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Home My WebLink AboutJurupa & Catawba Industrial CenterDRAINAGE REPORT FOR JUR UPA AND CA TA WBA IND USTRIAL CENTER DR -P 07-047 APN 0237-191-43 bw MW IN 1w FONTANA, CALIFORAIIA 0M COUNTY OF SAN BERNARDINO �Mw law P0 Preparedfor: go Mike Latham P0 Panattoni Development Company 34 Tesla, Suite 200 Irvine, CA 92618 (949) 474-7830 (949) 474-7833 Fax Prepared by: SB&O, Inc. 1035 South Milliken Avenue, Suite "E" Ontario, CA 91761 (909) 635-0335 (909) 635-0365 Fax SB&O Job number: 66832.20 J" kw R. BROOKS, PE 41829 EXP. 3/31/2010 Dated: Thursday, May 08, 2008 ??,C)FESS/ R. B'q A, Y- o NO. 41829 LU M Exp. 3/31 /10' civi C F C APPROVED (0.30-08 0 TABLE OF CONTENTS SECTION I - NARRATIVE pa Exhibits introduction and Background ow Description of Watershed Existing Storm Drain and Street Improvement Plans (Backup Existing Condition Documents) Developed Condition in Developed Condition Hydrology Map (100 Year) Methodology Offlite Storm Drain Plan Hydrology Onsite Utility Plan Catch Basins Mainlines and Laterals Conclusions SECTION 2- HYDROLOGY CALCULATIONS Existing Condition (100 year) bw Developed Condition (100 year) ow SECTION 3 - HYDRAULIC CALCULATIONS Water Surface Profile Calculations (WSPG), for 100 -Year event: PX Line Al — Offlite storm drain line in Jurupa Avenue bw Lateral A2 — Offsite lateral at NE C/O Jurupa and Catawba Avenues Line A — Main onsite stonn drain through westerly drive aisle Lateral B — Onsite lateral in westerly drive approach Lateral C — Onsite lateral along Jurupa frontage Lateral D — Onsite lateral in SW C/O parking lot Lateral E — Onsite lateral to truck docks Catch Basin Calculations SECTION 4 - EXHIBITS 0 OW 2 60 Exhibits Hydrology Soils Group Map 100 -Year I -Hour Isohyetal Contour Map for the Valley Area Existing Storm Drain and Street Improvement Plans (Backup Documents) Existing Condition Hydrology Exhibit (100 Year) in Developed Condition Hydrology Map (100 Year) k* Offlite Storm Drain Plan Precise Grading Plan Onsite Utility Plan 0 OW 2 60 0 SECTION I - NARRATIVE INTRODUCTION AND BACKGROUND Jurupa Industrial Center is a proposed two building industrial development for warehouse distribution and trucking. The site is 8.8 acres and is located on the north side of Jurupa Avenue between Catawba Avenue and Citrus Avenue in the City of Fontana, San Bernardino County, California. The site is a rectangular L-shaped W parcel around an existing residential parcel that is not a part. an The site contains four abandoned buildings and a large gravel yard. The proposed drainage patterns for the site will follow the existing patterns, which is from the north to the south. All of the proposed surface flows from the site will be collected in an onsite storm drain system that will drain into a proposed 36" public storm drain pipe bw in Jurupa, which will connect to an existing double 8'x4' RCB storm drain in 0^ Catawba Street. wo The purpose of this drainage study is to determine the volume of storm runoff OW generated from the site and how it will be conveyed to downstream facilities while to protecting the proposed dwellings from flooding. am bw DESCRIPTION OF WATERSHED 4M Existing Condition %W The existing topography is nearly flat with a gentle slope from the north to the south go direction towards Jurupa Avenue. The overall topographic relief is approximately 8 im feet for a gradient of about 1 percent (I foot vertically for every 100 feet horizontally). There are no discernable outlets or improved drainage features along PM the edge of pavement at Jurupa Avenue. AK The site consists of three existing houses and two detached garages. The site is currently being used for trucking, trailer and miscellaneous storage. Almost the entire site is underlain with a decomposed aggregate bed for truck access and trailer storage. Because of the movement of trucks and the storage of trailers, there is extremely 40 sparse vegetation. Due to the impervious nature of the existing uses, the existing hydrology was modeled using an "Undeveloped (poor)" type cover, which roughly has the same imperviousness ratio as the existing conditions. The most notable 40 vegetation is an existing Eucalyptus windrow along the northerly property line. The Eucalyptus trees are mature but poorly maintained and straddle the northerly property line in two rows. The surrounding uses are mixed. To the northeast is an existing residential structure, to the northwest is an existing house on a parcel used for trailer storage, to the west and east are existing residences and Jurupa Avenue borders the south. The site and we %M surrounding vicinity is zoned light industrial but currently contains mixed uses as the result of annexation into the City of Fontana from the County of San Bernardino. Past aerial images and USGS topographic maps do not indicate the site was used for agricultural operations, therefore there are no indications that there could be underground irrigation lines or drainage structures associated with past agricultural uses. There is no existing storm drain infrastructure in Jurupa Avenue, partly because the County's master drainage plan before annexation into the City of Fontana did not account for the ultimate developed condition. Existing drainage from the site sheet flows to the edge of pavement along Jurupa Avenue and then flows west. The nearest storm drain facility is located 1/2block west in Catawba Avenue, a 4'x8' reinforced concrete box structure that drains I block south to the Declez Channel. The Declez channel flows west and is a tributary of the improved Etiwanda San Sevaine Flood Control Channel and the Santa Ana River, Reach 3. Developed Condition 4" The project proposes construction of two medium sized industrial buildings, 6W approximately 127,900 and 63,400 square feet each. The project also proposes 35 truck docks and 3 at grade bays in the middle of the site. The proposed site plan has am an imperviousness ratio of 88% based on a site plan from CCA Architects dated ior November 26, 2007 (site revision number 12). This falls within the typical imperviousness range for a light industrial project, around 80 to 90%. As such, the PM proposed hydrology used the "Commercial" type cover, which most closely matches bw the impervious cover of the proposed uses. W& An onsite storm drain system will collect the storm runoff. The hydrology iW calculations for the developed condition included in Section 2 show that the proposed flows are 26.82 cfs. The developed hydrology does not account for any offsite run- on. Existing runoff to the north is diverted to the east and west by an existing berm in the Eucalyptus windrow. Therefore, there is no existing runoff accepted by this project. Flows are collected in various size pipes and routed to a 36" offsite storm drain line that connects to an existing stub -out in the 4'x8' reinforced concrete box in Catawba Avenue. The offline storm drain also includes one offsite catch basin at the northeast comer of Jurupa and Catawba Avenues. Based on the existing storm drain plans for Catawba, 15.6 efs is tabulated for this catch basin. This information was M based on the exiting street improvement plans for the Jurupa Avenue capital improvement project, dated October 27, 2006 by HDR Engineering, Inc for storm drain lateral 14, Jurupa Avenue. Note that a vertical datum shift of +1.40 feet was used to rectify the differences between the benchmark used on this existing plan and the benchmark used on this project. an tw rd 00 60 METHODOLOGY 40 AN Hydrology an Hydrology calculations were performed for the I 00 -year storm event for the proposed 1W condition in accordance with the San Bernardino County Flood Control District's Hydrology Manual dated August 1986. Hydrology calculations were performed in accordance with the San Bernardino County Hydrology Manual using Civilcadd/Civildesign Engineering Software, version 6.2. These calculations are included in Section 2. Catch Basins aw Each inlet was analyzed for the 100 -year storm event. The catch basin design calculations were base on either a sump condition or an in-line condition. Sump we condition catch basins were sized based on ponding depth using L.A. County Road U0 Department Plate 2.6-0651 Nomograph. In-line catch basins were sized based the depth of flow at the inlet utilizing Los Angeles County Flood Control District V4 Hydraulic Design Manual pages D- I OA through D- I OD (pages G-23 through G-26) for side flow catch basins. Depth of flow at the inlet was calculated using CivilCadd/Civildesign Engineering software, General Hydraulic Analysis for Streets Version 6.0. Catch Basin sizing calculations are included in the "Catch Basin Sizing Calculations" section of this report. pa Main Lines and Laterals VW ON Storm drain mainlines and laterals were designed with the minimum pipe sizes necessary to prevent the I 00 -year hydraulic grade lines from rising above the rim a* elevation of manholes or from exceeding the elevation of the flowline of catch basin we local depressions. The hydraulic grade line for each mainline and lateral was calculated for the Qloo using CivilCadd's WSPGW version 14.05 software, based on the industry standard Water Surface Pressure Gradient (WSPG) program developed by the Los Angeles County Flood Control District. The hydraulic grade line for Q100 is shown on the storm drain plan profiles. Calculations are included in Section 3. Downstream control of an invert elevation at 999.34' for the offsite storm drain Main Line "A I" was based on the storm drain improvement plans for Catawba Avenue, drawing number 1803, sheet I I of 24, dated February 1987 by ACL Consulting Engineers, approved by the City of Fontana in June 1989. The downstream water surface elevation was set at 1003.25 based on the HGL elevation specified in the profile for lateral at STA 140+00.00. A vertical datum shift of +1.25 feet was used to rectify the differences between the benchmarks used for this project and these existing plans. r7 W me CONCLUSIONS ON Tributary areas were determined and the hydrology program was used to calculate to Q100 for the proposed development. The proposed storm drain system consists of onsite inlets and pipes that will connect to the proposed 36" lateral. Drainage areas go and node numbers corresponding to the hydrology calculations are identified in the 4W enclosed Hydrology Mat) located in Section 4. This study and the calculations presented herein demonstrate the adequacy of the proposed drainage improvements to protect the proposed structures from flooding in the 100 -year storm event in conformance with drainage concepts and design criteria for the County of San Bernardino. am 1W me aw MW 6 SECTION 2 - HYDROLOGY CALCULATIONS EXISTING CONDITION (100 YEAR) PO so San Bernardino County Rational Hydrology Program go As (Hydrology Manual Date - August 1986) Oft CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-1999 Version 6.1 Rational Hydrology Study Date: 05/07/08 to------------------------------------------------- ---------------------- 66832 Jurupa and Catawba Industrial Project an Existing Hydrology for the 100 -year 1 -hour storm event Dated: 2008.05.07 By: JD 41W ------------------------------------------------------------------------ 4M SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------------ #AW ********* Hydrology Study Control Information ------------------ ----------------------------------------------------- Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 OR I N P U T D A T A L I S T I N G OW Element Capacity Space Remaining = 3665 Element Points and Process used between Points am Number Upstream Downstream Process %W 1 1.100 1.200 Initial Area End of listing ........... OM No MR aw oft MO so in 04 am an 40 N 0 oft WW 1:1 too 4W--------------------------------------------------------------------- -------------------------------------------------------- + 66832 Jurupa and Catawba Industrial Project Existing Hydrology for the 100 -year 1 -hour storm event Dated: 2008.05.07 By: JD SB&O, Inc., Rancho Cucamonga, California - SIN 714 Page 1 Calculated By: Project: 66832elOO.rsb Checked By: Study Date: 05/07/08 100.0 Year Storm C 0 Hydrology Manual Date Audust 1986 ... 1******R A T 1 0 N A L H Y D R 0 L 0 G Y S A N B E R N A D I N 0 I Station/ I Soil Type IDevel.1 Area I Fm JFm avgJ Q I Q ISlopelSectioni V I L I T Tc I Hydraulics I JPoint N0.1 A,B,C,D IType I(Acres)lin/hlin/hr lin/hr I(sub)lTotal Jv/hz I JFps I ft.Imin.1 min.1 or notes ---------------- I ------ I ------- I ------ I ------ ------ I ------- I --------------- I ---------------- I ------ I ------- I ------ I ------ ------ I ------- I --------------- I I I ------ I ------- I ------ I ------ 1 0.01 1 1 850118-81 ----- JINITIAL SUBAREA1 I 1.201 A-100tlu-poorl 9.01 2.71 0.291 0.291 19.61 ------ ------- 18.81 oftI --------- I ---------------- I ------ I ------- I ---- I ------ I ------ ----- I ------ ------- ----- I --------------- Effective area 8.98 (Ac.) Total study area = 8.98 (Ac.) Peak flow rate 19.564 (CPS) AP = 1.000 SCS Curve (AMC IJ)= 67.00 ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- #AW ------- ------ ------ ------ ------ ------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- owlI --------- I ---------------- ------ ------- I ---- I II --------- I ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- --------------- ---------------- ------ ------- ------ ------- --------------- ---------------- ------ ------- ------ ------ 1 ---------------- ------ ------- ------ ------ ------ ------- --------------- -------- ------- ------ ------ ------ ------- --------------- soI I --------- -------- ------ --------------- II --------- ---------------- ------ ------- ------ ------ ------ ------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- Version 6.1 Copyright (c) CIVILCADD/CIVILDESIGN, 1989 1999 ---------------------------------------------------------------------------------------------------------------------------- W go aw oft 1W San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) am CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-1999 Version 6.1 Rational Hydrology Study Date: 05/07/08 to------------------------------------------------------------------------ 66832 Jurupa and Catawba Industrial Project so Existing Hydrology for the 100 -year 1 -hour storm event 6W Dated: 2008.05.07 By: JD ------------------------------------------------------------------------ No SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------------ #AW ********* Hydrology Study Control Information 0M------------------------------------------- %W Rational hydrology study storm event year is 100.0 Computed rainfall intensity: 1.350 (In.) Pft Storm year = 100.00 1 hour rainfall = Slope used for rainfall intensity curve b = 0.6000 ow Soil antecedent moisture condition (AMC) = 3 PW %W Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** On UNDEVELOPED (poor cover) subarea 60 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Ok Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 VW SCS curve number for soil(AMC 2) = 67-00 Adjusted SCS curve number for AMC 3 = 84.60 oft Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) aw Initial subarea data: Initial area flow distance 850-OOO(Ft.) Top (of initial area) elevation = 19.500(Ft.) pe Bottom (of initial area) elevation = 9.000(Ft.) 00 Difference in elevation = 10.500(Ft.) Slope = 0.01235 s(%)= 1.24 so TC = k(O.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.775 min. ON Rainfali intensity = 2.711(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.804 an Subarea runoff = 19.564(CFS) Total initial stream area = 8.980(Ac.) to Pervious area fraction 1.000 Initial area Fm value 0.290(In/Hr) am End of computations, total study area = 8.980 (Ac.) AW an tow OW VW I I H I F -I N H I SECTION 2 - HYDROLOGY CALCULATIONS DEVELOPED CONDITION (100 YEAR) r� 4W 40 as, San Bernardino County Rational Hydrology Program 4W (Hydrology Manual Date - August 1986) an CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-1999 Version 6.1 to Rational Hydrology Study Date: 05/07/08 ------------------------------------------------------------------------ 66832 Jurupa and Catawba Industrial Project 40 Developed Hydrology for the 100 -year 1 -hour storm event aw Dated: 2008.05.07 By: JD ------------------------------------------------------------------------ SB&O, Inc., Rancho Cucamonga, California - SIN 714 ------------------------------------------------------------------------ %W Hydrology Study Control Information vw PW k,W oft %W fm tkw PR OW so aw WO 00 4M No an 40 0 ON to 0 "M bw ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 I N P U T D A T A L I S T I N G Element Capacity Space Remaining = 3654 Element Points and Process used between Points Number Upstream 1 1.100 2 4.100 3 4.100 4 2.100 5 2.200 6 2.200 7 4.200 8 4.200 9 4.300 10 4.300 11 3.100 12 3.200 13 3.200 14 4.400 15 4.400 End of listing ........... Downstream Process 4.100 Initial Area 4.200 Pipeflow Time (pgm est) 4.200 Confluence 2.200 Initial Area 4.200 Pipeflow Time (pgm est) 4.200 Confluence 4.300 Pipeflow Time (pgm est) 4.300 Subarea Flow Addition 4.400 Pipeflow Time (pgm est) 4.400 Confluence 3.200 Initial Area 4.400 Pipeflow Time (pgm est) 4.400 Confluence 4.500 Pipeflow Time (pgm est) 4.500 Subarea Flow Addition OR Ok--------------------------------------------------------------------- -------------------------------------------------------- -- qW : 66832 Jurupa and Catawba Industrial Project I Developed Hydrology for the 100 -year 1 -hour storm event Dated: 2008.05.07 By: JD SB&O, Inc., Rancho Cucamonga, California - SIN 714 ---------------------------------------------------------------------------------------------------------------------------- Project: 66832PlOO.rsb Page 1 Calculated By: Study Date: 05/07/08 Checked By: 100.0 Year Storm ...... R A T 1 0 N A L H Y D R 0 L 0 G Y - S A N B E R N A D I N 0 C 0 Hydrology Manual Date - Audust 1986 ]station/ I Soil Type IDevel.1 Area I I I Fm JFm avgJ Q I Q Islopelsectionj V I L I T I Tc I Hydraulics I I I JPoint N0.1 A,B,C,D IType I(Acres)lin/hlin/hr Jin/hr I(sub)lTotal Iv/hz I JFps I ft.Imin.1 min.1 or notes I I foulI --------- I ---------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I ----- I ------- I ---- I ---- I ---- I ----- I --------------- I I II --------- I ---------------- I --------- I ---------------- I ------ I ------- I ------ I ------ I ----- I ------ I ------ I ------- I ------ I ------ I ----- I I ----- I ------- I 1 0.01 1 ---- I 1 ---- I ---- I 930113.51 ----- I --------------- I I ----- JINITIAL SUBAREA1 I 1 4.101 A-100%1 Comm 1 3.01 3.31 0.081 0.081 8.61 ------ I ----- I ------- I ---- I ---- I ---- 1 13-51 --------------- I I JNo. Pipes = 1 Pipe flow travel time --- IN' 0.013 ------ I ----- I 8.610.0151d= 181 7.81 2201 0.51 13.91hgl= 0.9 (Ft.)J I W" I --------- I ---------------- I ------ I ------- I ---- ------ I ------ I ----- I ------ I ----- I ------- I ---- I ---- I ---- I ----- I --------------- I I 1 1 4.201 1 1 3.01 3.21 1 1 8.61 1 1 1 1 1 1 13.9lStream Summary I I --------- I ---------------- ------ ------- ------ ------ ------ I ----- I ------- I ---- I ---- I ---- I ----- I --------------- I I --------- I ---------------- ------ ------- ------ ------ 1 0.01 1 1 6101 9.51 ----- JINITIAL SUBARF-Al I 1 1 2.201 A-100%1 Comm 1 4.01 4.11 0.081 0.081 14.41 ------ I ----- I ------- I ---- I ---- I ---- 1 9.51 --------------- I I ,10J INo. Pipes = I Pipe flow travel time --- IN' 0.013 ------ I 14.410.0071d= 241 6.71 1351 0.31 9.91hgl= 1.3 (Ft.)J I . I --------- I ---------------- Confluence I ------ ------- I ---- ------ I ------ I ------ TC#l= 13.9 TC#2= 9.9 TC#3= 0.0 I ----- I ------- I TC#4= 0.0 TC#S= ---- I 0.01 ---- I ---- I 1 1 ----- I --------------- I I 1 Largest I I Analysis Q#l= 8.64 Q#2= 14.41 Q#3= 0.00 Q#4= 0.00 Q#5= 0.00 Area 6.11 1 Confluence I I I#l= 3.24 I#2= 3.99 I#3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 Q= 21.98 1 1 4.201 AR1= 3.0 AR2= 4.0 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 1 1 1 I EA1= 7.0 EA2= 6.1 EA3= 0.0 EA4= 0.0 EA5= 0.01 1 1 1 1 1 pow Fml= 0.08 Fm2= 0.08 Fm3= 0.00 Fm4= 0.00 Fm5= 0.001 1 1 1 1 1 Ql = 20.3 Q2 = 22.0 Q3 0.0 Q4 0.0 Q5 = 0.01 1 1 1 1 1 %W ---------------- I ------ ------- ------ I ------ ------ ------- --------------- INo. Pipes = 1 Pipe flow travel time --- IN' 0.013 ------ I 22.010.0051d= 271 6.31 2201 0.61 10.41hgl= 1.9 (Ft.)l I 1 4.301 A-100%1 Comm 1 0.61 3.91 0.081 0.081 0-71 ------ I ----- I ------- I ---- I ---- I ---- 1 10.41 --------------- I I IM INO. Pipes = 1 Pipe flow travel time --- IN' 0.013 ------ I 22.710.0051d= 271 6.31 201 0.11 10.Slhgl= 1.9 (Ft.)l I II 41! --------- I ---------------- 1 4.401 I ------ I ------- I ---- ------ I ------ I ------ 1 1 6.71 3.81 1 1 22.71 I ----- I ------- I 1 1 1 ---- I 1 ---- I ---- I 1 1 ----- I --------------- I I 10.51Stream Summary I I --------- I ---------------- ---------------------------------------------------------------------------------------------------------------------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I ----- I ------- I ---- I ---- I ---- I ----- I --------------- Version 6.1 Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999 ---------------------------------------------------------------------- to -------------------------------------------------------- -- #W 4" E7 ONI -------------------------------------------------------------------- -------------------------------------------------------- -- 66832 Jurupa and Catawba Industrial Project Developed Hydrology for the 100 -year 1 -hour storm event 04 Dated: 2008.05.07 By: JD SB&O, Inc., Rancho Cucamonga, California - SIN 714 ---------------------------------------------------------------------------------------------------------------------------- Project: 66832PlOO.rsb Page 2 Calculated By: Study Date: 05/07/08 Checked By: 100.0 Year Storm I ...... R A T 1 0 N A L H Y D R 0 L 0 G Y - S A N B E R N A D I N 0 C 0 Hydrology Manual Date - Audust 1986 .***.** IStation/ I Soil Type IDevel.1 Area I I I Fm JFm avgJ Q I Q ISlopelSectionj V I L I T I Tc I Hydraulics I JPoint No.1 A,B,C,t) IType J(Acres)Jin/hJin/hr Jin/hr I(sub)lTotal Iv/hz I JFps I ft.1min.1 min.1 or notes I I ---------------- I ------ I ------- I ------ I ------ ------ I ------- I --------------- I I ---------------- I ------ I ------- I ------ I ------ I ------ I ------- I --------------- I I I --------- I ---------------- I ------ I ------- I ------ I ------ I 1 0.01 1 1 1901 7.41 ----- JINITIAL SUBAREA1 I 1 3.201 A-100%1 Comm 1 1.11 4.81 0.081 0.081 4.51 ------ I ----- I ------- I ---- I ---- I ---- 1 7.41 --------------- I I INo. Pipes = 1 Pipe flow travel time --- IN' 0.013 ------ I ----- I 4.510.0111d= 151 5.91 3801 1.11 8.41hgl= 0.8 (Ft.)l I VIV--------- I ---------------- I ------ I ------- I ---- ------ I ------ I ----- I ------ I ----- I ------- I ---- I ---- I ---- --------------- Confluence TC#l= 10.5 TC#2= 8.4 TC#3= 0.0 TC#4= 0.0 TC45= 0.01 1 1 1 Largest Analysis Q#l= 22.71 Q#2= 4,55 Q#3= 0.00 Q#4= 0.00 Q#5= 0.00 Area 7.76 1 Confluence tow I#I= 3.84 I#2= 4.38 I#3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 Q= 26.69 1 1 4.401 AR1= 6.7 AR2= 1.1 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 1 ,.4 1 1 EA1= 7.8 EA2= 6.4 F -A3= 0.0 EA4= 0.0 FA5= 0.01 1 1 1 Fml= 0.08 Fm2= 0.08 Fm3= 0.00 Fm4= 0.00 Fm5= 0.001 1 1 1 61 Q1 = 26.7 Q2 = 25.4 Q3 0.0 Q4 0.0 Q5 = 0.01 1 1 1 II --------- I ---------------- I ------ I ------- I ---- I ------ I ------ I ------ ----- I ------- I ---- I ---- I I ----- I --------------- 00% INo. Pipes = 1 Pipe flow travel time --- IN' = 0.013 ------ I 26.710.0041d= 301 6.01 51 0.01 10.Slhgl= 2.1 (Ft.)l I tow 1 4.501 A-100%1 Comm 1 0.21 3.81 0.081 0.081 0.11 ------ I ----- I ------- I ---- I ---- I ---- 1 10.51 --------------- I I II --------- I ---------------- I ------ I ------- I ---- I ------ I ------ ------ I ----- I ------- I ---- I ---- I ---- I ----- I --------------- Effective area 7.92 (Ac.) Total study area = 8.79 (Ac.) Peak flow rate 26.816 (CPS) AP = 0.100 SCS Curve (AMC II)= 32.00 ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- foolI --------- I ---------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I ----- I ------- I ---- I ---- I ---- I ----- I --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- ---------------- ------ ------- ------ ------ ------ ------- --------------- 4W I Version 6.1 Copyright (c) CIVILCADD/CIVILDESIGN, 1989 1999 1 1 ---------------------------------------------------------------------------------------------------------------------------- so 1W 0, %W PM is an San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-1999 Version 6.1 Rational Hydrology Study Date: 05/07/08 bw------------------------------------------- 66832 Jurupa and Catawba Industrial Project Developed Hydrology for the 100 -year 1 -hour storm event Dated: 2008.05.07 By: JD ------------------------------------------------------------------------ SB&O, Inc., Rancho Cucamongaf California - SIN 714 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ i0w Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ...................................................................... Process from Point/Station 1.100 to Point/Station 4.100 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 bw 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 oft Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) i6v Initial subarea data: Initial area flow distance 930.000(Ft.) Top (of initial area) elevation = 16.500(Ft.) Bottom (of initial area) elevation = 11.760(Ft.) im Difference in elevation = 4.740(Ft.) Slope = 0.00510 S(%)= 0.51 so TC = k(O.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.453 min. to Rainfall intensity = 3.311(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 40 Subarea runoff = 8.640(CFS) Total initial stream area = 2.970(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.079(In/Hr) ...................................................................... Process from Point/Station 4.100 to Point/Station 4.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** im Upstream point/station elevation = 7.260(Ft.) ON Downstream point/station elevation 3.940(Ft.) Pipe length = 220.00(Ft.) Manning's N = 0.013 Im No. of pipes = 1 Required pipe flow = 8.640(CFS) Nearest computed pipe diameter 18.00(In.) 0M Calculated individual pipe flow 8.640(CFS) Normal flow depth in pipe 10.78(In.) to Flow top width inside pipe 17.64(In.) Critical Depth = 13.65(In.) oft Pipe flow velocity = 7.83(Ft/s) Travel time through pipe 0.47 min. %W 0 7-2 Time of concentration (TC) = 13.92 min. ...................................................................... Process from Point/Station 4.100 to Point/Station 4.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.970(Ac.) Runoff from this stream = 8.640(CFS) Time of concentration 13.92 min. Rainfall intensity = 3.244(In/Hr) ON Area averaged loss rate (Fm) 0.0785(In/Hr) i Area averaged Pervious ratio (Ap) = 0.1000 ...................................................................... Process from Point/Station 2.100 to Point/Station 2.200 **** INITIAL AREA EVALUATION COMMERCIAL subarea type Decimal fraction soil group A = 1.000 bw 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 Oft Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) I Initial subarea data: 6W Initial area flow distance 610.000(Ft.) Top (of initial area) elevation = 16.500(Ft.) Bottom (of initial area) elevation = 8.990(Ft.) Difference in elevation = 7.510(Ft.) bio Slope = 0.01231 s(%)= 1.23 TC = k(O.304)*[(length^3)/(elevation change)]^0.2 pa Initial area time of concentration = 9.527 min. Rainfall intensity = 4.072(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.883 Subarea runoff = 14.414(CFS) Total initial stream area = 4.010(Ac.) Pervious area fraction 0.100 bw Initial area Fm value 0.079(In/Hr) oft ...................................................................... tmo Process from Point/Station 2.200 to Point/Station 4.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation 4.910(Ft.) Downstream point/station elevation 3.940(Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.414(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 14.414(CFS) Normal flow depth in pipe 15.54(In.) Flow top width inside pipe 22.93(In.) Critical Depth = 16.41(In.) Pipe flow velocity = 6.70(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) 9.86 min. on ...................................................................... Process from Point/Station 2.200 to Point/Station 4.200 im **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area 4.010(Ac.) %W Runoff from this stream 14.414(CFS) Time of concentration 9.86 min. Rainfall intensity = 3.989(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) %W 1 8.640 13.92 3.244 2 14.414 9.86 3.989 Qmax(l) = ilp 1.000 * 1.000 * 8.640) + 0.809 * 1.000 * 14.414) + = 20.307 Qmax(2) = 1.235 * 0.708 * 8.640) + 1.000 * 1.000 * 14.414) + = 21.976 Total of 2 streams to confluence: Flow rates before confluence point: 8.640 14.414 Maximum flow rates at confluence using above data: 20.307 21.976 Area of streams before confluence: Im 2.970 4.010 Effective area values after confluence: ORM 6.980 6.114 160 Results of confluence: Total flow rate = 21.976(CFS) Time of concentration = 9.862 min. opk Effective stream area after confluence 6.114(Ac.) 6W Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.079(In/Hr) Study area (this main stream) 6.98(Ac.) iw ...................................................................... Process from Point/Station 4.200 to Point/Station 4.300 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 3.940(Ft.) Xft Downstream point/station elevation 2.840(Ft.) Pipe length = 220.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.976(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 21.976(CFS) Normal flow depth in pipe 22.22(In.) Flow top width inside pipe 20.61(In.) Critical Depth = 19.68(In.) Pipe flow velocity = 6.28(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) 10.45 min. No . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 4.200 to Point/Station 4.300 ON **** SUBAREA FLOW ADDITION IN COMMERCIAL subarea type Decimal fraction soil group A = 1.000 so Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 60 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) LI, Time of concentration 10.45 min. so Rainfall intensity = 3.853(Tn/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified to rational method)(Q=KCIA) is C = 0.887 Subarea runoff 0.732(CFS) for 0.570(Ac.) on Total runoff = 22.708(CFS) io Effective area this stream = 6.68(Ac.) Total Study Area (Main Stream No. 1) = 7.55(Ac.) on Area averaged Fm value = 0.079(In/Hr) to ...................................................................... OM Process from Point/Station 4.300 to Point/Station 4.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** M! Upstream point/station elevation = 2.840(Ft.) FM Downstream point/station elevation 2.740(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 WW No. of pipes = 1 Required pipe flow = 22.708(CFS) Nearest computed pipe diameter 27.00(In.) Oft Calculated individual pipe flow 22.708(CFS) Normal flow depth in pipe 23.16(In.) ow Flow top width inside pipe 18.87(In.) Critical Depth = 20.02(In.) Pipe flow velocity = 6.26(Ft/s) Travel time through pipe = 0.05 min. %W Time of concentration (TC) 10.50 min. oft ...................................................................... Process from Point/Station 4.300 to Point/Station 4.400 CONFLUENCE OF MINOR STREAMS WW Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.684(Ac.) OM Runoff from this stream = 22.708(CFS) Time of concentration 10.50 min. MW Rainfall intensity = 3.842(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) on Area averaged Pervious ratio (Ap) = 0.1000 ...................................................................... Process from Point/Station 3.100 to Point/Station 3.200 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 190.000(Ft.) Top (of initial area) elevation = 10.580(Ft.) Bottom (of initial area) elevation = 9.750(Ft.) Difference in elevation = 0.830(Ft.) Slope = 0.00437 s(%)= 0.44 TC = k(O.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.350 min. Rainfall intensity = 4.758(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.885 Subarea runoff = 4.549(CFS) Total initial stream area = 1.080(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.079(In/Hr) too low ...................................................................... Process from Point/Station 3.200 to Point/Station 4.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 6.800(Ft.) Downstream point/station elevation 2.740(Ft.) Pipe length = 380.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.549(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 4.549(CFS) Normal flow depth in pipe 9.08(In.) Flow top width inside pipe 14.66(In.) Critical Depth = 10.37(In.) Pipe flow velocity = 5.85(Ft/s) Travel time through pipe = 1.08 min. Time of concentration (TC) 8.43 min. ...................................................................... Process from Point/Station 3.200 to Point/Station 4.400 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 1.080(Ac.) Runoff from this stream 4.549(CFS) Time of concentration = 8.43 min. Rainfall intensity = 4.382(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: am i0v . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 4.400 to Point/Station 4.500 OM **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1W Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) %W 1 22.708 10.50 3.842 2 4.549 8.43 4.382 oft Qmax(l) = 1.000 * 1.000 * 22.708) + am 0.874 * 1.000 * 4.549) + = 26.686 Qmax(2) = 1.144 * 0.803 * 22.708) + 1.000 * 1.000 * 4.549) + = 25.404 Total of 2 streams to confluence: Flow rates before confluence point: 22.708 4.549 Maximum flow rates at confluence using above data: 26.686 25.404 Area of streams before confluence: 6.684 1.080 Effective area values after confluence: 7.764 6.448 Results of confluence: 4W Total flow rate = 26.686(CFS) Time of concentration = 10.500 min. Effective stream area after confluence 7.764(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.079(In/Hr) Study area (this main stream) = 7.76(Ac.) am i0v . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 4.400 to Point/Station 4.500 OM **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 1W 0 Upstream point/station elevation = 2.740(Ft.) am Downstream point/station elevation 2.720(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.013 No No. of pipes = 1 Required pipe flow = 26.686(CFS) Nearest computed pipe diameter 30.00(In.) oft Calculated individual pipe flow 26.686(CFS) aw Normal flow depth in pipe 25.45(In.) Flow top width inside pipe 21.52(In.) am Critical Depth = 21.12(In.) Pipe flow velocity = 6.01(Ft/s) %W Travel time through pipe = 0.01 min. Time of concentration (TC) 10.51 min. oft VW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 4.400 to Point/Station 4.500 AM **** SUBAREA FLOW ADDITION low COMMERCIAL subarea type Decimal fraction soil group A = 1.000 OM Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 VW Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32-00 ow Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) so Time of concentration 10.51 min. Rainfall intensity = 3.839(In/Hr) for a 100.0 year storm am Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.897 UW Subarea runoff 0.130(CFS) for 0.160(Ac.) Total runoff = 26.816(CFS) PM Effective area this stream = 7.92(Ac.) bw Total Study Area (Main Stream No. 1) = 8.79(Ac.) Area averaged Fm value = 0.079(In/Hr) 0A End of computations, total study area 8.790 (Ac.) ow we aw im aw so I I I H u E I L� SECTION 2 - HYDROLOGY CALCULATIONS DEVELOPED CONDITION (100YEAR) M im Ti 66832 Jurupa and Catawba Industrial Project Pm T2 Hydraulic Analysis for Line Al offsite storm drain in Jurupa Ave is T3 Dated: 2008.05.12 By: JD so 76.600 999.340 1 1003. 250 R 80.600 999.490 1 .013 .000 PM R 97.430 999.560 1 .013 .000 R 114.780 999.630 1 .013 44.181 im R 138.410 999.720 1 .013 .000 ix 145.410 999.750 1 2 .013 15.600 1000.230 -45.0 am R 425.8701000.870 1 .013 .000 R 460.9001001-010 1 .013 -89.203 R 468.7401001.040 1 .013 .000 SH 468.7401001.040 1 1001.040 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 Q 26.820 .0 "M so pa 1W PM 60 am im ion PM am go No "M IN 4M 60 OR fto 0 FM imm I .000 0 .000 0 .000 0 .000 0 000 .000 0 .000 0 .000 0 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING IMEADING LINE NO I IS - PREADING LINE NO 2 IS - HEADING LINE NO 3 IS - 4" iks bw PM 109 PM �w FM 60 0 4 PM ps to pe im 0 0 0 am 6@ 66832 Jurupa and Catawba industrial Project Hydraulic Analysis for Line Al offsite storm drain in Jurupa Ave Dated: 2008.05.12 By: JD PAGE NO 1 fft 40 FILE: 66832Al.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 Time: 9: 1:19 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 JOCARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP pw jwCD 1 4 1 3.000 CD 2 4 1 2.000 on ow on im 4" im ow wo ON to ppo fAw 4= 10 PM 10 PM No pa too on to 0 0 wn No W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING to ELEMENT NO I IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV pm 76.600 999.340 1 1003.250 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ow 80.600 999.490 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH #Aw UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 97.430 999.560 1 .013 .000 .000 .000 0 an ELEMENT NO 4 IS A REACH bw U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 114.780 999.630 1 .013 22.500 44.181 .000 0 Pm ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ww 138.410 999.720 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 so 145.410 999.750 1 2 0 .013 15.600 .000 1000.230 .000 -45.000 .000 RADIUS ANGLE On .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 425.870 1000.870 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 460.900 1001.010 1 .013 22.500 -89.203 .000 0 4w ELEMENT NO 9 IS A REACH wo U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 468.740 1001.040 1 .013 .000 .000 .000 0 P" ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV No 468.740 1001.040 1 1001.040 opm aw V. too 41M 0 FILE: 66832Al.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 1:22 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line Al offsite storm drain in Jurupa Ave W Dated: 2008.05.12 By- JD on Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase wtJ INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El,I Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip 600 L/Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Falll ZR IType Ch ow 76.600 999.340 3.910 1003.250 42.42 6.00 .56 1003.81 .00 2.12 .00 3.000 .000 .00 1 .0 PM -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- l- ion 4.000 .0375 I I I I I .0040 I .02 I 3.91 .00 I I 1.18 .013 I .00 I .00 PIPE 80.600 999.490 3.776 1003.266 42.42 6.00 .56 1003.83 .00 2.12 .00 3.000 I .000 .00 I 1 .0 16.830 .0042 .0040 .07 3.78 .00 2.42 .013 .00 .00 PIPE 97.430 999.560 3.774 1003.334 42.42 6.00 .56 1003.89 .00 2.12 .00 3.000 .000 .00 1 .0 17.350 .0040 .0040 .07 .00 .00 2.46 .013 .00 .00 PIPE 114.780 999.630 3.853 1003.483 42.42 6.00 .56 1004.04 .00 2.12 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 23.630 .0038 .0040 .10 3.85 .00 2.55 .013 .00 PIPE an I I I I I I I I I .00 %W 138.410 999.720 3.858 1003.578 42.42 6.00 .56 1004.14 .00 2.12 .00 I I 3.000 I .000 .00 I 1 .0 -I- W"TUNCT STR -I- .0043 -I- -I- -I- -I- -I- .0028 -I- .02 -I- 3.86 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 00 1 1 1 1 1 1 1 1 1 1 1 1 1 145.410 999.750 4.279 1004.029 26.82 3.79 .22 1004.25 .00 1.67 .00 3.000 .000 .00 1 .0 IM -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 280.460 .0040 .0016 .45 4.28 .00 1.74 .013 .00 .00 PIPE ikv I I I I I I I I I I I 1 1 425.870 1000.870 3.612 1004.482 26.82 3.79 .22 1004.71 .00 1.67 .00 3.000 .000 .00 1 .0 35.030 .0040 .0016 .06 .00 .00 1.74 .013 .00 .00 PIPE 4M 460.900 1001.010 3.574 1004.583 26�82 3.79 .22 1004.81 .00 1.67 .00 3.000 .000 .00 1 .0 7.840 .0038 .0016 '01 3.57 .00 1.76 .013 .00 .00 PIPE 468.740 1001.040 3.556 1004.596 26.82 3.79 .22 1004.82 .00 1.67 .00 3.000 .000 .00 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- I I p A H H H F I j SECTION 3 - HYDRAULIC CALCULATIONS LATERAL A2 - NE CIO Jurupa and Catawba 0 Tl 66832 Jurupa and Catawba Industrial Project 0 T2 Hydraulic Analysis for Lateral A-2, offsite storm drain in Jurupa Avenue T3 Dated: 2008.05.12 By: JD so .0001000.230 1 1004.029 R 11.4801000.540 1 .013 .000 .000 0 WE 11.4801000.540 1 .500 SH 11.4801000.540, 1 1000.540 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 15.600 .0 Ow aw 41W OM am OCEADING LINE NO 1 IS - P"iEADING LINE NO 2 IS - READING LINE NO 3 IS - OM bw 6a pp 0 0 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Lateral A-2, offsite storm drain in Jurupa Avenue Dated: 2008.05.12 By: JD PAGE NO 1 0 FILE: 66832A2.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 Time: 9: 1:39 4" WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I 40CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP 4" to CD 1 4 1 2.000 oft t1w ow tow OM imw OM No Am ow am raw p" #w pm tow ON �ftw m 0 0 4ft go am wo o" No PAGE NO 2 W S ELEV 1004.029 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1000.540 W S P G W WATER SURFACE PROFILE ELEMENT CARO LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT .000 1000.230 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 11.480 1000.540 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE ow UIS DATA STATION INVERT SECT FP 11.480 1000.540 1 .500 am ELEMENT NO 4 IS A SYSTEM HEADWORKS im UIS DATA STATION INVERT SECT 11.480 1000.540 1 am aw am bw 0� ftm ooft (an fm faw om raw ooft ON ooft w o" No PAGE NO 2 W S ELEV 1004.029 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1000.540 FILE: 66832A2.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 1 0M Program Package Serial Number: 1477 4W WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 1:43 66832 Jurupa and Catawba Industrial Project am Hydraulic Analysis for Lateral A-2, offsite storm drain in Jurupa. Avenue 4W Dated: 2008.05.12 By: JD Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.] Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip No L/Blem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I X-Falll ZR IType Ch 0M .000 1 1000 .230 3.799 1004.029 15.60 4.97 .38 1004.41 .00 1.42 .00 2.000 .000 .00 1 .0 0M -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.480 .0270 .0048 .05 3.80 .00 .90 .013 .00 .00 PIPE 60 WALL ENTRANCE Pft 11.480 1 1000.540 3.544 1004.084 15.60 4.97 .38 1004.47 .00 1.42 .00 2 .000 .000 .00 0 .0 WW oom No am aw oft 160 Oft sw Oft 60 pop faw 4M M 0 0 go ow am No 40 SECTION 3 - HYDRAULIC CALCULATIONS -MAIN LINEA - Westerly Drive Aisle 9" to T1 66832 Jurupa and Catawba Industrial Project 0 00 T2 Hydraulic Analysis for Line A T3 Dated: 2008.05.12 By: JD aw so 468.7401001.040 1 1004.596 R 498.3001001.160 1 .013 .000 .000 0 TS 503.3001002.440 2 .013 .000 R 507.8001002.470 2 .013 .000 .000 0 ix 509.8001002.470 2 3 .013 .130 1003.220 -90.0 .000 R 512.8001002.490 2 .013 .000 .000 0 ix 513.8001002.490 2 3 .013 3.980 1003.240 90.0 .000 R 532.4801002.590 2 .013 .000 .000 0 ix 533.4801002.590 2 4 .013 .730 1003.090 -45.0 .000 R 753.0301003.690 2 .013 .000 .000 0 ix 754.0301003.690 2 2 .013 13.340 1003.940 45.0 .000 ow TS 758.5301004.720 4 .013 .000 R 943.9801006.910 4 .013 .000 -45.000 0 R 953.8801007.030 4 .013 .000 -45.000 0 am R 973.3801007.260 4 .013 .000 .000 0 Ow WE 973.3801007.260 4 .500 SH 973.3801007.260 4 1007.260 Fm CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 Q 8.640 .0 vm am Ow oft Ow oft wo oft to 0 40 io mm to 00 jMEADING LINE NO 1 IS OwiEADING LINE NO 2 IS - HEADING LINE NO 3 IS - ON "W Oft iw am No PM iW on we pm 60 pa ow OM aw 40 ow go to 0 m io an (AW w S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line A Dated: 2008.05-12 By: JD PAGE NO I FILE: 66832A.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 Time: 9: 1:56 so WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 INCARD SECT CHN NO OF AVE PIER HEIGHT 1 13ASE ZL ZR INV Y(J) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP on CD 1 4 1 3.000 CD 2 4 1 2.500 p%CD 3 4 1 1.000 � CD 4 4 1 1.500 00 oft 6w fm No fm w wo im an to ON 4w 40 tag ow ho 40 ow W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING iNELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV am 468.740 1001.040 1 1004.596 ELEMENT NO 2 IS A REACH ow U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H pm 498.300 1001-160 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A TRANSITION VAw U/S DATA STATION INVERT SECT N RADIUS ANGLE 503.300 1002.440 2 .013 .000 .000 ELEMENT NO 4 IS A REACH NAW U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 507.800 1002.470 2 .013 .000 .000 .000 0 PMELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 up 509.800 1002.470 2 3 0 .013 .130 .000 1003.220 .000 -90.000 .000 RADIUS ANGLE sm .000 '000 imVHE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING om ELEMENT NO 6 IS A REACH ims U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 512.800 1002.490 2 .013 .000 .000 .000 0 pmELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 "w 513.800 1002.490 2 3 0 .013 3.980 .000 1003.240 .000 90.000 .000 RADIUS ANGLE im .000 .000 tWHE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ONELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN U 532.480 1002.590 2 .013 .000 .000 .000 0 oftELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 rAw 533.480 1002.590 2 4 0 .013 .730 .000 1003.090 .000 -45.000 .000 RADIUS ANGLE Am .000 .000 ftjHE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING 40 lb 40 40 ift No 00 oft mo W S P G W PAGE NO 3 fm WATER SURFACE PROFILE ELEMENT CARD LISTING VOELEMENT NO 10 IS A REAC14 om (ow on ON am aw UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 753.030 1003.690 2 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION ow U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 754.030 1003-690 2 2 0 .013 13.340 .000 1003.940 .000 45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING Vm�HE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING i,,ELEMENT NO 12 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 758.530 1004.720 4 .013 .000 .000 ELEMENT NO 13 IS A REACH tow UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 943.980 1006.910 4 .013 .000 .000 -45.000 0 am ELEMENT NO 14 IS A REACH ow U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 953.880 1007.030 4 .013 .000 .000 -45.000 0 fm ELEMENT NO 15 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H NLV 973.380 1007.260 4 .013 .000 .000 .000 0 #mELEMENT NO 16 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP fto 973.380 1007.260 4 .500 ELEMENT NO 17 IS A SYSTEM HEADWORKS oft UIS DATA STATION INVERT SECT W S ELEV bw 973.380 1007.260 4 1007.260 om (ow on ON am aw ILE: 66832A.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2: 0 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line A Dated: 2008.05.12 By: JD Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip Station I Elev (FT) Elev (CFS) (FPS) SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch L/Elem ICh Slope I 468.740 1001.040 3.556 1004.596 26.82 3.79 .22 1004.82 .00 1.67 .00 3.000 .000 .00 1 .0 3.56 .00 1.73 .013 .00 .00 PIPE 29.560 .0041 .0016 .05 498.300 1001.160 3.484 1004.644 26.82 3.79 .22 1004.87 .00 1.67 .00 3.000 .000 .00 1 .0 4PANS 3.48 .00 .013 .00 .00 PIPE STR .2560 ow 503.300 1002.440 1.722 1004.162 26.82 7.44 .86 1005.02 .00 1.77 2.32 2.500 .000 .00 1 .0 60 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.500 .0067 .0062 .03 1.72 1.05 1.69 .013 .00 .00 PIPE 507.800 1002.470 1.766 1004.236 26.82 7.24 .81 1005.05 .00 1.77 2.28 2.500 .000 .00 1 .0 No -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- -I- -I- -I- 1.77 1.00 .013 .00 .00 PIPE ,WUNCT STR .0000 .0054 .01 aw 509.800 1002.470 1.922 1004.392 26.69 6.59 .67 1005.07 .00 1.76 2.11 2.500 .000 .00 1 .0 op^ 1.92 .84 1.69 .013 .00 .00 PIPE 3.000 .0067 .0049 .01 fto 512.800 1002.490 1.903 1004.393 26.69 6.66 .69 1005.08 .00 1.76 2.13 2.500 .000 .00 1 .0 1.90 .86 .013 .00 .00 PIPE rUNCT STR .0000 .0038 .00 513.800 1002.490 2.406 1004.896 22.71 4.68 .34 1005.24 .00 1.62 .95 2.500 .000 .00 1 .0 bw 18.680 .0054 .0027 .05 2.41 .37 1.63 .013 .00 .00 PIPE 532.480 1002.590 2.347 1004.937 22.71 4.75 .35 1005.29 .00 1.62 1.20 2.500 .000 .00 1 .0 2.35 .42 .013 .00 .00 PIPE JUNCT STR .0000 .0026 .00 I S33.480 1002.590 2.399 1004.989 21.98 4.54 .32 1005.31 .00 1.59 .98 2.500 .000 .00 1 .0 ib 2.40 .36 1.63 .013 .00 .00 PIPE 56.904 .0050 .0025 .14 on 116 ON FILE: 66832A.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 2 PM Program Package Serial Number; 1477 ift WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2: 0 66832 jurupa and Catawba Industrial Project Hydraulic Analysis for Line A Dated: 2008.05.12 By: JD Invert Depth water Q Vel Vel Energy I Super JCriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D-I ZL JPrs/Pip MW L/Elem JCh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch 590.384 1 1002.875 2.226 1005.101 21.98 4.76 .35 1005.45 .00 1.59 1.56 2.500 .000 .00 1 .0 38.521 .0050 .0027 .10 2.23 .49 1.63 .013 .00 .00 1 PIPE 628.905 1003.068 2.100 1005.168 21.98 4.99 .39 1005.56 .00 1.59 1.83 2.500 .000 .00 1 .0 60 32.186 .0050 .0029 .09 2.10 .57 1.63 .013 .00 .00 PIPE ON 661.091 1003.229 1.993 1005.222 21.98 5.24 .43 1005.65 .00 1.59 2.01 2.500 .000 .00 1 .0 1.63 .013 .00 .00 PIPE 28.203 .0050 .0032 .09 1.99 .64 689.294 1003.371 1.899 1005.270 21.98 5.49 .47 1005.74 .00 1.59 2.14 2.500 .000 .00 1 .0 26.023 .0050 .0035 .09 1.90 .71 1.63 .013 .00 .00 PIPE 715.317 1003.501 1.814 1005.315 21.98 5.76 52 1005.83 .00 1.59 2.23 2.500 .000 .00 1 .0 Mm 25.217 .0050 .0040 .10 1.81 .78 1.63 .013 .00 .00 PIPE IN 740.534 1003.627 1.736 1005.363 21.98 6.04 .57 1005.93 .00 1.59 2.30 2.500 .000 .00 1 .0 PM .0043 .05 1.74 .85 1.63 .013 .00 .00 PIPE 12.496 .0050 753.030 1003.690 1.701 1005.391 21.98 6.18 .59 1005.98 .00 1.59 2.33 2.500 .000 .00 1 .0 k,fUNCT STR .0000 .0024 .00 1.70 .88 .013 .00 '00 PIPE PO 754.030 1003.690 2.347 1006.037 8.64 1.81 .05 1006.09 .00 .98 1.20 2.500 .000 .00 1 .0 2.35 .16 .013 .00 .00 PIPE TRANS STR .2289 P4 758.530 1004.720 .975 1005.695 8.64 7.10 .78 1006.48 .00 1.14 1.43 1,500 .000 .00 1 .0 138.128 .0118 .0118 1.63 .98 1.36 .98 .013 .00 .00 PIPE M im FILE: 66832A.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 3 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2: 0 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line A Dated: 2008.05-12 By: JD Invert Depth Water Q Vel Vel Energy I super IcriticaliFlow ToplHeight/lBase WtI INo Wth on Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pil) L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I -N- I X-Falll ZR IType Ch 896.659 1 1006.351 .975 1007.327 8.64 7.10 .78 1008.11 .00 1.14 1.43 1.500 .000 .00 1 .0 PM 47.321 .0118 .0115 .55 .98 1.36 .98 .013 .00 .00 PIPE 943.980 1006.910 .991 1007.901 8.64 6.97 .75 1008.66 .00 1.14 1,42 1.500 .000 .00 1 .0 ow 9.900 .0121 .0110 .11 .99 1.32 .97 .013 .00 .00 PIPE P0 953.880 1007.030 1.007 1008.037 8.64 6.85 .73 1008.77 .00 1.14 1.41 1.500 .000 .00 1 .0 11.854 .0118 .0103 .12 1.01 1.27 .98 .013 .00 .00 PIPE 965.734 1007.170 1.039 1008.209 8.64 6.61 .68 1008.89 .00 1.14 1.38 1.500 .000 .00 1 .0 6.112 .0118 .0094* .06 1.04 1.20 .98 .013 .00 .00 PIPE too I I I I I I I I I I I I 971.846 1007.242 1.086 1008.328 8,64 6.31 .62 1008.95 .00 1.14 1.34 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.534 .0118 .0084 .01 1.09 1.10 .98 .013 .00 .00 PIPE WALL ENTRANCE imp 973.380 1 1007.260 1.139 1 1008.399 8.64 6.00 .56 1 1008.96 .00 1 1.14 1.28 1.500 .000 1 .00 0 .0 On wo 4M a 4M to go IN I I 1�1 Ht N d1l, j I I I SECTION 3 - HYDRAULIC CALCULATIONS LATERAL B - W, esterly Drive Approach pm low am aw Om law "a Ow on to an me 'M im 0 an 60 40 im m" IN 0 Tl 66832 Jurupa and Catawba Industrial Project T2 Hydraulic Analysis for Line B T3 Dated: 2008.05-12 By: JD so 100.0001003.220 1 1004.392 -45.000 0 R 106.0201003.450 1 .013 .000 -45.000 0 R 113.3201003.730 1 .013 .000 0 R 144.0101004.890 1 .013 .000 .000 WE 144.0101004.890 1 .500 SH 144.0101004.890 1 1004.890 CD 1 4 1 .000 1.000 .000 .000 .000 .00 Q .130 .0 pm low am aw Om law "a Ow on to an me 'M im 0 an 60 40 im m" IN 1W on VgEADING LINE NO 1 IS - PREADING LINE NO 2 IS - im HEADING LINE NO 3 IS - go hm On bm PM Um -0, am so "a aw 4ft 00 so 400 am Im 0 m IN mm go in iv W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line B Dated: 2008,05.12 By: JD PAGE NO 1 4w to W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 Time: 9: 2:15 FILE: 66832B.WSW PAGE 1 "a WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING WCARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(J) Y(2) y(3) Y(4) y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP PM CD 1 4 1 1.000 "M bw an ilm am to On aw am to an �Aw oft 6w oft 40 am al PAGE NO 2 W S ELEV 1004.392 RADIUS ANGLE ANG PT MAN H .000 .000 -45.000 0 RADIUS ANGLE ANG PT MAN H .000 W S P G W -45.000 0 RADIUS WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 100.000 1003.220 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 106.020 1003.450 1 .013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 113.320 1003.730 1 .013 ELEMENT NO 4 IS A REACH 6kw UIS DATA STATION INVERT SECT N 144.010 1004.890 1 .013 pw ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP �mw 144.010 1004.890 1 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS om U/S DATA STATION INVERT SECT aw 144.010 1004.890 1 an tow am aw 04 sm No PAGE NO 2 W S ELEV 1004.392 RADIUS ANGLE ANG PT MAN H .000 .000 -45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 -45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1004.890 W S P G W - CIVILDESIGN Version 14-05 PAGE 1 FILE: 66832B.WSW Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:18 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line B bw Dated: 2008.05.12 By: JD Invert Depth water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI JNo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev Depth I Width JDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I -N" I X-Falll ZR IType Ch tow 100.000 1 1003.220 1.172 1 1004.392 1 .13 1 .17 .00 1004.39 .00 .15 .00 1.000 .000 .00 1 .0 .0000 .00 1.17 .00 .09 .013 .00 .00 PIPE 4.506 .0382 1 1 1 1 1 104.506 1003.392 1,000 1004.392 .13 .17 .00 1004.39 .00 .15 .00 1.000 .000 .00 1 .0 OR -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- IM0 1.514 .0382 .0000 .00 1.00 1 .00 1 .09 1 .013 1 .00 1 .00 PIPE on 106.020 1003.450 .942 1004.392 .13 .17 .00 1004.39 .00 .15 .47 1.000 .000 .00 1 .0 wir -l- .0000 .00 .94 .02 .09 .013 .00 .00 PIPE oft 1.638 .0384 1 1 1 1 .65 1.000 1 .000 1 .00 1 1 .0 107.658 1003.513 .879 1004.392 .13 .18 .00 1004.39 .00 .15 -1 1- -I- -1- .00 .00 PIPE 1.277 .0384 .0000 .00 .88 .03 1 .09 .013 1 1 1 No 108.934 1003.562 .830 1004.392 .13 .19 .00 1004.39 .00 .15 .75 1.000 .000 .00 1 .0 .03 .09 .013 .00 .00 PIPE aw 1.068 .0384 .0000 .00 .83 1 1 1 1 1 to 110.002 1003.603 .789 1004.392 .13 .20 .00 1004.39 .00 .15 .82 1.000 .000 .00 1 .0 .0000 .00 .79 .04 .09 .013 .00 .00 PIPE 1AW .964 1 .0384 1 1 .13 1 .21 .00 1 1004.39 1 .00 .15 .86 1.000 .000 1 .00 1 1 .0 110.966 1003.640 .752 1004.392 .885 .0384 .0000 .00 .75 1 .04 .09 .013 .00 .00 PIPE 00 111.851 1003.674 .718 1004.392 .13 .22 .00 1004.39 .00 is .90 1.000 .000 .00 1 .0 .00 .00 PIPE .781 .0384 .0000 .00 .72 1 .05 1 .09 1 .013 112.G32 1003.704 .688 1004.392 .13 .23 .00 1004.39 .00 .15 .93 1.000 .000 .00 .0 .00 .00 PIPE .688 .0384 .0000 .00 .69 .05 .09 .013 on -we UN PAGE 2 W S P G W - CIVILDESIGN Version 14.05 FILE: 66832B.WSW Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:18 66832 Jurupa and Catawba Industrial Project oft Hydraulic Analysis for Line B Dated: 2008.05.12 By: JD Vel vel Energy I super ICriticallFlow ToplHeight/lBase WtI INo Wth oft Invert Depth water Q Grd.El.I Elev I Depth I Width IDia.-FTJor I.D.1 ZL IPrs/Pip Station I Elev (FT) Elev (CFS) (FPS) Head SF Avel HF ISE DpthIFroude NINorm Dp I X-Falll ZR IType Ch L/Elem ICh Slope I tow .00 1004.39 .00 .15 .95 1.000 .000 .00 1 .0 113.320 1003.730 .662 1004.392 .13 .24 -I- -I- - I- -I- I- am -I- -I- -I- -I- -I- -I- -I- -I- .00 -I- .66 .05 .10 .013 .00 .00 PIPE 713 .0378 .0000 1AW 1 1 1004.392 .13 .25 .00 1004.39 .00 .15 .96 1.000 '000 .00 1 .0 Oft 114.033 1003.757 .635 1- .00 .64 .06 .10 .013 .00 .00 PIPE VW .686 .0378 .0000 ON 114.719 1003.783 .609 1004.392 .13 .26 .00 1004.39 .00 .15 .98 1.000 .000 .00 1 .0 .00 .61 .06 .10 .013 .00 .00 PIPE .606 .0378 .0000 1 1004.39 .00 .15 .99 1.000 .000 .00 1 .0 115.326 1003.806 .586 1004.392 .13 .27 .00 i1w -1- .00 .59 .07 .10 .013 .00 .00 PIPE .606 .0378 .0000 1004.39 .00 .15 .99 1.000 .000 .00 1 .0 60 115.932 1003.829 .563 1004.392 .13 .28 .00 .00 .56 .07 .10 .013 .00 .00 PIPE 4M .553 .0378 .0000 60 1004.39 .00 .15 1.00 1.000 .000 .00 1 .0 116.484 1003.850 .542 1004.392 .13 .30 .00 MM .00 .54 .08 .10 .013 .00 .00 PIPE .553 .0378 .0000 1 1 1 1 1 1 1 1 1004.39 .00 .15 1.00 1.000 .000 .00 1 .0 117.037 1003.870 .521 1004.392 .13 .31 .00 .0000 .00 .52 .09 .10 .013 .00 .00 PIPE .499 .0376 1004.39 .00 .15 1.00 1.000 .000 .00 1 .0 0% 117.536 1003.889 .502 1004.391 .13 .33 .00 wo .00 .50 .09 .10 .013 .00 .00 PIPE .472 .0378 .0001 me, .00 1004.39 .00 .15 1.00 1.000 .000 .00 1 .0 118.009 1003.907 .484 1004.391 .13 .34 1- 40 -1- -1 -1- .0001 .00 .48 .10 .10 .013 .00 00 PIPE .472 .0378 40 do no go 40 to on to ON to PAGE 3 FILE: 66832E.WSW W S P G W - CIVILDESIGN Version 14.05 Program Package Serial Number: 1477 9: 2:18 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 66832 Jurupa and Catawba Industrial Project am Hydraulic Analysis for Line B Dated: 2008.05.12 By: JD Super ICritiCalIFlow TopiHeight/lBase WtI INO Wth PM I I Invert Depth Water Q Vel vel Energy I IDia.-FTIor I.D.1 ZL JPrs/Pip Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El-I Elev I Depth I width -I- -1- -1 "N" I X-Falll ZR IType Ch L/Elem ICh Slope I SF Avei HF ISE DpthlFroude NINorm Dp I 118.481 1003.925 .466 1004.391 .13 .36 .00 1004.39 .00 .15 1.00 1.000 .000 .00 1 .0 .10 .013 .00 .00 PIPE .445 .0378 .0001 .00 47 1 1 1 1 .000 .00 1 .0 118.926 1003.942 .449 1004.391 .13 .38 .00 1004.39 .00 .15 .99 1.000 .418 .0378 .0001 .00 .45 .11 .10 .013 .00 .00 PIPE oft 119.344 1003.958 .433 1004.391 .13 .40 .00 1004.39 .00 .15 .99 1.000 .000 .00 1 '0 .0001 .00 .43 .12 .10 .013 .00 .00 PIPE oft .391 .0378 1 1 .99 1.000 .000 .00 .0 119.736 1003.972 .418 1004.391 .13 .42 .00 1004.39 .00 .15 -l- .0001 .00 .42 .13 .10 .013 .00 .00 PIPE oft .391 .0378 .13 .44 .00 1004.39 .00 .15 .98 1.000 .000 .00 .0 00 120.126 1003.987 .403 1004.390 -1- -1- .40 .14 .10 .013 .00 .00 PIPE oft .364 .0378 .0001 .00 1 1 1 ow 120.490 1004.001 .389 1004.390 .13 .46 .00 1004.39 .00 .15 .98 1.000 .000 .00 .0 .0001 l- .00 .39 .15 .10 .013 .00 .00 PIPE .337 .0378 .13 .48 .00 1004.39 .00 .15 .97 1.000 .000 .00 .0 120.827 1004.014 .376 1004.390 -1- -1- - - - .0002 .00 .38 .16 .10 .013 �00 .00 PIPE .336 .0378 1 1 1 1 .96 1.000 .000 .00 .0 121.162 1004.026 .363 1004.389 .13 .50 .00 1004.39 .00 .15 .0002 l- .00 .36 .17 �10 .013 .00 .00 PIPE .335 .0378 1 1 1 .95 1.000 .000 .00 1 .0 121.497 1004.039 .350 1004.389 .13 .53 .00 1004.39 .00 .15 .0002 .00 .35 .18 .10 .013 .00 .00 PIPE .308 .0378 on M NA No FILE: 66832B.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 4 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:18 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line B Dated: 2008.05.12 By: JD Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Invert Depth water (FPS) Head Grd.El.i Elev I Depth I Width JDia.-FTIor I.D.1 ZL JPrs/Pip Station I Elev (FT) Elev (CFS) SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Falli ZR IType Ch L/Elem ICh Slope I 121.805 1004.051 .338 1004.389 .13 .5G .00 1004.39 .00 .15 .95 1.000 .000 .00 1 .0 oft .20 .10 .013 .00 .00 PIPE .307 .0378 .0002 .00 .34 1 122.112 1004.062 .326 1004.388 .13 .58 .01 1004.39 .00 .15 .94 1.000 .000 .00 1 .0 .0003 .00 .33 .21 .10 .013 .00 .00 PIPE .279 .0378 MM 122.391 1004.073 .315 1004.388 .13 .61 .01 1004.39 .00 is .93 1.000 .000 .00 1 .0 two - I- .00 .32 .22 .10 .013 .00 .00 PIPE .251 .0378 .0003 1 122.642 1004.082 .305 1004.387 .13 .64 .01 1004.39 .00 .15 .92 1.000 .000 .00 1 .0 .31 .24 .10 .013 .00 .00 PIPE .277 .0378 .0003 .00 6W 122.919 1004.093 .294 1004.387 .13 .67 .01 1004.39 .00 .15 .91 1.000 .000 '00 1 .0 ow .0004 .00 .29 .26 .10 .013 .00 .00 PIPE .249 .0378 to 123.167 1 1004.102 .284 1004.386 .13 .70 .01 1004.39 .00 .15 .90 1.000 .000 .00 1 .0 .00 .28 .27 .10 .013 .00 '00 PIPE .220 .0378 .0005 ow 1 1 1 1 1 1 1 1 1 1 1 1 123.388 1004.110 .275 1004.385 .13 .74 .01 1004.39 .00 .15 .89 1.000 .000 .00 1 .0 am -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- -I- .00 .28 .29 .10 .013 .00 .00 PIPE bw .219 .0378 .0005 1 1 fft 123.606 1004.119 .266 1004.385 .13 .78 01 1004,39 .00 .15 .88 1.000 .000 .00 1 .0 .00 .27 .31 .10 .013 .00 .00 PIPE .217 .0378 .0006 1 09 123.823 1 1004.127 1 .257 1 1004.384 .13 .81 .01 1004.39 .00 .15 .87 1.000 .000 .00 1 .0 .00 .26 .34 .10 .013 .00 .00 PIPE .215 .0378 .0007 40 W 40 go go so 400 ow 0 to ILE: 66832B.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 5 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:18 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line B Dated: 2008.05.12 By: JD 4M Invert Depth Water Q Vel Vel I Energy I super JCriticallFlow ToplHeight/lBase WtI INO Wth Elev (FT) Elev (CFS) (FPS) Head I Grd.El,I Elev I Depth I Width IDia. -FTIor I.D.1 ZL JPrs/Pip Station big -l- -l- -l- -l- -l- -l- -1 SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch L/Elem JCh Slope I 124.038 1004.135 .248 1004.383 .13 .85 .01 1004.39 .00 .15 .86 1.000 .000 .00 1 .0 .25 .36 .10 .013 .00 .00 PIPE .186 .0378 .0008 .00 124.224 1004.142 .240 1004.382 .13 .89 .01 1004.39 .00 .15 .85 1.000 .000 .00 1 .0 .24 .38 .10 .013 .00 .00 PIPE .183 .0378 .0009 .00 I 1 1 1 1 1 I Pft 124.407 i I 1004.149 I .232 I I 1004.381 .13 .94 I .01 I 1004.39 .00 .15 .84 1,000 .000 .00 1 .0 bw -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .180 .0378 .0010 .00 .23 .41 .10 .013 .00 .00 PIPE oft I I I I I I I I I I I I I 124.587 1004.156 .224 1004.380 .13 .98 .02 1004.39 .00 .15 .83 1.000 .000 .00 1 .0 .22 .44 .10 .013 .00 .00 PIPE PM .150 .0378 .0012 .00 124.737 1004.161 .217 1004.378 .13 1.03 .02 1004.40 .00 .15 .82 1.000 .000 .00 1 .0 124.744 -I- 1004.162 -I- .210 -I- 1004.372 .13 -I- -I- 1.08 -I- .02 -I- 1004.39 -I- .00 -I- .15 -I- .81 1.000 -I- -I- .000 -I- .00 1 .0 I- #MYDRAULIC JUMP 124.744 1004.162 .095 1004.257 .13 3.43 .18 1004.44 .00 .15 .59 1.000 .000 .00 1 .0 .10 2.38 .10 .013 .00 .00 PIPE 4.944 .0378 .0378 .19 1 129.688 1004.349 .095 1004.444 .13 3.43 .18 1004.63 .00 .15 .59 1.000 .000 .00 1 .0 .10 2.38 .10 .013 .00 .00 PIPE 6.294 .0378 .0372 .23 135.981 1004.587 .095 1004.682 .13 3.39 .18 1004.86 .00 .15 .59 1.000 .000 .00 1 .0 .10 2,34 .10 .013 .00 .00 PIPE 3.714 .0378 .0342 .13 139.695 1004.727 .098 1004.825 .13 3.23 .16 1004.99 .00 .15 .59 1.000 .000 .00 1 C .10 2.19 .10 .013 .00 .00 PIPE 1.367 .0378 .0299 .04 0 FILE: 66832B.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 6 oft Program Package Serial Number: 1477 10 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:18 66832 Jurupa and Catawba Industrial Project 4M Hydraulic Analysis for Line B of Dated: 2008.05.12 By: JD Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INO Wth Invert Depth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip bw L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I X-Falll ZR IType Ch 141.062 1004.779 .102 1004.881 .13 3.08 .15 1005.03 .00 .15 .61 1.000 .000 .00 1 .0 pa .0378 .0261 .02 .10 2.06 .10 .013 .00 .00 PIPE 60 .895 141.957 1004.813 .105 1004.918 .13 2.94 .13 1005.05 .00 .15 .61 1.000 .000 .00 1 .0 0, -I- -I- -I- -I- -I- -I- -I- I- irAw -I- .612 -I- .0378 -I- -I- -I- -I- -0228 .01 'll 1.93 .10 .013 .00 .00 PIPE 142.569 1004.836 .108 1004.944 .13 2.80 .12 1005.07 .00 .15 .62 1.000 .000 .00 1 .0 IM -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .395 .0378 .0198 .01 .11 1.81 .10 .013 .00 .00 PIPE oft I I I I I I I I I I I 1 1 142.964 1004.851 .112 1004.963 .13 2.67 .11 1005.07 .00 .15 .63 1.000 .000 .00 1 .0 aw -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - .298 .0378 .0174 .01 .11 1.70 .10 .013 .00 .00 PIPE pa IM 143.262 1004.862 .116 1004.978 .13 2.55 .10 1005.08 .00 -I- is -I- .64 1.000 -I- -I- .000 -I- .00 1 .0 I- ON -I- .228 -I- .0378 -I- -I- -I- -I- -I- .0152 -I- .00 .12 1.59 .10 .013 .00 .00 PIPE ils 143.491 1004.870 .120 1004.991 .13 2.43 .09 1005.08 .00 .15 .65 1.000 .000 .00 1 .0 PM -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .177 .0378 .0132 .00 .12 1.49 .10 .013 .00 .00 PIPE to i I I I I I I I I I I 1 1 143.667 1004.877 .124 1005.001 .13 2.32 .08 1005.08 .00 .15 .66 1.000 .000 .00 1 .0 as -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .136 .0378 .0116 .00 .12 1.40 .10 I .013 I .00 I .00 1 PIPE 1 143.804 I 1004.882 I I .128 I 1005.010 .13 I 2.21 I .08 1005.09 I .00 I .15 .67 1.000 .000 .00 1 .0 .13 1.31 .10 .013 .00 .00 PIPE .104 .0378 .0101 .00 40 143.908 1004.886 .132 1005.018 .13 2.11 .07 1005.09 .00 .15 .68 1.000 .000 .00 1 .0 a -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.23 .10 .013 .00 .00 PIPE .078 .0378 .0088 .00 .13 ow go Jft P= am oft NO On 4ft IN FILE: 66832B.WSW W S P G W - CIVILDESIGN version 14.05 PAGE 7 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:18 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line B Dated: 2008.05.12 By: JD Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase WtJ INc, Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.Fl.1 Elev I Depth 1 Width IDia.-FTIor I.D.1 ZL IPrs/Pip Iwo -I- -I- -I- -I- -I- -I- -1- -1 SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Falll ZR IType Ch L/Elem ICh Slope 1******* 1 143.986 1004.889 .136 1005.025 .13 2.01 .06 1005.09 .00 .15 .69 1.000 .000 .00 1 .0 spa .023 .0378 .0077 .00 .14 1.15 .10 .013 .00 .00 PIPE bw WALL ENTRANCE "a . 144.010 1004.890 .148 1005.038 .13 1.79 .05 1005.09 .00 .15 .71 1.000 .000 .00 0 .0 iow -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P= am oft NO On 4ft IN I I I �i �l I I I I SECTION 3 - HYDRAULIC CALCULATIONS LATERAL C - Jurupa Frontage so to Tl 66832 Jurupa and Catawba Industrial Project T2 Hydraulic Analysis for Line C T3 Dated: 2008.05.12 By: JD so 100.0001003.240 1 R 134.0001003.410 1 .013 R 141.0701005.110 1 .013 R 167.9701005.240 1 .013 R 182.0201005.310 1 .013 R 479.7001006.800 1 .013 WE 479.7001006.800 1 .500 SH 479.7001006.800 1 CD 1 4 1 .000 1.000 .000 .000 Q 3.980 .0 on Ow pa OW Om to oft Ow oft %W am WN OM 1W a% Ow am an m so to to 40 to am so 1004.896 1006.800 000 .00 I .000 45.000 0 .000 45.000 0 .000 -45.000 0 .000 -45.000 0 .000 .000 0 400 N,jiEADING LINE NO 1 IS - MMIEADING LINE NO 2 IS - lop HEADING LINE NO 3 IS - am wo "a 0AW pa tmw am vW oft No OM aw No 60 oNk 00 an No 4"k sm 0 so im 4" IN om to W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 66832 jurupa and Catawba Industrial Project Hydraulic Analysis for Line C Dated: 2008.05.12 By: JD PAGE NO w to FILE: 66832C.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 Time: 9: 2:35 in WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 jWCARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(J) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP M ON CD 1 4 1 1.000 pa fto oft fto an aw go i0o an No a& lby PM wo oft two ab w 4" ow M im 0 ORO ow W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.000 1003.240 1 1004.896 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 134.000 1003.410 1 .013 .000 .000 45.000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 141.070 1005.110 1 .013 .000 .000 45.000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 167.970 1005.240 1 .013 .000 .000 -45.000 0 PM ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H io 182.020 1005.310 1 .013 .000 .000 -45.000 0 ELEMENT NO 6 IS A REACH pm UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ow 479.700 1006.800 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A WALL ENTRANCE pa U/S DATA STATION INVERT SECT pp iw 479.700 1006.800 1 .500 ELEMENT NO 8 IS A SYSTEM HEADWORKS pm UIS DATA STATION INVERT SECT W S ELEV 479.700 1006.800 1 1006.800 bo pm ism pa of 40 bw FILE: 66832C.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 1 40 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:37 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line C Dated: 2008.05.12 By: JD Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INO Wth (CPS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip Station I Elev (FT) Elev SF Avel HF ISE DpthIFroude NINorm Dp I "N- I X-Falll ZR IType Ch L/Elem ICh Slope I 100.000 1003.240 1.656 1004.896 3.98 5.07 .40 1005.29 .00 .85 .00 1-000 .000 .00 1 .0 1.66 .00 1.00 .013 .00 .00 PIPE 34.000 .0050 .0125 .42 as I I I I I I I I I I 1 1 I 134.000 1003.410 1.970 1005.380 3.98 5.07 .40 1005.78 .00 .85 .00 1.000 .000 .00 1 .0 OR -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Im -I- 2.074 -I- .2405 -I- .0125 .03 1.97 I .00 I .32 .013 I I .00 I .00 PIPE I on I 136.074 I 1003.909 I 1.525 I I 1005.433 3.98 I 5.07 .40 I 1005.83 .00 .85 .00 1.000 -I- .000 -I- .00 1 .0 I - IN -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- HYDRAULIC JUMP OM I I I I I I I I I I I 1 1 136.074 1003.909 .470 1004.379 3.98 10.97 1.87 1006.25 .00 .85 1.00 1.000 .000 .00 1 .0 No -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.21 .32 .013 .00 .00 PIPE .042 .2405 .0616 .00 .47 JW 136.116 1003.919 .470 1004.389 3.98 10.96 1.87 1006.25 .00 -I- .85 -I- 1.00 1.000 -I- -I- .000 -I- .00 1 .0 i- on -I- .830 -I- .2405 -I- -I- -I- -I- -I- .0578 -I- .05 .47 3.20 .32 .013 .00 .00 PIPE 136.946 1004.118 .488 1004.606 3.98 10.45 1.70 1006.30 .00 .85 1.00 1.000 .000 .00 1 .0 .49 2.98 .32 .013 .00 .00 PIPE .718 .2405 .0509 .04 137.664 1004.291 .506 1004.797 3.98 9.96 1.54 1006.34 .00 .85 1.00 1.000 .000 .00 1 .0 .51 2.78 .32 .013 .00 .00 PIPE .614 .2405 .0448 .03 138.279 1004.439 .526 1004.965 3.98 9.50 1.40 1006.37 .00 .85 1.00 1.000 .000 .00 1 .0 .53 2.58 .32 .013 .00 .00 PIPE .535 .2405 .0395 .02 138.813 1004.567 .546 1005.113 3.98 9.06 1.27 1006.39 .00 .85 1.00 1.000 .000 .00 1 .0 .55 2.40 .32 .013 .00 .00 PIPE .456 .2405 .0349 .02 OR Is FILE: 66832C.WSW W S P G W - CIVILDESIGN version 14.05 PAGE 2 M Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:37 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line C Dated: 2008.05.12 By: JD Invert Depth Water Q Vel vel Energy I Super ICriticallFlow ToplHeight/lBase WtJ INo Wth PM Station I Elev (FT) Elev (CPS) (FPS) Head Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N- I X-Falll ZR IType Ch 139.269 1004.677 .568 100S.245 3.98 8.64 1.16 1006.40 .00 .85 .99 1.000 .000 .00 1 .0 M -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .393 .2405 .0308 .01 .57 2.23 .32 .013 .00 .00 PIPE ft I I I I I I I I I I I 1 1 139.662 1004.771 .591 1005.363 3.98 8.23 1.05 1006.42 .00 .85 .98 1.000 .000 .00 1 .0 on -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- l- ow - l- .336 -l- .2405 .0273 .01 .59 2.07 .32 .013 .00 .00 PIPE 139.998 1004.852 .615 1005.467 3.98 7.8S .96 1006.42 .00 .85 .97 1.000 .000 .00 1 .0 .287 .2405 .0242 .01 .62 1.92 .32 .013 .00 .00 PIPE 140.285 1004.921 .640 1005.561 3.98 7.49 .87 1006.43 .00 .85 .96 1.000 .000 .00 1 .0 .233 .2405 .0214 .01 .64 1.77 .32 .013 .00 .00 PIPE 140.519 1004.977 .668 1005.645 3.98 7.14 .79 1006.44 -I- .00 -I- .85 -I- .94 1.000 -I- -I- .000 -I- .00 1 .0 I- M -I- .194 -I- .2405 -I- -I- -I- -I- -I- .0191 .00 .67 1.63 .32 .013 .00 .00 PIPE No 140.712 1005.024 .697 1005.721 3.98 6.81 .72 1006.44 .00 .85 .92 1.000 -I- .000 -I- .00 1 .0 I- 0M -I- -I- -I- -I- -I- -I- -I- -I- -I- .70 -I- 1.50 .32 -I- .013 .00 .00 PIPE .154 .2405 .0170 .00 IN I I I I I I I I I I I I I 140.866 1005.061 .728 1005.789 3.98 6.49 .65 1006.44 .00 .85 .89 1.000 .000 .00 1 .0 pa .73 1.38 .32 .013 .00 .00 PIPE ow .108 .2405 .0152 .00 4M 140.975 1005.087 .763 1005.850 3.98 6.19 .59 1006.44 .00 .85 -I- .85 1.000 -I- -I- .000 -I- .00 1 .0 I- to -I- -I- -I- -I- -I- -I- -I- -I- -I- .76 1.25 .32 .013 .00 .00 PIPE .071 .2405 .0137 .00 on 141.045 1005.104 .801 1005.905 3.98 5.90 .54 1006.45 .00 .85 .80 1.000 .000 .00 1 .0 ib -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .80 1.13 .32 .013 .00 .00 PIPE .025 .2405 .0124 .00 M IM qM as FILE: 66832C.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 3 40 Program Package Serial Number: 1477 iN WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:37 66832 Jurupa and Catawba Industrial Project 40 Hydraulic Analysis for Line C Dated: 2008,05.12 By: JD pa Invert Depth Water Q Vel Vel Energy I super ICriticallFlow ToplHeight/lBase WtI INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N- I X-Falll ZR IType Ch 141.070 1005.110 .846 1005.956 3.98 5.62 .49 1006.45 .00 .85 .72 1.000 .000 .00 1 .0 On - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.051 .0048 .0114 .01 .85 1.00 1.00 .013 .00 .00 PIPE %1W I I I I I I I I I I I 1 1 142.121 1005.115 897 1006.012 3.98 5.36 .45 1006.46 .00 .85 .61 1.000 .000 .00 1 .0 a- - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - Ow 5.580 .0048 .0110 .06 .90 .85 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 0� 147.700 1005.142 .972 1006.114 3.98 5.11 .41 1006.52 .00 .85 .33 1.000 .000 .00 1 .0 MM 3.369 .0048 .0112 .04 .97 .59 1.00 .013 .00 .00 PIPE am 151.070 1005.158 1.000 1006.158 3.98 5.07 .40 1006.56 .00 .85 .00 1.000 .000 .00 1 .0 MW -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.900 .0048 .0120 .20 1.00 .00 1.00 .013 .00 .00 PIPE VM I I I I I I I I I I I I I jo 167.970 1005.240 1.129 1006.369 3.98 5.07 .40 1006.77 .00 .85 .00 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- PM 14.050 .0050 .0125 .18 1.13 .00 1.00 .013 .00 .00 PIPE im 182.020 1005.310 1.294 1006.604 3.98 5.07 .40 1007.00 .00 .85 .00 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - POR 297.680 .0050 .0125 3.71 1.29 .00 1.00 .013 .00 '00 PIPE MWWALL ENTRANCE an 479.700 1 1006.800 3.519 1010.319 3.98 5.07 .40 1010.72 .00 .85 .00 1.000 .000 .00 0 .0 to -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- IAW a., so I I �l H d I E 11] H-1 H rl I F rf� SECTION 3 - HYDRAULIC CALCULATIONS LATERAL D - SW CIO Parking Lot on ib Tl 66832 Jurupa and Catawba Industrial Project 0 40 T2 Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge T3 Dated: 2008.05.12 By: JD so 100-0001003.090 1 1004.989 R 110.6101003.950 1 .013 .000 -45.000 0 R 129.6101005.480 1 .013 .000 .000 0 WE 129.6101005.480 1 .500 SH 129.6101005.480 1 1005.480 On CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q .730 .0 Ow pa 60 4 0 Om 60 Fm 6W Ow ihm pa im 40 MEADING LINE NO 1 IS - WEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 04 go an to on ow am im 0 pa 10 I 40 to 4m of 0 AM ow W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge Dated: 2008.05.12 By: JD PAGE NO 1 6 0 FILE: 66832D.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 Time: 9: 2:51 40 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 WCARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP an to CD 1 4 1 1.500 M to PM so OW fAw on 41W pw om faw OM oft um #ft um 40 IN 40 aw 4M as 40 0 4w aw on 4a to 40 m 40 w oft wo PAGE NO 2 W S ELEV 1004.989 RADIUS ANGLE ANG PT MAN H .000 .000 -45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1005.480 W S P G W WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT ON 100.000 1003.090 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 110.610 1003.950 1 Pin .013 ELEMENT NO 3 IS A REACH ow U/S DATA STATION INVERT SECT N 129.610 1005.480 1 .013 PRELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 129.610 1005.480 1 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT so 129.610 1005.480 1 aft 41W no ikw ow so oft 00 on 4a to 40 m 40 w oft wo PAGE NO 2 W S ELEV 1004.989 RADIUS ANGLE ANG PT MAN H .000 .000 -45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1005.480 FILE: 66832D.WSW W S P G W CIVILDESIGN Version 14.05 PAGE 1 as Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:54 as 66832 jurupa and Catawba Industrial Project "a Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge Dated: 2008.05.12 By: JD Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Invert Depth water Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip VW I- -I- -I- -I- -I- -I- -I- -1- -1 SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch L/Elem ICh Slope No 100.000 1003.090 1.899 1004.989 .73 .41 .00 1004.99 .00 .32 .00 1.500 .000 .00 1 .0 00 1.90 .00 .16 .013 .00 .00 PIPE 4.930 .0811 .0000 .00 4W I I I I I I I I I I I I ON 104.930 I 1003.490 1.500 1004.990 .73 -I- .41 �00 -I- -I- 1004.99 -I- .00 -I- .32 -I- .00 1.500 -I- -I- .000 -I- .00 1 .0 I - -I- 41W 1.711 -I- .0811 -I- -I- .0000 .00 1.50 .00 .16 .013 .00 .00 PIPE PM 106.642 1003.628 1.360 1004.988 .73 .43 .00 1004.99 .00 .32 .87 1.500 .000 .00 1 .0 1.36 .05 .16 .013 .00 .00 PIPE .984 .0811 .0000 .00 on 107.626 1003.708 1.280 1004.988 .73 .45 .00 1004.99 .00 .32 1.06 1.500 .000 .00 1 .0 41W -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.28 .07 lG .013 .00 .00 PIPE .823 .0811 .0000 .00 66 108.449 1003.775 1.213 1004.988 .73 .48 .00 1004.99 .00 -I- .32 -I- 1.18 1.500 -I- -I- .000 -I- .00 1 .0 I- -I- an -i- -I- -I- -I- -I- -I- -I- .00 1.21 .07 .16 .013 .00 .00 PIPE .712 .0811 .0001 ON 109.160 1 1003.833 1 1.155 1004.988 .73 .50 .00 1004.99 .00 .32 1.26 1.500 .000 .00 1 .0 .00 1.16 .08 .16 .013 .00 .00 PIPE .650 .0811 .0001 ow 1 1 1 1 1 1 1 109.810 1003.885 1,102 1004.987 .73 .52 .00 1004.99 .00 .32 1.32 1.500 .000 .00 1 .0 am -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- I - -l- .00 1.10 .09 .16 .013 .00 .00 PIPE ow .587 .0811 .0001 1 1 1 4M 110.397 1003.933 1.054 1004.987 .73 .55 .00 1004.99 .00 .32 1.37 1.500 .000 .00 1 .0 ow .00 1.05 .10 .16 .013 .00 .00 PIPE .213 .0811 .0001 1 40 110.610 1003.950 1.037 1004.987 .73 .56 00 1004.99 .00 .32 1.39 1.500 .000 .00 1 .0 .00 1.04 .10 .16 .013 .00 .00 PIPE .542 .0805 .0001 fto I FILE: 66832D.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 2 Oft Program Package Serial Number: 1477 ( I go WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:54 66832 Jur-upa and Catawba Industrial Project IM Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge Dated: 2008.05.12 By: JD Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/P.ip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I X-Falli ZR IType Ch PM 111.152 1003.994 .993 1004.987 .73 .59 .01 1004.99 .00 .32 1.42 1.500 .000 .00 1 .0 OW -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- i1w .491 .0805 1 1 .0001 1 .00 .99 .11 .16 .013 .00 1 .00 1 PIPE 0, 111.642 1004.033 .953 1004.986 .73 .62 .01 1004.99 .00 .32 1.44 1.500 .000 .00 1 .0 am .465 .0805 .0001 .00 .95 .12 .16 .013 .00 .00 PIPE PM 112.107 1004.071 .915 1004.986 .73 .65 .01 1004.99 .00 .32 1.46 1.500 .000 .00 1 .0 .440 .0805 .0001 .00 .92 .13 .16 .013 .00 .00 PIPE 112.547 1004.106 .879 1004.985 .73 .68 .01 1004.99 .00 .32 1.48 1.500 .000 .00 1 .0 .414 .0805 .0001 .00 .88 .14 .16 .013 .00 .00 PIPE 0M SW 112.961 1004.139 .845 1004.984 .73 .71 .01 1004.99 .00 .32 1.49 1.500 .000 .00 1 .0 -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- -l- I- .388 .0805 .0001 .00 .85 .15 .16 .013 .00 .00 PIPE 113.349 1004.171 .813 1004.984 .73 .75 .01 1004.99 .00 .32 1.49 1.500 .000 .00 1 .0 PM .00 .00 PIPE .363 .0805 .0002 .00 .81 .16 .16 .013 1 1 1 113.712 1004.200 .783 1004.983 .73 .78 .01 1004.99 .00 .32 1.50 1.500 .000 .00 1 .0 .349 .0805 .0002 .00 .78 .17 .16 013 .00 .00 PIPE ON 114,061 1004.228 .754 1004.982 .73 .82 01 1004.99 .00 .32 1.50 1.500 .000 .00 1 .0 .0002 .00 .75 .19 .16 .013 -00 .00 PIPE 40 .336 .0805 1 1 1 1 1 1 1 1 1 .000 .00 1 .0 114.397 1004.255 .726 1004.981 .73 .86 .01 1004.99 .00 .32 1.50 1.500 .310 .0805 .0002 .00 .73 .20 .16 .013 .00 .00 PIPE 40M 110 Oft low W S P G W - CIVILDESIGN Version 14.05 PAGE 3 FILE: 66832D.WSW Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:54 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge Dated: 2008.05.12 By: JD Vel vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Invert Depth Water Q (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip Station I Elev (FT) Elev (CFS) SF Avel HF ISE DpthIFroude NINorm. Dp I "N" I X-Falll ZR IType Ch L/Elem Ich Slope I 114.706 1004.280 .700 1004.980 .73 .90 .01 1004.99 .00 .32 1.50 1.500 .000 .00 1 .0 .00 .70 .22 .16 .013 .00 .00 PIPE .296 .0805 .0003 115.002 1004.304 .675 1004.979 .73 .95 .01 1004.99 .00 .32 1.49 l.S00 .000 .00 1 .0 fft -I- I- .00 .68 .23 .16 .013 .00 .00 PIPE ow .282 .0805 .0003 1 1 P" 115.284 1004.326 .651 1004.977 .73 .99 .02 1004.99 .00 .32 1.49 1.500 .000 .00 1 .0 .00 .65 .25 .16 .013 .00 .00 PIPE .268 .0805 .0003 1 115.551 1004.348 628 1004.976 .73 1.04 .02 1004.99 .00 .32 1.48 1.500 .000 .00 .0 .00 .63 .27 .16 .013 .00 .00 PIPE .254 .0805 .0004 115.805 1004.368 .606 1004.974 .73 1.09 .02 1004.99 .00 .32 1.47 1.500 .000 .00 .0 .00 .61 .29 .16 .013 .00 .00 PIPE .252 .0805 .0004 1 1 1.14 1004.99 .00 .32 1.46 1.500 .000 .00 1 .0 116.057 1004.389 .584 1004.973 .73 .02 .00 .58 .31 .16 .013 .00 .00 PIPE .225 .0805 .0005 1 1 1 1.20 1004.99 .00 .32 1.45 1.500 .000 .0 116.281 1004.407 .564 1004.971 .73 .02 .00 .56 .33 .16 .013 .00 .00 PIPE .212 .0805 .0006 1 1 1 116.493 1004.424 .544 1004.968 .73 1.26 .02 1004.99 .00 .32 1.44 1.500 .000 .00 .0 HYDRAULIC JUMP 40 7.02 1005.35 .00 .32 .93 1.500 .000 .0 116.493 1004.424 .163 1004.587 .73 .77 .10 .16 3.71 .16 .013 .00 .00 PIPE 1.432 .0805 .0723 FILE: 66832D.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 4 Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time; 9: 2:54 66832 Jurupa and Catawba Industrial Project Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge Dated: 2008.05.12 By: JD Invert Depth water Q Vel vel I Energy I Super ICriticallFlow ToplHeight/lBase WtJ INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I I X-Falll ZR IType Ch 117.924 1004.539 .169 1004.708 .73 6.65 .69 1005.39 .00 .32 .95 1.500 .000 .00 1 .0 3.169 .0805 .0624 .20 .17 3.44 .16 .013 .00 .00 PIPE 6W I I I I I I I I I I I 1 1 121.094 1004.794 .174 1004.968 .73 6.34 .62 1005.59 .00 .32 .96 1.500 .000 .00 1 .0 ON - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- tO 1.943 .0805 .0544 .11 .17 3.23 .16 .013 .00 .00 PIPE I I I I I I I I I I I I I an 123.037 1004.951 .180 1005.131 .73 6.05 .57 1005.70 .00 .32 .98 1.500 .000 .00 1 .0 to - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.381 .0805 .0475 .07 .18 3.03 .16 .013 .00 .00 PIPE an I I I I I I I I I I I 1 1 124.418 1005.062 .186 1005.248 .73 5.76 .52 1005.76 .00 .32 .99 1.500 .000 .00 1 .0 1.047 .0805 .0415 .04 .19 2.84 .16 .013 .00 .00 PIPE 40 125.465 1005.146 .192 1005.338 .73 5.50 .47 1005.81 .00 .32 1.00 1.500 .000 .00 1 .0 .804 .0805 .0362 .03 .19 2.66 .16 .013 .00 .00 PIPE 126.269 1005.211 .199 1005.410 .73 5.24 .43 1005.84 .00 .32 1.02 1.500 .000 .00 1 .0 oft - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .670 .0805 .0316 .02 .20 2.50 .16 .013 .00 .00 PIPE 126.938 1005.265 205 1005.470 .73 5.00 .39 1005.86 .00 .32 1.03 1.500 .000 .00 1 .0 .533 .0805 .0276 .01 .21 2.34 .16 .013 .00 .00 PIPE MM 127.471 1005.308 .212 1005.520 .73 4.76 .35 1005.87 .00 .32 1.05 1.500 .000 .00 1 .0 .443 .0805 .0241 .01 .21 2.19 .16 .013 .00 .00 PIPE 127.915 1005.344 .219 1005.563 .73 4.54 .32 1005.88 .00 .32 1.06 1.500 .000 .00 1 .0 .355 .0805 -0210 .01 .22 2.05 .16 .013 .00 .00 PIPE am ON ft PAGE 5 W S P G W CIVILDESIGN Version 14-05 FILE: 66832D.WSW Program Package Serial Number: 1477 WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:54 66832 jurupa and Catawba Industrial Project Analysis for Line D, Catch Basin in corner of westerly edge Hydraulic Dated: 2008.05.12 By: JD Vel Energy I super ICriticallFlow ToplHeight/lBase WtI INo Wth Invert Depth water Q Vel Grd.El-I Elev I Depth I width IDia.-FTIor I.D.1 ZL JPrs/Pip Station Elev (FT) Elev (cFS) (FPS) Head low SF Avel HF' ISE DpthIFroude NINorm Dp I "N" I X-Falll ZR IType Ch L/Elem ICh Slope I 4.33 .29 1005-89 .00 .32 1.08 1.500 .000 .00 1 .0 128.270 1005.372 .227 1005.599 .73 1- 1- 1.93 .16 .013 .00 .00 PIPE .313 .0805 .0184 .01 .23 1 1 1 low 4.13 1005-90 .00 .32 1.09 1.500 .000 .00 1 .0 128.583 1005.397 .234 1005.631 .73 .26 1- 1- 00 1- -1- -1- .00 .23 1.81 .16 .013 .00 .00 PIPE 4MW .249 .0805 .0160 1 1 am I . 3.94 1005-90 .00 .32 1.10 1.500 .000 .00 1 .0 128.832 1005.417 .242 1005.660 .73 .24 aw .0140 .00 .24 1.69 .16 .013 .00 .00 PIPE .209 .0805 1 1 1 1 1 1 1 1005-90 .32 1.12 1.500 .000 .00 .0 129.041 1005.434 .250 1005.684 .73 3.75 .22 .00 -1- -l- -l- -l- .0122 .00 .25 1.59 lG .013 .00 .00 PIPE .159 .080S ow 1 1 1 1 3.58 1005.91 .00 .32 1.13 1.500 .000 .00 .0 Ow 129.200 1005.447 .259 1005.706 .73 .20 .00 .26 1.49 .16 .013 .00 .00 PIPE MM .144 .0805 .0107 1 1 1 aw 3.41 1005.91 .00 .32 1.15 1.500 .000 .00 .0 129.344 1005.459 .267 1005.726 .73 .18 .0093 .00 .27 1.39 .16 .013 .00 .00 PIPE .104 .0805 (MW 3.25 1005.91 .00 .32 1.16 1.500 .000 .00 .0 129.449 1005.467 .276 1005.743 .73 .16 -1- - - - 1.31 .16 .013 .00 .00 PIPE .068 .0805 .0082 .00 .28 1 1 1 1 3.10 .15 1005.91 .00 .32 1.18 1.500 .000 .00 .0 4M 129.517 1005.473 .286 1005.759 .73 -1- -1- -I- M -I- -1- .0071 .00 .29 1.22 .16 .013 .00 .00 PIPE .062 .0805 1 40 1 1 1 2.96 1 1005-91 .00 .32 1.19 1.500 .000 .00 1 .0 129.580 1005.478 .295 1005-773 .73 .14 .00 .00 PIPE .0062 .00 .30 1.15 .16 .013 .018 .0805 on fAw oft 11W 4" to FILE: 66832D.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 6 M Program Package Serial Number: 1477 UN WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 2:54 66832 Jurupa and Catawba Industrial Project am Hydraulic Analysis for Line D, Catch Basin in corner of westerly edge Dated: 2008.05.12 By: JD Invert Depth water Q Vel Vel Energy I super ICriticallFlow ToplHeight/lBase WtI INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL JPrs/Pip am L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm. Dp I "N" I X-Falll ZR IType Ch 4W 129.598 1 1005.479 1 .306 1005.785 1 .73 1 2.82 .12 1 1005.91 .00 .32 1.21 1.500 .000 .00 1 .0 PM - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .012 .0805 .0054 .00 .31 1.07 .16 .013 '00 .00 PIPE WALL ENTRANCE am 129.610 1 1005.480 1 .318 1 1005.798 1 .73 2.66 .11 1005.91 .00 .32 1.23 1.500 .000 .00 0 .0 OM 40 I I F Hi; I I IQ 14V 0 0.1 —for ULI LATERAL E - Truck Docks m as T1 66832 Jurupa and Catawba Industrial Project m T2 Hydraulic Analysis for Line E, truck docks T3 Dated: 2008.05.12 By: JD 1006.037 so 100.0001003.940 1 R 115.2201004.020 1 .013 R 206.4601004.780 1 .013 40 R 232.6201004.910 1 .013 WE 232.6201004.910 1 .500 SH 232.6201004.910 1 1004.910 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 13.340 .0 oft 1AW pm 1W am aw mm wo 00 ow mm so Om aw loft ow we 00 *a so m ON 0 0 OM law I .000 45.000 0 .000 45.000 0 .000 .000 0 W S P G W 40 WATER SURFACE PROFILE - TITLE CARD LISTING IkWEADING LINE NO 1 IS - 66832 Jurupa and Catawba Industrial Project g*EADING LINE NO 2 IS - iq4EADING LINE NO 3 IS - Hydraulic Analysis for Line E, truck docks Dated: 2008.05.12 By: JD on am OM 60 ON io am am An- Imw oft aw oft 4ft m 4m No mm aw PAGE NO 0 FILE: 66832E.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 5-12-2008 TiMe: 9: 3:12 m WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 m bw OM ow p" No 4ft m so ft 40 PAGE NO 2 W S ELEV 1006.037 RADIUS ANGLE ANG PT MAN H .000 .000 45.000 0 RADIUS ANGLE ANG PT W S P G W .000 .000 45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 WATER SURFACE PROFILE ELEMENT CARD LISTING WELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 100.000 1003.940 1 JOELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N ON 115.220 1004.020 1 .013 ELEMENT NO 3 IS A REACH we U/S DATA STATION INVERT SECT N 206.460 1004.780 1 .013 on ELEMENT NO 4 IS A REACH im UIS DATA STATION INVERT SECT N 232.620 1004.910 1 .013 WMELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT Fp go 232.620 1004.910 1 .500 pm ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 232.620 1004.910 1 4m im om No PAGE NO 2 W S ELEV 1006.037 RADIUS ANGLE ANG PT MAN H .000 .000 45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1004.910 0 ILE: 66832E.WSW W S P G W - CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1477 ift WATER SURFACE PROFILE LISTING Date: 5-12-2008 Time: 9: 3:14 66832 Jurupa and Catawba Industrial Project on Hydraulic Analysis for Line E, truck docks Dated: 2008.05.12 By: JD Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I -N- I X-Falll ZR IType Ch PM 100.000 1003.940 2.097 1006.037 13.34 4.25 .28 1006.32 .00 1.31 .00 2.000 .000 .00 1 .0 15.220 .0053 .0035 .05 2.10 .00 1.37 .013 .00 .00 PIPE pm 115.220 1004.020 2.111 1006.131 13.34 4.25 .28 1006.41 .00 1.31 .00 2.000 .000 .00 1 .0 i0o 31.539 .0083 .0034 .11 2.11 .00 1.17 .013 .00 .00 PIPE 146.759 1004.283 2.000 1006.283 13.34 4.25 .28 1006.56 .00 1.31 .00 2.000 .000 .00 1 .0 30.744 .0083 .0032 .10 2.00 .00 1.17 .013 .00 .00 PIPE 177.503 1004.539 1.814 1006.353 13.34 4.45 .31 1006.66 .00 1.31 1.16 2.000 .000 .00 1 .0 14.896 .0031 .05 1.81 .49 1.17 .013 .00 .00 PIPE .0083 10 192.399 1004.663 1.706 1006.369 13.34 4.67 .34 1006.71 .00 1.31 1.42 2.000 .000 .00 1 .0 -I- PM 10.995 -I- .0083 -I- -I- -I- -I- -I- .0034 -I- .04 -I- 1.71 -I- .58 -I- 1.17 -I- .013 -I- .00 .00 I- PIPE bw I I I I I I I I I I I 1 1 203.394 1004.754 1,618 1006.373 13.34 4.90 .37 1006.75 .00 1.31 1.57 2.000 .000 .00 1 .0 PM -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.066 .0083 0036 .01 1.62 .66 1.17 .013 .00 .00 PIPE 206.460 1004.780 1.592 1006.372 13.34 4.97 .38 1006.76 .00 1.31 1.61 2.000 .000 .00 1 .0 IM -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 00 26.160 .0050 .0038 .10 1.59 .68 1.40 .013 .00 .00 PIPE WALL ENTRANCE go I I I I I I I I I I I I I im 232.620 1004.910 1.534 1006.444 13.34 5.16 .41 1006.86 .00 1.31 1.69 2.000 .000 .00 0 C bw I I I k H 1� P!, H I I SECTION 3 - HYDRAULIC CALCULATIONS Catch Basin Calculations 40 W 40 Methodology and Sources for Catch Basin Designs: (1) Flow depth in gutter: The depth of the flow in the gutter is required to determine the height of ponding over the catch basin inlet, and is usually a required variable when using catch basin charts and 6W nomographs. The depth of the flow varies with the quantity of flow, the gutter hike and the an street section. The following methods are used to determine the depth of flow: (a) The specific flow rate, street cross fall, gutter hike, and curb height is entered into the CivilCADD / CivilDesign Engineering Software, Universal Hydraulic Analysis Application, Version 6.0 dated 1999, which will detail the street's cross sectional flow. (b) If a typical street section is used, or only a close approximation required, a nomograph can be used. Nomographs for gutter flow can be found in the Los Angeles County Flood Control District Hydraulic Design Manual, dated March 1982, pages D-0 I through D-09, available at the Los Angeles County Public Works Section, Design Manuals, online at http://Iadpw.org/wrd/ publication or hl!p:Hladpw.org/wrd/publication/Engineering/design manual.pdf. (c) To find the depth for flows in triangular channels, a nomograph for gutter flows is available from Hydraulics of Runoff from Developed Surfaces, 26 1h Annual Meeting of the Highway Research Board Proceedings, Volume 26, pages 129-150, Transportation Research Board of the National Academies. This nomograph uses the flow rate in the Manning's equation below, given the flow rate and the street cross section, the equation can be solved for the depth. Q) = 0.56. (_�) _ S,2 - d 8/3 ow n where Q Total triangular flow (cfs) z 1/S,, where S,, is the cross elope of the pavement (ft/ft) d Depth of flow at curb face (ft) S Longitudinal grade of the street (ft/ft) n Manning's roughness coeficient (2) Curb Opening Catch Basin, Side Flow Condition: For side flow condition, use charts on pages D- I OA through D- I OD (pages G-23 through G-26) per the Los Angeles County Flood Control District Hydraulic Design Manual listed in section D of charts (reference the web page at http://ladpw.org/wrd/publication or download the manual at http://iadpw.org/wrd/publication/En,-ineeringjdesign manual. if the street slope is less than 0.50%, a minimum of 0.30%, check the design against the chart from the City of Los Angeles, Department of Public Works, Bureau of Engineering, Office Standard No. 108, Chart LL- 12 from the Storm Drain Design Manual, Appendix B, Design Charts for Catch Basin Openings (reference the web page at hqp://eng.lacity.orp,/techdocs/stormdr/Index.htm . This design chart has tables for street slopes at 0.20%, 8" C.F. and 11.5" C.F. at the catch basin. (3) Curb Opening Catch Basin, Sump Condition: For a sump condition, use Plate 2.6-0651 (nomograph) per L.A. County Road Department. Other design methods and charts that can be used are the following: im PM (a) Federal Highway Engineering (FHA) Hydraulic Engineering Circular Number 12 (HEC12) Drainage of Highway Pavements, in Section 8.2, Curb -Opening Inlets, Chart I I — Grate inlet capacity in sump conditions, Figure 2 1, Curb -opening inlet types, Chart 12, Depressed curb -opening inlet capacity in sump locations, Chart 13, Curb -opening inlet capacity in sump locations, Chart 14, Curb -opening inlet orifice for inclined and vertical orifice throats. These charts were also reproduced in the Federal Highway Administration Hydraulic Engineering Circular Number 22, Second Edition, Urban Drainage Design Manual in Appendix A, Charts 9 throughl2. (c) The County of Los Angeles Hydraulic Design Manual also has a design chart for catch basins in a sump and can be found on page D-26 located online at ht!p://Iadpw.org/�yrd/ publication or http://ladpw.org/wrd/publication/Engineerin2�/design manual.pd The design nomograph, Plate 2.6-0651 originally from the FHA is preferred, since the design charts for the sump condition from Los Angeles yield conservative results. ME (4) Grated Inlet, Sump Condition: fm For a single grated opening, an orifice equation with a 50% clogging factor is used per the attached chart. to ow Q = k C. a .(2gh),2 k Clogging percentage expressed as a decimal = 0.50 C Coefficient of discharge = 0.60 a Open area of grate (sf), based on Neenah grate specifications g Acceleration of gravity = 32.2 ft/S2 h Head on orifice (ft) aw where on ON OW No Depending on the depth over the grate, the resulting inlet control may be by one -directional flow, weir flow, which is determined by the following equation. OM bw Q=C.L.H 3/2 where C = Coefficient of discharge = 3.33 L = Effective length of weir (ft) H = Total head on crest (ft) Other charts that can be considered: (a) For multiple grated inlets, the Design Charts for Catch Basin Openings as detem ined by Experimental Hydraulic Model Studies, Bureau of Engineering, City of Los Angeles, Office Standard Number 108, Design Charts LL- 18 through LL -25 can be used http://eng.lacity.or.g/techdocs/stormdr/Index.htm� COB.PDF. (b) Another good design tool and explanation of grated inlet capacities is the Neenah Inlet Grate Capacitiesfor Gutter Flow and Ponded Water. This design guide has a good explanation of the transitional flow area between ponded orifice flow and one directional weir flow, along with capacity charts and equations for different type grates. Available online at to hlip://www.neenahfoundty.com/literature/index.htrnl. 0, 0 ON Catch basin soffit thickness= 4.5" Local depression= a=4" Curbheight=8" an H = Allowable ponding depth = top of curb = 8 + 4 = 12" 00 Street slope = 4.37%, use Page D- I OD. Local depression = 4" use last chart. so D = Gutter flow depth = 0. F Enter chart with D = 0. 1' and Q 100 = 0. 13 cfs then read W < 3.5' (minimum L = 4') No M Use L = 4' an Catch basin #2 Ow Location ......................................................... Line C, easterly drive approach am Hydrology Watershed Area Designation ....... Catch basin #1 WA Hydrology node number ................................ 3.2 Location ......................................................... Line B, westerly drive approach Hydrology Watershed Area Designation ....... Area "E" Hydrology node number ................................ 4.5 Hydrology elevation ...................................... 1007.71 ft TC Type ............................................................... Side flow condition Flow............................................................... Q100 = 0. 13 cfs Street cross section: 40' Street Grade ................................................... 4.37% CrossSlope .................................................... 1.0% Width............................................................. 30' Curb Height ................................................... 8" Gutter Width .................................................. 2' GutterHike .................................................... 2" Manning's coefficient, n ................................ 0.015 Depth of flow (Source) 0.093 ft (Civill) Street Hydraulics) .................................. ON Catch basin soffit thickness= 4.5" Local depression= a=4" Curbheight=8" an H = Allowable ponding depth = top of curb = 8 + 4 = 12" 00 Street slope = 4.37%, use Page D- I OD. Local depression = 4" use last chart. so D = Gutter flow depth = 0. F Enter chart with D = 0. 1' and Q 100 = 0. 13 cfs then read W < 3.5' (minimum L = 4') No M Use L = 4' an Catch basin soffit thickness= 4.5" Local depression= a=4" Curbheight=6" an ON Catch basin #2 Ow Location ......................................................... Line C, easterly drive approach am Hydrology Watershed Area Designation ....... Area "D" WA Hydrology node number ................................ 3.2 Hydrology elevation ...................................... 1009.75 ft FL Type............................................................... Side flow condition Flow............................................................... Qloo = 4.55 efs Street cross section: Street Grade ................................................... 1.96% Cross Slope .................................................... 2.0% Width............................................................. 40' CurbHeight ................................................... 6" Gutter Width .................................................. 2' GutterHike .................................................... 2" Manning's coefficient, n ................................ 0.015 Depth of flow (Source) .................................. 0.349 ft (CivilD Street Hydraulics) Catch basin soffit thickness= 4.5" Local depression= a=4" Curbheight=6" an ON 00 IM H = Allowable ponding depth = top of curb = 6 + 4 = 10" Street slope = 1.96%, use Page D -10C. Local depression = 4" use last chart. D = Gutter flow depth = 0. 3 5' Enter chart with D = 0. 3 5' and Q 100 = 4.5 5 cfs then read W — 10' Use L = 10' on i1w on Catch basin #3 arkin- lot aw Location ......................................................... Line D, Southwest comer of p Hydrology Watershed Area Designation ....... Area "C" Hydrology node number ................................ 4.3 Hydrology elevation ...................................... 1009.98 ft FL Type............................................................... Sump condition Flow................................................ ---****II QIOO = 0.73 cfs Depth of flow ................................................. 0.50 ft For a sump condition, use Plate 2.6-0651 (nomograph) per L.A. County Road Department. No am Catch basin soffit thickness= 4.5" Local depression= a=4" Curbheight=6" H Allowable ponding depth = top of curb = 6 + 4 = 10" h Height of catch basin opening = 6 + 4 - 4.5 = 5.5 H= 10", h=5.5 ", therefore H/h = I - 8 Enter nomograph with h=5.5" and H/h= 1. 8 and read Q/L = 1. 5 5 L = Q10o / [Q/Ll = 0.73 / 1.55 = 0.47', (minimum L = 4') Use L = 4' M Catch basin #4 ocks Location......................................................... Line E, truck d Hydrology Watershed Area Designation ....... Area "B" Hydrology node number ................................ 2.2 Hydrology elevation ...................................... 1008.99 ft M Type ............................................................... Sump condition, grated inlet Flow............................................................... Q100 = 14.41 cfs Depth of flow ................................................. 1.0 ft Using the orifice equation, and allowing for a 50% clogging I factor: From the attached table "Flow through steel parkway grates' Grate: 36x36" with 12" of ponding has a capacity of 18.3 cfs > 14.41 cfs, therefore ok. go IN 00 Use a 3606" grated inlet im PM 60 Catch basin #5 Location ......................................................... Line A, headworks at end of main line. OW Hydrology Watershed Area Designation ....... Area "A" 180 Hydrology node number ................................ 4.1 Hydrology elevation ...................................... 10 11.76 ft FL Type............................................................... Sump condition Flow............................................................... Qloo = 8.64 cfs Depth of flow ................................................. 0.57 ft, 7" (depth to overflow next high point) fto For a sump condition, use Plate 2.6-0651 (nomograph) per L.A. County Road Department. Catch basin soffit thickness = 4.5" Local depression = a = 4" Curb height = 6" H = Allowable ponding depth = top of curb = 6 + 4 = 10 ", however overflow to next high point is 7", therefore use 7" h = Height of catch basin opening = 6 + 4 - 4.5 = 5.5" H=711, h=5.5", therefore H/h = 1.27 Enter nomograph with h=5.5" and H/h= 1.27 and read Q/L = 1. 10 Ow L = Qloo / [Q/L] = 8.64 / 1.10 = 7.85' PM Use L = 9' am 00 as 0— ON im 0 Ow No 0 on im we ftW am low an few an 111111111110 oft 0111111111 oft go am as 0 am no The following table shows flow rates (Q's) for various pipe sizes and slopes. This table was used to determine the pipe sizes of the on-site gravity flow storm drain system. The following table shows inlet capacity (Q) for various inlet sizes and ponding depths. This table was used to determine the inlet sizes of the storm drain system. Flow throug steel parkway grates _ Pondi ches) Size Area (sf) 3 12 12"x12" 1.12 1.3 1.9 2.7 18"x18" 2.03 2.4 3.5 4.9 E24"x24" 3.40 3.5 5.8 8.2 36"x36" 7.60 52 129 18.3 C = 0.6 % open 50% (clogging factor) Q = C a (2gh)^1/2 (eq. 21.44) Orifice equation, pg 21.27 Q = C L H^3/2 (eq. 21.121) Weir equation, pg 21 65 Reference Standard Handbook for Civil Engineers, and Neenah inlet Grate Capacities for gutter flow and ponded water. Using Brooks parkway grates. Areas listed are net open areas the manufacturer specifications . Flow through traffic/heel-proof grates Pondin depth (i ches) Size Area (sf) i 6 12 f2 -;-'--x 12" 0.79 1.0 1.3 1.9 18"x18" 1.47 1.8 2.5 3.5 Pon d p h 'in S 24"x24" 2.45 2.9 4.2 5.9 36"x36" 6.62 5.2 11.3 15.9 C 0.6 open 50% (clogging factor) I Q = C a (2gh )AJ/2 (eq. 21.44) Orifice equation, pg 21-27 Q = C L HA3/2 (eq. 21.121) Weir equation, pg 21-65 Reference standard Handbook for Civil Engineers, and Neenah Inlet Grate Capacities for gutter flow and ponded water. Using Brooks HHP model traffic grates. Areas listed are net open areas per the manufacturer specifications J Settings\jason\My Documents\Engineering Spreadsheets\[Hydraulies.xls] Pipes and Parkway Culverts May 12. 2008 15.44:29 Flow rates for pipes flowing full Pipe ID Area Sl pe 4 0.09 5 0.50.1% 0.15 1.00% 0.21 1.50% 0.25 2.00% 0.29 2.60% 0.33 3.00% 0.36 6 0.20 0.43 0.61 0.74 0.86 0.96 1-05 8 0.35 0.93 1.31 1.60 1.85 2.07 2.27 10 0.55 1.68 2.37 2.91 3.36 3.75 4.11 12 0.79 2.73 3.86 473 546 6.10 6.68 15 1.23 4.95 Too 8.57 9.89 11.06 12.12 18 1.77 8.0411.38 13.93 16.09 17.99 19.70 24 3.14 17.32 24.50 30.00 34.65 38.74 42.43 n= 0.012 For pipes flowing full: V 0. 590 IDA2/3 SAJ /2 / n (eq. 21.33b) Q 0.463 DA8/3 SAJ/2 / n (eq 21 33c) hf 4 66 n^2 L QA2 / D'1 613 (eq 21.33d) D (2.159 Q n / S^112 )A3/8 (eq. 21.33e) Reference Standard Handbook for Civil Engineers, page 21 23 The following table shows inlet capacity (Q) for various inlet sizes and ponding depths. This table was used to determine the inlet sizes of the storm drain system. Flow throug steel parkway grates _ Pondi ches) Size Area (sf) 3 12 12"x12" 1.12 1.3 1.9 2.7 18"x18" 2.03 2.4 3.5 4.9 E24"x24" 3.40 3.5 5.8 8.2 36"x36" 7.60 52 129 18.3 C = 0.6 % open 50% (clogging factor) Q = C a (2gh)^1/2 (eq. 21.44) Orifice equation, pg 21.27 Q = C L H^3/2 (eq. 21.121) Weir equation, pg 21 65 Reference Standard Handbook for Civil Engineers, and Neenah inlet Grate Capacities for gutter flow and ponded water. Using Brooks parkway grates. Areas listed are net open areas the manufacturer specifications . Flow through traffic/heel-proof grates Pondin depth (i ches) Size Area (sf) i 6 12 f2 -;-'--x 12" 0.79 1.0 1.3 1.9 18"x18" 1.47 1.8 2.5 3.5 Pon d p h 'in S 24"x24" 2.45 2.9 4.2 5.9 36"x36" 6.62 5.2 11.3 15.9 C 0.6 open 50% (clogging factor) I Q = C a (2gh )AJ/2 (eq. 21.44) Orifice equation, pg 21-27 Q = C L HA3/2 (eq. 21.121) Weir equation, pg 21-65 Reference standard Handbook for Civil Engineers, and Neenah Inlet Grate Capacities for gutter flow and ponded water. Using Brooks HHP model traffic grates. Areas listed are net open areas per the manufacturer specifications J Settings\jason\My Documents\Engineering Spreadsheets\[Hydraulies.xls] Pipes and Parkway Culverts May 12. 2008 15.44:29 4111111 m Will No Ila 111111111 Om Row through rectangluar channels and parkway culverts Width b S1 pe S1 pe 0.50%1 1.00% 1.60% 2.00% 2.50% 3.00% 1.0 1.741 2.46 3.01 3.47 3.89 4.26 1.5 2.941 4.16 1.5 5.89. 6.58 7.21 2.0 4.211 5.95 --5.10 7.29 8.42 9.41 10.31 2.5 5.511 7.79 9.54 11.02 12.32 13.50 3.0 6.831 9.66 11.83 13.66, 15.27 16.73 3.5 8.161 11.55 14.14 16-33 18.26 20.00 4.0 9.511 13.45 16.47 19.01 21.26 23.29 4.5 10.86 15.35 18.81 21.71 24.28 26.59 5.0 12.21 17.27 21.15 24.42 27.31 29.91 5.5 13.57 19.191 23-51 27.14 30.34 33.24 6.0 14.93 21.121 25.86, 29-86, 33.39 1- 36.58 Depth of flow in channel (in): n Q = 1.486 A RhA213 SAJ/2 / n Ax b d Pw b + 2d Rh Ax / Pw 6 0.012 (eq. 21.90) Depth of parkway culvert (in): n Q = 1.486 A Rh^2/3 S'1/2 / n Ax b d Pw 2b + 2d Rh Ax I Pw 4 0.012 (eq. 21.90) J Settings\Jason\My Documents\Engineering Spreadsheets\[Hydraulics.xis]Pipes and Parkway Culverts May 12, 2008 15:44.29 Parkway culverts flowing full Width b S1 pe R :�.50-/�. 1.00% 1.50% 2.00% 2.50% 3.00% 1.0 0.731 1.03 1.26 1.46 1.63 1.79 1.5 1.161 1.64 2-01 2.32 2,59 2.84 2.0 1.60 2.26 2.76 3.19 3.57 3.911 2.5 2.03 2.88 3.52 4.07 4.55 4.98 3.0 2.47 3.50 4.28 4.94 5.53 6.06 3.5 2.91 4.12 5.04 5.82 6.51 7.13 4.0 3.35 4.74 5.81 6.70 7.50 8.21 4.5 3.79 5.36 6.57 7.59 8.48 9.29 5.0 4.23 5.99 7.33 8AT 9.47, 10.37 5.5 4.671 6.61 8.10 9.351 1 q�45 11.45 1,4+4 Depth of parkway culvert (in): n Q = 1.486 A Rh^2/3 S'1/2 / n Ax b d Pw 2b + 2d Rh Ax I Pw 4 0.012 (eq. 21.90) J Settings\Jason\My Documents\Engineering Spreadsheets\[Hydraulics.xis]Pipes and Parkway Culverts May 12, 2008 15:44.29 [fit If fill a I I I a I a I a I HEIGHT'OF OPENING (h) IN FEET 6 a I t 1, 1 N ob �4 co ko HEIGHT"'*OF OPENING (h) N INCHES OX 0\ GAPACITY PER FOOT OF LENGTH OF OPENING (()/L) IN CFS/FOOT N b b N L4 b LA Cb co C L, LW tb CA M co rri ,, �HPONDED DEPTH IN OF HEIGHT OF OPENING r ;A Lft cl� 7� E) T I 4- 7� I N41 -7 n B ------------ _t4 _V. _1I 2�1 �V� 3 I f 4�1 C 72� c c L! C �c I E, l� ----------- t J�ta p -4 zi 714 JM. LL�J pf EV �Z' fIr SOURCE ZFSCS S�URVEy F 2� T P; D `7— c- ce 41 r�, -M4 Y !V� e7, he .......... ly� 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP LflENO SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE I, 48POO 8OUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 Una r -;Ip winim;r r-1;! C-1 C-2 SAN BERNARD IND COUNTY C_ 3 C-4 INDEX MAP LflENO SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE I, 48POO 8OUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 Una r -;Ip winim;r r-1;! L6 1.5 LEY R8 R7W R6W t R5W + _Rlw R 1 4- - 4 W R Zw R2E L I 4N 'k I -N 4 I. I _T 4 T:- 1.2- 2 +-4 WEST SUN MIT IS 2 11P, ot 9 10 % l.T_ 2 T3N + 4 Z —4- 6 2_, !< 32 3A 1 10 J�l .1 SAN ll�.o I 1.5 �7 L A' tv - AGR�-G --T2, N -4- — R -LAKE 4- *c o. A&[ V*L i�41 A 0 t i �jv qz� -4 f .9 v look ... TLN _P_ IL -T - g J— SAN RNAROIrO UP I uloa�.s. --,, A. M DI A4 0 CLASS) "$MT �R I A LTO�_ NTAN 4—T f TIS F, , 1 _441", -_ I - i il� - , - . - I I COLTON 0 NT 10 3 14S i-IIa REDLANDS A moo& 1 01 r4 OAK EN Y_ YUCAIPA SAA, -1111.AU�IJ &It f! 811AN11' TIRRIC, C AO _T SAN ' SERNA004NO OUNJY R RZ i 3A, IY4 51DE COUN.T 34-00 T__ - 4 ...... SIDE R3 R2W R I'V SAN BERNARDINO COLNTY FLOOD CQHTAOL DISTRICT- !-A- R 5 VALLEY AREA �ADO llf coNT Ro� REDUCED DRAWING T3S S.N SCALE 1 4 MILES ISDHYETALS Yoo-100 YEAR 1 -HOUR ?,4 SAN BERNARDINO COUNTY BASED ON U.SDR, h0AA_ aLAS 1. OrS 4A AFFfINED BY w HYDROLOGYMANUAL IF C, 6 ISOLINES PRECIPITATION (INCHES) DATE SCALE ri� ON&,& ka .............................. 19820 �4 ef 112 AN Zh L) '-L9 0120 6125 Q) S) f"Z �j "L 41 '�7 '�2 /U PROP 6'Z -11q.3 C' 6Z.1 7 D'z9,'5 0 7'�-'F- 62 -T f Oenzz COW677 D,3L. 9 11ra "Ieco. cxllqAllve� 10ER 9L--Tqll- 51,17- 7-AIZ-- A23)VL7 72,Mn CAWLAl IE4611U 6PMDES 6XI57- 2'5 '�171-Z 17r AZE NOT"TeIIED W1711 oV,51TE STAFEET FZ-AA1 AA10 DFjt:*,51TZ- c3T1,PcZ--7% PZ-AAIS. ifZZAkIZY EXPZA1A1z1---D Wo WIVU'l TZ) C7,�-T Tiql,5 ,�Z,11eb1,FY,0R,L5 TO VZ91FY TlqZ- 99AD=r- D1SCRFPz!s1UCY 5130189 i� M OIL IAM CURVE Llll:�4-IA R L JURUPA- ANE. N- V) 69- 48'06" 27. 00"d 42. 31 26 - 90' 2 37- 36' 32" 55-00' 35,87' 19. 45' JURUPA- ANE. N- V) APPR WED BY: -ASIN NAUNICIPAL CHINO 0 W" AT E R DISTRICT -.R E, �i MA LE '318)447-4 ARCAD I A SANTA ANA (714)250-5525 X - APPROVED: �j 41 q) '2 Ir IS) t2 ZZ C3 'J�'�j ;' , s3 n APPR WED BY: -ASIN NAUNICIPAL CHINO 0 W" AT E R DISTRICT -.R E, �i MA LE '318)447-4 ARCAD I A SANTA ANA (714)250-5525 X - APPROVED: Ir ;z I ZZ 'J�'�j ;' , s3 n nm APPR WED BY: -ASIN NAUNICIPAL CHINO 0 W" AT E R DISTRICT -.R E, �i MA LE '318)447-4 ARCAD I A SANTA ANA (714)250-5525 X - APPROVED: �6�NWTTRACTOR �HAI�LQ �VffRIFY� I LOCATION- ANO-ELF-VATION,- -OF-AL-L-EYIST--LNG-LJ-T:tL-�-T-I-E-5- PRIOR:TO CONSTRUCTION 6=�Fq'-. 3 C F -O.-3,OrCF S-- 0 '21 211- FPS, U_ -10 to- -10 1 01�1 --FP V= v 3 28 1010i -21 -, - --- I i -8 _cFS .- 11 - , , , I I I - r ------ C'4 a, c� m- 66_'FPS7_ -ST. -T., A. 1 -1!1 -*06.-50 -(CATAWBA -AVE I:- + , Ir L !CA-TCH_BA:S-IN--!______ --S-T.!-i!A.-J-L+-06-5-0--CCA-T.A�BA XVE)- ---STfA-..-Z4B+28-. O0:-(-JURUPA-AVEI-- I 11c 1003.174 ------- "ATCH BASIN: ST. 1- 7' In ;; � ! I . In -i - - -qi TCH-:BAL5-tN-- TCJI DOS I Uutr 1), .57 Fs- 460:,)� '1005 f FS -L OO5__ 1005-' o6s-! 1005- -i- - ;'- I -TC,- 1004.! 14 1 1 ; , HG I HGLI I T -1 Ll 1 7 89 I FT, 4 ER -HGL _j rg -foon Ion- to 0- ioo6 999�:::� ir OOQ_'_ lu" 5=0.0040 S=10.00 --T '3072 -F L F -EX -.-2-8 -)c4'- RCB-- i Ex 2�8'X`IRC 111-121 1 1 1- 1 �_ F-1-1 I � , � I � � I I � I! -(99T-.92-f L _I,NYL� A998. %,t L U3 C t 03' 0 031 �+ 5!!alri 0 0 6 cl� C3 cs ;r C6. a -I w O;r -J. crt L + cri,� I+ C3 Z I- m > P co 5; > ID ;n4^ ao m < > 7-1 -11 1 -1 i T 30-,- --1- UJ V3 L! + j I - I I f - 990--, ig - _ __ 1-1- - - 1 990-- 990 L 9130 0 L CONS T 6--t-2-L F- -CONSTr--5O.-04-LF- IF1 1�:::> 2 --CON5T- 20- 4 - - - - I i I- I I 1 -10E -r24" ' P_ 1 � 1 1 1 "R -OF-1-36-!RCP-_- _T_ SCALE > -73' CONS�. 140.156 L FT - - i - i - - - I I F 1[ -OLli�_ CP KIP- roF-2=s-)z-4-r-Rcu 71 17 7 HORIZ: I" = 40' LLia LATER -A I VERT: I " = 4 LAT E RA L- I I LATERAL 12- LAT�.RALL1411-' 65-00 66+00 67�00 2+00 1+00 1-00 2-00 CATAWBA '+Do 2-00 ST. STA. 10+96.98, 7. 00' RT rf INT (CATAWBA AVE I AVENUE STA. 66 CURVE DATA :STA. 65-79.17 CL INT LAT 11 8_+ 6 �8.5 R6 CIJ� X4, 87 STA. 1+00.00 �_INT LAT 13 2_8' X4' RCB NO. R L T LEGEND ST. STA. 10-94.22, 7.00' RT(� INT (CATAWBA AVE) 7' /1%IAL I 1 01 30P -06-24"I 22.50' 11.82' 6.05' EXISTING STORM DRAIN PIPE =STA. 65+81.97 (� INT LAT 11 & 30'06'24--1 22.50' 11. 82' 6.05' -STA. 1+00.00 C INT LAT 12 �1,1 -1 _1� STA. 1-0!.00-@ PROPOSED STORM DRAIN PIPE RE. 83 _p CITY OF FONTANA 63 STA. 1+09.00 BECCIN 24 RCP EXISTING CATCH BASIN BEGIN 24 " RCP LAT RAL 13 LATERAL 12 ST. STA. 1 1-06. 50 C CB (CATAWBA AVE) PROPOSED CATCH BASIN 1 -4.0' M!604:5V 6. 50 CB (CATAWBA AVE) T 0 7 0. W 2 1 . 0� t L.:5�` TC -1003.74 STA. 1+15.12 ST. STA. 248-21]1.00(� C8 71 END 24" RCP 16 LATF,�A I 01DO V=4.00' W 71 T 4.14 C END 24" RCP LAT RAL 12 6 B F-1 0 + JURUPA ===='--A V E A U E + 43D C4 DO 2.3 T 240- 7 2 �[T- - 242 243 Z44 245 -24� 7 2471,-� 249 w uj IT uj uj Uj �J LU Id v-1: z .8 w �S T TAI'+5 O.To 04 z ui END 36.. R UJI Z uj j 7 2- mw LATERAL 14 ()0) STA. I �39.02 EC ..j �_.206C CONSTRUCTION NOTES STA. 1+26. 84 EC 0 CONSTRUCT 24" RCP (D -LOAD) PER PROFILE STA. 1+03.76 BC CONTRUCT 2-8'x4' RC8 PER CALTRANS STD. STA 1+00.00 64 REMOVE EXISTING PIPE BEG*N 36" RCP REMOVE EXISTING DRAINAGE STRUCTURE CONSTRUCT 36" RCP (D -LOAD) PER PROFILE LATERAL 14 CONSTRUCT PIPE TO RCB JUNCTION STRUCTURE �j 1) CONSTRUCT CONCRETE BULKHEAD PER DETAIL SHEET 0 ST. STA. 247�41.51. 9.43' LT I NT (JURUPA A I PER APWA ST PLAN 334 1 REMOVE EXISTING BULKHEAD AND JOIN PIPE zST. STA. 10-09.44, 7.00' RT (E INT (CATAWBA - 8B INSTALL CONCRETE COLLAR PER APWA STO. NO.380-3 @ -STA. 65,28.00 INT LAT I I 0 CONSTRUCT CURB INLET STRUCTURE PER TO BE VERIFIED AND RELOCATED BY CONTRACTOR SCALE IN FEET CITY OF FONTANA STD. PLAN NO. 121 SEAL EXIST PIPE/RCP PER APWA STD. NO. 381-1 0 40 80 120 :Nv Mwim 04TE 13'a am mw Il- r?. Of CITY OF FONTANA, CALIFORNIA HOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT % JURUPA AVENUE STREET IMPROVEMENTS THE CO"NCE WITHIN TWO YEARS OF THE DATE OF APPROVAL WAM 91. SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. im LITY PLAN' 1" -40 - DRAINAGE & UTI PREPAREDBY: DIAL Two WOF"rl THE CITY ENGINEER WAY REQUIRE REVISIONS TO THE PLANS TO 0EKKII st DAIL' BEFORE DAYS BUORE BRING THEM INTO CONFORMANCE WITH CONDITIONS a STA 238+40 TO STA 250+40 HDR. ENGINEERING, INC. YOU DIG CIVIL mi 10/27/20061 3230 EL CAMINO REAL, SUITE 200 AND STANDARDS IN EFFECT. -0 04c" at. ACFRQIU or. DRAwc Wk 71 IRVINE, CA. 92602 A mic smva By LMDKMM SDtVM &ST 1-17 LXISTING 100-YLAI? HIKDRO�OGIK MA P FOR 15996 JURIPA A VENUE FONTANA, CAZIFORNIA LEGEND 100C A III P"R=COUNDARY T-9, -, IRAWAGC 0 - - - - - - - 77- - - - - - - - - - I -------------- ---- ------------------ GRAPHIC SCALE PROPOLLD 100—YC-AR HIIIDRO�06Y MAP f -OR 15996 JURUFA A VENUZ f _01VT -ORNIA A NA, CA If c 57 LEGEND — — — — — — — — — — — — — — — — 14 111 14 ol -so, -j8o — — — — — — — — — — — - — - — -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ------------------------------------------------------------------ - — — — — — — — — — — — — — — — — — — — — GRAPHIC SCALE IURUFA A VENUE 4 J -F� -4 4 4 J ZZ 7 J --it -ya T i -- 4 r77 -4 710 J-- A A PA 4 T IWA#V t-71- T ------ f 4 =7777777T:�4L f L - 2�' 7 _j j FT- j -1 ;-j "'ll w I —1 T j ig A 7-4� A 7-7 tK 4 ALL 57 -LP -!- If -4- 4 - - x !L, 6 OLP (200M) L4 P 40 ki 2 -SACK PRO WDE 2+S,401r, -7-7 7 4 ----2A0F1Lf--- -A-40tiC - 7 PR HM,'IZ- 0-�-oo 1*00 2*00 J* 00 4+00 5*00 VERT. 1'= 4' CONSTRUCT10iV NOTES C, I IWSMU J6- RO- (200M) STOW DRAIV T -1 Nor umv 15998 JUR11PA AVENUE 03 CM157RUCT MAMHOILE PER APHA SA9 DW- Na 322-1 (SEF DETA& COV SYEET 3) APJV.- 0237-191-09 APJV.- 0237-191-V,3 c4l hV5-7AU 24 - M5P (20OW) STaYM a?AIV 4 05 COAISLYUCT CA TEN &A.SN PER arY OF MMAIVA SID. DETAIL 121 C61 caysmucr aLANKET PRomcnav PD? ApwA s7v Dom No 225- 1 (sEE D, -TA#. ow 9ya7 j) SrA 444174 COVANUATICIN PROPOSED 18' WA71R Y FaVTANA WATER PIER MgAF AVPRO IEMEWT REAMS STA #+CO.90 EC v)t- EX. RIW PROP CURB & GUTTER I - CURVE DA TA k- — - - - - - ol DELTA I RADVUS I LLN07H TAVQ�WT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 44'11'02' 22.50' IZM' 9. lr F 2 89-IY14' 22.50' 22.20' 24e Z41 EX 2� EX, I I. W N 8910'56- E Ql or Azk, Ix 10, w 1 F6W aIR WD All IGMEN r U.SF 4 Foo r PIPE LENG MS AND SEWZ EWS TO Aaflew f7u-w ON7-' T 2"WA TER TO 95IR A VENUE 2 ALL "N75 TO MAhER776Hr FLA 0� DO- 85,4'RC8 GRAPHIC SCALE I i -h - Q fL RT REV. RCASM XSCRU'WN DATE 0". CITY DATE jcxjLD cioNamuc-DON QF n -f= FE-CMEE) 9APPo0VEjMa4M NOT COkOAENCE Wrn-IN ISE3 mmul- A—� &w. 9 O.t.fto. Q 91751 P: r &35 CITY OF FONTMk MFORNIA STORM DRAIN MOVEMENT PLAN TVV0 YEARS 0F M -IE DAM OF APPP40VAL SFK)WN F*3C-ON AND CARRED F40RTH IN A ew--Om Fl. -0366 W2 -.1— DRAWN BY. Dl_w 15996 JUR UPA AVENUE SCkEAS NOTED C)LJOENT MANNER 71-11E CrrY EN004EER MAY N, 41829 DESIGNED BY. DLW DATE, 11-30-07 D IAL -VISK)N3 TO THE PLANS TO PEECCNIE P& DRP#07-00W7 BEFORE CHECKED BY. APPROVED BY. DATE 2 YOU DIG BFVN(3 THEM INTO COW-OFSAANCr= WrrH -1-800-227 A PUBLIC SERVICE BY LINDERGROIND SERYIGE2ANERT CONDMONS AND STANDMOS N4 EFTEICT ol �11 DR8 2 DaV LR00AZ; R.C.E 41829 DrX FIJ1106 CITY ENGINEER R.C.E. 51152 - H-Ojp� -TZ 2Z L4J JO, CONSTRUCTION NOTES (D-- CaVSM� 6.5- PX OWR 12- WL COWACIED SLOWADE (2)1- COoVVREVr 4- AC O� 7' CL 2 AA -V OWR 12- MA Cow�&D SUB� (2�-C&6-1KCr J'AC OMER 4* CL 2 IMUE a.V? 12- MW- �AC7EO � cowsmocr j- Ac OWR 3- CL 2 MSE MfR 12- MN COQFAC7EV SUMM, CaSSIACT 6- PCC CLM AW CUT7ER PER CffY SID NO 101 (Z�-caysmwr 6- Pcc ct#w oAxy PER cn� Sm. NO� 10, CaVSTRECT 36' WVf POC RS60N GUT7ZR PER VETAI ON ShfU AV 7 COJVSMLCT 4 - nACK PCC SV"AtK (fWSH AAV COLOR PER ARCH17ECT PLANS) C0WS7RtVT 18" 07DE FCC CURB SZEP-00T PER DEW ON SKIT W 7 &-cvNs�r sToRm �N wpwo"vws Pv� scrr � g @-��r Poc, cLmI ~ PER orDm m sw� � 7 cowsTRtri Lor� DEPRE� PER cirr SID � t2 i @-� DY� AWVROWME� co��r Doub�, ctw� �N PER Da� ow sm� No 7 PROPOSED scRaNlsrcuery WAL PER ARcHTLcr aAAS PROPOSED ?r PER �Cr � &-PRoPosw aqprwD Foonw �R ARcmEcr P� &- PROPOSED MASH EACLOSIRE PER ARC�CT P� &- PROPOSED � � O� @-PROPOSED CWMERCW DRMWA r APPROACH PER CITY IMPROWMEW PtMS SCAIE, l-20ffll GRAPHIC SCALE -- M=6�� 20 0 20 40 60 0 12 /1 V1, 1 65472.20 A.PN. 02J7 197-15 'A.P.IV. 0237 -191 -JJ A.P.N. CJ237-791-J6 Z 7C pop-mqj) A.P-A(. 02J7-7.97-20 6 5 no 4 - BUILDING '�4 GRADIA10 CON7RACTOR IS RESPONSIBLE 7 COMPIENOW OF CRADING 7HE -LEV FINISHED fZ OOR i A 77CN SHAL t BE PER PLAN AND AlVr ADA457XOCNTS TO 141 5 911ILDINC SIA8 1HICKNESS SHA L BE ALADE gr ADkl577NG THE PAD ELL, VA RON. 4.00X Oop� 6 40) Ou ch - H-Ojp� -TZ 2Z L4J JO, CONSTRUCTION NOTES (D-- CaVSM� 6.5- PX OWR 12- WL COWACIED SLOWADE (2)1- COoVVREVr 4- AC O� 7' CL 2 AA -V OWR 12- MA Cow�&D SUB� (2�-C&6-1KCr J'AC OMER 4* CL 2 IMUE a.V? 12- MW- �AC7EO � cowsmocr j- Ac OWR 3- CL 2 MSE MfR 12- MN COQFAC7EV SUMM, CaSSIACT 6- PCC CLM AW CUT7ER PER CffY SID NO 101 (Z�-caysmwr 6- Pcc ct#w oAxy PER cn� Sm. NO� 10, CaVSTRECT 36' WVf POC RS60N GUT7ZR PER VETAI ON ShfU AV 7 COJVSMLCT 4 - nACK PCC SV"AtK (fWSH AAV COLOR PER ARCH17ECT PLANS) C0WS7RtVT 18" 07DE FCC CURB SZEP-00T PER DEW ON SKIT W 7 &-cvNs�r sToRm �N wpwo"vws Pv� scrr � g @-��r Poc, cLmI ~ PER orDm m sw� � 7 cowsTRtri Lor� DEPRE� PER cirr SID � t2 i @-� DY� AWVROWME� co��r Doub�, ctw� �N PER Da� ow sm� No 7 PROPOSED scRaNlsrcuery WAL PER ARcHTLcr aAAS PROPOSED ?r PER �Cr � &-PRoPosw aqprwD Foonw �R ARcmEcr P� &- PROPOSED MASH EACLOSIRE PER ARC�CT P� &- PROPOSED � � O� @-PROPOSED CWMERCW DRMWA r APPROACH PER CITY IMPROWMEW PtMS SCAIE, l-20ffll GRAPHIC SCALE -- M=6�� 20 0 20 40 60 0 12 /1 V1, 1 65472.20 Z pop-mqj) A.P-A(. 02J7-7.97-20 4 - BUILDING '�4 GRADIA10 CON7RACTOR IS RESPONSIBLE FOR �ERIFKNG FNAL RUILDING SLAB SW7701V AND PAD EZ-'VA7701V PRIOR TO COMPIENOW OF CRADING 7HE -LEV FINISHED fZ OOR i A 77CN SHAL t BE PER PLAN AND AlVr ADA457XOCNTS TO 5 911ILDINC SIA8 1HICKNESS SHA L BE ALADE gr ADkl577NG THE PAD ELL, VA RON. Oop� 6 40) Ou �o (70— t5.89) 1 SEE SHEET 4 - H-Ojp� -TZ 2Z L4J JO, CONSTRUCTION NOTES (D-- CaVSM� 6.5- PX OWR 12- WL COWACIED SLOWADE (2)1- COoVVREVr 4- AC O� 7' CL 2 AA -V OWR 12- MA Cow�&D SUB� (2�-C&6-1KCr J'AC OMER 4* CL 2 IMUE a.V? 12- MW- �AC7EO � cowsmocr j- Ac OWR 3- CL 2 MSE MfR 12- MN COQFAC7EV SUMM, CaSSIACT 6- PCC CLM AW CUT7ER PER CffY SID NO 101 (Z�-caysmwr 6- Pcc ct#w oAxy PER cn� Sm. NO� 10, CaVSTRECT 36' WVf POC RS60N GUT7ZR PER VETAI ON ShfU AV 7 COJVSMLCT 4 - nACK PCC SV"AtK (fWSH AAV COLOR PER ARCH17ECT PLANS) C0WS7RtVT 18" 07DE FCC CURB SZEP-00T PER DEW ON SKIT W 7 &-cvNs�r sToRm �N wpwo"vws Pv� scrr � g @-��r Poc, cLmI ~ PER orDm m sw� � 7 cowsTRtri Lor� DEPRE� PER cirr SID � t2 i @-� DY� AWVROWME� co��r Doub�, ctw� �N PER Da� ow sm� No 7 PROPOSED scRaNlsrcuery WAL PER ARcHTLcr aAAS PROPOSED ?r PER �Cr � &-PRoPosw aqprwD Foonw �R ARcmEcr P� &- PROPOSED MASH EACLOSIRE PER ARC�CT P� &- PROPOSED � � O� @-PROPOSED CWMERCW DRMWA r APPROACH PER CITY IMPROWMEW PtMS SCAIE, l-20ffll GRAPHIC SCALE -- M=6�� 20 0 20 40 60 0 12 /1 V1, 1 65472.20 ARIV. 02J7 -191-J6 �7 FLEV. 17.45 ';4 4. oox SUILDING GRADING RE-29-ONSIBEE ep, CONTRACTOR IS FOR kERIFYWC F7NAL BUILDING SLAB 4 SEC7701V AND PAD ELEVA7701V PRIOR TO COMPLE77ON OF GRADING 7NE I RIVISHED fZ OOR ELEVA 77ON SHALL BE PER PtAN AND ANY ADA157"El"S To 80WING SE49 THICKNESS SHALL BE MADE BY AD�4USRVG 7HE PAD ELEVA 7701V 2 1 M4X, 2 All* 2 8 100% mt — — — — — — — — — — T—Vox � wip jwx A.P.N. 02J7-197-48 A.P.N. 02J7 -1-91-2J N00'00'16T 290,03' BUILDING "B" GRADING CONTRACTOR IS RES.-ONSIBLE FOR kCRlFnNG FINAL BUILDING SLAS SEC7701V AND PAD FLEVA 77ON PRIOR H) CDUPLE7700 Of 17RAOING IRE "IMISHED FZOOR ELEVA 7701V SHALL BE PEI? PLAN AND ANY ADA157MENTS TO BUILDING StAB THICKNESS SHALL BE MADE BY AD�VSRNG 7HE PAD CL C VA 7701, SEE SHEET 5 17, L 8 CONSTRUCTION NOTES (D- CONSIRUC7 6. 5- POC OKR 12' Aft. COWACTED YJBGR40E Q-CaWnM74-ACOWR7-CL284SEO�ER12-�-COWAC7.-DSUBaU�' (2)�-CVN�J-AC OVER 4 -CL. 2 a�Z- O� 12-W. COWAC7LD SUMR40C M�WRQCT J . AC O� J- CL. 2 84SE OWR 12- W� CQM�ChM SU� @--ca�swvcf 6- � cuRo AND curaR PER cm, SID NO ioi CONSTRUCT 6' POC CURB ONL Y PER CITY SM- NO 10 t coAwRwr 36 - wc, Pcc RA98om wrirR PER DL -TA& ON SIEET NO 7 CONS7� 4- RIACK KC -9DLWAtK (�iSN AND COLOR PER ARChVTFCr PLANS) COWNW7 18' WME PCC CURB SMP -OFF PER DETAX ON SHEFf W 7 CONSMMT APROP�WWS PER SWU NO 9 &-CaWft� � CtRY � PER �— OR Sfi� NO 7 & CnWnaX7 L OC� a� PER C� STD NO 121 FX�#VG WPROPEWIVS CO�T D� C� DRNN PER DETM OR SHECT NO 7 pRopumv scRLENsLrcuRtrr w� PER ARCH= PfANS pROPgSW �/r.47E PER ARCM=T'� @-FROPOSED DEEPENED fOOBNG PER ARChWZlC`r PUNS PR�sw TR4sR iNcLosow PER Amcml r PLANS @-PRCWOSEV MA��R 49� OTR�AS PROPOSED C�RCML D9rfWA Y APPR04CH PER CUY I�PFVVFMENT PLANS D AF GRAPHIC SCALE 20 0 20 40 60 V'n 1 11472.20 10 I A.P.M. 0257-191-25 Wor 12, 2008 - SEE SHEET 2 A.P.N. 02.37-191-09 CONSTRUCT-IONIVOTES &-CQ,fSTROCr 6.5- PCC OWR 12- WL C0WPAC7FV SUBGR40C CaWnkt7 4 - AC OWR 7 - CL 2 94SE O�IW 12- MN COWR4C7ED SUDVUOfF (Z�- c*wRwr j- Ac OWR 4 a. 2 Sk" O�ER 12' W. �MD SLWR40C (��_ CUNSMCr ,� A� O�ff J- CL 2 84SE OWR 12' Wt �� SUBOR440f (D-CaSS7RWI 6- PCC CURB AND GUTTER � CITY STD. M9 101 @ - CONSMUCT 5' 7CC CORR ONE r PER CItY SID NO 701 COA17RCCT M ' Wo' PCC RAYSON GUrlER PER DETM DIV SHa7 AV. 7 CONSTRUCT 4 � 7NCK PCC 9"" ff)Nr� AND COL OR PER ARChVECT FLMtS) COA57RUCT IS AIL DIV 'HEFT W 7 ' PCC CUR6 S7Ep-ofF PER DET WDL CONSTRUCT STORM � WPROWMEN7Y �R Sh= /WI 9 �r PCC CVR8 � PER DEO� ON NO 7 CONSTRUCT LOCAL VEP� PER CITY STO NO 121 , fXS7hW #lPROWMENTS co�r Do� CURB ~ PER �- o, �= No 7 PROPOSED SCREFNI�LICUR� PER �NITEVr PLANS PROPOSED fENC#�I�AF PER �Hf= PLANS PROPOSED DEEPENED fOOnNG PER ARCH17ECr PLANS PROPOSED IRASH ENCLOSURE PER �frf-CT PLANS FwOPOsm � � OTWR5 PROPOSED CV&MFRCKL DR�AY APPRV�CH PER C� lk��EW� PLANS SCALE 1-20' mi if GRAPHIC SCALE !%mmmmm� 20 0 20 40 60 IDPAMNG No.; 14 xm T1 65472.20 rl COX I e=r�rlel, A.P.N. 02J7-191-09 Wcy 12. 2008 - S.-Olpm SEE' SHEET J BUILDING 'IS" GRADINC COWTRACTOR FOR �ERIFWG FIIVAZ BUILDING SLAB -.'C770,V AND PAD fZEV4770YV PRIOR TO COMPLE77ON OF GRAD11VO 7HE' RNISHED )QOOR ELEVA 776W --fALL gf' PC,? PLAN AND ANr AD�USWEWS TO BUILDVIG SLAB THICKNESS` SHALL B� -------- MADE BY ADA1577NG THE PAD FLEVA 7701V 10 Ir I el, 4.5ox 0 02. OOX SZA 2-1-�S52 1 Ct D�Y, A� TT- NOO'02'18"W 74o.2o' 01 CONSTRUCTION NOTES COA6MCr 6.5 - PCC OWR 12- WN. COMPACMD SUB&VM (�)�-CO&SMWr4-AC OWR 7 -CL 25tVOWR 72 -MN. COMPA 7ED SUBaVOF COA'S7R4CT 3' AC OWR 4 - CL- 2 � O� 12 - MN. C�PA 70 SU8CRAAW (2��-�lftV7J-AC OVER 3 -CL 2 �� T2 -MW. �AC�VSLWGAAAC (�>-.TI-PCC .. .. C.I. . 11, COA67RLCT 6' POC CW6 MT r PER C� SM AV 101 (Z�- CONSWWT 36- MDf PCC RW� CUnER PER DET� ON S�CET NO 7 CON5NWT 4 - NCK PCC $"WALK (FW45H AND COLOR PER ARCHflFCT PLANS) Q), COnSMWr 78- WOE PCC CUR8 S7EP-OFF PER DUAL � SHEU NO 7 57OW ~ I�PROWAKNIS PLR NO 9 @-�P?WF PCC � ~ PER �AL � NO 7� CONS�T LOC& DEPRESSAW PER CITY ETD NO T21 E�Lmc CtAS�T DOUffF CU� PER �AL ON SH� NO 7 PROPOSED SCREENI�CLWOY W� PER ARCH�CT fYANS �SCD �NcNc/� � PcR ��cr � PRopo&o �fp,-NED Foo77Av PER ARcHflfcr PLANS PROMELV � MCLOSURE PER A9CHflZCr PLANS �SEO PMVSFOR�ER 6Y 07NERS PROPUSED CO—ERCW DRIVEWAY APFR04CH PER C� IMPROPEMENT PLANS iO5X OW ME CMU COURSE OR PROK� A 18' MOC X .ALL SEC M PER.9 DRVM� TO PASS �H I e=r�rlel, A.P.N. 02J7-191-09 Wcy 12. 2008 - S.-Olpm SEE' SHEET J BUILDING 'IS" GRADINC COWTRACTOR FOR �ERIFWG FIIVAZ BUILDING SLAB -.'C770,V AND PAD fZEV4770YV PRIOR TO COMPLE77ON OF GRAD11VO 7HE' RNISHED )QOOR ELEVA 776W --fALL gf' PC,? PLAN AND ANr AD�USWEWS TO BUILDVIG SLAB THICKNESS` SHALL B� -------- MADE BY ADA1577NG THE PAD FLEVA 7701V 10 Ir I el, 4.5ox 0 02. OOX SZA 2-1-�S52 1 Ct D�Y, A� TT- NOO'02'18"W 74o.2o' 01 SCALE' 1"-20" M iAFW- GRAPHIC 54ALE 0 20 40 60 V?l I i547220 CONSTRUCTION NOTES COA6MCr 6.5 - PCC OWR 12- WN. COMPACMD SUB&VM (�)�-CO&SMWr4-AC OWR 7 -CL 25tVOWR 72 -MN. COMPA 7ED SUBaVOF COA'S7R4CT 3' AC OWR 4 - CL- 2 � O� 12 - MN. C�PA 70 SU8CRAAW (2��-�lftV7J-AC OVER 3 -CL 2 �� T2 -MW. �AC�VSLWGAAAC (�>-.TI-PCC .. .. C.I. . 11, COA67RLCT 6' POC CW6 MT r PER C� SM AV 101 (Z�- CONSWWT 36- MDf PCC RW� CUnER PER DET� ON S�CET NO 7 CON5NWT 4 - NCK PCC $"WALK (FW45H AND COLOR PER ARCHflFCT PLANS) Q), COnSMWr 78- WOE PCC CUR8 S7EP-OFF PER DUAL � SHEU NO 7 57OW ~ I�PROWAKNIS PLR NO 9 @-�P?WF PCC � ~ PER �AL � NO 7� CONS�T LOC& DEPRESSAW PER CITY ETD NO T21 E�Lmc CtAS�T DOUffF CU� PER �AL ON SH� NO 7 PROPOSED SCREENI�CLWOY W� PER ARCH�CT fYANS �SCD �NcNc/� � PcR ��cr � PRopo&o �fp,-NED Foo77Av PER ARcHflfcr PLANS PROMELV � MCLOSURE PER A9CHflZCr PLANS �SEO PMVSFOR�ER 6Y 07NERS PROPUSED CO—ERCW DRIVEWAY APFR04CH PER C� IMPROPEMENT PLANS SCALE' 1"-20" M iAFW- GRAPHIC 54ALE 0 20 40 60 V?l I i547220 SCAL& 1"=20' li #— GRAPHIC SCALE 20 0 20 40 so BUILDING 'A " DETAIL '�4 SCALE. 1-10' l8x S=l 17X (6") K-li ITA -700' "D I �101 (W' , V=5 GO) 100726 INV. ZOV,04! V 6 NU-m-,ZROT DIAL BEFORE YOU DIG -bUU �� DO A PUBLIC SERVICE BY UNDERGROUND SE'WCE'ZLERT REV EWE *E' - A' 7ALL STORA6.4 7E MWAXE PER XTM ON SHT 7 - S. oop� S= T 7.52Z S LYS 2;E" tOO7.76 BOI (SS) T". L., , I -TA — D 2 / I., D2 K-li ITA -700' "D I �101 (W' , V=5 GO) 100726 INV. ZOV,04! V 6 NU-m-,ZROT DIAL BEFORE YOU DIG -bUU �� DO A PUBLIC SERVICE BY UNDERGROUND SE'WCE'ZLERT REV 7 - A' 7ALL STORA6.4 7E MWAXE PER XTM ON SHT 7 - S. oop� hVS7XLL HDPE � AS DESCRIBED STA. 7+5.3.53. �A �S;A �VVOO"0,0 I ;003 69 INV (.W, 003.94 NVV (24-, RE'VISION DESCRIPTION UTILITY CONSTRUCTION NOTES :j)-- #crxLE j6 HOPE sToRm awN 0.7� 24 � S70RM AWN 18- � S7ORM MVI, j I TAL 4+79. 'C E 801 - 4 1 714 �7� 12 - hORE STORM MAN ZOV,04! V 6 S PER 7 A' 7ALL STORA6.4 7E MWAXE PER XTM ON SHT 7 hVS7XLL HDPE � AS DESCRIBED CONSMIXT CIN6 MET PER Cffy SID 140 121 #67� J5' SO CR47E MEt W/ 7WFn CPATE PER �S PRODICTS �S�T COACREV COLW PER AFM SID RO -MG-3 REVOW i4AYCK A,VO MORTAR �W �Cl � EX�t.V J6' �p SIDRM �IN INSTALL 6' SDR35 PW ROOF D�N SEE �� P� FOR CO�TJOV OF ROOF Als?Au io, hvpf SmRm apAw ff67AL 6' SOR35 PC SEWER LATfft 37 ST 3+7 27 4' 5�-�5 � SEWER LA7f� SDRJ5 CS �R� 24 X 6 TEE 1006.55 WV. (6-) IN57&L SE*fR CEC4NVUT PER C� S7D � 128 SEE �17 P"W� `� 'DR S �N� WN 2' — - P� -7ER LA7TRk WI 0 9 6 7 _INV 43 1009,67 INV -RP W5T� 2 �CKIQO PRFW�l DEME P6R �� MITI? PROPOSED Mf7ER rO BE M�ALLED HY FON?AIW WATER 'ZkT 6VILIV- PIAV5 #47ER ;;4, @STA. 2+79.93 "C" 24' X 6" TEE 100605 INV. (6-) 43 7009�42 INV IRRIGA TION SERWCES-SEE LANDSCAPE PLANS BUILDING 2 LA "S 4— it 52. It S 1 37 12,-X jj�E S 0,2 'C 63 S 34 2 X �aFND vi -7 Ooz 51 S- --24.05X 1004.77 GO T Ti3p 1 42,90T. �003.52 (so) F.-.-] \LINE 'C" 16-�t3l TOP (-Z) 1005.26 INVIGE 1410 �, alot, '.,!E)UST. 6' 7, INV. 33. SS 1 Dox S= 0.50% 34 (1094.OQ) INV 1 005.25 HOT (SS) 1004.46 TOP (SO) I 4EF DETAIL i"A- HE REON "A' 37 STA 7+ 10 61 "D' 'D' f-. X LINE 50 t 5. —LINE 4 BEND ;8 00 V 515 IN 33 S=8.07Z TS�TA� 1+21-�1-17E (_7 O,� V=5.00) 1005 48 INV. DATE ENGR. CITY DATE — SHOl.X-D CONSTRUICTION Of= THE REOUIRED IMPROVEMENTS NOT CO"JIENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL y ls�ol 1035 BB&O? MiMk.. A,-- SWt. E 0.t�l.. 'd wel P OW 03M F: 909� 636-0365 .boi—com MY OF FONTANA, CALIFORNIA Composaf UTILITY — DRAWN BY, SCALE — SHOWN HEREON AND CARRIED FORTH IN A OLIGENT MANNER, THE CITY ENGINEER MAY RE-OUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMAN� WITH �ONOITIONS AND STANDARDS IN EFFECT 11 4-1829 '. , -, /"/. , " , cj�j� C C URUPA INDUSRL4 DRP#07-M7 NOTED DESIGNED BY. DATE. — CHECKED BY APPROVED ffy DATE DRAWING No xxxx Ig/ Vil 00A( &ROOKS. R.C.E. 41829 UP. J151108 CITY ENGINEER R.0 E 51152 k � T— ... /—,-- kA,t-db, � 668J2 � d�q k 66832U701. dwq 65472�20