29 0 2.36 .07681 0 119.76 1449.47 0 1.34 .07681 O 121.10 1449.57 O 1.07 .07681 0 122.16 1449.66 0 .44 .07681 0 122.60 1449.69 1 3.19 2.00 1.81 1.71 1.62 1.58 1451.28 1451.29 1451.29 1451.28 1451.27 1451.27 5.9 5.9 5.9 5.9 5.9 5.9 1.88 1.88 1.97 2.07 2.17 2.21 .05 .00067 .05 .00063 .06 .00062 .07 .00067 .07 .00071 .08 LISTING N .013 W S ELEV 1451.28 W S ELEV .00 PAGE NO PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PROFILE LISTING ENERGY GRD.EL. HF *********** 1451.33 .01 1451.35 .00 1451.35 .00 1451.35 .00 1451.35 .00 1451.35 PAGE 1 SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV DEPTH DIA ID NO. PIER NORM DEPTH ZR ******************************************************* .00 .00 .00 .00 .00 .00 .86 .86 .86 .86 .86 .86 2.00 .00 2.00 .00 2.00 .00 2.00 .00 2.00 .00 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 STORM DRAIN LATERAL `A-2' HS3 • • INPUT FILE LISTING T1 PROPOSED S.D. LATERAL 'A-2' T2 C.B.#2 W=10' WITH 24" RCP OUTLET PIPE T3 JOIN TO MAINLINE 'A' AT STA. 3+93.72 So 101.991449.28 24 1451.73 R 129.531449.78 24 .013 000.00 00.00 00.00 00.00 0 SH 24 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 24 4 2.00 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 PROPOSED S.D. LATERAL 'A-2' OHEADING LINE NO 2 IS - 0 C.B.#2 W=10' WITH 24" RCP OUTLET PIPE OHEADING LINE NO 3 IS - 0 JOIN TO MAINLINE 'A' AT STA. 3+93.72 1 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 101.99 1449.28 24 1451.73 0 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 129.53 1449.78 24 .013 .00 .00 .00 0 O ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 129.53 1449.78 24 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** PAGE NO 1 PAGE NO 2 WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC WATER SURFACE PROFILE LISTING PROPOSED S.D. LATERAL 'A-2' C.B.#2 W=10' WITH 24" RCP OUTLET PIPE JOIN TO MAINLINE 'A' AT STA. 3+93.72 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** O 101.99 1449.28 0 26.47 .01815 O 128.46 1449.76 0 1.07 .01815 0 129.53 1449.78 1 2.45 2.00 1.98 1451.73 1451.76 1451.76 7.7 2.45 .09 1451.82 .00 .99. .00115 .03 7.7 2.45 .09 1451.85 .00 .99 .00110 .00 7.7 2.45 .09 1451.85 .00 .99 PAGE 1 2.00 .00 .00 0 .00 .68 .00 2.00 .00 .00 0 .00 .68 .00 2.00 .00 .00 0 .00 • STORM DRAIN LATERAL `A-3' • INPUT FILE LISTING T1 PROPOSED S.D. LATERAL 'A-3' T2 C.B.#3 W=10' WITH 24" RCP OUTLET PIPE T3 JOIN TO MAINLINE 'A' AT STA. 3+93.72 SO 102.471449.28 24 R 119.801449.78 24 SH 24 1 O CARD SECT CHN NO OF CODE NO TYPE PIERS CD 24 4 1 0 OHEADING LINE NO 0 OHEADING LINE NO 0 OHEADING LINE NO 0 1 0 0 ELEMENT NO 1 O ELEMENT NO 2 O ELEMENT NO 3 NO EDIT ERRORS ** 1 WARNING NO. 1 IS 2 IS 3 IS 1451.73 .013 000.00 00.00 00.00 00.00 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 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) WIDTH DIAMETER WIDTH DROP 2.00 WATER SURFACE PROFILE - PROPOSED S.D. LATERAL C.B.#3 W=10' WITH 24" TITLE CARD LISTING 'A-3' RCP OUTLET PIPE JOIN TO MAINLINE 'A' AT STA. 3+93.72 IS A REACH U/S DATA STATION 119.80 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 119.80 1449.78 24 ENCOUNTERED -COMPUTATION IS NOW BEGINNING WATER SURFACE IS A SYSTEM OUTLET U/S DATA STATION 102.47 * PROFILE - ELEMENT CARD LISTING * * INVERT SECT 1449.28 24 * * INVERT SECT 1449.78 24 * N .013 * W S ELEV 1451.73 W S ELEV .00 PAGE NO 1 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING PROPOSED S.D. LATERAL 'A-3' C.B.#3 W=10' WITH 24" RCP OUTLET PIPE JOIN TO MAINLINE 'A' AT STA. 3+93.72 O STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 0 0 0 0 0 1 102.47 1449.28 16.03 .02885 118.50 1449.74 1.30 .02885 119.80 1449.78 2.45 2.00 1.96 1451.73 1451.74 1451.74 6.3 6.3 6.3 2.01 2.01 2.01 .06 .00077 .06 .00073 .06 1451.79 .01 1451.80 .00 1451.80 .00 .00 .00 .89 .89 .89 .55 .55 2.00 2.00 2.00 .00 .00 .00 .00 . 00 .00 . 00 .00 0 .00 0 .00 0 .00 • APPENDIX HYDROLOGY MAPS FOR EXISTING PRE -DEVELOPED CONDITION AND PROPOSED DEVELOPED CONDITION AS ttA 65.26 TO ECR \ / 4.1) 6931 _CASWELL LANE 60.0 PAD O23 8 1.15 146 ,A= cm, 6913 CASWELL LANE (±64.7) FG 6921 CASWELL LANE 64.0 PAD (+64) FG ••••(J7•G:4•13-T4-4,7---J-----s (69.46) TW \\_\ (±63) FG (62.58) F 168.09) TW 67.42) TW ±61.5) FG uw.-•-•,„ ± 61 . 5)1FG 66.78 TW (66.73) TW (±60.1 FG (66.11) TW (±59.7) FC 66.06) 6941 ‘65.38) SWELL LANE (+59.1) 56.0 PAD am ,T,\AA; 6951 CASWELL LANE 53.0 PAD 7- 63.35 I 52.0 PAD 6061 WELL LANE 561)',FG • 62.00) T 61.32) TW (+55.1) FG • 6969 CASWELL LANE 52.0 PAD Wo.2680 - 1C3M OM (.1557) FG 6977 CASWELL LANE 51.0 PAD 4.4 -1(±53.5) FG 'W W (±53.5) FG •-•••-) (±53.5) F (60.01 1W (±53.5 re (-597-3 (±53.4) FG 69817 CASWELL LANE J 50.5 PAD 0 f '59.30) TW mt i , ..... 1 ---i-,„ 5q.63) TW ir----I 6995 f i I ( t 62.7) FG i -----1 Li CASWELL LAN4 50.0 PAD I , • i:247 i I/ of:__./,..,.,., -----_,,, 1 I / ,...,„, I y „ 'KJ ,1(58.56) TW .\°••• -/-; (-T571.1 7 FG ( 0 0 LC) SU1EA E 4OFF9TE STREET)" A 0.2Z, Tc 6.4 M1N. Q10 =.,1 .15 CFS 921.91_,„,C FS L 1467.0 FS : LOT 20 PP;D=67.0 \ 64.3 FG \ 60.2 FG LOT 19 PAD=64.3 LOT 18 PAD=61.6 L=733' S=1.8% LOT 17 PAD=60.2 SUBAREA Al (PROJECT ONSITE) AREA= 2.31 AC. Tc= 11.7 MIN. Q100=7.7 CFS Q25=5.8 CFS Q10=4.7 CFS LOT 16 PAD=58.9 57.0 TG 55.5 INV. 57.3 FG 57.0 TG 55.5 INV. 56.5 TG 55.0 INV. 56.8 FG 56.8 FL-H P 56.8 FG 56.5 TG 55.0 INV. 56.1 TG 54.6 INV. 56.4 FG 56.4 FL -HP 56.4 FG 56.1 TG 54.6 INV. 55.8 TG 54.3 INV. 56.1 FG 56.1 FL -HP 56.1 FG 55.8 TG 54.3 INV. 55.4 TG 53.9 INV. 55.7 FG 55.3 54.8 TG FG 53.3 INV \6" PVC TYP. S=1% LOT 15 PAD-58.0 PAD=57.5 LOT 13 PAD-57.0 INV./GB INV./GB .53.8 INV./GB NV./GB I 53.5 INV./GB LOT 12 PAD=56.7 53.6 LOT 10 PAD=56.1 TO/BC 55.55 TC . 1 OIL \T\C, 55.21 TC/M off LOT 9 PAD=55.8 54.5 TO 53.0 INV. 55.0 TO 7018 PETAL UMA LAN\ \ 47.5 PAD CIM JOIN E (66.50) 1 464.3 LOT 21 PAD=64.0 LOT 46 PAD=58.2 COHC 7014 ,,,,fETALUMA LANE 47.5 PAD 54.44 TO/BC 54.49 IC \\. 16723 stru ction SUBAREADl- (OFFSITE.STREET) AREA=0.47 AC. Tc= 9.4 MIN. Q100=1.90 CFS .,,.../ (66.05 -TO) ' '"NJ (65.81 TO) ' \ ' (65.53 TC) . (65.28 TO) (---ef:47----_!2--Ft--)--- \ / , ------ -' - .• .' 41 s• LOT 23v LOT 24 PAD=63.7 PAD=63.6 TR AC (under LOT 22 PAD=64.0 \ 5 . B VC 54.38 VC 54.28 TO- LP 51.9 / INV./GB Q25=5 8 CFS Q10=4 7 CFS CNI r•••• L.C5 4 C•I 4 Lc) r() 1.1) LC) ACT NO. 7019 \ PETALUMA LANE '\-\ 48.0 PAD , 57.44 TO 57.03 TC /EC TC/ECR TO/BC PROP. 30" STORM DRAI 5440N NET 52.0 INV./GB IN LOT 5 PAD=55.3 LOT 25 PAD=63.2 52.4 52.4 / 9\ 51.9 IN INV./GB EX. FENCE SUMMARY OF RATIONAL METHOD 8c UNIT HYDROGRAPH LOT 26 PAD=63.0 LOT 27 PAD-62.7 4.24 54.18 LOT 28 PAD=62.4 LOT 29 PAD=61.9 FG SUBAREA B2 (PROJECT ONSITE) AREA= 2.43 AC. Tc= 12.0 MIN. 100=7.9 CFS b25= 6.0 CFS Q10=4.9 CFS LOT 30 PAD-61.0 LOT 31 PAD=60.5 L=718' S=1.5% 56.28 FS/BVC BRU N Q25=15.0 CFS 0100=27.5 CFS Q10=12.1 CFS LOT 2 Q2520.9 CFS LOT 3 1 PAD=55.1 Q10=16.9 CFS fri 41 , PAD=55.1 54.6 FG AD= 55. f:D_ Dr-'T CO / +I A9.76 C. "TIC=151N. 1, Q1 00=31.2 CFS Q25=23.7 CF s 53.0 PAD1019.2 CFS 7012 TC/ECR 56.62 FS/EVC LANE 56.44 TO/BC 6.25 N. METHOD HYDROLOGY CALCS !JUNIPER AVE FOR PROPOSED DEVELOPED CONDITION - 111- ntt 1463. A=0: FL Q1 00=1.90 CFS Q25=1.50 CFS 4)1 0=1.25 CFS Th \ N EXIST.'6Q" P S. D. PER JUNIPER AVENUE' 0.47 9.4 1.90 STORM DRAlq PLANS CITY DWG Na.,\ 3614 /1 s=1:9% PROP, 470' LONG dfr " THICrkf PERVIQUS CONC. GUTTER:hi UNDERLAIN WITH 36" DEPTH LAYER Or\ CRUSHED ROCK ---"To'RU\ LLY 'FRAT Qbmp\---<1,089 cm,- ft /FROM WI DEN EaSECTION-OF W'LY SIDENOF JUNIPER AyE. SUBAE\i^‘ D2 (OFFSITE STREET) 7 A 0.61\ Aa. 1 73 CFS/1 CF5 1 . 09\--CEt 1A1 447:NOANY A= 8.69 4C. 00 27. 6 CFS Q25=20.9 CPS (---- 4'-j--01 0 69 CFS\ SU B AiRE,A C (PROJECT NSIT41 AREA=0. 26 \AC. Q100=0.07 cFS 5=0.01 CFS o. o CFS CMR INFILTRATION SYSTEM Qb m p"REOIN I RED= 24, 91-6---cu,- ft VOL. PROVDED= 244i7 cu BOTTOM SAAWAREA=5,464 sq -ft DRAWWWN Mk- 43.8 hours 1452.4 FL 1 .08 -AT1 . 08K-A\C Q190=3.6 CFS Q25=2.84 Q10=234 CFS S=6' PARKWAY DRAIN \y-FR 0 V7E-LOW 0 U T/LE1‘ HYDROLOGIC SUBAREA ONSITE Al ONSITE A2 ONSITE B1 ONSITE B2 ONSITE C OFFSITE D OFFSITE E CONCEN. POINT 1 TO 2 4 TO 5 7 TO 8 10 TO 11 13 TO 12 14 TO 16 17 TO 18 TOTAL AREA 2.31 ac. 1.91 ac. 1.78 ac. 2.43 ac. 0.26 ac. 1.08 ac. 0.23 ac. LAND USE SINGLE FAMILY LOTS SINGLE FAMILY LOTS SINGLE FAMILY LOTS SINGLE FAMILY LOTS WATER QUALITY LOT D 1/2 OF WALNUT & JUNIPER S. 1/2 OF WALNUT AVE. Tc (mi) 11.7 11.8 11.8 12.0 12.5 12.7 6.4 DESIGN PEAK 0100 Flow (cfs) 7.7 5.9 TOTAL PEAK 0100 Flow (cfs) 7.7 14.0 19.7 27.6 31.2 1.15 PEAK Q25 Flow (cfs) 5.8 4.8 4.5 6.0 0.01 2.84 0.91 TOTAL PEAK 025 Flow (cfs) 5.8 10.6 15.0 20.9 20.9 0.91 PEAK 010 Flow (cfs) 4.7 3.9 3.6 4.9 0.01 2.34 0.75 TOTAL PEAK 010 Flow (cfs) 4.7 8.6 12.1 16.9 16.9 19.2 LAG TIME (mi) 10.0 SOIL LOSS RATE (in/hr) SOIL LOSS RATE, Fm= 0.324 in/hr LOW LOSS FRACTION, Yb= 0.298 100-YR 24-HR Runoff Volume (AF) & Peak Flow Rate (CFS) 4.35 ac-ft 28.3 cfs Qbmp & Vbmp Qbmp= 1.33 cfs Vbmp= 24,916 cu-ft COMMENTS Runoff intercepted by CB #2 • Lots 5 to 15 with 81' PVC SD pipes joined directly to SD Mainline on Madison Way & Sonney Lane 24" RCP Lateral joined to SD Mainline Runoff intercepted by CB #2 24" RCP Lateral joined to SD Mainline on Sonnet Lane Runoff intercepted by CB #3 24" RCP Lateral joined to SD Mainline on Sonnet Lane Runoff intercepted by CB #4 Lots 1 to 4 with 8 PVC SD pipes 'oined directly to SD Mainline on Sonnet Lane ; SD Mainline flows hru CB #4 to downstream DVS-84C Runoff from Lot D intercepted by 12”x12” Atrium Grate Inlet & Outlet to CMP System ; Total Q flows to 720 CMP Infiltration System before outlet thru 30" Lat. Runoff Flows Easterly on Walnut Ave. & then turns Southerly on Juniper Ave. to Prop. CB #5 W=10 ; 30 0 Lateral joins to Exist. Lat. 'F' per City L)wg #3614 Runoff Flows Westerly on Walnut Ave. & intercepted by Existing 21' Catch Basin at southeast corner of Walnut Ave. & Cypress Ave. per City Dwg. #3694 SIERRA LAKES PKWY r)\ 210 S HIGHLAND AVE itt WALNUT AVE BIDWEL1L LN PROJECT SITE VICINITY MAP HYDROLOGIC DESIGN DATA DESIGN RAINFALL FREQUENCY 100-YR 1-HR RAINFALL INTENSITv: 10-YR 1-HR RAINFALL INTENSITY: 2-YR 1-HR RAINFALL INTENSITY: SLOPE OF INTENSITY DURATION CURif SOIL GROUP SOIL'S INFILTRATION RATE EXISTING LAND USE PERCENT IMPERVIOUSNESS LEGEND • • • C.B. A 0100 025 010 N.T.S 100-YEAR FREQUENCY STORM EVENT 1.5 IN/HR tO It'' 0.67 IN/HR 0.6 FOR VALLEY AREA :- A" FOR ONSITE AREA di OFFSITE STREET FRONTAGES MINIMUM 4 INCHES PER HOUR AT TRENCH T-5 LOCATION OFFSITE - WALNUT AVE. & JUNIPER AVE. ONSITE - UNDEVELOPED VACANT LAND 60% - ONSITE SINGLE FAMILY LOTS ISCS CN=32 - AMC 21 90% - OFFSITE STREETS (SCS CN=32 - AMC 2) - DRAINAGE SUBAREA BOUNDARY • - TRACT BOUNDARY - EXISTING STORM DRAW PPE - PROPOSED STORM DRAW PIPE - LONGEST DRAINAGE FLOW PATH : - PROPOSED CATCH BASIN OR MET • - STREET / DRAINAGE FLOW DIRECTION - TOTAL TRIBUTARY DRAINAGE AREA (Aires) : - DESIGN PEAK 100-YEAR STORM FLOW RATE fats) - PEAK 25-YEAR STORM FLOW RATE fats) - PEAK 10-YEAR STORM FLOW RATE kW FS FL / INV Tc Qbmp Vbmp DVS-84C FRWStED SURFACE / FLOW LINE / INVERT - LONGEST LENGTH OF FLOW PATH (Feet) - SLOPE OF LONGEST FLOW PATH - TIME OF CONCENTRATION (1,8nutes) : - FLOW -BASED BMP DESIGN RIMOFF FLOW RATE lots) : - VOLUME -BASED BMP DESIGN RUNOFF VOLUME (au-fti : - FLOGARDS DUAL -VORTEX HYDRODYNAMIC SEPARATOR MODEL DVS-840 (TREATED FLOW CAPACITY: 3.0 CFS) : - SUBAREA ACREAGE (Ao.) : - TIME OF CONCENTRATION (Minutes) : - DESIGN PEAK 100-YR. FLOW Ws.) : - SUBAREA & CONCENTRATION PONT SCALE: 1" =30' 30 60 90 HYDROLOGY MAP FOR TRACT NO. 18657 PROPOSED DEVELOPED CONDITION (TTM NO. 11-003) S/W CORNER OF WALNUT AVE. AND JUNIPER AVE., FONTANA, CA PREPARED BY: 1111,'Iltillit111,„, '11'110 143Alt` PACIFIC COAST CIVIL, INC. 30141 AGOURA ROAD, SuITE 200 AGOURA HILLS, CA 91301 PH: (818) 865-4168 FAX: (818) 865-4198 PREPARED FOR: FRONTIER COMMUNITIES 8300 UncA AVENUE, SurrE 300 RANCHO CUCAMONGA, CA 91730 TEL: (909) 3548014 FAX: (909) 354-8071 REPRESENTATIVE: Tom BITNEY TOTAL: 10.0 ac. 32.35 24.61 19.95 Onsite Area= 8.7 acres ; DVS-84C has 3.0 cfs treatment capacity & bypass capacity of 40 cfs ; Contech 72”0 CMP Infiltration System has 24,967 cu-ft storage volume & 5,464 sq-ft footprint for 43.8 Hrs Drawdown Time ; 30”0 Outlet Pipe join to C.B. #5 & Exist. Lat. 'F' per City Dwg #3614 DESIGNED BY: M.H.N REVIEWED BY: M.H.N. DATE: 04/03/2014 DATE: 04/03/2014 0:1FontanaITT186571PCCIOrainagelHydrology1Tr18657-144-Proposeddwg