Hydrology Study Report

Similar documents
UTILITY REPORT FOR THORNTON SELF STORAGE THORNTON, COLORADO

LOCATED IN INDIAN RIVER COUNTY PREPARED FOR S.J.R.W.M.D. AND F.W.C.D. DECEMBER, 2003 Updated 2007 Updated May 2014 PREPARED BY

City of Thornton Attn: Tim Semones Development Engineeering 9500 Civic Center Dr. Thornton, CO 80229

HYDROLOGY REPORT Tentative Tract No. 5978

STREUVER FIDELCO CAPPELLI, LLC YONKERS DOWNTOWN DEVELOPMENT PHASE 1. DRAFT ENVIRONMENTAL IMPACT STATEMENT For: PALISADES POINT

Chapter 10 - Sacramento Method Examples

DRAINAGE REPORT FOR THORNTON SELF STORAGE THORNTON, COLORADO

3301 East 120 th Avenue Assited Living & Memory Care

Wellsgate Terrace SPECIFICATIONS.

STORMWATER REPORT FRITO LAY SUBDIVISION NO. 3

Eastlake Assited Living & Memory Care

CITY OF PERRIS FLOOD CONTROL MAINTENANCE DISTRICT NO. 1. ANNUAL ENGINEER S REPORT FISCAL YEAR 2015/2016 May 12, 2015

Drainage Study for Civic Center Way

Pressure Head: Pressure head is the height of a column of water that would exert a unit pressure equal to the pressure of the water.

CITY OF PERRIS FLOOD CONTROL MAINTENANCE DISTRICT NO. 1. ANNUAL ENGINEER S REPORT FISCAL YEAR 2011/2012 April 26, 2011

PENNSYLVANIA DEPARTMENT OF TRANSPORTATION ENGINEERING DISTRICT 3-0

Chapter 5 CALIBRATION AND VERIFICATION

CITY OF CAPE CORAL STORMWATER MASTER PLAN PHASE II - PART 1 BASINS 4, 10, & 14 SUB-BASIN DRAINAGE IMPROVEMENTS HYDRAULIC ANALYSIS SUMMARY

APPENDIX E GREATER SPRINGFIELD RELIABILTIY PROJECT DRAINAGE ANALYSIS FOR THE NEWGATE/PHELPS ROAD AND THE HATCHETT HILL ROAD AREAS

September 6, City of Thornton 9500 Civic Center Drive Thornton, CO (303) RE: Maverik Thornton, CO - Drainage Report

Stormwater Capacity Analysis for Westover Branch Watershed

Drainage Analysis. Appendix F

Continuing Education Course #101 Drainage Design with WinTR-55

Preliminary Hydraulic Report

Stormwater Guidelines and Case Studies. CAHILL ASSOCIATES Environmental Consultants West Chester, PA (610)

Sediment Capture in Pervious Concrete Pavement tsystems: Effects on Hydrological Performance and Suspended Solids

Stage Discharge Tabulation for Only Orifice Flow

APPENDIX B DRAINAGE REPORT

WATER MANAGEMENT REPORT FOR PAGE ESTATES

The effectiveness of the Natural Resource Conservation Service (NRCS) and Huff rainfall distribution methods for use in detention basin design

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY

Section 4: Model Development and Application

BRANDON LAKES AVENUE PRE AND POST CONDITIONS DRAINAGE REPORT

Final Drainage Report

Project Description. Project Options. End Analysis On... Apr 26, :00:00. Rainfall Details

******************* Project Description ******************* File Name... NAAF Stormwater Improvement Project 11_21_2014.SPF

Villages at Riverdale Thornton, CO

FINAL DRAINAGE REPORT Villages at Riverdale Carriage Homes Thornton, CO

Basic Hydraulics June 2007

Design Data 17. Partial Flow Conditions of Box Culverts

Hydrology and Hydraulics Design Report. Background Summary

City of Columbia BMP Manual. Detailed Unified Sizing Criteria Example Wet Pond Design

EROSION CONTROL NARRATIVE

January 12, Mr. Ryan Granger TMGB Wilson, LLC 2221 Health Drive SW, Suite 2200 Wyoming, Michigan 49519

Determination of Urban Runoff Using ILLUDAS and GIS

PRELIMINARY ENGINEERING REPORT FOR SANITARY SEWER COLLECTION SYSTEM OSKALOOSA, IOWA 2017

Table 1 - Infiltration Rates

Appendix B Equations and Examples

ARTICLE 5 (PART 2) DETENTION VOLUME EXAMPLE PROBLEMS

Stormwater Drainage Design Report. Reeve & Associates, Inc. Maverik, Inc. 88th Avenue and Pecos Street. Thornton, CO

Caledon Villas Corporation

Map Reading 101: Using and Reading Maps and Plans

STORMWATER MANAGEMENT COMPUTATIONS. Mount Prospect

Local Flood Hazards. Click here for Real-time River Information

Bushkill Creek 3 rd Street Dam Removal Analysis

D. B. G R A Y E N G I N E E R I N G I N C.

UPPER COSUMNES RIVER FLOOD MAPPING

CITY OF PORTLAND, TEXAS SERVICE PLAN FOR ANNEXATION AREA

DRAINAGE CALCULATIONS

Open Channel Flow I - The Manning Equation and Uniform Flow COURSE CONTENT

STORMWATER MANAGEMENT REPORT

FINAL UTILITY REPORT Creekside Thornton, CO

Submitted to: St. Johns River Power Park New Berlin Road Jacksonville, FL 32226

FHWA - HIGHWAY HYDROLOGY

NAME DATE TOPOGRAPHIC MAPS. Activity 1: Topographic Map Investigation I: More Than a Road Map

Advanced Geologic Exploration, Inc.

Sewer Area Study. TR No (FOR OUTLET POINTS 1 & 2) January 5, 2016 JN PC11775AS SEWER AREA STUDY APPROVED /08/2016

DAVID NOEL KELLY CIVIL. David Noel Kelly :24:14-04'00'

APPENDIX B HYDROLOGY

HOTEL KANATA 160 HEARST WAY KANATA, ONTARIO SERVICING REPORT. Prepared for: David Johnston Architect. Prepared By:

Notes: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments.

INTRODUCTION TO HYDROLOGIC MODELING USING HEC-HMS

SAN FRANCISCO DISTRICT INFORMATION REQUESTED FOR VERIFICATION OF CORPS JURISDICTION

A HYDROLOGIC STUDY OF THE EFFECTS OF URBAN DEVELOPMENT ON STORM RUNOFF: A CASE STUDY IN QUEENS, NY ABSTRACT

APPENDIX B DESIGN CRITERIA FOR TEMPORARY WATER QUALITY BMPS USED DURING CONSTRUCTION

STORMWATER DESIGN CALCULATIONS

Chapter 7 Mudflow Analysis

Chapter 7 Mudflow Analysis

YELLOWSTONE RIVER FLOOD STUDY REPORT TEXT

HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR (c)(1)(i) (xii)

Table of Contents Project Description... 1 Summary of Existing Conditions... 1 Summary of Proposed Conditions... 1 Stormwater Compliance... 2 Collecti

Objectives: After completing this assignment, you should be able to:

Section 3.0 Existing Systems Hydrology and Hydraulics

CASE STUDIES. Introduction

DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING Urban Drainage: Hydraulics. Solutions to problem sheet 2: Flows in open channels

BACKGROUND AND PROJECT DESCRIPTION

TREASURE COAST REGIONAL PLANNING COUNCIL M E M O R A N D U M. To: Council Members AGENDA ITEM 4B10

PRELIMINARY CULVERT ANALYSIS REPORT FOR CULVERT NO. 008-C OREGON AVENUE OVER PINEHURST CREEK

STABILIZATION OF THE H&CT RAILWAY STONE DAM WALTER E. SKIPWITH, PE, JOYCE CRUM, AIA AND JOHN BAUMGARTNER, PE. Introduction.

TPDES: Soil, Erosion and Sedimentation Methods

September 13, 2018 MEDIA RELEASE. Waynesboro Department of Emergency Management Waynesboro Police Department Waynesboro Fire Department

12"CMP DIA. ELEV. PVC CI DI CMP VCP RCP RCAP LRCP LCPP STA. LA LB BM-2 ROW PI POT LF TH PVC

Background. Valley fills Sites in the Area. Construction over Mine Spoil Fills

Analysis of Hydraulic Impacts on the Schuylkill River

SERVICING BRIEF & STORMWATER MANAGEMENT REPORT Colonial Road Sarsfield (Ottawa), Ontario. Report No June 15, 2017

NCEES FS Practice Exam

C11 EDR - STRONGHOLD BUILDING STORM WATER QUALITY MANAGEMENT PLAN ROBSTOWN, TEXAS, COUNTY ROAD 69 MUNOZ ENGINEERING CIVIL STRUCTURAL MARINE

PARADIGM ODP FORT COLLINS, CO 80525

Stormwater Work Projects 2013

REDWOOD VALLEY SUBAREA

Transcription:

Hafeez Consulting www.hafeezconsulting.com Civil/ Structural Engineering, Design & Construction 1451 S. Hacienda St. Anaheim CA 92804 (714) 225-4565 Fax (714)917-2977 engineer@hafeezconsulting.com Hydrology Study Report For Jeerah Project/Wimbleton Court 6231 E. Wimbleton Ct., 92869 Prepared for: Monzer Kahf P.O. Box 2956 Eastvale, CA 92880 Prepared by: Haitham A. Hafeez Hafeez Consulting 1451 S. Hacienda St. Anaheim, CA 92804 (714) 225-4565 Date Prepared: February 05, 2015 Revision I: Revision II: 6231 E. Wimbleton CT. 92869 Hydrology Study

Project Discussion: This Hydrology Study Report is prepared for the proposed residential development at 6231 E. Wimbleton Ct., 92869. The scope of work includes sub-dividing subject site into 9 lots for purposes of constructing single family homes in eight of the lots while the remaining lot will be for common use amenities. The project also includes the construction of a paved private road. The total area of the site is 2.08 acres. The existing site is a vacant lot. It is on a hillside and has three relatively flat plateaus. One plateau is at the south west corner with approximate dimensions of 125ft x 125ft. The second plateau is on the south east corner extending about 215ft along the east property line and about 100ft along the south property line. A strip of this plateau extends westerly across the lot at a width of about 40ft. This 2 nd plateau is approximately 10ft higher than the 1 st plateau. A 1 ½ to 1 slope separates these two plateaus. The third plateau is a strip of varying width that extends across the width of the site starting at a width of approximately 65ft wide along the east property line and ends with a width of approximately 30ft along the west property line. A 2 to 1 slope separates the 2 nd and 3 rd plateaus. The 3 rd plateau is to the north of the 2 nd plateau and about 15ft higher. North of the 3 rd plateau a 1½ to 1 slope exists and continues past the north property line to the top of the hill. The general slope of the site is southwesterly where the lowest point is at the south western corner. For purposes of accommodating the general topography of the site and the proposed construction, four 6 drainage areas have been designated as follows: Drainage Area 1A: This area constitutes from lots 8 and B. Please refer to the hydrology map for illustration. Storm runoff flows southwesterly to the SDI-2 in the cul-de-sac then to the Contech Corrugated Metal Pipe Detention & Infiltration system. Overflow exits the system to the storm drain. Drainage Area 2A: This area constitutes of lots 4 & 5 roofs and driveways. Please refer to the hydrology map for illustration. Storm runoff from lots 4 and 5 is collected by an a 4 PVC pipe along the private road southerly curb and directed to the Contech Corrugated Metal Pipe Detention & Infiltration system. Overflow exits the system to the storm drain. Drainage Area 3A: This area constitutes of lots 1, 2 and 3 roofs and driveways. Please refer to the hydrology map for illustration. Storm runoff is collected in rain gutters then flows in PVC pipes to SDI-2 in the cul-de-sac and then directed to the Contech Corrugated Metal Pipe Detention & Infiltration system. Overflow exits the system to the storm drain. Drainage Area 4A: This area constitutes of lots 6 & 7. Please refer to the hydrology map for illustration. Storm runoff is collected in rain gutters then flows in PVC pipes to SDI-1 in the private road and then directed to the Jeerah Project/Hydrology Study - 6231 E. Wimbleton CT. 92869

Contech Corrugated Metal Pipe Detention & Infiltration system. Overflow exits the system to the storm drain. Drainage Area 5A: This area constitutes of lot A and lots 1 through5 less roofs and driveways areas. Storm runoff flows sheet flow to SDI in the back yard of the private lots then directed to SDI/ Junction box in lot A near the southern border. Then to to the Contech Corrugated Metal Pipe Detention & Infiltration system Drainage Area 4: This area constitutes of the hill side to the north of Area 1 and extends to just before the Orange Hill Restaurant at the top of the hill. A continuous retaining wall separates Area 4 from Areas 1A and 4A. Storm runoff flows down to a ditch along the top of the continuous retaining wall. The runoff is directed to SDI at the westerm end of the retaining wall then to a 10 PVC storm drain pipe. The storm drain starts near the west end of the wall and continues southerly through lot 8 along the west property line. Then southeasterly across the cul-de-sac of lot B to the access path of lot A. Then continues southerly to the 8 easement and then westerly to the Wimbleton Ct cul-de-sac and ties to the proposed storm drain which ties to the existing junction box at the north west corner of the intersection of Wimbleton Ct and Old Chapman. This 8 storm drain pipe collect over flow from the Contech systems in lots A & B. The Orange County Hydrology Manual was used to determine the 10-year and 100-year peak flows of both existing and proposed conditions of the site. All figure, tables and equations are referenced to that manual. The runoff for each drainage area is calculated separately. This report includes a hydrology analysis to assess the impact on the existing street storm drain system due to the proposed development. The impact was found to be negligible. The analysis is provided in exhibit A of this report. All storm drain pipes were designed to accommodate 100 yr storm event. This includes the main storm drain pipe on Wimbleton Ct to ensure free surface flow in the pipe. Jeerah Project/Hydrology Study - 6231 E. Wimbleton CT. 92869

Runoff Calculations for Pre-Development & Pos-Development In Cubic Foot per Second Units (CFS)

Hydrology Calculations Entire Site and Hill Tributary Q Calculations for predevelopment condition Longest path = 400 Difference in elevation 180 6231 E. Wimbleton Ct. Tc 13.5 A = 174240 sq ft 4 ac 2 acres within site boudary limits + 2 acres hillside above I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Existing Hydrology: For 100-yr event: AMC II CN = 91 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 1 ai = 0 Fp = 0.25 Table C.2 F m = F p x a p = 1 x 0.25 = 0.25 Equation C.7 Calculate F* P 24 = 6 in figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 91-10 = 1.0 I a = 0.2 x 1 = 0.2 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.2)^2 / [(6-0.2 + 1)x6)] = 0.83 Y = 1 - Y = 1-0.83 = 0.17 Equation C.5 F* = Y x I = 0.17 x 1.4 = 0.24 Equation C.6 F* < F m Therefore use F* Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.24 ) x 4 Equation D.4 Q 100E = 4.55 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Entire Site and Hill Tributary Existing Hydrology - cont.: For 10-yr event: AMC II CN = 74 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 1 ai = 0 Fp = 0.25 Table C.2 F m = F p x a p = 1 x 0.25 = 0.25 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 74-10 = 3.5 I a = 0.2 x 3.5 = 0.7 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.7)^2 / [(6-0.7 + 3.5)x6)] = 0.54 Y = 1 - Y = 1-0.54 = 0.46 Equation C.5 F* = Y x I = 0.46 x 1.4 = 0.64 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0.25 ) x 4 Equation D.4 Q 10E = 2.74 cfs

Summary of Site Hydrology Calculations Exhibit B- Site Hydrology Caluclations

Summary of Runoff Existing Q 100 for entire site = 4.55 cfs Proposed Q100 for individual drainage areas: Area Q 100 1A 0.54 2A 0.19 3A 0.27 4A 0.41 5A 0.66 4 2.56 Total Prposed Q 100 for entire site 4.63 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 4 Longest path = 400 Difference in elevation 180 Tc 13.5 A = 98010 sq ft 2.25 ac 0.25 acres within boudary limits + 2 acres hillside above I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Existing Hydrology: For 100-yr event: AMC II CN = 91 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 1 ai = 0 Fp = 0.25 Table C.2 F m = F p x a p = 1 x 0.25 = 0.25 Equation C.7 Calculate F* P 24 = 6 in figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 91-10 = 1.0 I a = 0.2 x 1 = 0.2 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.2)^2 / [(6-0.2 + 1)x6)] = 0.83 Y = 1 - Y = 1-0.83 = 0.17 Equation C.5 F* = Y x I = 0.17 x 1.4 = 0.24 Equation C.6 F* < F m Therefore use F* Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.24 ) x 2.25 Equation D.4 Q 100E = 2.56 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 4 Existing Hydrology - cont.: For 10-yr event: AMC II CN = 74 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 1 ai = 0 Fp = 0.25 Table C.2 F m = F p x a p = 1 x 0.25 = 0.25 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 74-10 = 3.5 I a = 0.2 x 3.5 = 0.7 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.7)^2 / [(6-0.7 + 3.5)x6)] = 0.54 Y = 1 - Y = 1-0.54 = 0.46 Equation C.5 F* = Y x I = 0.46 x 1.4 = 0.64 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0.25 ) x 2.25 Equation D.4 Q 10E = 1.54 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 1A - Lot 8 and B Post Longest Path 255 Difference in elevation 29 Tc 6 A = 18000 sq ft 0.41 ac 0.25 acres withing boudary limits + 2 acres hillside above I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Proposed Hydrology: For 100-yr event: AMC II CN = 69 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.22 ai = 0.78 Fp = 0.25 Table C.2 F m = F p x a p = 0.22 x 0.25 = 0.055 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 69-10 = 4.5 I a = 0.2 x 4.5 = 0.9 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.9)^2 / [(6-0.9 + 4.5)x6)] = 0.46 Y = 1 - Y = 1-0.46 = 0.54 Equation C.5 F* = Y x I = 0.54 x 1.4 = 0.76 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.055 ) x 0.41 Equation D.4 Q 100Prpsd = 0.54 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 1A - Lot 8 and B Proposed Hydrology - cont.: For 10-yr event: AMC II CN = 87 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 87-10 = 1.5 I a = 0.2 x 1.5 = 0.3 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.3)^2 / [(6-0.3 + 1.5)x6)] = 0.76 Y = 1 - Y = 1-0.76 = 0.24 Equation C.5 F* = Y x I = 0.24 x 1.4 = 0.34 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0 ) x 0.41 Equation D.4 Q 10Prpsd = 0.38 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 2A Roofs of lots 4 and 5 Post Longest Path 255 Difference in elevation 29 Tc 6 Area 2 A = 6000 sq ft 0.14 ac 0.25 acres withing boudary limits + 2 acres hillside above I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Proposed Hydrology: For 100-yr event: AMC II CN = 69 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 69-10 = 4.5 I a = 0.2 x 4.5 = 0.9 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.9)^2 / [(6-0.9 + 4.5)x6)] = 0.46 Y = 1 - Y = 1-0.46 = 0.54 Equation C.5 F* = Y x I = 0.54 x 1.4 = 0.76 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0 ) x 0.14 Equation D.4 Q 100Prpsd = 0.19 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 2A Roofs of lots 4 and 5 Proposed Hydrology - cont.: For 10-yr event: AMC II CN = 87 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 87-10 = 1.5 I a = 0.2 x 1.5 = 0.3 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.3)^2 / [(6-0.3 + 1.5)x6)] = 0.76 Y = 1 - Y = 1-0.76 = 0.24 Equation C.5 F* = Y x I = 0.24 x 1.4 = 0.34 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0 ) x 0.14 Equation D.4 Q 10Prpsd = 0.13 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 3A Roofs of lots 1,2 and 3 Post Longest Path 255 Difference in elevation 29 Tc 6 Area 2 A = 8500 sq ft 0.2 ac 0.25 acres withing boudary limits + 2 acres hillside above I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Proposed Hydrology: For 100-yr event: AMC II CN = 69 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 69-10 = 4.5 I a = 0.2 x 4.5 = 0.9 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.9)^2 / [(6-0.9 + 4.5)x6)] = 0.46 Y = 1 - Y = 1-0.46 = 0.54 Equation C.5 F* = Y x I = 0.54 x 1.4 = 0.76 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0 ) x 0.2 Equation D.4 Q 100Prpsd = 0.27 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 3A Roofs of lots 1,2 and 3 Proposed Hydrology - cont.: For 10-yr event: AMC II CN = 87 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 87-10 = 1.5 I a = 0.2 x 1.5 = 0.3 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.3)^2 / [(6-0.3 + 1.5)x6)] = 0.76 Y = 1 - Y = 1-0.76 = 0.24 Equation C.5 F* = Y x I = 0.24 x 1.4 = 0.34 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0 ) x 0.2 Equation D.4 Q 10Prpsd = 0.19 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 4A - Lots 6 and 7 Post Longest Path 255 Difference in elevation 29 Tc 6 A = 13845 sq ft 0.32 ac I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Proposed Hydrology: For 100-yr event: AMC II CN = 69 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.42 ai = 0.58 Fp = 0.25 Table C.2 F m = F p x a p = 0.42 x 0.25 = 0.105 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 69-10 = 4.5 I a = 0.2 x 4.5 = 0.9 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.9)^2 / [(6-0.9 + 4.5)x6)] = 0.46 Y = 1 - Y = 1-0.46 = 0.54 Equation C.5 F* = Y x I = 0.54 x 1.4 = 0.76 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.105 ) x 0.32 Equation D.4 Q 100Prpsd = 0.41 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 4A - Lots 6 and 7 Proposed Hydrology - cont.: For 10-yr event: AMC II CN = 87 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 87-10 = 1.5 I a = 0.2 x 1.5 = 0.3 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.3)^2 / [(6-0.3 + 1.5)x6)] = 0.76 Y = 1 - Y = 1-0.76 = 0.24 Equation C.5 F* = Y x I = 0.24 x 1.4 = 0.34 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0 ) x 0.32 Equation D.4 Q 10Prpsd = 0.3 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 5A - Lot A and pervioius area of lots 1, 2, 3, 4, 5 Longest Path 255 Difference in elevation 29 Tc 6 A = 24600 sq ft 0.56 ac I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Proposed Hydrology: For 100-yr event: AMC II CN = 69 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.77 ai = 0.23 Fp = 0.25 Table C.2 F m = F p x a p = 0.77 x 0.25 = 0.1925 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 69-10 = 4.5 I a = 0.2 x 4.5 = 0.9 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.9)^2 / [(6-0.9 + 4.5)x6)] = 0.46 Y = 1 - Y = 1-0.46 = 0.54 Equation C.5 F* = Y x I = 0.54 x 1.4 = 0.76 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.1925 ) x 0.56 Equation D.4 Q 100Prpsd = 0.66 cfs

6231 E. Wimbleton Ct. Hydrology Calculations Area 5A - Lot A and pervioius area of lots 1, 2, 3, 4, 5 Proposed Hydrology - cont.: For 10-yr event: AMC II CN = 87 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0 ai = 1 Fp = 0.25 Table C.2 F m = F p x a p = 0 x 0.25 = 0 Equation C.7 Calculate F* P 24 = 6 in I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 87-10 = 1.5 I a = 0.2 x 1.5 = 0.3 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.3)^2 / [(6-0.3 + 1.5)x6)] = 0.76 Y = 1 - Y = 1-0.76 = 0.24 Equation C.5 F* = Y x I = 0.24 x 1.4 = 0.34 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0 ) x 0.56 Equation D.4 Q 10Prpsd = 0.52 cfs

On-Site Hydraulic Calculations For Stormdrain Pipe Sizing 6231 E. Wimbleton Ct.

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 01 Runoff Trib: Lot 6 and Lot 7 Pipe length Invert 1 Elevation Invert 2 Elevation Elevation 110 ft 488 ft 479 ft 9 ft Pipe Slope S = 9 / 110 = 0.082 Q 100 = Calculated 100 yr runoff Q full = full flow in designed pipe Design the channel to accommodate 100 year flow Peak flow Q = Q 100 = 0.42 cfs Use rectnagular Pipe per City of Fontana Standard Plan 3001 Pipe Diameter = 6 in >> Flow cross sectional area = A = [(6^2)/4] x 3.14/144 = 0.19625 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.20 ft 2 R = A/P P = 6/12 x3.14= 1.571667 R = 0.12 ft S = 0.082 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q full = 1.57 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.42 v full = 7.98 ft/sec v 100 = 2.14 ft/sec v 100 / v full = Q 100 / Q full = 0.42 / 1.57 = 0.27 d 100 / d full = 0.37 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg v 100 / v full = 0.27 d full = 6 in 0.2 d 100 = 6 x 0.37 = 2.3 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 02 Runoff Trib: Drainage area 1A & 3A Pipe length Invert 1 Elevation Invert 2 Elevation Elevation 45 ft 480.3 ft 476 ft 4.3 ft Pipe Slope S = 4.3 / 45 = 0.096 Q 1A cfs = 0.54 Q 3A cfs = 0.27 Design the channel to accommodate 100 year flow Peak flow Q = 0.81 cfs Use rectnagular Pipe per City of Fontana Standard Plan 3001 Pipe Diameter = 6 in >> Flow cross sectional area = A = [(6^2)/4] x 3.14 /144= 0.19625 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.20 ft 2 R = A/P P = 6/12 x3.14= 1.571667 R = 0.12 ft S = 0.096 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q full = 1.69 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.81 v = 8.62 Q 100 / Q full = 0.81 / 1.69 = 0.48 d 100 / d full = 0.48 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 6 in d 100 = 6 x 0.48 = 2.9 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 03 Runoff Trib: Drainage area 4 Pipe length Invert 1 Elevation Invert 2 Elevation Elevation 80 ft 495.5 ft 480.5 ft 15 ft Pipe Slope S = 15 / 80 = 0.188 Design the channel to accommodate 100 year flow Peak flow Q = 2.56 cfs Pipe Diameter = 10 in >> Flow cross sectional area = A = [(10^2)/4] x 3.14/144 = 0.545139 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.55 ft 2 R = A/P P = 10/12 x3.14= 2.619167 ft R = 0.21 ft S = 0.188 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q 100 = 9.56 ft 3 /sec Capacity of Pipe > Peak Flow Q =2.56 v = 17.53 Q 100 / Q full = 2.56 / 9.56 = 0.27 d 100 / d full = 0.35 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 10 in d 100 = 10 x 0.35 = 3.5 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 04 Runoff Trib: Drainage area 4 Pipe length Invert 1 Elevation Invert 2 Elevation Elevation 118 ft 480.5 ft 476 ft 4.5 ft Pipe Slope S = 4.5 / 118 = 0.038 Design the channel to accommodate 100 year flow Peak flow Q = 2.56 cfs Pipe Diameter = 10 in >> Flow cross sectional area = A = [(10^2)/4] x 3.14/144 = 0.545139 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.55 ft 2 R = A/P P = 10/12 x3.14= 2.619167 ft R = 0.21 ft S = 0.038 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q 100 = 4.31 ft 3 /sec Capacity of Pipe > Peak Flow Q =2.56 v = 7.91 Q 100 / Q full = 2.56 / 4.31 = 0.59 d 100 / d full = 0.57 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 10 in d 100 = 10 x 0.57 = 5.7 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 05 Runoff Trib: Collects from pipes 01, 02 and 04 (Conservative) Pipe length 222 ft Invert 1 Elevation 476 ft Invert 2 Elevation 467 ft Elevation 9 ft Pipe Slope S = 9 / 222 = 0.041 Q100 pipe 01 = 0.42 Q100 pipe 04 = 2.56 Q100 pipe 02 = 0.81 Design the channel to accommodate 100 year flow Peak flow Q = 0.42+0.81+2.56= 3.79 cfs Pipe Diameter = 10 in >> Flow cross sectional area = A = [(10^2)/4] x 3.14/144 = 0.545139 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.55 ft 2 R = A/P P = 10/12 x3.14= 2.619167 ft R = 0.21 ft S = 0.041 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q = 4.44 ft 3 /sec Capacity of Pipe > Peak Flow Q =3.79 v = 8.15 Q 100 / Q full = 3.79 / 4.44 = 0.85 d 100 / d full = 0.65 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 10 in d 100 = 10 x 0.65 = 6.5 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 06 Runoff Trib: entire site Pipe length Invert 1 Elevation Invert 2 Elevation Elevation 222 ft 467.5 ft 453 ft 14.5 ft Pipe Slope S = 14.5 / 222 = 0.065 Design the channel to accommodate 100 year flow Peak flow Q = 4.63 cfs Pipe Diameter = 12 in >> Flow cross sectional area = A = [(12^2)/4] x 3.14/144 = 0.785 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.79 ft 2 R = A/P P = 12/12 x3.14= 3.1425 ft R = 0.25 ft S = 0.065 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q 100 = 9.13 ft 3 /sec Capacity of Pipe > Peak Flow Q =4.63 v = 11.62 Q 100 / Q full = 4.63 / 9.13 = 0.51 d 100 / d full = 0.53 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 12 in d 100 = 12 x 0.53 = 6.4 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 07 Runoff from: Lot 1 Pipe Slope S = 0.020 Design the channel to accommodate 100 year flow Peak flow Q = 0.24 cfs Pipe Diameter = 6 in >> Flow cross sectional area = A = [(6^2)/4] x 3.14/144 = 0.19625 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.20 ft 2 R = A/P P = 6/12 x3.14= 1.571667 ft R = 0.12 ft S = 0.020 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q 100 = 0.77 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.24 v = 3.94 Q 100 / Q full = 0.24 / 0.77 = 0.31 d 100 / d full = 0.39 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 6 in d 100 = 6 x 0.39 = 2.4 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 08 Runoff from: Lot 1 & Lot 2 Pipe Slope S = 0.020 Design the channel to accommodate 100 year flow Peak flow Q = 0.48 cfs Pipe Diameter = 8 in >> Flow cross sectional area = A = [(8^2)/4] x 3.14/144 = 0.348889 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.35 ft 2 R = A/P P = 8/12 x3.14= 2.095 ft R = 0.17 ft S = 0.020 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q 100 = 1.74 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.48 v = 4.97 Q 100 / Q full = 0.48 / 1.74 = 0.28 d 100 / d full = 0.38 d full = 8 in d 100 = 8 x 0.38 = 3.1 in Appendix 19.C - Civil Engineering Reference Manual, Lindegurg

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 09 Runoff from: Lot 1, Lot 2 & Lot 3 Pipe Slope S = 0.020 Design the channel to accommodate 100 year flow Peak flow Q = 0.72 cfs Pipe Diameter = 8 in >> Flow cross sectional area = A = [(8^2)/4] x 3.14/144 = 0.348889 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.35 ft 2 R = A/P P = 8/12 x3.14= 2.095 ft R = 0.17 ft S = 0.020 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q 100 = 1.74 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.72 v = 4.97 Q 100 / Q full = 0.72 / 1.74 = 0.41 d 100 / d full = 0.42 d full = 8 in d 100 = 8 x 0.42 = 3.4 in Appendix 19.C - Civil Engineering Reference Manual, Lindegurg

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 13 Runoff Trib: Storm drain pipes 01 & 12 Pipe length Invert 1 Elevation Invert 2 Elevation Elevation 110 ft 488 ft 479 ft 9 ft Pipe Slope S = 9 / 110 = 0.082 Design the channel to accommodate 100 year flow Peak flow Q = Q 100 = 0.82 cfs Use rectnagular Pipe per City of Fontana Standard Plan 3001 Pipe Diameter = 6 in >> Flow cross sectional area = A = [(6^2)/4] x 3.14/144 = 0.19625 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.20 ft 2 R = A/P P = 6/12 x3.14= 1.571667 R = 0.12 ft S = 0.082 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q Dsgn = 1.57 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.82 v = 7.98 ft/sec Q 100 / Q full = 0.82 / 1.57 = 0.52 d 100 / d full = 0.52 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 6 in d 100 = 6 x 0.52 = 3 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe 12 Runoff Trib: Lot 4 and Lot 5 Roofs Pipe Slope S = 0.130 Q 100 = Calculated 100 yr runoff Q full = full flow in designed pipe Design the channel to accommodate 100 year flow Peak flow Q = Q 100 = 0.19 cfs Use rectnagular Pipe per City of Fontana Standard Plan 3001 Pipe Diameter = 4 in >> Flow cross sectional area = A = [(4^2)/4] x 3.14/144 = 0.087222 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.09 ft 2 R = A/P P = 4/12 x3.14= 1.0475 R = 0.08 ft S = 0.130 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q full = 0.67 ft 3 /sec Capacity of Pipe > Peak Flow Q =0.19 v full = 7.67 ft/sec v 100 = 2.18 ft/sec v 100 / v full = Q 100 / Q full = 0.19 / 0.67 = 0.28 d 100 / d full = 0.37 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 4 in d 100 = 4 x 0.37 = 1.5 in

6231 E. Wimbleton Ct, Hydraulics Calculations Storm drain pipe 15 Pipe 15 collects runoff from junction box JB03. Total Q equal sum of Q from pipes 14 and 02 Total Q 100 = 0.82 + 0.81 = 1.63 Monzer Kahf Pipe Slope S = 0.180 Q 100 = Calculated 100 yr runoff Q full = full flow in designed pipe Design the channel to accommodate 100 year flow Peak flow Q = Q 100 = 1.63 cfs Use rectnagular Pipe per City of Fontana Standard Plan 3001 Pipe Diameter = 8 in >> Flow cross sectional area = A = [(8^2)/4] x 3.14/144 = 0.348889 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 0.35 ft 2 R = A/P P = 8/12 x3.14= 2.095 R = 0.17 ft S = 0.180 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using PVC Q full = 5.21 ft 3 /sec Capacity of Pipe > Peak Flow Q =1.63 v full = 14.92 ft/sec v 100 = 4.67 ft/sec v 100 / v full = Q 100 / Q full = 1.63 / 5.21 = 0.31 d 100 / d full = 0.37 Appendix 19.C - Civil Engineering Reference Manual, Lindegurg d full = 8 in d 100 = 8 x 0.37 = 3 in

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Storm drain pipe on Wimbleton Pipe Slope S = #REF! 0.070 Q 100 = 4.97 cfs 6231 E. Wimbleton Ct. 5 cfs Assumed for adjacent property to the west Total Q 9.97 Use Q 100 = 12 cfs Conservatively Design the pipe to accommodate 100 year flow Peak flow Q = 12 cfs Try Pipe Diameter = 24 in >> Flow cross sectional area = A = [(24^2)/4] x 3.14/144 = 3.14 in 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 3.14 ft 2 R = A/P P = 24/12 x3.14= 6.285833 ft R = 0.5 ft S = 0.070 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using Concrete pipe Q 100 = 59.98 ft 3 /sec Capacity of Pipe > 100 yr Peak Flow Q =12 Use minium 24" Concrete Pipe between proposed manhole on Wimbleton cul-de-sac and the existing manhole on Old Chapman Calculate flow depth : Q/Q full = 12 / 59.98 = 0.2 d/d = 0.35 from graph Flow depth (d) = 0.35 x 24 = 8.4 inch

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Check capacity of existing 48" RCP on Old Chapman Pipe Slope S = 0.015 Per Tract 10028 Storm drain plans Q 100 = 4.82 cfs 6231 E. Wimbleton Ct. 4.82 cfs Assumed for adjacent property to the west of 6231 E. Wimbleton Total Q 9.64 Use Q 100 = 25 cfs Design the channel to accommodate 100 year flow Peak flow Q = 25 cfs Existing Pipe (RCP) Diameter = 48 in >> Flow cross sectional area = A = [(48^2)/4] x 3.14/144 = 12.56 in 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = π r 2 = 12.56 ft 2 R = A/P P = 48/12 x3.14= 12.57167 ft R = 1 ft S = 0.015 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using Concrete pipe Q = 176.31 ft 3 /sec Capacity of Pipe > 100 yr Peak Flow Q =25

6231 E. Wimbleton Ct, Hydraulics Calculations Monzer Kahf Ditch along Cul-De-Sac curb on Pheasant Ave Runoff from drainage area A1 Q 100 = 0.96 Design ditch for 100 yr runoff from drainage areas: 1A, 2A, 3A and 4A (assuming SDIs clogged) Drainage area Q100 1A 0.54 2A 0.19 3A 0.27 4A 0.41 Total 1.41 Ditch Slope S = 0.130 A Design the channel to accommodate 100 year flow Peak flow Q = 1.41 cfs Use rectnagular Pipe per City of Fontana Standard Plan 3001 Ditch depth (d) 12 in Ditch width (b) 18 in >> Flow cross sectional area = A = 12 x 18 = 216 in 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 A = bd = 216.00 in 2 R = A/P P = 12x 2 +18= 42 R = 5.14 in S = 0.130 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using RCB Q 100 = 15.39 ft 3 /sec Capacity of Pipe > Peak Flow Q =1.41

Exhibit A Hydorologic/Hydraulic Analysis for The Impact on The Capacity of The Exiting 48" RCP on Old Chapman Ave Due to Proposed Reisidential Development on Wimbleton Court Exhibit A - Impact on Existing Old Chapman Storm Drain

The National Map NOTES: Data available from U.S. Geological Survey, National Geospatial Program. Old Chapman Hydrologic Tributary for existing 48" RCP ~14 acres Existing Junction Box Exiting 48" RCP Proposed development area Proposed 18" Pipe Open in The National Map Viewer 4/22/15 5:40 PM

6231 E. Wimbleton Ct. Hydrology Calculations Old Chapman Ave Tributary Pre post Longest path ft 1000 1000 Note: Tributary land area and elevations are obtianed Difference in elevation cfs 200 200 from USGS-The Natinal Map Viewer. Copy Slope 0.2 0.2 Tc minutes 10.5 8.8 A = 609840 sq ft 14 ac I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Existing Hydrology: For 100-yr event: AMC II CN = 91 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.93 ai = 0.07 Fp = 0.25 Table C.2 F m = F p x a p = 0.93 x 0.25 = 0.2325 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 91-10 = 1.0 I a = 0.2 x 1 = 0.2 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.2)^2 / [(6-0.2 + 1)x6)] = 0.83 Y = 1 - Y = 1-0.83 = 0.17 Equation C.5 F* = Y x I = 0.17 x 1.4 = 0.24 Equation C.6 F* < F m Therefore use F* Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.24 ) x 14 Equation D.4 Q 100E = 15.92 cfs Exhibit A - Impact on Existing Old Chapman Storm Drain page 1 of 5

6231 E. Wimbleton Ct. Hydrology Calculations Old Chapman Ave Tributary Existing Hydrology - cont.: For 10-yr event: AMC II CN = 79 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.93 ai = 0.07 Fp = 0.25 Table C.2 F m = F p x a p = 0.93 x 0.25 = 0.2325 Equation C.7 Calculate F* P 24 = 3.9 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 79-10 = 2.7 I a = 0.2 x 2.7 = 0.54 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (3.9-0.54)^2 / [(3.9-0.54 + 2.7)x3.9 0.48 Y = 1 - Y = 1-0.48 = 0.52 Equation C.5 F* = Y x I = 0.52 x 1.4 = 0.73 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0.2325 ) x 14 Equation D.4 Q 10E = 9.84 cfs Exhibit A - Impact on Existing Old Chapman Storm Drain page 2 of 5

6231 E. Wimbleton Ct. Hydrology Calculations Old Chapman Ave Tributary Area 1 A = 609840 sq ft 14 ac 0.25 acres withing boudary limits + 2 acres hillside above I 10 = 0.95 in/hr Figure B-3 I 100 = 1.4 in/hr Figure B-3 Soil group C Proposed Hydrology: For 100-yr event: AMC II CN = 69 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.82 ai = 0.18 Fp = 0.25 Table C.2 F m = F p x a p = 0.82 x 0.25 = 0.205 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 69-10 = 4.5 I a = 0.2 x 4.5 = 0.9 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.9)^2 / [(6-0.9 + 4.5)x6)] = 0.46 Y = 1 - Y = 1-0.46 = 0.54 Equation C.5 F* = Y x I = 0.54 x 1.4 = 0.76 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 1.4-0.205 ) x 14 Equation D.4 Q 100Prpsd = 16.4 cfs Exhibit A - Impact on Existing Old Chapman Storm Drain page 3 of 5

6231 E. Wimbleton Ct. Hydrology Calculations Old Chapman Ave Tributary Proposed Hydrology - cont.: For 10-yr event: AMC II CN = 87 Figure C-3 Calculate runoff coefficient "C" C = 0.90 ( a i + [ (I-F p )a p /I ] ) for I > Fp Equation D-3 C = 0.90 a i for I < Fp Equation D-3 a p = 0.39 ai = 0.61 Fp = 0.25 Table C.2 F m = F p x a p = 0.39 x 0.25 = 0.0975 Equation C.7 Calculate F* P 24 = 6 in Figure B-1 I a = 0.2 x S Equation C.1 S = 1000/CN -10 Equation C.2 = 1000 / 87-10 = 1.5 I a = 0.2 x 1.5 = 0.3 Y = (P 24 - I a ) 2 / [(P 24 -I a +S)P 24 ] Equation C.3 Y = (6-0.3)^2 / [(6-0.3 + 1.5)x6)] = 0.76 Y = 1 - Y = 1-0.76 = 0.24 Equation C.5 F* = Y x I = 0.24 x 1.4 = 0.34 Equation C.6 F* > F m Therefore use F m Calculate Flow Rate Q : Q = 0.9 ( I - F m ) A = 0.9 ( 0.95-0.0975 ) x 14 Equation D.4 Q 10Prpsd = 11.7 cfs Exhibit A - Impact on Existing Old Chapman Storm Drain page 4 of 5

6231 E. Wimbleton Ct. Hydrology Calculations Old Chapman Ave Tributary Proposed Wibmleton Court residentail development impact on the exiting 48" RCP on Old Chapman Ave 48" RCP approximate tributary area = 14 acres Q 100 Extng = 15.92 cfs Q 100 Prpsd = 16.4 cfs Q 100 = 0.48 cfs Calculate 48" RCP capacity Pipe Slope S = 0.015 Per Tract 10028 Storm drain plans Existing Pipe (RCP) Diameter = 48 in >> Flow cross sectional area = A = [(48^2)/4] x 1808.64 in 2 12.56 ft 2 Calculate Pipe Flow Rate Capacity "Q" Manning Equation : Q = (1.49/n) x A x R 2/3 x S 1/2 v = (1.49/n) x R 2/3 x S 1/2 A = π r 2 = 12.56 ft 2 R = A/P P = 48 x3. 150.86 in R = 1 ft 12.6 ft S = 0.015 n = 0.013 Per Appendix 19.A-Civil Engineering Ref. Manual using Concrete pipe v = 14.0 full Q 48"RCP = 176.31 ft 3 /sec Impact of Q 100 on 48" RCP = Q 100 / Q 48"RCP = 0.48 / 176.31 = 0.27% Impact of additional Q 100 ( Q 100 ) due to residential development is negligable Exhibit A - Impact on Existing Old Chapman Storm Drain page 5 of 5

2024 © sciencedocbox.com Privacy Policy | Terms of Service | Feedback