HYDROLOGY STUDY PREPARED FOR: MARKHAM PERRIS LLC 302 WEST FIFTH STREET, SUITE 103 SAN PEDRO, CA (310) FOR THE PROJECT:

Size: px
Start display at page:

Download "HYDROLOGY STUDY PREPARED FOR: MARKHAM PERRIS LLC 302 WEST FIFTH STREET, SUITE 103 SAN PEDRO, CA (310) FOR THE PROJECT:"

Transcription

1 HYDROLOGY STUDY PREPARED FOR: MARKHAM PERRIS LLC 302 WEST FIFTH STREET, SUITE 103 SAN PEDRO, CA (310) FOR THE PROJECT: PERRIS VALLEY COMMERCE CENTER BUILDING PERRIS, CALIFORNIA PROJECT NUMBER: PLN PREPARED BY: SOUTHLAND ENGINEERING 2200 BUSINESS WAY, SUITE 100 RIVERSIDE, CA (951) W.O.#16112 PREPARED UNDER THE SUPERVISION OF: ALLEN W. MARTIN, RCE 38463, EXP. 3/31/17 DECEMBER 2016

2 INDEX: VICINITY MAP I PROJECT DESCRIPTION/METHODOLOGY II HYDROLOGY STUDY III APPENDIX IV HYDROLOGY MAP V

3 I VICINITY MAP

4

5 II PROJECT DESCRIPTION/METHODOLOGY

6 1. Introduction The project, 4414 West Markham, is an approximately 8.6 acres site located on the north side of West Markham Street in the City of Perris, Riverside County, California (see attached vicinity map). The site is bordered to the west by Indian Avenue, to the south by West Markham Street, to the north by a masonry block wall and a paved parking/truck trailer lot, and to the east by a wire fence and an access road to a developed site. The project is in portion of Section 6, Township 4 South, Range 3 West, San Bernardino Base and Meridian. 2. Description of the Onsite Conditions The subject site consists of an almost square parcel, approximately 8.6 acres in size. The site is currently undeveloped and used as temporary parking and surface storage area, but appears to have been previously used for agriculture purposes. The south side appears to have been recently disced and cleared of vegetation. Ground surface cover consists of exposed soil. A few localized areas of moderate weed growth and trash were observed in the southwest portion of the site. There is detailed topographic information available. Visually, the site topography slopes gently to the north/northeast at estimated gradient of less than 1 percent. There is an estimated 4 feet of elevation differential across the site. The existing flows cross the property from southwest to northeast in a sheet-flow pattern. The site will be developed with a single commercial/industrial building, 187,000± square feet in size. The building will be constructed with truck loading docks on the east side. The north, east and south perimeter of the site will be paved with asphaltic concrete and/or Portland cement concrete pavements for automobile parking and drive lanes, excluding the west side. The development will include three bioretention basins to be located in the west and south areas of the site. These systems are proposed to provide water quality control before releasing onsite flows to downstream receiving waters. 3. Offsite Hydrology 4414 West Markham was not conditioned to handle offsite flows. The offsite hydrology will be developed by the adjacent property s project civil engineer or another consultant. However, the site is serviced by an existing 84-inch diameter MDP pipe buried in Indian Avenue. There is another existing pipe in West Markham Street. 4. Onsite Hydrology The proposed site was divided into three separate tributary drainage sub areas. Each subarea drains into the proposed bioretention facilities. Portion of the northern and all the east side drainage area (called Green area) is approximately 3.95 acres in size. The storm

7 flows from the Green area will be conveyed to the southeast bioretention basin. The southern area (called Pink area) is approximately 1.85 acres in size and will collect the storm flows and will convey them directly into the proposed south bioretention basin adjacent to Markham Street. Portion of the northern and all the west side drainage area (called White area) is approximately 2.84 acres in size. The storm flows from this area will be conveyed to the proposed west bioretention basin adjacent to Indian Avenue. Both, treated waters and storm flows, will be collected into a low point outlet structures flows will drain by gravity into the existing flood control pipes. Developed conditions estimation of the onsite peak flows for the 10-, and 100-year frequency storms were calculated using the Riverside County Rational Method computer program, version 7.1, developed by Civilcadd/Civildesign Engineering Software. Point rainfall was obtained from the Standard Intensity-Duration Curves Data from the Riverside County Hydrology Manual, dated April 1978, Plate D-4.1(4 of 6) built-in in the software. Soil C was used for the calculations based on the Hydrologic Soils Group Map, Figure C-1.30 of the above mentioned Hydrology Manual. See onsite Hydrology Map in Section VI. Results of the hydrologic calculations are shown in Table 1 below. Antecedent Moisture Content (AMC) equal to 2 for the 10-year frequency storm was used in the calculations. AMC equal to 3 was used for the 100-year frequency storm. 5. Water Quality The Project Specific Water Quality Management Plan calculations are within the WQMP report. WQMP is a separate report on file with the City of Perris.

8 III HYDROLOGY STUDY

9 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) Version 7.1 Rational Hydrology Study Date: 12/14/16 File:green10.out 4414 West Markham, Perris WO Dec 14, 2016 Rational Method for WQMP Green Area 10-year storm Filename: green10.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6276 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Perris Valley ] area used. 10 year storm 10 minute intensity = 1.880(In/Hr) 10 year storm 60 minute intensity = 0.780(In/Hr) 100 year storm 10 minute intensity = 2.690(In/Hr) 100 year storm 60 minute intensity = 1.120(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.780(In/Hr) Slope of intensity duration curve =

10 Process from Point/Station to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = (Ft.) Top (of initial area) elevation = (Ft.) Bottom (of initial area) elevation = (Ft.) Difference in elevation = 7.300(Ft.) Slope = s(percent)= 0.79 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = min. Rainfall intensity = 1.708(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(amc 2) = Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 5.915(CFS) Total initial stream area = 3.950(Ac.) Pervious area fraction = Process from Point/Station to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = (Ft.) Downstream point/station elevation = (Ft.) Pipe length = 50.00(Ft.) Manning's N = No. of pipes = 1 Required pipe flow = 5.915(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.915(CFS) Normal flow depth in pipe = 11.39(In.) Flow top width inside pipe = 17.35(In.) Critical Depth = 11.26(In.) Pipe flow velocity = 5.02(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = min. End of computations, total study area = 3.95 (Ac.) The following figures may be used for a unit hydrograph study of the same area.

11 Area averaged pervious area fraction(ap) = Area averaged RI index number = 69.0

12 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) Version 7.1 Rational Hydrology Study Date: 12/14/16 File:green100.out 4414 West Markham, Perris WO Dec 14, 2016 Rational Method for WQMP Green area 100-year storm Filename: green100.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6276 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Perris Valley ] area used. 10 year storm 10 minute intensity = 1.880(In/Hr) 10 year storm 60 minute intensity = 0.780(In/Hr) 100 year storm 10 minute intensity = 2.690(In/Hr) 100 year storm 60 minute intensity = 1.120(In/Hr) Storm event year = Calculated rainfall intensity data: 1 hour intensity = 1.120(In/Hr) Slope of intensity duration curve =

13 Process from Point/Station to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = (Ft.) Top (of initial area) elevation = (Ft.) Bottom (of initial area) elevation = (Ft.) Difference in elevation = 7.300(Ft.) Slope = s(percent)= 0.79 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = min. Rainfall intensity = 2.453(In/Hr) for a year storm COMMERCIAL subarea type Runoff Coefficient = Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(amc 3) = Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 8.641(CFS) Total initial stream area = 3.950(Ac.) Pervious area fraction = Process from Point/Station to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = (Ft.) Downstream point/station elevation = (Ft.) Pipe length = 50.00(Ft.) Manning's N = No. of pipes = 1 Required pipe flow = 8.641(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.641(CFS) Normal flow depth in pipe = 13.00(In.) Flow top width inside pipe = 20.40(In.) Critical Depth = 13.11(In.) Pipe flow velocity = 5.53(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = min. End of computations, total study area = 3.95 (Ac.) The following figures may be used for a unit hydrograph study of the same area.

14 Area averaged pervious area fraction(ap) = Area averaged RI index number = 69.0

15 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) Version 7.1 Rational Hydrology Study Date: 12/14/16 File:pink10.out 4414 West Markham, Perris WO Dec 14, 2016 Rational Method for WQMP Pink area 10-year storm Filename: pink10.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6276 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Perris Valley ] area used. 10 year storm 10 minute intensity = 1.880(In/Hr) 10 year storm 60 minute intensity = 0.780(In/Hr) 100 year storm 10 minute intensity = 2.690(In/Hr) 100 year storm 60 minute intensity = 1.120(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.780(In/Hr) Slope of intensity duration curve =

16 Process from Point/Station to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = (Ft.) Top (of initial area) elevation = (Ft.) Bottom (of initial area) elevation = (Ft.) Difference in elevation = 5.600(Ft.) Slope = s(percent)= 0.79 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = min. Rainfall intensity = 1.800(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(amc 2) = Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 2.923(CFS) Total initial stream area = 1.850(Ac.) Pervious area fraction = Process from Point/Station to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = (Ft.) Downstream point/station elevation = (Ft.) Pipe length = (Ft.) Manning's N = No. of pipes = 1 Required pipe flow = 2.923(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 2.923(CFS) Normal flow depth in pipe = 9.46(In.) Flow top width inside pipe = 14.48(In.) Critical Depth = 8.24(In.) Pipe flow velocity = 3.58(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = min. End of computations, total study area = 1.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area.

17 Area averaged pervious area fraction(ap) = Area averaged RI index number = 69.0

18 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) Version 7.1 Rational Hydrology Study Date: 12/14/16 File:pink100.out 4414 West Markham, Perris WO Dec 14, 2016 Rational Method for WQMP Pink area 100-year storm Filename: pink100.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6276 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Perris Valley ] area used. 10 year storm 10 minute intensity = 1.880(In/Hr) 10 year storm 60 minute intensity = 0.780(In/Hr) 100 year storm 10 minute intensity = 2.690(In/Hr) 100 year storm 60 minute intensity = 1.120(In/Hr) Storm event year = Calculated rainfall intensity data: 1 hour intensity = 1.120(In/Hr) Slope of intensity duration curve =

19 Process from Point/Station to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = (Ft.) Top (of initial area) elevation = (Ft.) Bottom (of initial area) elevation = (Ft.) Difference in elevation = 5.600(Ft.) Slope = s(percent)= 0.79 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = min. Rainfall intensity = 2.585(In/Hr) for a year storm COMMERCIAL subarea type Runoff Coefficient = Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(amc 3) = Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 4.267(CFS) Total initial stream area = 1.850(Ac.) Pervious area fraction = Process from Point/Station to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = (Ft.) Downstream point/station elevation = (Ft.) Pipe length = (Ft.) Manning's N = No. of pipes = 1 Required pipe flow = 4.267(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.267(CFS) Normal flow depth in pipe = 10.57(In.) Flow top width inside pipe = 17.72(In.) Critical Depth = 9.49(In.) Pipe flow velocity = 3.96(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = min. End of computations, total study area = 1.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area.

20 Area averaged pervious area fraction(ap) = Area averaged RI index number = 69.0

21 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) Version 7.1 Rational Hydrology Study Date: 12/14/16 File:white10.out 4414 West Markham, Perris WO Dec 14, 2016 Rational Method for WQMP White area 10-year storm Filename: white10.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6276 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Perris Valley ] area used. 10 year storm 10 minute intensity = 1.880(In/Hr) 10 year storm 60 minute intensity = 0.780(In/Hr) 100 year storm 10 minute intensity = 2.690(In/Hr) 100 year storm 60 minute intensity = 1.120(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.780(In/Hr) Slope of intensity duration curve =

22 Process from Point/Station to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = (Ft.) Top (of initial area) elevation = (Ft.) Bottom (of initial area) elevation = (Ft.) Difference in elevation = 6.000(Ft.) Slope = s(percent)= 1.00 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = min. Rainfall intensity = 1.901(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(amc 2) = Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 4.741(CFS) Total initial stream area = 2.840(Ac.) Pervious area fraction = Process from Point/Station to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = (Ft.) Downstream point/station elevation = (Ft.) Pipe length = 38.00(Ft.) Manning's N = No. of pipes = 1 Required pipe flow = 4.741(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.741(CFS) Normal flow depth in pipe = 9.63(In.) Flow top width inside pipe = 9.55(In.) Critical Depth = 10.83(In.) Pipe flow velocity = 7.02(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.84 min. End of computations, total study area = 2.84 (Ac.) The following figures may be used for a unit hydrograph study of the same area.

23 Area averaged pervious area fraction(ap) = Area averaged RI index number = 69.0

24 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) Version 7.1 Rational Hydrology Study Date: 12/14/16 File:white100.out 4414 West Markham, Perris WO Dec 14, 2016 Rational Method for WQMP White area 100-year storm Filename: white100.out ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6276 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Perris Valley ] area used. 10 year storm 10 minute intensity = 1.880(In/Hr) 10 year storm 60 minute intensity = 0.780(In/Hr) 100 year storm 10 minute intensity = 2.690(In/Hr) 100 year storm 60 minute intensity = 1.120(In/Hr) Storm event year = Calculated rainfall intensity data: 1 hour intensity = 1.120(In/Hr) Slope of intensity duration curve =

25 Process from Point/Station to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = (Ft.) Top (of initial area) elevation = (Ft.) Bottom (of initial area) elevation = (Ft.) Difference in elevation = 6.000(Ft.) Slope = s(percent)= 1.00 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = min. Rainfall intensity = 2.729(In/Hr) for a year storm COMMERCIAL subarea type Runoff Coefficient = Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(amc 3) = Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 6.917(CFS) Total initial stream area = 2.840(Ac.) Pervious area fraction = Process from Point/Station to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = (Ft.) Downstream point/station elevation = (Ft.) Pipe length = 38.00(Ft.) Manning's N = No. of pipes = 1 Required pipe flow = 6.917(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.917(CFS) Normal flow depth in pipe = 10.04(In.) Flow top width inside pipe = 14.11(In.) Critical Depth = 12.66(In.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.83 min. End of computations, total study area = 2.84 (Ac.) The following figures may be used for a unit hydrograph study of the same area.

26 Area averaged pervious area fraction(ap) = Area averaged RI index number = 69.0

27 IV APPENDIX

28 Project Site

29 V HYDROLOGY MAP

30

PRELIMINARY DRAINAGE REPORT FOR THE EDI MASTER PLAN

PRELIMINARY DRAINAGE REPORT FOR THE EDI MASTER PLAN PRELIMINARY DRAINAGE REPORT FOR THE EDI MASTER PLAN April 5, 2015 Wayne W. Chang, MS, PE 46548 Chang Civil Engineering Hydrology Hydraulics Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760

More information

RATIONAL METHOD INPUT PARAMETERS

RATIONAL METHOD INPUT PARAMETERS RATIONAL METHOD INPUT PARAMETERS TIME OF CONCENTRATION Study Area Rational Method Nodes Upper Elevation, ft Lower Elevation, ft Flow Length, mi Tc, min Quarry Phase 1 10 12 352.2 221 0.014 0.17 Quarry

More information

Appendix B. Storm Drain System Data

Appendix B. Storm Drain System Data MENIFEE VALLEY CAMPUS MASTER PLAN FINAL EIR MT. SAN JACINTO COMMUNITY COLLEGE DISTRICT Appendix Appendix B. Storm Drain System Data June 2017 MENIFEE VALLEY CAMPUS MASTER PLAN FINAL EIR MT. SAN JACINTO

More information

PRELIMINARY DRAINAGE STUDY

PRELIMINARY DRAINAGE STUDY PRELIMINARY DRAINAGE STUDY For 34 th & J Residences 3402 J St. San Diego, CA 92102 A.P.N 545-250-08 Prepared By: Kenneth J. Discenza, P.E. Site Design Associates, Inc. 1016 Broadway, Suite A El Cajon,

More information

Appendix H Amanda Estates Drainage Study

Appendix H Amanda Estates Drainage Study Appendix H Amanda Estates Drainage Study Hunsaker & Associates 2015 Contents 1 Scope... 1 2 Existing Conditions... 1 3 Project Description... 3 4 Methodology... 5 4.1 Hydrology... 5 4.2 Hydraulics...

More information

SAN GORGONIO PASS CAMPUS - PHASE I

SAN GORGONIO PASS CAMPUS - PHASE I SAN GORGONIO PASS CAMPUS - PHASE I Banning, CA DRAINAGE STUDY June 16, 2010 Reference 106-195 PREPARED BY: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 Fax-909-586-6979

More information

Hydrology Study. For Bella Terrazza Portion of Lot 1, Block 39, Subdivision of S Tract, Rancho El Cajon El Cajon, CA 92021

Hydrology Study. For Bella Terrazza Portion of Lot 1, Block 39, Subdivision of S Tract, Rancho El Cajon El Cajon, CA 92021 Hydrology Study For Bella Terrazza Portion of Lot 1, Block 39, Subdivision of S Tract, Rancho El Cajon El Cajon, CA 92021 Prepared for Daryl Priest - Priest Development Corporation 124 West Main Street,

More information

Drainage Analysis. Appendix E

Drainage Analysis. Appendix E Drainage Analysis Appendix E The existing and proposed storm drainage systems have been modeled with Bentley CivilStorm V8 computer modeling software. The peak stormwater discharge was determined for

More information

APPENDIX J-3. Orcem Stormwater Management and Treatment Facilities Design Summary

APPENDIX J-3. Orcem Stormwater Management and Treatment Facilities Design Summary APPENDIX J-3 Orcem Stormwater Management and Treatment Facilities Design Summary Stormwater Management & Treatment Facilities Design Summary INTRODUCTION KPFF Consulting Engineers has compiled this report

More information

City Plaza Residential (TPM ) Preliminary Hydrology Report

City Plaza Residential (TPM ) Preliminary Hydrology Report Hydrology Study City Plaza Residential (TPM 2016-127) Preliminary Hydrology Report Orange, Orange County, California Prepared For: Greenlaw Partners 18301 Von Karman Avenue, Suite 250 Irvine, CA 92612

More information

RETENTION BASIN EXAMPLE

RETENTION BASIN EXAMPLE -7 Given: Total Tributary Area = 7.5 ac o Tributary Area within Existing R/W = 5.8 ac o Tributary Area, Impervious, Outside of R/W = 0.0 ac o Tributary Area, Pervious, Outside of R/W = 1.7 ac o Tributary

More information

APPENDIX C PRELIMINARY HYDROLOGY AND WATER QUALITY STUDY (BWE 2017)

APPENDIX C PRELIMINARY HYDROLOGY AND WATER QUALITY STUDY (BWE 2017) UC San Diego Voigt Parking Structure Draft Initial Study and Mitigated Negative Declaration October 2017 APPENDIX C PRELIMINARY HYDROLOGY AND WATER QUALITY STUDY (BWE 2017) UC San Diego Voigt Parking Structure

More information

Hydrologic Study Report for Single Lot Detention Basin Analysis

Hydrologic Study Report for Single Lot Detention Basin Analysis Hydrologic Study Report for Single Lot Detention Basin Analysis Prepared for: City of Vista, California August 18, 2006 Tory R. Walker, R.C.E. 45005 President W.O. 116-01 01/23/2007 Table of Contents Page

More information

PRELIMINARY HYDROLOGY STUDY

PRELIMINARY HYDROLOGY STUDY PRELIMINARY HYDROLOGY STUDY FOR Tentative Tract Map West Side of Loma Alta Drive City of Oceanside, CA Prepared For: EMERALD HILLS LLC 4272 Dogwood Avenue Seal Beach, CA 90740 Contact: Mr. Jimmy Chen Ph:

More information

Design Handbook. Low Impact Development Best Management Practices

Design Handbook. Low Impact Development Best Management Practices Design Handbook for Low Impact Development Best Management Practices Prepared by: 9/2011 Riverside County Flood Control and Water Conservation District 1995 Market Street Riverside, CA 92501 TABLE OF CONTENTS

More information

Hydrology Study. Ascension Heights Subdivision Ascension Drive at Bel Aire Road San Mateo, California (Unincorporated)

Hydrology Study. Ascension Heights Subdivision Ascension Drive at Bel Aire Road San Mateo, California (Unincorporated) Hydrology Study Ascension Heights Subdivision Ascension Drive at Bel Aire Road San Mateo, California (Unincorporated) Prepared for San Mateo Real Estate & Construction March 9, 21 Rev. 1 11-8-211 Rev.

More information

Preliminary Stormwater Quality Mitigation Report

Preliminary Stormwater Quality Mitigation Report Preliminary Stormwater Quality Mitigation Report MGA Chatsworth Campus 20000 Prairie Street Chatsworth, CA TUSTIN 17782 17th Street Suite 200 Tustin, CA 92780-1947 714.665.4500 Fax 714.665.4501 LOS ANGELES

More information

PRELIMINARY DRAINAGE STUDY. Del Prado 2329 CENTRE CITY PARKWAY ESCONDIDO, CALIFORNIA

PRELIMINARY DRAINAGE STUDY. Del Prado 2329 CENTRE CITY PARKWAY ESCONDIDO, CALIFORNIA PRELIMINARY DRAINAGE STUDY FOR Del Prado 2329 CENTRE CITY PARKWAY ESCONDIDO, CALIFORNIA OWNER: Touchstone Communities 12700 Stowe Drive, Suite 130 Poway, CA 92064 858-586-0414 ENGINEER: MASSON & ASSOCIATES,

More information

HYDROLOGY REPORT HEACOCK & CACTUS CHANNELS MORENO VALLEY, CALIFORNIA NOVEMBER 2005 REVISED APRIL 2006 REVISED AUGUST 2006

HYDROLOGY REPORT HEACOCK & CACTUS CHANNELS MORENO VALLEY, CALIFORNIA NOVEMBER 2005 REVISED APRIL 2006 REVISED AUGUST 2006 HYDROLOGY REPORT HEACOCK & CACTUS CHANNELS MORENO VALLEY, CALIFORNIA NOVEMBER 2005 REVISED APRIL 2006 REVISED AUGUST 2006 RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT TABLE OF CONTENTS

More information

Applying the Water Quality Volume

Applying the Water Quality Volume Applying the Water Quality Volume Justin Reinhart, PE Division of Surface Water Northeast Ohio Stormwater Training Council Cleveland, Ohio & Richfield, Ohio July 12, 2018 July 25, 2018 Post-Construction

More information

PART V - STORM DRAIN DESIGN CRITERIA

PART V - STORM DRAIN DESIGN CRITERIA PART V - STORM DRAIN DESIGN CRITERIA A. Hydrology Studies and Hydraulic Analyses 1. Drainage area master plans and calculations are to be submitted with all subdivision improvement plans, permit improvement

More information

PART V - STORM DRAIN DESIGN CRITERIA

PART V - STORM DRAIN DESIGN CRITERIA PART V - STORM DRAIN DESIGN CRITERIA A. Hydrology Studies and Hydraulic Analyses 1. Drainage area master plans and calculations are to be submitted with all subdivision improvement plans, permit improvement

More information

HYDROLOGY STUDY LA MIRADA BOULEVARD La Mirada, California

HYDROLOGY STUDY LA MIRADA BOULEVARD La Mirada, California HYDROLOGY STUDY 12000 LA MIRADA BOULEVARD La Mirada, California TTM 73119 Prepared for: The Olson Company 3010 Old Ranch Parkway, Suite 100 Seal Beach, CA 90740 Contact: Mr. Aaron Orenstein (562) 370-9531

More information

PRELIMINARY DRAINAGE REPORT NEWCASTLE FIRE STATION OLD STATE HIGHWAY

PRELIMINARY DRAINAGE REPORT NEWCASTLE FIRE STATION OLD STATE HIGHWAY PRELIMINARY DRAINAGE REPORT FOR THE NEWCASTLE FIRE STATION OLD STATE HIGHWAY PREPARED FOR THE NEWCASTLE FIRE PROTECTION DISTRICT JULY 2014 BY ROSEVILLE DESIGN GROUP, INC. ROSEVILLE DESIGN GROUP, Inc Established

More information

THE CROSSROADS IN WINCHESTER 4. DRAINAGE PLAN. 4. Drainage Plan. a. Drainage Plan Description

THE CROSSROADS IN WINCHESTER 4. DRAINAGE PLAN. 4. Drainage Plan. a. Drainage Plan Description THE CROSSROADS IN WINCHESTER 4. DRAINAGE PLAN 4. Drainage Plan a. Drainage Plan Description The Specific Plan area drains naturally into two separate watersheds: approximately 6 percent of the Specific

More information

LIST OF TABLES... ii LIST OF FIGURES... iii LIST OF APPENDICES... iv. Section 1 - Introduction Purpose of Study... 1

LIST OF TABLES... ii LIST OF FIGURES... iii LIST OF APPENDICES... iv. Section 1 - Introduction Purpose of Study... 1 Preliminary Hydrologic Analysis for Alberhill Villages April 2015 TABLE OF CONTENTS Section Name Page Number LIST OF TABLES... ii LIST OF FIGURES... iii LIST OF APPENDICES... iv Section 1 - Introduction...

More information

LAKE COUNTY HYDROLOGY DESIGN STANDARDS

LAKE COUNTY HYDROLOGY DESIGN STANDARDS LAKE COUNTY HYDROLOGY DESIGN STANDARDS Lake County Department of Public Works Water Resources Division 255 N. Forbes Street Lakeport, CA 95453 (707)263-2341 Adopted June 22, 1999 These Standards provide

More information

APPENDIX F RATIONAL METHOD

APPENDIX F RATIONAL METHOD 7-F-1 APPENDIX F RATIONAL METHOD 1.0 Introduction One of the most commonly used procedures for calculating peak flows from small drainages less than 200 acres is the Rational Method. This method is most

More information

Extended Detention Basin Design

Extended Detention Basin Design Extended Detention Basin Design 1 Extended Detention 2 Ohio Department of Transportation 1 Extended Detention Basin L&D Vol. 2 Section 1117.3 Provides quality and quantity treatment 3 Extended Detention

More information

Appendix E.2 Preliminary Hydrology Report

Appendix E.2 Preliminary Hydrology Report Appendix E.2 Preliminary Hydrology Report PRELIMINARY HYDROLOGY STUDY HARVARD WESTLAKE SCHOOL PARKING STRUCTURE 3700 Coldwater Canyon North Hollywood, CA 91604 KPFF Job # 109046 August 12, 2013 CLIENT:

More information

Preliminary Drainage Analysis

Preliminary Drainage Analysis Preliminary Drainage Analysis Tanimura and Antle Employee Housing Town of Spreckels County of Monterey, California LIB150205 May 29, 2015 Prepared For: Tanimura and Antle Produce Prepared By: 9699 Blue

More information

Module 3 and Module 4 Watershed Analysis and RUSLE Calculation. Noboru Togawa. Presented to: Dr. Pitt Construction Site Erosion Control

Module 3 and Module 4 Watershed Analysis and RUSLE Calculation. Noboru Togawa. Presented to: Dr. Pitt Construction Site Erosion Control Module 3 and Module 4 Watershed Analysis and RUSLE Calculation by Presented to: Dr. Pitt Construction Site Erosion Control Department of Civil, Construction, and Environmental Engineering The University

More information

SECTION IV WATERSHED TECHNICAL ANALYSIS

SECTION IV WATERSHED TECHNICAL ANALYSIS A. Watershed Modeling SECTION IV WATERSHED TECHNICAL ANALYSIS An initial step in the preparation of this stormwater management plan was the selection of a stormwater simulation model to be utilized. It

More information

HYDROLOGIC-HYDRAULIC STUDY ISABELLA OCEAN RESIDENCES ISLA VERDE, CAROLINA, PR

HYDROLOGIC-HYDRAULIC STUDY ISABELLA OCEAN RESIDENCES ISLA VERDE, CAROLINA, PR HYDROLOGIC-HYDRAULIC STUDY ISABELLA OCEAN RESIDENCES ISLA VERDE, CAROLINA, PR 1 INTRODUCTION 1.1 Project Description and Location Isabella Ocean Residences is a residential development to be constructed

More information

FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 1.0 Overview

FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 1.0 Overview Chapter 5: Hydrology Standards Contents 1.0 Overview... 1 1.1 Storm Runoff Determination... 1 1.2 Design Storm Frequencies... 1 1.3 Water Quality Storm Provisions... 2 1.4 Design Storm Return Periods...

More information

Arvada Plaza Redevelopment. Walmart Store # (Lot 1) Industrial Realty Group, LLC (Lot 2)

Arvada Plaza Redevelopment. Walmart Store # (Lot 1) Industrial Realty Group, LLC (Lot 2) Drainage Analysis Arvada, CO Arvada Plaza Redevelopment Including: Walmart Store #4734-00 (Lot 1) & Industrial Realty Group, LLC (Lot 2) (W 58 th Ave & Independence Street) Arvada, Colorado Preliminary

More information

Sump Pumps Office procedures for the Drainage & Grading section

Sump Pumps Office procedures for the Drainage & Grading section County of Los Angeles Department of Public Works Building and Safety Division Grading and Drainage Section Sump Pumps Office procedures for the Drainage & Grading section Introduction This manual provides

More information

Subject: Mt. San Antonio College- Measure RR Updated Hydrology Study

Subject: Mt. San Antonio College- Measure RR Updated Hydrology Study To: Cc: Mike Klein Mt. San Antonio College Sidney Lindmark, AICP Mt SAC Environmental Consultant From: Alysen Weiland, PE - Psomas Date: May 6, 2016 Subject: Mt. San Antonio College- Measure RR Updated

More information

DRAINAGE REPORT. Project Name: PG&E Gas Operations Technical Training Center Winters, CA. Date: February 4, Prepared by: BKF Engineers

DRAINAGE REPORT. Project Name: PG&E Gas Operations Technical Training Center Winters, CA. Date: February 4, Prepared by: BKF Engineers DRAINAGE REPORT Project Name: PG&E Gas Operations Technical Training Center Winters, CA Date: February 4, 2015 Prepared by: BKF Engineers Client: Pacific Gas & Electric Company This report has been prepared

More information

Appendix F HYDROLOGY/WATER QUALITY REPORT TIESLAU CIVIL ENGINEERING

Appendix F HYDROLOGY/WATER QUALITY REPORT TIESLAU CIVIL ENGINEERING Appendix F HYDROLOGY/WATER QUALITY REPORT TIESLAU CIVIL ENGINEERING T IE S L A U C I V IL E N G I NE E R IN G, IN C. P.O. B o x 2 2 9 7, K i n g s B ea c h, C A 9 6 1 4 3 p h : (5 3 0 )5 4 6-0 8 6 1 8

More information

Section 600 Runoff Table of Contents

Section 600 Runoff Table of Contents Section 600 Runoff Table of Contents 601 INTRODUCTION...600-1 602 RATIONAL METHOD...600-1 602.1 Rational Method Formula...600-2 602.2 Time of Concentration...600-2 602.3 Intensity...600-4 602.4 Runoff

More information

San Francisco State University Site 1 Vegetated Infiltration Basin Monitoring Report: Rainy Seasons and

San Francisco State University Site 1 Vegetated Infiltration Basin Monitoring Report: Rainy Seasons and San Francisco State University Site 1 Vegetated Infiltration Basin Monitoring Report: Rainy Seasons 2011-12 and 2012-13 Project Overview San Francisco State University (SFSU) has implemented several green

More information

Design Example Residential Subdivision

Design Example Residential Subdivision Design Example Residential Subdivision Rhode Island Stormwater Design and Installation Standards Manual December 2010 Public Training March 22, 2010 Richard Claytor, P.E. 508-833-6600 Appendix D: Site

More information

STORMWATER MANAGEMENT REPORT FOR. Chick-Fil-A S Ferdon Blvd, Crestview FL. February 10 th, 2017

STORMWATER MANAGEMENT REPORT FOR. Chick-Fil-A S Ferdon Blvd, Crestview FL. February 10 th, 2017 STORMWATER MANAGEMENT REPORT FOR Chick-Fil-A 3000 S Ferdon Blvd, Crestview FL February 10 th, 2017 PROJECT #010014-01-047 954.712.7482 www.bowmanconsulting.com Table of Contents Introduction.1 Project

More information

Appendix L. Drainage Report

Appendix L. Drainage Report Appendix L Drainage Report 2nd Street and Pacific Coast Highway Retail Project City of Long Beach County of Los Angeles, CA DRAINAGE REPORT April 5, 2017 DRAINAGE REPORT For: 2nd Street and Pacific Coast

More information

Introduction to Storm Sewer Design

Introduction to Storm Sewer Design A SunCam online continuing education course Introduction to Storm Sewer Design by David F. Carter Introduction Storm sewer systems are vital in collection and conveyance of stormwater from the upstream

More information

HYDROLOGY CHECKLIST FOR LAND DISTURBANCE PERMITS

HYDROLOGY CHECKLIST FOR LAND DISTURBANCE PERMITS HYDROLOGY CHECKLIST FOR LAND DISTURBANCE PERMITS Project Name: Project Number: Reviewed By: Date: Telephone: Email: Address all items marked with an X Minimum Submittal Requirements 1. Conceptual Review

More information

DESIGN DEVELOPMENT HYDROLOGY REPORT & LOW IMPACT DEVELOPMENT PLAN (LID PLAN)

DESIGN DEVELOPMENT HYDROLOGY REPORT & LOW IMPACT DEVELOPMENT PLAN (LID PLAN) DESIGN DEVELOPMENT HYDROLOGY REPORT & LOW IMPACT DEVELOPMENT PLAN ( PLAN) ALAMITOS BEACH CONCESSION BUILDING 780 E. SHORELINE DRIVE LONG BEACH, CALIFORNIA Prepared For: Long Beach Public Works 333 W. Ocean

More information

CITY OF MONTCLAIR Montclair Civic Center 5111 Benito Street Montclair, CA 91763

CITY OF MONTCLAIR Montclair Civic Center 5111 Benito Street Montclair, CA 91763 CITY OF MONTCLAIR Montclair Civic Center 5111 Benito Street Montclair, CA 91763 I. Introduction Water Quality A National, State, and Local Concern Throughout the United States, many rivers, creeks, streams,

More information

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT GREENE COUNTY ASH POND ALABMA POWER COMPANY

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT GREENE COUNTY ASH POND ALABMA POWER COMPANY INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT GREENE COUNTY ASH POND ALABMA POWER COMPANY Section 257.82 of EPA s regulations requires the owner or operator of an existing or new CCR surface impoundment

More information

APPENDIX IV. APPROVED METHODS FOR QUANTIFYING HYDROLOGIC CONDITIONS OF CONCERN (NORTH ORANGE COUNTY)

APPENDIX IV. APPROVED METHODS FOR QUANTIFYING HYDROLOGIC CONDITIONS OF CONCERN (NORTH ORANGE COUNTY) APPENDIX IV. APPROVED METHODS FOR QUANTIFYING HYDROLOGIC CONDITIONS OF CONCERN (NORTH ORANGE COUNTY) Hydromodification design criteria for the North Orange County permit area are based on the 2- yr, 24-hr

More information

Appendix I OFFICE OF THE MORGAN COUNTY SURVEYOR STORMWATER DESIGN MANUAL 7/1/2008

Appendix I OFFICE OF THE MORGAN COUNTY SURVEYOR STORMWATER DESIGN MANUAL 7/1/2008 Appendix I OFFICE OF THE MORGAN COUNTY SURVEYOR This Page Left Intentionally Blank OFFICE OF THE MORGAN COUNTY SURVEYOR APPENDIX I PAGE 1 Appendix II OFFICE OF THE MORGAN COUNTY SURVEYOR This Page Left

More information

Appendix G Preliminary Hydrology Study

Appendix G Preliminary Hydrology Study Appendix G Preliminary Hydrology Study Preliminary Hydrology Study VESTING TTM 72608 Long Beach, CA Prepared for: The Long Beach Project, LLC 888 San Clemente, Suite 100 New Port Beach, CA May 28, 2014

More information

PRELIMINARY DRAINAGE STUDY

PRELIMINARY DRAINAGE STUDY PRELIMINARY DRAINAGE STUDY FOR BIG ROCK CLUSTER SOLAR FARMS PREPARED FOR: Daniel Kolta 90FI 8me LLC & 92JT 8me LLC 211 Sutter Street, Fl. 6 San Francisco, CA. 94108 Prepared 5 15 17 Revised 5 26 17 Revised

More information

STORM DRAINS AND IRRIGATION

STORM DRAINS AND IRRIGATION TABLE OF CONTENTS PART III - MINIMUM DESIGN STANDARDS Section 105 STORM DRAINS AND IRRIGATION 105.1. STORM DRAINS... 105.1 105.2. METHODS OF ANALYSIS... 105.1 105.2.1. Rational Method... 105.1 105.2.2.

More information

NOTICE OF PREPARATION DRAFT ENVIRONMENTAL IMPACT REPORT

NOTICE OF PREPARATION DRAFT ENVIRONMENTAL IMPACT REPORT NOTICE OF PREPARATION DRAFT ENVIRONMENTAL IMPACT REPORT To: From: (Potential Responsible, City of Perris Trustee, Federal and Local Development Services Department Agencies and nearby property 135 North

More information

TABLE OF CONTENTS PART III - MINIMUM DESIGN STANDARDS Section 105 DRAINAGE SYSTEM DESIGN SPECIFICATIONS AND SCOPE 105.1

TABLE OF CONTENTS PART III - MINIMUM DESIGN STANDARDS Section 105 DRAINAGE SYSTEM DESIGN SPECIFICATIONS AND SCOPE 105.1 TABLE OF CONTENTS PART III - MINIMUM DESIGN STANDARDS Section 105 DRAINAGE SYSTEM DESIGN SECTION TITLE PAGE 105.1. SPECIFICATIONS AND SCOPE 105.1 105.2. METHODS OF ANALYSIS 105.1 105.2.1. Rational Method

More information

CHELTENHAM TOWNSHIP Chapter 290: WATERSHED STORMWATER MANAGEMENT Article IV: Stormwater Management

CHELTENHAM TOWNSHIP Chapter 290: WATERSHED STORMWATER MANAGEMENT Article IV: Stormwater Management CHELTENHAM TOWNSHIP Chapter 290: WATERSHED STORMWATER MANAGEMENT Article IV: Stormwater Management Online ECode Available on Cheltenham Township Website at: http://ecode360.com/14477578 For all regulated

More information

Learn how to design inlet grates, detention basins, channels, and riprap using the FHWA Hydraulic Toolbox and WMS

Learn how to design inlet grates, detention basins, channels, and riprap using the FHWA Hydraulic Toolbox and WMS v. 11.0 WMS 11.0 Tutorial Learn how to design inlet grates, detention basins, channels, and riprap using the FHWA Hydraulic Toolbox and WMS Objectives Learn how to use several Hydraulic Toolbox calculators

More information

HYDROLOGIC CONSIDERATIONS. 22 nd Annual Nonpoint Source Pollution Conference Saratoga Springs, NY

HYDROLOGIC CONSIDERATIONS. 22 nd Annual Nonpoint Source Pollution Conference Saratoga Springs, NY LOW IMPACT DEVELOPMENT HYDROLOGIC CONSIDERATIONS 22 nd Annual Nonpoint Source Pollution Conference Saratoga Springs, NY May 18, 2011 PRESENTATION AGENDA Introduction Definitions Discuss Impacts to Hydrologic

More information

Appendix J: Storm Conveyance Design Parameters

Appendix J: Storm Conveyance Design Parameters Appendix J: Storm Conveyance Design Parameters Drain Commissioner 39 February 2005 STORM DRAINAGE DESIGN CRITERIA A. STORM SEWERS 1. The required discharge capacity shall be determined by the Rational

More information

ENGN.4010 ENGINEERING CAPSTONE DESIGN Watershed Analysis. CiA

ENGN.4010 ENGINEERING CAPSTONE DESIGN Watershed Analysis. CiA RATIONAL METHOD Q CiA Where: Q = Maximum Rate of Runoff (cfs) C = Runoff Coefficient i = Average Rainfall Intensity (in/hr) A = Drainage Area (in acres) RATIONAL METHOD Assumptions and Limitations: Watershed

More information

0.0. Pervious CN = 40. (Unconnected impervious) (Total impervious) Total impervious area (percent) Composite CN

0.0. Pervious CN = 40. (Unconnected impervious) (Total impervious) Total impervious area (percent) Composite CN Figure 2-3 Composite CN with connected impervious area. 100 Composite CN 90 80 70 60 Pervious CN = 90 80 70 60 50 40 50 40 0 10 20 30 40 50 60 70 80 90 100 Connected impervious area (percent) Figure 2-4

More information

Chapter 6. Hydrology. 6.0 Introduction. 6.1 Design Rainfall

Chapter 6. Hydrology. 6.0 Introduction. 6.1 Design Rainfall 6.0 Introduction This chapter summarizes methodology for determining rainfall and runoff information for the design of stormwater management facilities in the City. The methodology is based on the procedures

More information

January 20, Nate Hatleback Project Manager, City of Thornton Development Engineering 9500 Civic Center Drive Thornton, CO (303)

January 20, Nate Hatleback Project Manager, City of Thornton Development Engineering 9500 Civic Center Drive Thornton, CO (303) January 20, 2017 Nate Hatleback Project Manager, City of Thornton Development Engineering 9500 Civic Center Drive Thornton, CO 80229 (303) 538-7694 RE: Riverdale Five Retail Drainage Conformance Letter

More information

RE: Final Drainage Letter: Northwest Aurora Alley Improvements 2016

RE: Final Drainage Letter: Northwest Aurora Alley Improvements 2016 April 12, 2016 Mr. Craig Perl, P.E. Senior Engineer City of Aurora Public Works Department 15151 E. Alameda Parkway Aurora, CO 80012 RE: Final Drainage Letter: Northwest Aurora Alley Improvements 2016

More information

DIVISION 5 STORM DRAINAGE CRITERIA

DIVISION 5 STORM DRAINAGE CRITERIA DIVISION 5 STORM DRAINAGE CRITERIA Section 5.01 GENERAL The following storm drainage design criteria shall apply to all storm drainage designs in the City. Additional design criteria are specified in the

More information

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT BARRY ASH POND ALABAMA POWER COMPANY

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT BARRY ASH POND ALABAMA POWER COMPANY INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT BARRY ASH POND ALABAMA POWER COMPANY Section 257.82 of EPA s regulations requires the owner or operator of an existing or new CCR surface impoundment or any

More information

100-yr Design Runoff (cfs) Basin ID 103b A a B B C Totals

100-yr Design Runoff (cfs) Basin ID 103b A a B B C Totals PROPOSED DEVELOPMENT The drainage for this site has been designed to be less than the maximum allowable runoff from each basin as stated in the Overall Rigden Farm drainage plan. Table 1 compares the actual

More information

Rainfall, Runoff and Peak Flows: Calibration of Hydrologic Design Methods for the Kansas City Area

Rainfall, Runoff and Peak Flows: Calibration of Hydrologic Design Methods for the Kansas City Area Rainfall, Runoff and Peak Flows: Calibration of Hydrologic Design Methods for the Kansas City Area Bruce McEnroe, Bryan Young, Ricardo Gamarra and Ryan Pohl Department of Civil, Environmental, and Architectural

More information

DICKINSON BAYOU WATERSHED STEERING COMMITTEE FINAL MEMBER CRITERIA COMPARISON

DICKINSON BAYOU WATERSHED STEERING COMMITTEE FINAL MEMBER CRITERIA COMPARISON DICKINSON BAYOU WATERSHED STEERING COMMITTEE FINAL MEMBER CRITERIA COMPARISON May 25, 2006 INTRODUCTION The Dickinson Bayou Watershed covers approximately 95.5 square miles and stretches from western Brazoria

More information

MODULE 1 RUNOFF HYDROGRAPHS WORKSHEET 1. Precipitation

MODULE 1 RUNOFF HYDROGRAPHS WORKSHEET 1. Precipitation Watershed MODULE 1 RUNOFF HYDROGRAPHS WORKSHEET 1 A watershed is an area of land thaaptures rainfall and other precipitation and funnels it to a lake or stream or wetland. The area within the watershed

More information

Table of Contents CHAPTER. Chapter 2 Hydrologic Analysis. 2.1 Estimating Runoff

Table of Contents CHAPTER. Chapter 2 Hydrologic Analysis. 2.1 Estimating Runoff CHAPTER Table of Contents 2 Chapter 2 Hydrologic Analysis 2.1 Estimating Runoff 2.1.1 Introduction to Hydrologic Methods...2.1-1 2.1.2 Symbols and Definitions...2.1-4 2.1.3 Rainfall Estimation...2.1-5

More information

SECTION III: WATERSHED TECHNICAL ANALYSIS

SECTION III: WATERSHED TECHNICAL ANALYSIS Trout Creek Watershed Stormwater Management Plan SECTION III: WATERSHED TECHNICAL ANALYSIS A. Watershed Modeling An initial step this study of the Trout Creek watershed was the selection of a stormwater

More information

Dawson County Public Works 25 Justice Way, Suite 2232, Dawsonville, GA (706) x 42228

Dawson County Public Works 25 Justice Way, Suite 2232, Dawsonville, GA (706) x 42228 Dawson County Public Works 25 Justice Way, Suite 2232, Dawsonville, GA 30534 (706) 344-3500 x 42228 DAWSON COUNTY STORM WATER REVIEW CHECKLIST Project Name: Property Address: Engineer: Fax #/Email: Date:

More information

Learning objectives. Upon successful completion of this lecture, the participants will be able to describe:

Learning objectives. Upon successful completion of this lecture, the participants will be able to describe: Solomon Seyoum Learning objectives Upon successful completion of this lecture, the participants will be able to describe: The different approaches for estimating peak runoff for urban drainage network

More information

The Islamic University of Gaza- Civil Engineering Department Sanitary Engineering- ECIV 4325 L5. Storm water Management

The Islamic University of Gaza- Civil Engineering Department Sanitary Engineering- ECIV 4325 L5. Storm water Management The Islamic University of Gaza- Civil Engineering Department Sanitary Engineering- ECIV 4325 L5. Storm water Management Husam Al-Najar Storm water management : Collection System Design principles The Objectives

More information

Sizing Calculations and Design Considerations for LID Treatment Measures

Sizing Calculations and Design Considerations for LID Treatment Measures SCVURPPP C.3 Workshop December 18, 2012 Sizing Calculations and Design Considerations for LID Treatment Measures Jill Bicknell, P.E., EOA, Inc. Santa Clara Valley Urban Runoff Pollution Prevention Program

More information

Inflow Design Flood Control System Plan

Inflow Design Flood Control System Plan Inflow Design Flood Control System Plan Scrubber Ponds Lewis and Clark Station Prepared for Montana-Dakota Utilities Co. October 2016 Paul T. Swenson 2016.10.14 17:54:29-05'00' 234 West Century Avenue

More information

Stormwater Treatment Measure Sizing and Design Considerations SMCWPPP C.3 Workshop June 21, 2017

Stormwater Treatment Measure Sizing and Design Considerations SMCWPPP C.3 Workshop June 21, 2017 Stormwater Treatment Measure Sizing and Design Considerations SMCWPPP C.3 Workshop June 21, 2017 Jill Bicknell, P.E., EOA, Inc. Presentation Overview Sizing/Design of Self Treating and Self Retaining Areas

More information

INITIAL INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT MCMANUS ASH POND A (AP-1) 40 CFR

INITIAL INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT MCMANUS ASH POND A (AP-1) 40 CFR INITIAL INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN PLANT MCMANUS ASH POND A (AP-1) 40 CFR 257.82 EPA s Disposal of Coal Combustion Residuals from Electric Utilities Final Rule (40 C.F.R. Part 257 and Part

More information

CUYAHOGA COUNTY ENGINEER

CUYAHOGA COUNTY ENGINEER CUYAHOGA COUNTY ENGINEER DRAINAGE MANUAL Supplement to O.D.O.T. LOCATION and DESIGN MANUAL, Volume 2, Drainage Design, Section 1000 and 1100 May 28, 2010 Revisions to the July 29, 2009 edition are noted

More information

IBS Site Drainage: Senior Design Project

IBS Site Drainage: Senior Design Project IBS Site Drainage: Senior Design Project Len Wright, Ph.D., PE Lecturer, CEAE Wright.Len@gmail.com September 11, 2008 mwsw204i1.ppt/1 OUTLINE Motivation for Stormwater Management Quantity (both onsite,

More information

Storm Sewer Design. Bob Pitt University of Alabama and Shirley Clark Penn State Harrisburg

Storm Sewer Design. Bob Pitt University of Alabama and Shirley Clark Penn State Harrisburg Storm Sewer Design Bob Pitt University of Alabama and Shirley Clark Penn State Harrisburg Major floods are dramatic and water flow routes must be recognized when minor drainage systems fail. These types

More information

NAU DRAINAGE PLAN NAU WATER BUFFALO ENGINEERING JIANGNAN YI CONNOR KLEIN YUZHI ZHANG YI YANG

NAU DRAINAGE PLAN NAU WATER BUFFALO ENGINEERING JIANGNAN YI CONNOR KLEIN YUZHI ZHANG YI YANG NAU DRAINAGE PLAN NAU WATER BUFFALO ENGINEERING JIANGNAN YI CONNOR KLEIN YUZHI ZHANG YI YANG 1 PROJECT BACKGROUND Drainage Study on NAU s Northern Campus on Eastburn Education (Bldg 27), Cline Library

More information

3.9 times the average 3.8 times the average 3.6 times the average

3.9 times the average 3.8 times the average 3.6 times the average ARTICLE VI DESIGN OF SANITARY SEWERS M'RSMIN. VOL.281 JA 2 4 2001 IMAGE; Section 601 Determination of the Amount of Sewage for Sanitary Sewers A. MSD Design Standards for estimating sanitary sewage flow

More information

City of Fort Collins. Spring Creek Place (2105 South College Avenue) Preliminary Drainage Report

City of Fort Collins. Spring Creek Place (2105 South College Avenue) Preliminary Drainage Report City of Fort Collins Spring Creek Place (2105 South College Avenue) Preliminary Drainage Report OCTOBER 2016 VERSION 3 Prepared By: 4582 South Ulster Street, Suite 1500 Denver, CO 80237 Daniel L. Skeehan,

More information

iswm TM Technical Manual Hydrology:

iswm TM Technical Manual Hydrology: : 1.0 2.0 Downstream Assessment 3.0 Streambank Protection 4.0 Water Balance 5.0 Rainfall Tables 6.0 Hydrologic Soils Data Table of Contents 1.0... HO-1 1.1 Estimating Runoff... HO-1 1.1.1 Introduction

More information

SECTION 4 STORM DRAINAGE

SECTION 4 STORM DRAINAGE 4.01 GENERAL SECTION 4 STORM DRAINAGE These standards shall provide minimum requirements for the design of Storm Drainage and related appurtenances within the City of West Sacramento rights of way and

More information

Example 1: Pond Design in a residential development (Water Quantity calculations for a Wet Pond and Wet Extended Detention Pond)

Example 1: Pond Design in a residential development (Water Quantity calculations for a Wet Pond and Wet Extended Detention Pond) Chapter 10 Design Examples Example 1: Pond Design in a residential development (Water Quantity calculations for a Wet Pond and Wet Extended Detention Pond) Example 2: Filter Design in a commercial development

More information

Activity Calculating Property Drainage

Activity Calculating Property Drainage Page 1 of 5 Activity 2.3.11 Calculating Property Drainage Introduction When a property is developed, it is important to understand that changes to watershed characteristics (i.e., land use, slope, soil

More information

IV.E. HYDROLOGY AND WATER QUALITY

IV.E. HYDROLOGY AND WATER QUALITY IV.E. HYDROLOGY AND WATER QUALITY The following section presents the information provided in the hydrology report prepared by Sukow Engineering. Supporting hydrology data from this report is included in

More information

East Area One Drainage Technical Report

East Area One Drainage Technical Report East Area One Drainage Technical Report Santa Paula, CA Prepared for: LIMONEIRA COMPANY AND PARKSTONE COMPANIES October 2007 Prepared by: 430 Exchange, Ste 200 Irvine, CA 92602-1309 (714) 734-5100 EAST

More information

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. Part PLANT MCINTOSH ASH POND 1 GEORGIA POWER COMPANY

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. Part PLANT MCINTOSH ASH POND 1 GEORGIA POWER COMPANY INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. Part 257.82 PLANT MCINTOSH ASH POND 1 GEORGIA POWER COMPANY EPA s Disposal of Coal Combustion Residuals from Electric Utilities Final Rule (40 C.F.R. Part

More information

New Administration Building

New Administration Building New Administration Building Stormwater Pollution Prevention Plan Hudson Valley Community College Troy, New York Prepared for: Hudson Valley Community College 80 Vandenburgh Avenue Troy, New York 12180

More information

A Stormwater Management Plan and Sediment Control Plan are required for all proposed developments within the City of Richmond.

A Stormwater Management Plan and Sediment Control Plan are required for all proposed developments within the City of Richmond. Engineering Page 3-1 3.0 STORM DRAINAGE 3.1 GENERAL Good drainage is vital to flat urban areas such as Lulu Island. It is essential that every storm sewer must be designed accurately minimizing conflicts

More information

Summary of Detention Pond Calculation Canyon Estates American Canyon, California

Summary of Detention Pond Calculation Canyon Estates American Canyon, California July 15, 2015 Bellecci & Associates, Inc Summary of Detention Pond Calculation Canyon Estates American Canyon, California 1. Methodology: Method: Unit Hydrograph Software: Bentley Pond Pack Version 8i

More information

Hey and Associates, Inc.

Hey and Associates, Inc. Hey and Associates, Inc. Table 1: 100-Year Study Existing Conditions Discharges and Elevations vs. FIS Results Location Existing FIS Q (cfs) Existing FIS Elevation Existing XP- SWMM Q (cfs) Existing XP-SWMM

More information

SECTION 12 STANDARDS FOR CONSTRUCTION PLANS AND SPECIFICATIONS

SECTION 12 STANDARDS FOR CONSTRUCTION PLANS AND SPECIFICATIONS SECTION 12 STANDARDS FOR CONSTRUCTION PLANS AND SPECIFICATIONS 12.1 The subdivider shall construct and install the improvements in accordance with the County's Standards for Construction Plans and Specifications

More information

Chapter H. Introduction to Surface Water Hydrology and Drainage for Engineering Purposes

Chapter H. Introduction to Surface Water Hydrology and Drainage for Engineering Purposes Chapter H. Introduction to Surface Water Hydrology and Drainage for Engineering Purposes As seen in Figure H.1, hydrology is a complex science that deals with the movement of water between various stages

More information