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HomeMy WebLinkAboutAppendix I - Hydrology and Water Quality APPENDIX I Preliminary Hydrology Report and Preliminary Water Quality Management Plan PRELIMINARY HYDROLOGY REPORT For Seefried – Sierra at Windflower Industrial APN: 1119-241-10, -13, -18, -25, -26, -27 PROJECT LOCATION Between Sierra Avenue and Mango Avenue. North and South of Windflower Avenue City of Fontana. DEVELOPER Seefried Industrial Properties, Inc. 2321 Rosecrans Avenue, Suite 2220 El Segundo, Ca 90245 (310) 536-7900 PREPARED BY Huitt-Zollars, Inc. 3990 Concours Suite 330 Ontario, CA 91764 Ph: (909) 941-7799 Fax: (909) 941-7789 PREPARATION DATE June 30, 2022 Revised: TBD HZ PROJECT NUMBER R313099.01 David White, P.E. C52921, Exp 12/31/2022 Table of Contents Title Page Introduction 1 Purpose 1 Existing Condition 1 Proposed Condition 1 Hydrologic Analysis 2 Results 2 List of Appendices Appendix A Preliminary Hydrology Maps Appendix B 100-year Rational Method Appendix C Hydraulic Calculations Appendix D Hydrologic Soils Group and Isohyetal Maps Appendix E Reference Maps 1 Introduction This preliminary 100-year hydrologic analysis is prepared for Seefried Industrial Properties, Inc. The objective of this project is to build an industrial warehouse facility located between Sierra Avenue and Mango Avenue, North and South of Windflower Avenue, in the city of Fontana, CA. The proposed building is approximately 398,000 square feet in size on approximately 18.3 acres of partially developed land. To mitigate post development peak stormwater runoff, the project’s stormwater management strategy incorporates two underground infiltration systems. Purpose The purpose of this report is to present the drainage concept and design flow rates for the project site. The existing and proposed hydrology maps reflect the tributary drainage areas as well as the 100-year storm runoff flow rates. Existing Condition The project site consists of a rectangular shaped parcel which is partially developed with industrial yards. The site generally slopes 2.2% from the north to the south of the property. The site’s maximum 1630.5± feet mean sea level (MSL) elevation is located on the northeast corner of the parcel. The site’s minimum 1613.6± feet MSL elevation is located on the southeast side of the parcel. Runoff sheet flows south to neighboring property. Proposed Condition Under the proposed condition, the site’s runoff will be directed to one of two on-site underground infiltration systems located on the southeast and southwest corners of the property. See Appendix A for proposed on-site hydrology map. Overflow from the southeast underground infiltration system will discharge through the proposed storm drain line B to the existing 54-inch storm drain in Mango Avenue. Overflow from the southwest underground infiltration system will discharge through the proposed storm drain line E to the existing 36-inch storm drain in Sierra Avenue. Runoff originating from the northeast area of the building’s roof and northeast driveway as well as parking stalls will be collected by catch basins (CB) #1-4. Collected runoff will be conveyed by storm drain line A to the southeast underground infiltration. Runoff originating from the southeast area of the buildings roof and southeast driveway as well as parking stalls will be collected by CB#5. Collected runoff will be conveyed by storm drain line A to the southeast underground infiltration system. Runoff originating from the southwest and southeast area of the building’s roof and loading dock area will be collected by catch basins CB#10 and CB#11. Collected runoff will be conveyed by storm drain line C to the southeast underground infiltration system. Runoff originating from the northwest area of the building’s roof and site’s driveway will be collected by CB#6-9. Collected runoff will be conveyed by storm drain line D to the southwest underground infiltration system. 2 Hydrologic Analysis The proposed on-site storm drain facilities will be able to capture and convey the storm water generated by the site for the peak 100-year storm event. Preliminary sizing of the on-site drainage system is indicated on the enclosed proposed condition hydrology map. The on-site drainage system has been designed to mitigate the incremental runoff from the site by incorporating on-site infiltration chamber systems. The on-site storm drain systems will collect the site storm water and discharge the collected storm water into the on-site infiltration chamber systems. One infiltration chamber system will be located at the southeast corner of the site and the other will be located at the southwest corner of the site. The southeast underground infiltration system will provide approximately 80,423 cubic feet of storage volume. Once the capacity of the chamber system is reached the system will discharge excess storm water to the public storm drain located in Mango Avenue. Based on our hydrologic analysis, the peak 100-year flow rate generated by the tributary area is 48.7 cfs and the capacity of the existing storm drain is 66.2 cfs as shown on the as-built drawing 5162 in Appendix E. The southwest underground infiltration system will provide approximately 21,501 cubic feet of storage volume. Once the capacity of the chamber system is reached the system will discharge excess storm water to the public storm drain located in Sierra Avenue. Based on our hydrologic analysis, the peak 100-year flow rate generated by the tributary area is 19.8 cfs and the capacity of the existing storm drain is 22.9 cfs as shown on the as-built drawing 3066 in Appendix E. Based on our preliminary hydrologic analysis the on-site storm drain system will adequately capture and convey the peak 100-year storm flow to the tributary on-site infiltration chamber systems and then discharge any excess storm water to the respective downstream public storm drain system in Mango Avenue and Sierra Avenue. Additional calculations will be provided in the final drainage report including hydraulic design for the on-site system, basin routing and catch basin sizing. Appendix A Preliminary Hydrology Maps 1 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL PRELIMINARY HYDROLOGY STUDY FOR EXISTING CONDITION 1 Ʃ Ʃ Ʃ Ʃ Ʃ Ʃ Ʃ Ʃ ƩƩ Ʃ Ʃ Ʃ Ʃ Ʃ 1 1 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL PRELIMINARY HYDROLOGY STUDY FOR PROPOSED CONDITION Appendix B 100-year Rational Method San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 06/16/22 ------------------------------------------------------------------------ SEEFRIED - SIERRA AT WINDFLOWER IND 100 YEAR STORM EVENT EXISTING RATIONAL 3099Q100E BPOP AND CB ------------------------------------------------------------------------ Program License Serial Number 6145 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.490 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ RESIDENTIAL(2.5 acre lot) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.707(In/Hr) Initial subarea data: Initial area flow distance = 344.000(Ft.) Top (of initial area) elevation = 1630.500(Ft.) Bottom (of initial area) elevation = 1621.700(Ft.) Difference in elevation = 8.800(Ft.) Slope = 0.02558 s(%)= 2.56 TC = k(0.487)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.485 min. Rainfall intensity = 4.244(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.750 Subarea runoff = 29.223(CFS) Total initial stream area = 9.180(Ac.) Pervious area fraction = 0.900 Initial area Fm value = 0.707(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.319(Ft.), Average velocity = 4.000(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 100.00 0.00 3 200.00 1.00 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 40.617(CFS) ' ' flow top width = 63.728(Ft.) ' ' velocity= 4.000(Ft/s) ' ' area = 10.153(Sq.Ft) ' ' Froude number = 1.766 Upstream point elevation = 1621.700(Ft.) Downstream point elevation = 1613.600(Ft.) Flow length = 429.000(Ft.) Travel time = 1.79 min. Time of concentration = 12.27 min. Depth of flow = 0.319(Ft.) Average velocity = 4.000(Ft/s) Total irregular channel flow = 40.616(CFS) Irregular channel normal depth above invert elev. = 0.319(Ft.) Average velocity of channel(s) = 4.000(Ft/s) Adding area flow to channel RESIDENTIAL(2.5 acre lot) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.707(In/Hr) Rainfall intensity = 3.861(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.735 Subarea runoff = 22.733(CFS) for 9.120(Ac.) Total runoff = 51.956(CFS) Effective area this stream = 18.30(Ac.) Total Study Area (Main Stream No. 1) = 18.30(Ac.) Area averaged Fm value = 0.707(In/Hr) Depth of flow = 0.349(Ft.), Average velocity = 4.254(Ft/s) End of computations, Total Study Area = 18.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.900 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 06/30/22 ------------------------------------------------------------------------ SEEFRIED - SIERRA AT WINDFLOWER IND 100 YEAR STORM EVENT PROPOSED CONDITION EAST 3099Q100PEAST BPOP AND CB ------------------------------------------------------------------------ Program License Serial Number 6145 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.490 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 298.000(Ft.) Top (of initial area) elevation = 1622.800(Ft.) Bottom (of initial area) elevation = 1621.400(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00470 s(%)= 0.47 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.673 min. Rainfall intensity = 4.755(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.885 Subarea runoff = 4.672(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1616.400(Ft.) Downstream point/station elevation = 1615.400(Ft.) Pipe length = 244.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.672(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.672(CFS) Normal flow depth in pipe = 11.04(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 9.97(In.) Pipe flow velocity = 4.11(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 9.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 9.66 min. Rainfall intensity = 4.457(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.884 Subarea runoff = 4.115(CFS) for 1.120(Ac.) Total runoff = 8.787(CFS) Effective area this stream = 2.23(Ac.) Total Study Area (Main Stream No. 1) = 2.23(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1615.400(Ft.) Downstream point/station elevation = 1613.700(Ft.) Pipe length = 193.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.787(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.787(CFS) Normal flow depth in pipe = 13.24(In.) Flow top width inside pipe = 15.87(In.) Critical Depth = 13.77(In.) Pipe flow velocity = 6.31(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 10.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.17 min. Rainfall intensity = 4.321(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.884 Subarea runoff = 0.874(CFS) for 0.300(Ac.) Total runoff = 9.661(CFS) Effective area this stream = 2.53(Ac.) Total Study Area (Main Stream No. 1) = 2.53(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1613.700(Ft.) Downstream point/station elevation = 1612.500(Ft.) Pipe length = 145.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.661(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.661(CFS) Normal flow depth in pipe = 12.59(In.) Flow top width inside pipe = 20.58(In.) Critical Depth = 13.88(In.) Pipe flow velocity = 6.42(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 10.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.55 min. Rainfall intensity = 4.228(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.883 Subarea runoff = 1.319(CFS) for 0.410(Ac.) Total runoff = 10.980(CFS) Effective area this stream = 2.94(Ac.) Total Study Area (Main Stream No. 1) = 2.94(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1612.500(Ft.) Downstream point/station elevation = 1609.400(Ft.) Pipe length = 358.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.980(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.980(CFS) Normal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 20.12(In.) Critical Depth = 14.81(In.) Pipe flow velocity = 6.72(Ft/s) Travel time through pipe = 0.89 min. Time of concentration (TC) = 11.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 11.44 min. Rainfall intensity = 4.028(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 2.492(CFS) for 0.850(Ac.) Total runoff = 13.472(CFS) Effective area this stream = 3.79(Ac.) Total Study Area (Main Stream No. 1) = 3.79(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1609.400(Ft.) Downstream point/station elevation = 1608.500(Ft.) Pipe length = 113.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.472(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.472(CFS) Normal flow depth in pipe = 16.38(In.) Flow top width inside pipe = 17.39(In.) Critical Depth = 16.39(In.) Pipe flow velocity = 6.69(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 11.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.790(Ac.) Runoff from this stream = 13.472(CFS) Time of concentration = 11.72 min. Rainfall intensity = 3.970(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 613.000(Ft.) Top (of initial area) elevation = 1622.800(Ft.) Bottom (of initial area) elevation = 1615.500(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.01191 s(%)= 1.19 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.609 min. Rainfall intensity = 4.472(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.884 Subarea runoff = 18.029(CFS) Total initial stream area = 4.560(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1610.500(Ft.) Downstream point/station elevation = 1608.700(Ft.) Pipe length = 464.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.029(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 18.029(CFS) Normal flow depth in pipe = 20.70(In.) Flow top width inside pipe = 22.85(In.) Critical Depth = 17.80(In.) Pipe flow velocity = 5.51(Ft/s) Travel time through pipe = 1.40 min. Time of concentration (TC) = 11.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 11.01 min. Rainfall intensity = 4.121(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.883 Subarea runoff = 17.513(CFS) for 5.210(Ac.) Total runoff = 35.542(CFS) Effective area this stream = 9.77(Ac.) Total Study Area (Main Stream No. 2) = 13.56(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1608.700(Ft.) Downstream point/station elevation = 1608.500(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.542(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 35.542(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 33.22(In.) Critical Depth = 23.26(In.) Pipe flow velocity = 6.80(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 11.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.770(Ac.) Runoff from this stream = 35.542(CFS) Time of concentration = 11.13 min. Rainfall intensity = 4.094(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 13.47 3.790 11.72 0.079 3.970 2 35.54 9.770 11.13 0.079 4.094 Qmax(1) = 1.000 * 1.000 * 13.472) + 0.969 * 1.000 * 35.542) + = 47.910 Qmax(2) = 1.032 * 0.950 * 13.472) + 1.000 * 1.000 * 35.542) + = 48.747 Total of 2 main streams to confluence: Flow rates before confluence point: 14.472 36.542 Maximum flow rates at confluence using above data: 47.910 48.747 Area of streams before confluence: 3.790 9.770 Effective area values after confluence: 13.560 13.369 Results of confluence: Total flow rate = 48.747(CFS) Time of concentration = 11.129 min. Effective stream area after confluence = 13.369(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total = 13.56(Ac.) End of computations, Total Study Area = 13.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 06/30/22 ------------------------------------------------------------------------ SEEFRIED - SIERRA AT WINDFLOWER IND 100 YEAR STORM EVENT PROPOSED CONDITION WEST 3099Q100PWEST BP AND CB ------------------------------------------------------------------------ Program License Serial Number 6145 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.490 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 297.000(Ft.) Top (of initial area) elevation = 1622.800(Ft.) Bottom (of initial area) elevation = 1621.400(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00471 s(%)= 0.47 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.656 min. Rainfall intensity = 4.761(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.885 Subarea runoff = 4.636(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1617.300(Ft.) Downstream point/station elevation = 1615.200(Ft.) Pipe length = 242.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.636(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.636(CFS) Normal flow depth in pipe = 9.88(In.) Flow top width inside pipe = 14.23(In.) Critical Depth = 10.46(In.) Pipe flow velocity = 5.41(Ft/s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 9.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 9.40 min. Rainfall intensity = 4.531(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.884 Subarea runoff = 4.180(CFS) for 1.100(Ac.) Total runoff = 8.815(CFS) Effective area this stream = 2.20(Ac.) Total Study Area (Main Stream No. 1) = 2.20(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1615.200(Ft.) Downstream point/station elevation = 1613.500(Ft.) Pipe length = 185.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.815(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.815(CFS) Normal flow depth in pipe = 13.05(In.) Flow top width inside pipe = 16.07(In.) Critical Depth = 13.80(In.) Pipe flow velocity = 6.43(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 9.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 34.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 9.88 min. Rainfall intensity = 4.397(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.884 Subarea runoff = 0.902(CFS) for 0.300(Ac.) Total runoff = 9.717(CFS) Effective area this stream = 2.50(Ac.) Total Study Area (Main Stream No. 1) = 2.50(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1613.500(Ft.) Downstream point/station elevation = 1609.100(Ft.) Pipe length = 490.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.717(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.717(CFS) Normal flow depth in pipe = 14.39(In.) Flow top width inside pipe = 14.41(In.) Critical Depth = 14.44(In.) Pipe flow velocity = 6.42(Ft/s) Travel time through pipe = 1.27 min. Time of concentration (TC) = 11.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 11.15 min. Rainfall intensity = 4.089(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.883 Subarea runoff = 7.392(CFS) for 2.240(Ac.) Total runoff = 17.110(CFS) Effective area this stream = 4.74(Ac.) Total Study Area (Main Stream No. 1) = 4.74(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1609.100(Ft.) Downstream point/station elevation = 1608.500(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.110(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.110(CFS) Normal flow depth in pipe = 16.05(In.) Flow top width inside pipe = 22.59(In.) Critical Depth = 17.89(In.) Pipe flow velocity = 7.66(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 11.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1608.500(Ft.) Downstream point/station elevation = 1607.500(Ft.) Pipe length = 81.28(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.110(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.110(CFS) Normal flow depth in pipe = 16.73(In.) Flow top width inside pipe = 16.90(In.) Critical Depth = 18.19(In.) Pipe flow velocity = 8.33(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 11.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 37.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 11.46 min. Rainfall intensity = 4.024(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 2.739(CFS) for 0.850(Ac.) Total runoff = 19.848(CFS) Effective area this stream = 5.59(Ac.) Total Study Area (Main Stream No. 1) = 5.59(Ac.) Area averaged Fm value = 0.079(In/Hr) End of computations, Total Study Area = 5.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 Appendix C Hydraulic Calculations T1 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL 0 T2 100 YEAR STORM EVENT LINE E HYDRAULICS T3 3099LINE-E SO 1000.0001603.670 1 1607.000 R 1015.5101607.090 1 .013 .000 .000 0 SH 1015.5101607.090 1 1607.090 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 19.800 .0 FILE: 3099LINE-E.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 1404 WATER SURFACE PROFILE LISTING Date: 6-30-2022 Time: 3:53: 0 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL 100 YEAR STORM EVENT LINE E HYDRAULICS 3099LINE-E ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1603.670 3.330 1607.000 19.80 6.30 .62 1607.62 .00 1.60 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .815 .2205 .0077 .01 3.33 .00 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1000.815 1603.850 3.156 1607.006 19.80 6.30 .62 1607.62 .00 1.60 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1000.815 1603.850 .807 1604.657 19.80 16.67 4.31 1608.97 .00 1.60 1.96 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .324 .2205 .0646 .02 .81 3.78 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1001.139 1603.921 .811 1604.732 19.80 16.55 4.25 1608.98 .00 1.60 1.96 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.222 .2205 .0600 .13 .81 3.74 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1003.362 1604.411 .841 1605.252 19.80 15.78 3.87 1609.12 .00 1.60 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.910 .2205 .0527 .10 .84 3.49 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1005.272 1604.832 .872 1605.704 19.80 15.04 3.51 1609.22 .00 1.60 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.651 .2205 .0463 .08 .87 3.25 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1006.922 1605.196 .904 1606.100 19.80 14.34 3.19 1609.30 .00 1.60 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.426 .2205 .0407 .06 .90 3.04 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1008.349 1605.511 .938 1606.449 19.80 13.68 2.90 1609.35 .00 1.60 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.240 .2205 .0358 .04 .94 2.83 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1009.589 1605.784 .973 1606.757 19.80 13.04 2.64 1609.40 .00 1.60 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.074 .2205 .0315 .03 .97 2.64 .58 .013 .00 .00 PIPE FILE: 3099LINE-E.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 1404 WATER SURFACE PROFILE LISTING Date: 6-30-2022 Time: 3:53: 0 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL 100 YEAR STORM EVENT LINE E HYDRAULICS 3099LINE-E ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1010.663 1606.021 1.010 1607.031 19.80 12.43 2.40 1609.43 .00 1.60 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .930 .2205 .0278 .03 1.01 2.46 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1011.593 1606.226 1.049 1607.275 19.80 11.85 2.18 1609.46 .00 1.60 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .803 .2205 .0245 .02 1.05 2.28 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1012.396 1606.403 1.090 1607.493 19.80 11.30 1.98 1609.48 .00 1.60 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .690 .2205 .0216 .01 1.09 2.12 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1013.086 1606.556 1.133 1607.689 19.80 10.78 1.80 1609.49 .00 1.60 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .586 .2205 .0191 .01 1.13 1.97 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1013.672 1606.685 1.179 1607.864 19.80 10.28 1.64 1609.50 .00 1.60 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .496 .2205 .0169 .01 1.18 1.83 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.168 1606.794 1.227 1608.021 19.80 9.80 1.49 1609.51 .00 1.60 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .411 .2205 .0150 .01 1.23 1.69 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.579 1606.885 1.278 1608.163 19.80 9.34 1.35 1609.52 .00 1.60 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .334 .2205 .0133 .00 1.28 1.57 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.913 1606.958 1.332 1608.291 19.80 8.91 1.23 1609.52 .00 1.60 1.89 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .259 .2205 .0118 .00 1.33 1.45 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1015.172 1607.015 1.390 1608.406 19.80 8.49 1.12 1609.53 .00 1.60 1.84 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .185 .2205 .0105 .00 1.39 1.33 .58 .013 .00 .00 PIPE FILE: 3099LINE-E.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 1404 WATER SURFACE PROFILE LISTING Date: 6-30-2022 Time: 3:53: 0 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL 100 YEAR STORM EVENT LINE E HYDRAULICS 3099LINE-E ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1015.356 1607.056 1.453 1608.509 19.80 8.10 1.02 1609.53 .00 1.60 1.78 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .116 .2205 .0094 .00 1.45 1.22 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1015.473 1607.082 1.521 1608.603 19.80 7.72 .93 1609.53 .00 1.60 1.71 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .037 .2205 .0085 .00 1.52 1.11 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1015.510 1607.090 1.598 1608.688 19.80 7.36 .84 1609.53 .00 T1 SEEFRIED - SIERRA AT WINDFLOWER 0 T2 100 YEAR STORM EVENT T3 3099LINEE SO 1000.0001601.280 1 1603.400 R 1016.6001602.060 1 .013 .000 .000 0 R 1038.5601603.100 1 .013 -41.941 .000 0 R 1053.1801603.792 1 .013 .000 .000 0 R 1073.1801607.390 1 .013 .000 .000 0 R 1107.1501613.501 1 .013 .000 45.000 0 SH 1107.1501613.501 1 1613.501 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 49.500 .0 FILE: 3099LINEE.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 1404 WATER SURFACE PROFILE LISTING Date: 6-17-2022 Time:10:54:23 SEEFRIED - SIERRA AT WINDFLOWER 100 YEAR STORM EVENT 3099LATB-1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1601.280 1.337 1602.617 49.50 22.17 7.64 1610.25 .00 1.98 1.88 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.600 .0470 .0812 1.35 1.34 3.59 1.66 .013 .00 .00 PIPE | | | | | | | | | | | | | 1016.600 1602.060 1.292 1603.353 49.50 23.05 8.25 1611.60 2.00 1.98 1.91 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.666 .0474 .0864 .40 2.00 3.83 1.65 .013 .00 .00 PIPE | | | | | | | | | | | | | 1021.266 1602.281 1.279 1603.560 49.50 23.33 8.45 1612.01 2.00 1.98 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.294 .0474 .0933 1.61 2.00 3.91 1.65 .013 .00 .00 PIPE | | | | | | | | | | | | | 1038.560 1603.100 1.228 1604.328 49.50 24.47 9.30 1613.63 .00 1.98 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.620 .0473 .1050 1.54 1.23 4.23 1.65 .013 .00 .00 PIPE | | | | | | | | | | | | | 1053.180 1603.792 1.182 1604.974 49.50 25.62 10.19 1615.16 .00 1.98 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.710 .1799 .1054 1.13 1.18 4.55 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1063.890 1605.719 1.225 1606.944 49.50 24.54 9.35 1616.29 .00 1.98 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.290 .1799 .0939 .87 1.23 4.25 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1073.180 1607.390 1.276 1608.666 49.50 23.39 8.50 1617.16 .00 1.98 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.001 .1799 .0869 .17 1.28 3.93 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1075.181 1607.750 1.289 1609.039 49.50 23.11 8.30 1617.33 .00 1.98 1.91 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.060 .1799 .0809 .57 1.29 3.85 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1082.241 1609.020 1.344 1610.364 49.50 22.04 7.54 1617.91 .00 1.98 1.88 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.805 .1799 .0719 .42 1.34 3.55 1.02 .013 .00 .00 PIPE FILE: 3099LINEE.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 1404 WATER SURFACE PROFILE LISTING Date: 6-17-2022 Time:10:54:23 SEEFRIED - SIERRA AT WINDFLOWER 100 YEAR STORM EVENT 3099LATB-1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1088.045 1610.064 1.403 1611.467 49.50 21.01 6.86 1618.32 .00 1.98 1.83 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.834 .1799 .0642 .31 1.40 3.26 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1092.880 1610.934 1.467 1612.401 49.50 20.03 6.23 1618.63 .00 1.98 1.77 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.059 .1799 .0575 .23 1.47 2.99 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1096.938 1611.664 1.537 1613.201 49.50 19.10 5.67 1618.87 .00 1.98 1.69 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.421 .1799 .0518 .18 1.54 2.72 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1100.359 1612.279 1.614 1613.893 49.50 18.21 5.15 1619.04 .00 1.98 1.58 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.856 .1799 .0471 .13 1.61 2.45 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1103.215 1612.793 1.703 1614.496 49.50 17.37 4.68 1619.18 .00 1.98 1.42 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.343 .1799 .0435 .10 1.70 2.16 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1105.558 1613.215 1.809 1615.024 49.50 16.56 4.26 1619.28 .00 1.98 1.18 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.592 .1799 .0430 .07 1.81 1.83 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 1107.150 1613.501 1.979 1615.480 49.50 15.78 3.87 1619.35 .00 1.98 .41 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Appendix D Hydrologic Soils Group and Isohyetal Maps Appendix E Reference Maps I.-_---j--'_ I.- I— --1iF_ I.. - __ I . - . 1 __ __ I I _-- II , o - --t-. 1 1 ---- I---- I I--- I - I - - 1 - I - --- -- 1- 11 1I __ 1 1--.1 I I---- I.- i . 1--__ j I I I 1 I - i i I __ I 1 . 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LD T_ 0 I "_.C) cn CN U_ M= N T_ __ I ( 6 Lij CO ± Irt `d_.15_: w M 11 I— rl - Of + wo _: z 3:: I En U_ U_ UTILITIES IN THIS AREA PRIOR TO START OF I - - __ --- - I - . ..' 71_0 - - 'm 0 ... 9f , " - a"-- - r- - 11 - 0 * - - - c '- I I . CONSTRUCTION, AND SHALL NOTIFY ENGINEER - I I E F I 6RA k,4 944,R 7-,41Z- 04) . I It' co'__ 9V1 00 N:V---- L ... - - - . I I 1w_ '141'iJ451.59 ' ' Aim ,Plc.#O,- L21E SAN- C; x __ r_T_ __ __ . , . 1 .. PT= 1 0 fm LO11 (0 IMMEDIATELY IF ANY CONFLICTS EXIST. 0 0 (D c"i 0jU__j j I c6 -x 6< LO (D 0 r, N r-3: q- 't I I + .+ . LD _j (D _jCURVE / LINE DATA TABLE "j_0'q_0 V) @ I 1II _. 1r.. ',- m ! '_ I 1 - i 0II 't I ' SEE $HEET NO. 5 0 Lj -_ I _ - . 0 . - ." 10+55o28 I I I )21/ nd - 1P : - FOR TROFILE 1_11Vg5 0) C6 (n M IIIIInI A' i. a "_ CO . E + + @ EON+D PIPE , - ' + I . ITEM NO. DELTA/BEARING* RADIUS LENGTH I TANGENT t I 0 N 44!32*1 7" E 16.97 9 --- a m^ np co CD 1% Ilia to 00IEbORDbhAVY11mIIII - - . I I N IN BENCHMARK # 615 BASIS OF BEARINGS: I N A9SEESHEETNO.5 FOR LATEML PRORLES. D N 44 32'38" E - - - 16.25 SEE SHEET N01 FOR I ND. . . PMEPARED, THESE RECORD DRAW.NGS HAVE OFF. 89*30'06'E . 1. ".""k'5`3PlL1_--D AND RAILROAD SPIKE AT INTERSECTIONPART, ON THE BASIS OF INFOIRMIAM! t NE OF SEC, FURNISHED 13Y OTHERS. n1E ENGINGEIq WILL NOT BE OF CITRUS AVE. AND LOS CEDROS of t 4,V00"00" 45.0 35.34* 18.64Q IgN89-32'38" E - - - 3.69 - - - RESPONSIBLE FOR ANY ERRORS OR cmISSIONS WHICH AVE., IN POWER POLE NO. 9011E ON 30, T. 1 N., R. 5 W., S.B.M. PER R.S, HAVE BEEN INCiORPORATED INTO THE DOCUMENTS AS THE EAST SIDE OF CITRUS AVE. 58/5, WAS USED AS THE BASIS OF I . ... - I .1 A RESULT THEREOF. 1467.59 BEARINGS FOR THIS PLAN. . I . 6 _- 1 4 ELEVATION: 1 1 . . - . . . 0 N 44 32'38"` E - - - 3o65 I --- 0 4,V59'60" 22.50' 17o67 9 . 9.32 P 110DN00-27*22" W - - - 5.52 - - - REV. REVISION DESCRIPION D . A7E ENGR. CITY . . . -"NTANA, CALFOM':NA DLDRAWING, 11-Z,-01 4-)- - le7 DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Prepared Under The Supervision Of : CffY OF Rn I ,& RECOR - . 4 . . . . FIREPMED ON 7NE OFFOCE OF COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL Ill\ 4 NAWLE AND mawga7m ONC. ' E3T0ffm'R-'N DRAN NPF" 7- 10VEMENT PLANS 90N4,V,32'38" W - - - 16.97 - - - Q 16*47"15" - 22.50' 6o59' 3.32' F, N, r, ,6- . A&%%%%%%WWWWWWM AAAAA&%%%'% DIAL Q11;' 1% I .. I -1 I DRAYN BY: SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, Q? . SCAI.E. 111 = 400 w " r No. 62183 0 x 10601 CHURCH STREET , STE. 107 SC/ATS/DJ SIERRA - AVENUE I 1 30-05 * RANCHO CUCAIMONIGA, CA 91730 - ! FROM111WFFT -4 1 15M.A m ,, r'. DATE: THE CITY ENGINEER MAY REQUIRE REVISIONS" TO THE PLANS TO * Exp, 9 PHONE (909) 94&1311 DESIGNED BY. . - a, LI-k-AVEWAQ 17041'59" 22.50' 6.95' 150' 1 4'37 to W - - - 5.24 0 - - - - I N 17 , . . BEFORE I YOU DIG I I 1 -800-227-2600 r , , I.- I r 1 1 1kPV, ATS - Zo - 11L A. ^'", f'1121j'm1'A6%1= FEB. 2003 I - - fill 11 , I W L1. - I--- RIL BRING THEM INTO CONFORMANCE WITH COND*ffIONS AND CIVI I o? CHECKED BY: <'---AP OVED Ely.. I . DRAIMNG No.: 311ate : 7- -/I - 1, g N-'__ 'j/_' ' p9IN17-14'37" E I - 1 4.29 - - - I a I STANDARDS IN EFFECT. RICE 62183 U EXP. 9-30-05 - , I ;r) q- - Z-0 ne,7? 3066 6 I I I I I I I I CITY ENGINEER R. C. E. 51152 DATE I - I z V4 19 0 E-4 m W z 94 0Rm_ y) J:\661-1404\storm\sd3.dwa. Plot. 02/15/2003 02:04:17 PM. fs RECORD DRAWING THESE RECORD DRAWMIGS HAVE BEE -l", PART'rDA US OF -N'FOF AND FURN-"'SHED By aTHERS-THE k 1 E,,,,," Yr RESPONSOLE FOR Poly F K s 1 , Ll N1 BE RRC.RS OA WHICH HAVEBEEN WOORPOMTED IN70THE r)f,--)-GUMFWr,8 AS A RESULT TH0160F. DOWEL DETA-1-L 300-2 6. 2SHEET I OF 211f !k I I L'f, I kl 9- lclolllluo m -- STANDARD PLk 300-2 CURB OPENING CATCH BASIN SHEET 2 OF 2 PIPE FLOW lol. I 330-C-23 1560-C-32= CONCRM 25 mm 09 (TYP.) 9, I4XV-101 *11 ILI I NA -3 I:, a 11-00 9 41 151 PIPE DIAFXTER No.I Vop CIRCULAR TIES' Room mi-tl-, UMMUM, UTERAL P OFILES & DETAILS gg RaC.E. 54152 DA FOR W > 9 md2a). V > 3.5 wi(124) OR 9 > 1.2 ff44*) SEE PROJECT PLANS AMERICAN PUBLIC WORKS ASSOCIATIO --SOUTHERN CALIFORNIA CHA"FER 300-2 6. 2SHEET I OF 211f !k I I L'f, I kl 9- lclolllluo m -- STANDARD PLk 300-2 CURB OPENING CATCH BASIN SHEET 2 OF 2 PIPE FLOW lol. I 330-C-23 1560-C-32= CONCRM 25 mm 09 (TYP.) 9, I 4XV-101 *11 ILI I NA -3 I:, a 11-00 9 41 151 PIPE DIAFXTER No.I Vop CIRCULAR TIES' Room mi-tl-, UMMUM, UTERAL P OFILES & DETAILS gg X II F2, #1 LMOT1W0MY, I Iqk) A3 11 111 ON I mak *ATA A Wj MAVM BY: SC/ATS/DJ SIERRA AVENUE UTERAL P OFILES & DETAILS RaC.E. 54152 DA Preliminary Water Quality Management Plan For: Seefried – Sierra at Windflower Industrial APN: 1119-241-10, -13, -18, -25, -26, -27 WQMP22-000058, MCN22-000104, PARCEL MAP #20611 Prepared for: Seefried Development Management, Inc. 2321 Rosecrans Ave. Suite 2220 El Segundo, CA 90245 (310) 536-7900 Prepared by: Huitt-Zollars, Inc. 3990 Concours, Suite 330 Ontario, CA 91764 (909) 941-7799 Prepared Date: 6/20/2022 Revision Date: 6/16/2023 Approval Date:_____________________ Water Quality Management Plan (WQMP) Owner’s Certification Project Owner’s Certification This Water Quality Management Plan (WQMP) has been prepared for Seefried Development Management, Inc. by Huitt-Zollars, Inc. The WQMP is intended to comply with the requirements of the City of Fontana and the NPDES Areawide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity. “I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” Project Data Permit/Application Number(s): TBD Grading Permit Number(s): TBD Tract/Parcel Map Number(s): 20611 Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): 1119-241-10, -13, -18, -25, -26, -27 Owner’s Signature Owner Name: Scott Irwin Title Owner Company Seefried Development Management, Inc. Address 2321 Rosecrans Ave. Suite 2220, El Segundo CA 90245 Email scottirwin@seefriedproperties.com Telephone # (310) 536-7900 Signature Date Water Quality Management Plan (WQMP) Contents Preparer’s Certification Project Data Permit/Application Number(s): TBD Grading Permit Number(s): TBD Tract/Parcel Map Number(s): 20611 Building Permit Number(s): TBD CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): 1119-241-10, -13, -18, -25, -26, -27 “The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan were prepared under my oversight and meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0036.” Engineer: David White PE Stamp Below Title Vice President Company Huitt-Zollars, Inc. Address 3990 Concours, Suite 330 Ontario, CA 91764 Email dwhite@huitt-zollars.com Telephone # (909) 941-7799 Signature Date 6-16-23 Water Quality Management Plan (WQMP) Contents iv Table of Contents Section 1 Discretionary Permits ......................................................................................... 1-1 Section 2 Project Description ............................................................................................... 2-1 2.1 Project Information ........................................................................................ 2-1 2.2 Property Ownership / Management .............................................................. 2-2 2.3 Potential Stormwater Pollutants ................................................................... 2-3 2.4 Water Quality Credits ........……………………………………………………………………………. 2-4 Section 3 Site and Watershed Description ......................................................................... 3-1 Section 4 Best Management Practices ................................................................................ 4-1 4.1 Source Control BMP ....................................................................................... 4-1 4.1.1 Pollution Prevention ................................................................................... 4-1 4.1.2 Preventative LID Site Design Practices ....................................................... 4-6 4.2 Project Performance Criteria ......................................................................... 4-7 4.3 Project Conformance Analysis ....................................................................... 4-12 4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4-14 4.3.2 Infiltration BMP .......................................................................................... 4-16 4.3.3 Harvest and Use BMP .................................................................................. 4-18 4.3.4 Biotreatment BMP ....................................................................................... 4.19 4.3.5 Conformance Summary ............................................................................... 4-23 4.3.6 Hydromodification Control BMP ............................................................... 4-24 4.4 Alternative Compliance Plan (if applicable) ................................................. 4-25 Section 5 Inspection & Maintenance Responsibility Post Construction BMPs ................. 5-1 Section 6 Site Plan and Drainage Plan ................................................................................ 6-1 6.1. Site Plan and Drainage Plan .......................................................................... 6-1 6.2 Electronic Data Submittal ............................................................................. 6-1 Forms Form 1-1 Project Information ............................................................................................... 1-1 Form 2.1-1 Description of Proposed Project ......................................................................... 2-1 Form 2.2-1 Property Ownership/Management ..................................................................... 2-2 Form 2.3-1 Pollutants of Concern ......................................................................................... 2-3 Form 2.4-1 Water Quality Credits ......................................................................................... 2-4 Form 3-1 Site Location and Hydrologic Features ................................................................. 3-1 Form 3-2 Hydrologic Characteristics .................................................................................... 3-2 Form 3-3 Watershed Description .......................................................................................... 3-3 Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2 Form 4.1-2 Structural Source Control BMP .......................................................................... 4-4 Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-6 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-7 Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-8 Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-9 Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-10 Water Quality Management Plan (WQMP) Contents v Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-11 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-13 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-14 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-17 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-18 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-19 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-20 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-21 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-22 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-23 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-24 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 Attachment A: WQMP Site Map Attachment B: BMP Details, Supporting Calculations and Fact Sheets Attachment C: Educational Materials Attachment D: Infiltration Report Attachment E: Rainfall Data (NOAA Atlas 14) & Worksheet H Water Quality Management Plan (WQMP) 2-1 Section 1 Discretionary Permit(s) Form 1-1 Project Information Project Name Seefried – Sierra at Windflower Industrial Project Owner Contact Name: Scott Irwin Mailing Address: 2321 Rosecrans Ave. Suite 2220, El Segundo CA 90245 E-mail Address: scottirwin@seefriedproper ties.com Telephone: (310) 536-7900 Permit/Application Number(s): WQMP22-000058 MCN22-000104 Tract/Parcel Map Number(s): PM 20611 Additional Information/ Comments: N/A Description of Project: The objective of this project is to build an industrial warehouse facility located between Sierra Avenue and Mango Avenue to the north and south of Windflower Avenue in Fontana, CA. The proposed warehouse is approximately 398,120 square feet in size on approximately 18.3 acres of previously developed land. The site’s runoff will be collected by catch basins and conveyed to one of two underground infiltration systems. Stormwater runoff volume beyond the design capture volume (DCV) will be discharged via infiltration and emergency outlets that will connect to existing storm drain lines on Sierra Avenue and Mango Avenue. Provide summary of Conceptual WQMP conditions (if previously submitted and approved). Attach complete copy. N/A Water Quality Management Plan (WQMP) 2-2 Section 2 Project Description 2.1 Project Information This section of the WQMP should provide the information listed below. The information provided for Conceptual/ Preliminary WQMP should give sufficient detail to identify the major proposed site design and LID BMPs and other anticipated water quality features that impact site planning. Final Project WQMP must specifically identify all BMP incorporated into the final site design and provide other detailed information as described herein. The purpose of this information is to help determine the applicable development category, pollutants of concern, watershed description, and long term maintenance responsibilities for the project, and any applicable water quality credits. This information will be used in conjunction with the information in Section 3, Site Description, to establish the performance criteria and to select the LID BMP or other BMP for the project or other alternative programs that the project will participate in, which are described in Section 4. Form 2.1-1 Description of Proposed Project 1 Development Category (Select all that apply): Significant re-development involving the addition or replacement of 5,000 ft2 or more of impervious surface on an already developed site New development involving the creation of 10,000 ft2 or more of impervious surface collectively over entire site Automotive repair shops with standard industrial classification (SIC) codes 5013, 5014, 5541, 7532- 7534, 7536-7539 Restaurants (with SIC code 5812) where the land area of development is 5,000 ft2 or more Hillside developments of 5,000 ft2 or more which are located on areas with known erosive soil conditions or where the natural slope is 25 percent or more Developments of 2,500 ft2 of impervious surface or more adjacent to (within 200 ft) or discharging directly into environmentally sensitive areas or waterbodies listed on the CWA Section 303(d) list of impaired waters. Parking lots of 5,000 ft2 or more exposed to storm water Retail gasoline outlets that are either 5,000 ft2 or more, or have a projected average daily traffic of 100 or more vehicles per day Non-Priority / Non-Category Project May require source control LID BMPs and other LIP requirements. Please consult with local jurisdiction on specific requirements. 2 Project Area (ft2): 379,801 3 Number of Dwelling Units: N/A 4 SIC Code: 1541 5 Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID BMPs to address runoff at time of completion. 6 Does Project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see Appendix A of TGD for WQMP) Water Quality Management Plan (WQMP) 2-3 2.2 Property Ownership/Management Describe the ownership/management of all portions of the project and site. State whether any infrastructure will transfer to public agencies (City, County, Caltrans, etc.) after project completion. State if a homeowners or property owners association will be formed and be responsible for the long-term maintenance of project stormwater facilities. Describe any lot-level stormwater features that will be the responsibility of individual property owners. Form 2.2-1 Property Ownership/Management Describe property ownership/management responsible for long-term maintenance of WQMP stormwater facilities: The property is being developed by Seefried Development Management, Inc. Seefried Development Management, Inc. will be the entity responsible for long term maintenance of project stormwater facilities throughout the site. Ownership: Seefried Development Management, Inc. Address: 2321 Rosecrans Ave. Suite 2220, El Segundo CA 90245 Contact Person: Scott Irwin Phone: (310) 536-7900 Email: scottirwin@seefriedproperties.com Water Quality Management Plan (WQMP) 2-4 2.3 Potential Stormwater Pollutants Determine and describe expected stormwater pollutants of concern based on land uses and site activities (refer to Table 3-3 in the TGD for WQMP). Form 2.3-1 Pollutants of Concern Pollutant Please check: E=Expected, N=Not Expected Additional Information and Comments Pathogens (Bacterial / Virus) E N Pathogens are typically caused by the transport of animal or human fecal wastes from the watershed. Nutrients - Phosphorous E N Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Nutrients - Nitrogen E N Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Noxious Aquatic Plants E N Noxious aquatic plants are typically from animals or vehicle transport that grow aggressively, multiply quickly without natural controls (native herbivores, soil chemistry, etc.), and adversely affect native habitats. Sediment E N Sediments are solid materials that are eroded from the land surface. Metals E N The primary source of metal pollution in stormwater is typically commercially available metals and metal products, as well as emissions from brake pad and tire tread wear associated with driving. Oil and Grease E N Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. Trash/Debris E N Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste from human or animals Pesticides / Herbicides E N Pesticides and herbicides can be washed off urban landscapes during storm events. Organic Compounds E N Sources of organic compounds may include waste handling areas and vehicle or landscape maintenance areas. Other: E N Other: E N Other: E N Other: E N Water Quality Management Plan (WQMP) 2-5 2.4 Water Quality Credits (N/A) A water quality credit program is applicable for certain types of development projects if it is not feasible to meet the requirements for on-site LID. Proponents for eligible projects, as described below, can apply for water quality credits that would reduce project obligations for selecting and sizing other treatment BMP or participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to determine if water quality credits are applicable for the project. Form 2.4-1 Water Quality Credits 1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that reduce the overall impervious footprint of the project site. [Credit = % impervious reduced] Higher density development projects Vertical density [20%] 7 units/ acre [5%] Mixed use development, (combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that demonstrate environmental benefits not realized through single use projects) [20%] Brownfield redevelopment (redevelop real property complicated by presence or potential of hazardous contaminants) [25%] Redevelopment projects in established historic district, historic preservation area, or similar significant core city center areas [10%] Transit-oriented developments (mixed use residential or commercial area designed to maximize access to public transportation) [20%] In-fill projects (conversion of empty lots & other underused spaces < 5 acres, substantially surrounded by urban land uses, into more beneficially used spaces, such as residential or commercial areas) [10%] Live-Work developments (variety of developments designed to support residential and vocational needs) [20%] 2 Total Credit % 0 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality Credit Eligibility (if applicable) NOT APPLICABLE Water Quality Management Plan (WQMP) 3-6 Section 3 Site and Watershed Description Describe the project site conditions that will facilitate the selection of BMP through an analysis of the physical conditions and limitations of the site and its receiving waters. Identify distinct drainage areas (DA) that collect flow from a portion of the site and describe how runoff from each DA (and sub-watershed DMAs) is conveyed to the site outlet(s). Refer to Section 3.2 in the TGD for WQMP. The form below is provided as an example. Then complete Forms 3.2 and 3.3 for each DA on the project site. If the project has more than one drainage area for stormwater management, then complete additional versions of these forms for each DA / outlet. Form 3-1 Site Location and Hydrologic Features Site coordinates take GPS measurement at approximate center of site Latitude 34° 8'45.26"N Longitude 117°26'1.9"W Thomas Bros Map page 574 1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA DA1 to Outlet 1 Runoff from the area DA1 will be directed to the proposed underground infiltration system located on the east side of the truck parking. The underground infiltration system overflow will release to an existing 24-inch storm drain lateral connecting to an existing 54-inch public storm drain in Mango Avenue. DA2 to Outlet 2 Runoff from the area DA2 will be directed to the proposed underground infiltration system located on the southwest corner of the project site. The underground infiltration system overflow will release to an existing 24-inch storm drain lateral connecting to an existing 36-inch public storm drain in Sierra Avenue. Outlet 1 DA1 Outlet 2 DA2 Water Quality Management Plan (WQMP) 3-7 Form 3-2 Existing Hydrologic Characteristics for Drainage Areas For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA A DMA B DMA C DMA D 1 DMA drainage area (ft2) 796,053 N/A N/A N/A 2 Existing site impervious area (ft2) 79,704 N/A N/A N/A 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf AMC III N/A N/A N/A 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ A N/A N/A N/A 5 Longest flowpath length (ft) 773 N/A N/A N/A 6 Longest flowpath slope (ft/ft) 0.0219 N/A N/A N/A 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual Residential (18.3-acre lot)/ Industrial N/A N/A N/A 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50% Attach photos of site to support rating Poor N/A N/A N/A Water Quality Management Plan (WQMP) 3-8 Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 (use only as needed for additional DMA w/in DA 1) For Drainage Area 1’s sub-watershed DMA, provide the following characteristics DMA E DMA F DMA G DMA H 1 DMA drainage area (ft2) N/A N/A N/A N/A 2 Existing site impervious area (ft2) N/A N/A N/A N/A 3 Antecedent moisture condition For desert areas, use http://www.sbcounty.gov/dpw/floodcontrol/pdf/2 0100412_map.pdf N/A N/A N/A N/A 4 Hydrologic soil group Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ N/A N/A N/A N/A 5 Longest flowpath length (ft) N/A N/A N/A N/A 6 Longest flowpath slope (ft/ft) N/A N/A N/A N/A 7 Current land cover type(s) Select from Fig C-3 of Hydrology Manual N/A N/A N/A N/A 8 Pre-developed pervious area condition: Based on the extent of wet season vegetated cover good >75%; Fair 50-75%; Poor <50% Attach photos of site to support rating N/A N/A N/A N/A Water Quality Management Plan (WQMP) 3-9 Form 3-3 Watershed Description for Drainage Area Receiving waters Refer to Watershed Mapping Tool - http://permitrack.sbcounty.gov/wap/ See ‘Drainage Facilities” link at this website Mango Ave Storm Drain/Sierra Ave Storm Drain; Cactus Channel; Santa Ana Reach 4, 3, 2, and 1; Prado Control basin; and Pacific Ocean. Applicable TMDLs Refer to Local Implementation Plan 303(d) List: Santa Ana River Reach 3: Copper, Lead, and Pathogens Santa Ana River Reach 3: Copper, Lead, and Pathogens Santa Ana River Reach 2: Indicator Bacteria Prado Flood Control Basin: Nutrients and Pathogens 303(d) listed impairments Refer to Local Implementation Plan and Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ and State Water Resources Control Board website – http://www.waterboards.ca.gov/santaana/water_iss ues/programs/tmdl/index.shtml The development is expected to generate pathogens, nutrients, and metals (copper & lead) which are listed impairments for downstream receiving waters on the latest Federal CWA 303(d) list. Environmentally Sensitive Areas (ESA) Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ None Unlined Downstream Water Bodies Refer to Watershed Mapping Tool – http://permitrack.sbcounty.gov/wap/ Santa Ana River Hydrologic Conditions of Concern Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms 4.2-2 through Form 4.2-5 and Hydromodification BMP Form 4.3-10 in submittal No Watershed–based BMP included in a RWQCB approved WAP Yes Attach verification of regional BMP evaluation criteria in WAP • More Effective than On-site LID • Remaining Capacity for Project DCV • Upstream of any Water of the US • Operational at Project Completion • Long-Term Maintenance Plan No Water Quality Management Plan (WQMP) 4-1 Section 4 Best Management Practices (BMP) 4.1 Source Control BMP 4.1.1 Pollution Prevention Non-structural and structural source control BMP are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs used in the WQMP or to explain why a certain BMP is not applicable. Table 7-3 of the TGD for WQMP provides a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities. The source control BMP in this table must be implemented for projects with these specific types of potential pollutant sources or activities. The preparers of this WQMP have reviewed the source control BMP requirements for new development and significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as specified in Forms 4.1-1 and 4.1-2. All applicable non-structural and structural source control BMP shall be implemented in the project. Water Quality Management Plan (WQMP) 4-2 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N1 Education of Property Owners, Tenants and Occupants on Stormwater BMPs Property owners shall review and become familiar with the site specific WQMP. Additional educational materials for day to day operations are contained in Attachment C. Additional materials can be obtained from the local water pollution prevention program. Education of property owners begin with the review/preparation of the site specific WQMP and continues through the review of additional educational material as it applies to the project. N2 Activity Restrictions Activity restriction shall be stated in the owners lease terms prior to occupancy: · Fuelling areas, air/water supply areas, maintenance bays, vehicle washing areas, outdoor material storage areas, outdoor work areas, outdoor processing areas, wash water from food preparation areas within the project site will not be allowed on the project site. · Storage of hazardous materials will not be allowed on the project site. · All pesticide applications shall be performed by a licensed contractor certified by the California Department of Pesticide Regulation. · All dumpster lids shall be kept closed at all times. · Blowing, sweeping or hosing of debris (leaf, litter, grass clippings, trash or debris) into the streets, underground stormdrain facilities or other storm water conveyance areas shall be strictly prohibited N3 Landscape Management BMPs A landscape architect will provide design plans for the on-site landscaping and irrigation system. The design shall incorporate the use of native and drought tolerant trees and shrubs throughout the project site. N4 BMP Maintenance Property owners shall maintain the designated on-site BMP areas, see Section 5 for self inspection and maintenance form N5 Title 22 CCR Compliance (How development will comply) Title 22 CCR does not apply to the proposed development: industrial warehouses. Water Quality Management Plan (WQMP) 4-3 Form 4.1-1 Non-Structural Source Control BMPs N6 Local Water Quality Ordinances Local Water Quality Ordinances will be addressed by implementation of stormwater BMPs: catch basin filters, hydrodynamic seperators, and underground infiltration system. N7 Spill Contingency Plan Industrial Warehouse buildings and truck dock areas have potential for spills and therefore each tenant shall be required to prepare a spill contingency plan and it shall be implemented in accordance with section 6.95 of the California Health and Safety Code. The spill contingency plan shall identify responsible personnel in the event of a spill, an action item list identifying how the spill should be contained and cleaned up, and who should be contacted in the event of a spill. Documentation of any spill event and cleanup process shall be kept on site in perpetuity. N8 Underground Storage Tank Compliance No underground storage tanks are proposed for this site. N9 Hazardous Materials Disclosure Compliance No hazardous materials are planned to be stored or used at this site. Water Quality Management Plan (WQMP) 4-4 Form 4.1-1 Non-Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, if not applicable, state reason Included Not Applicable N10 Uniform Fire Code Implementation Underground fire protection service and fire sprinklers will be provided per the uniform fire code and the requirements of the County of San Bernardino Fire Department. N11 Litter/Debris Control Program Trash storage areas will be designed to have adjacent areas drain away from the trash storage areas. The trash storage areas shall be inspected and maintained on a monthly basis. Collection of trash from the trash storage areas shall occur on a regular basis to ensure that the trash receptacles are not overflowing. Documentation of such inspection/maintenance and trash collection shall be kept by the owner in perpetuity. See the WQMP site map in Attachment A for anticipated location of trash storage areas. N12 Employee Training The following requirements shall be stated in the owners lease terms; an Employee Training/Education program shall be provided annually to help educate employees about storm water quality management and practices that help prevent storm water pollution. Documentation of such training/education program implementation shall be kept by the owner for a minimum of ten years. Sample education materials have been provided in Attachment C. Additional educational materials can be obtained from the City of Fontana or the County of San Bernardino storm water program. N13 Housekeeping of Loading Docks The development will have loading docks. The loading docks shall be inspected on a weekly basis to help ensure that any trash and debris are collected prior to being washed into the underground storm drain system. All stormwater runoff from the loading dock areas will be collected by the underground infiltration system prior to conveyance to the public storm drain system. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. N14 Catch Basin Inspection Program The onsite catch basins shall be inspected on a quarterly basis. Inspection of the on-site catch basins shall consist of visual inspection of any sediment, trash or debris collected in the bottom of each catch basin. Any sediment, trash or debris found shall be removed from the catch basins and disposed of in a legal manner. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. Water Quality Management Plan (WQMP) 4-5 N15 Vacuum Sweeping of Private Streets and Parking Lots The on-site parking lots, drive aisles, and loading dock areas shall be swept on a monthly basis. Documentation of such sweeping shall be kept by the owner in perpetuity. Frequency of sweeping shall be adjusted as needed to maintain a clean site. N16 Other Non-structural Measures for Public Agency Projects Not Applicable N17 Comply with all other applicable NPDES permits General construction permit "SWRCB Orders No. 2009-009-DWQ as amended by Order 2010-0014-DWQ" Water Quality Management Plan (WQMP) 4-6 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S1 Provide storm drain system stencilling and signage (CASQA New Development BMP Handbook SD-13) The on-site storm drain catch basins shall be stenciled with the phrase “Drains to River” or other approved language. The signage shall be inspected on an annual basis. Missing or faded signage shall be replaced. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. S2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) No outdoor material storage areas are proposed for this site. S3 Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) Trash storage areas will be designed to have adjacent areas drain away from the trash storage areas as well as have a permanent roof over them. The trash storage areas shall be inspected and maintained on a monthly basis. Collection of trash from the trash storage areas shall occur on a regular basis to ensure that the trash receptacles are not overflowing. Documentation of such inspection/maintenance and trash collection shall be kept by the owner in perpetuity. See the WQMP site map in Attachment A for anticipated location of trash storage areas. S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control (Statewide Model Landscape Ordinance; CASQA New Development BMP Handbook SD-12) The landscape architect will provide design plans for the on-site irrigation system. The irrigation system shall be inspected on a monthly basis to ensure proper operation. Any broken sprinkler heads shall be repaired immediately to ensure that the system continues to operate efficiently. Documentation of such inspection/maintenance shall be kept by the owner in perpetuity. S5 Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement The landscape architect will provide design plans for the on-site landscaping and irrigation system. The design shall incorporate a finish grade of landscaping areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement throughout the project site. S6 Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) No designed slope and channel are planned for this site. S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) No covered dock areas are planned for this site. Water Quality Management Plan (WQMP) 4-7 Form 4.1-2 Structural Source Control BMPs Identifier Name Check One Describe BMP Implementation OR, If not applicable, state reason Included Not Applicable S8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) No maintenance bays are planned for this site. S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No vehicle wash areas are planned for this site. S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) No outdoor processing areas are planned for this site. S11 Equipment wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No equipment wash areas are planned for this site. S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling planned for this site. S13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) No hillside landscaping planned in this area. S14 Wash water control for food preparation areas Food preparation is not planned for this site. S15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No community car wash racks are planned for this site. Water Quality Management Plan (WQMP) 4-8 4.1.2 Preventative LID Site Design Practices Site design practices associated with new LID requirements in the MS4 Permit should be considered in the earliest phases of a project. Preventative site design practices can result in smaller DCV for LID BMP and hydromodification control BMP by reducing runoff generation. Describe site design and drainage plan including: Refer to Section 5.2 of the TGD for WQMP for more details. Form 4.1-3 Preventative LID Site Design Practices Checklist Site Design Practices If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets Minimize impervious areas: Yes No Explanation: The developer has chosen to maximize the building and parking footprint. An underground infiltration system is sized accordingly to mitigate peak stormwater runoff from the proposed development. Maximize natural infiltration capacity: Yes No Explanation: The entire development is designed to drain to the underground infiltration system thereby maximizing the natural infiltration capacity. Preserve existing drainage patterns and time of concentration: Yes No Explanation: The development will preserve the existing southwesterly drainage pattern. Post-development runoff will drain to an on-site underground infiltration system. The proposed storm drain and underground infiltration system will lengthen the time of concentration thus mimicing the existing conditions. Disconnect impervious areas: Yes No Explanation: All impervious areas are designed to direct runoff to the catch basins, hydrodynamic separators, and underground infiltration system. Protect existing vegetation and sensitive areas: Yes No Explanation: The site has no existing vegetation or sensitive areas to protect. Planting of new vegetation will occur throughout the site. Re-vegetate disturbed areas: Yes No Explanation: All landscape areas will be vegetated for stabilization. Landscape areas may also provide an area for stormwater infiltration. Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: Compaction of the soils in the proposed infiltration system’s footprint will be minimized during construction. Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: The proposed site plan does not allow vegetated drainage swales to be incorporated into drainage facilities. Runoff will be routed to on-site catch basin filters and an underground infiltration system.  A narrative of site design practices utilized or rationale for not using practices  A narrative of how site plan incorporates preventive site design practices  Include an attached Site Plan layout which shows how preventative site design practices are included in WQMP Water Quality Management Plan (WQMP) 4-9 4.2 Project Performance Criteria The purpose of this section of the Project WQMP is to establish targets for post-development hydrology based on performance criteria specified in the MS4 Permit. These targets include runoff volume for water quality control (referred to as LID design capture volume), and runoff volume, time of concentration, and peak runoff for protection of any downstream waterbody segments with a HCOC. If the project has more than one outlet for stormwater runoff, then complete additional versions of these forms for each DA / outlet. Methods applied in the following forms include:  For LID BMP Design Capture Volume (DCV), the San Bernardino County Stormwater Program requires use of the P6 method (MS4 Permit Section XI.D.6a.ii) – Form 4.2-1  For HCOC pre- and post-development hydrologic calculation, the San Bernardino County Stormwater Program requires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2-2 through Form 4.2-5 calculate hydrologic variables including runoff volume, time of concentration, and peak runoff from the project site pre- and post-development using the Hydrology Manual Rational Method approach. For projects greater than 640 acres (1.0 mi2), the Rational Method and these forms should not be used. For such projects, the Unit Hydrograph Method (San Bernardino County Hydrology Manual Section E) shall be applied for hydrologic calculations for HCOC performance criteria. Refer to Section 4 in the TGD for WQMP for detailed guidance and instructions. Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 1) 1 Project area DA 1 (ft2): 590,312 2 Imperviousness after applying preventative site design practices (Imp%): 0.92 3 Runoff Coefficient (Rc): 0.77 Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04 4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.72 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.07 P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3): 79,560 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Water Quality Management Plan (WQMP) 4-10 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 2) 1 Project area DA 1 (ft2): 204,924 2 Imperviousness after applying preventative site design practices (Imp%): 0.79 3 Runoff Coefficient (Rc): 0.59 Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04 4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.72 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.07 P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced. 24-hrs 48-hrs 7 Compute design capture volume, DCV (ft3): 21,163 DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Form 4.2-2 Summary of HCOC Assessment (DA 1) Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: http://permitrack.sbcounty.gov/wap/ If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No,” then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs) Pre-developed 1 N/A Form 4.2-3 Item 12 2 N/A Form 4.2-4 Item 13 3 N/A Form 4.2-5 Item 10 Post-developed 4 N/A Form 4.2-3 Item 13 5 N/A Form 4.2-4 Item 14 6 N/A Form 4.2-5 Item 14 Difference 7 N/A Item 4 – Item 1 8 N/A Item 2 – Item 5 9 N/A Item 6 – Item 3 Difference (as % of pre-developed) 10 N/A Item 7 / Item 1 11 N/A Item 8 / Item 2 12 N/A Item 9 / Item 3 Water Quality Management Plan (WQMP) 4-11 Form 4.2-3 HCOC Assessment for Runoff Volume (DA 1) Weighted Curve Number Determination for: Pre-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1a Land Cover type N/A N/A N/A N/A N/A N/A N/A N/A 2a Hydrologic Soil Group (HSG) N/A N/A N/A N/A N/A N/A N/A N/A 3a DMA Area, ft2 sum of areas of DMA should equal area of DA N/A N/A N/A N/A N/A N/A N/A N/A 4a Curve Number (CN) use Items 1 and 2 to select the appropriate CN from Appendix C-2 of the TGD for WQMP N/A N/A N/A N/A N/A N/A N/A N/A Weighted Curve Number Determination for: Post-developed DA DMA A DMA B DMA C DMA D DMA E DMA F DMA G DMA H 1b Land Cover type N/A N/A N/A N/A N/A N/A N/A N/A 2b Hydrologic Soil Group (HSG) N/A N/A N/A N/A N/A N/A N/A N/A 3b DMA Area, ft2 sum of areas of DMA should equal area of DA N/A N/A N/A N/A N/A N/A N/A N/A 4b Curve Number (CN) use Items 5 and 6 to select the appropriate CN from Appendix C-2 of the TGD for WQMP N/A N/A N/A N/A N/A N/A N/A N/A 5 Pre-Developed area-weighted CN: N/A 7 Pre-developed soil storage capacity, S (in): N/A S = (1000 / Item 5) - 10 9 Initial abstraction, Ia (in): N/A Ia = 0.2 * Item 7 6 Post-Developed area-weighted CN: N/A 8 Post-developed soil storage capacity, S (in): N/A S = (1000 / Item 6) - 10 10 Initial abstraction, Ia (in): N/A Ia = 0.2 * Item 8 11 Precipitation for 2 yr, 24 hr storm (in): N/A Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3): N/A Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3): N/A Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 10)^2 / ((Item 11 – Item 10 + Item 8) 14 Volume Reduction needed to meet HCOC Requirement, (ft3): N/A VHCOC = (Item 13 * 0.95) – Item 12 Water Quality Management Plan (WQMP) 4-12 Form 4.2-4 HCOC Assessment for Time of Concentration (DA 1) Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below) Variables Pre-developed DA1 Use additional forms if there are more than 4 DMA Post-developed DA1 Use additional forms if there are more than 4 DMA DMA A DMA B DMA C DMA D DMA A DMA B DMA C DMA D 1 Length of flowpath (ft) Use Form 3-2 Item 5 for pre-developed condition N/A N/A N/A N/A N/A N/A N/A N/A 2 Change in elevation (ft) N/A N/A N/A N/A N/A N/A N/A N/A 3 Slope (ft/ft), So = Item 2 / Item 1 N/A N/A N/A N/A N/A N/A N/A N/A 4 Land cover N/A N/A N/A N/A N/A N/A N/A N/A 5 Initial DMA Time of Concentration (min) Appendix C-1 of the TGD for WQMP N/A N/A N/A N/A N/A N/A N/A N/A 6 Length of conveyance from DMA outlet to project site outlet (ft) May be zero if DMA outlet is at project site outlet N/A N/A N/A N/A N/A N/A N/A N/A 7 Cross-sectional area of channel (ft2) N/A N/A N/A N/A N/A N/A N/A N/A 8 Wetted perimeter of channel (ft) N/A N/A N/A N/A N/A N/A N/A N/A 9 Manning’s roughness of channel (n) N/A N/A N/A N/A N/A N/A N/A N/A 10 Channel flow velocity (ft/sec) Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67 * (Item 3)^0.5 N/A N/A N/A N/A N/A N/A N/A N/A 11 Travel time to outlet (min) Tt = Item 6 / (Item 10 * 60) N/A N/A N/A N/A N/A N/A N/A N/A 12 Total time of concentration (min) Tc = Item 5 + Item 11 N/A N/A N/A N/A N/A N/A N/A N/A 13 Pre-developed time of concentration (min): N/A Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): N/A Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): N/A TC-HCOC = (Item 13 * 0.95) – Item 14 Water Quality Management Plan (WQMP) 4-13 Form 4.2-5 HCOC Assessment for Peak Runoff (DA 1) Compute peak runoff for pre- and post-developed conditions Variables Pre-developed DA to Project Outlet (Use additional forms if more than 3 DMA) Post-developed DA to Project Outlet (Use additional forms if more than 3 DMA) DMA A DMA B DMA C DMA A DMA B DMA C 1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) N/A N/A N/A N/A N/A N/A 2 Drainage Area of each DMA (Acres) For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) N/A N/A N/A N/A N/A N/A 3 Ratio of pervious area to total area For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) N/A N/A N/A N/A N/A N/A 4 Pervious area infiltration rate (in/hr) Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP N/A N/A N/A N/A N/A N/A 5 Maximum loss rate (in/hr) Fm = Item 3 * Item 4 Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) N/A N/A N/A N/A N/A N/A 6 Peak Flow from DMA (cfs) Qp =Item 2 * 0.9 * (Item 1 - Item 5) N/A N/A N/A N/A N/A N/A 7 Time of concentration adjustment factor for other DMA to site discharge point Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a N/A N/A n/a N/A N/A DMA B N/A n/a N/A N/A n/a N/A DMA C N/A N/A n/a N/A N/A n/a 8 Pre-developed Qp at Tc for DMA A: N/A Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] + [Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAA/3] 9 Pre-developed Qp at Tc for DMA B: N/A Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] + [Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC - Item 5DMAC)* Item 7DMAB/3] 10 Pre-developed Qp at Tc for DMA C: N/A Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item 5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] + [Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAC/2] 10 Peak runoff from pre-developed condition confluence analysis (cfs): N/A Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A: N/A Same as Item 8 for post-developed values 12 Post-developed Qp at Tc for DMA B: N/A Same as Item 9 for post-developed values 13 Post-developed Qp at Tc for DMA C: N/A Same as Item 10 for post-developed values 14 Peak runoff from post-developed condition confluence analysis (cfs): N/A Maximum of Item 11, 12, and 13 (including additional forms as needed) 15 Peak runoff reduction needed to meet HCOC Requirement (cfs): N/A Qp-HCOC = (Item 14 * 0.95) – Item 10 H04 I H02 A U H12 H09 III V H11IV H08 H07 X H05 H03 H06 J VII F H01 VI VIII B E W H10 IX XIII II G C H02BH02A II H12 II I 15 I 10 STATE HWY 60 I 215 S T A T E 9 1 STATE HWY 210 S T A T E H W Y 7 1 I 10 - I 1 5 STATE HWY 259 STATE 91 I 15 STATE HWY 210 STATE HWY 60 S T A T E H W Y 7 1 S T A T E H W Y 71 Seven Oaks Dam, COE San Antonio Basin #9 Seven Oaks Dam, COE San Antonio Dam Seven Oaks Dam, COE [DSOD] Seven Oaks Dam, COE Waterman Spreading Grounds Seven Oaks Dam, COE Wineville Basin San Sevaine Basin #5 [DSOD] Prado Dam Twin Creek Spreading Grounds Riverside Basin Jurupa Basin [DSOD] Waterman Basin #1 San Antonio Basin #5San Antonio Basin #2 Cucamonga Basin #6 Plunge Creek Spreading Grounds Victoria Basin City Creek Spreading GroundsSan Antonio Basin #8 Devil Basin #7 Rich Basin Potato Creek Spreading Grounds Patton Basin Lytle Creek Gatehouse, COE Cactus Basin #3bCactus Basin #5 Brooks Basin 8th Street Basin #1 Mojave River Forks Dam; COE [DSOD] Linden Basin Wiggins Basin #1 Ely Basin #2 Cactus Basin #2 Declez Basin [DSOD] Turner Basin #1 Banana Basin Day Creek Dam [DSOD] Grove Avenue Basin Etiwanda Conservation Basin Bledsoe Basin Montclair Basin #2 Sycamore Basin Devil Basin #4 Church Street Basin Lower Cucamonga Sprdg Grnds Warm Creek Conservation Basin #4 Ranchero Basin Montclair Basin #1College Heights Basin #4College Heights Basin #1 Bailey Basin Montclair Basin #4 Mountain View Basin Wilson Creek Basin #3San Timoteo Sediment Basin #3 Hillside Basin, COE Wildwood Basin #2 Demens Basin #2 Dynamite Basin San Timoteo Sediment Basin #18 Sand Canyon Basin San Timoteo Sediment Basin #13 Perris Hill Basin 13th Street Basin Cook Canyon Basin D eep Creek M ill C re e k Cajon Creek Wash Z a n j a C r e e k Lytle Creek Wash Santa Ana River Sheep Creek Oak Glen Creek Mojave River C y p r e s s C h a n n e l Sawpit Canyon H o r s e C a n y o n L i v e O a k C r e e k Grout Creek Y u c a i p a C r e e k Horsethief Canyon S e e l e y C r e e k C l e g h o r n C a n y o n Morrey Arroyo Arrowbear Creek Sand Canyon Creek Sawpit Canyon Legend Regional Board Boundary County Boundary DrainageCourse <all other values> Hydromodification EHM Low Medium High High (Default) Government Land State of California Land United States of America Land City Boundary Freeways Basins and Dams HCOC Exempt Areas None Exempt HCOC Exempt A B C E F G H01 H02 H02A H02B H03 H04 H05 H06 H07 H08 H09 H10 H11 H12 I II III IV IX J U V VI VII VIII W X XIII Figure F-1 Project Location 1 Hydromodification A.1 Hydrologic Conditions of Concern (HCOC) Analysis HCOC Exemption: 1. Sump Condition: All downstream conveyance channel to an adequate sump (for example, Prado Dam, Santa Ana River, or other Lake, Reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Sensitivity Maps. 2. Pre = Post: The runoff flow rate, volume and velocity for the post-development condition of the Priority Development Project do not exceed the pre-development (i.e, naturally occurring condition for the 2-year, 24-hour rainfall event utilizing latest San Bernardino County Hydrology Manual. a. Submit a substantiated hydrologic analysis to justify your request.  3. Diversion to Storage Area: The drainage areas that divert to water storage areas which are considered as control/release point and utilized for water conservation. a. See Appendix F for the HCOC Exemption Map and the on-line Watershed Geodatabase (http://sbcounty.permitrack.com/wap) for reference.  4. Less than One Acre: The Priority Development Project disturbs less than one acre. The Co-permittee has the discretion to require a Project Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The project disturbs less than one acre and is not part of a common plan of development. 5. Built Out Area:  The contributing watershed area to which the project discharges has a developed area percentage greater than 90 percent. a. See Appendix F for the HCOC Exemption Map and the on-line Watershed Geodatabase (http://sbcounty.permitrack.com/wap) for reference.  2 Summary of HCOC Exempted Area   HCOC Exemption reasoning   1 2 3 4 5  Area          A     X  X  B     X     C       X  E     X     F       X  G     X  X  H01 X   X     H02 X   X     H02A X   X     H02B     X     H03     X     H04 X   X     H05 X        H06     X     H07 X        H08 X   X     H09 X        H10 X   X     H11 X   X     H12 X        J     X     U     X     W     X     I     X     II X III X  IV X X  V      X*    VI X  VII X  VIII      X     IX X  X      X     XIII      X     *Detention/Conservation Basin Water Quality Management Plan (WQMP) 4-14 4.3 Project Conformance Analysis Complete the following forms for each project site DA to document that the proposed LID BMPs conform to the project DCV developed to meet performance criteria specified in the MS4 Permit (WQMP Template Section 4.2). For the LID DCV, the forms are ordered according to hierarchy of BMP selection as required by the MS4 Permit (see Section 5.3.1 in the TGD for WQMP). The forms compute the following for on-site LID BMP:  Site Design and Hydrologic Source Controls (Form 4.3-2)  Retention and Infiltration (Form 4.3-3)  Harvested and Use (Form 4.3-4) or  Biotreatment (Form 4.3-5). At the end of each form, additional fields facilitate the determination of the extent of mitigation provided by the specific BMP category, allowing for use of the next category of BMP in the hierarchy, if necessary. The first step in the analysis, using Section 5.3.2.1 of the TGD for WQMP, is to complete Forms 4.3-1 and 4.3-3) to determine if retention and infiltration BMPs are infeasible for the project. For each feasibility criterion in Form 4.3-1, if the answer is “Yes,” provide all study findings that includes relevant calculations, maps, data sources, etc. used to make the determination of infeasibility. Next, complete Forms 4.3-2 and 4.3-4 to determine the feasibility of applicable HSC and harvest and use BMPs, and, if their implementation is feasible, the extent of mitigation of the DCV. If no site constraints exist that would limit the type of BMP to be implemented in a DA, evaluate the use of combinations of LID BMPs, including all applicable HSC BMPs to maximize on-site retention of the DCV. If no combination of BMP can mitigate the entire DCV, implement the single BMP type, or combination of BMP types, that maximizes on-site retention of the DCV within the minimum effective area. If the combination of LID HSC, retention and infiltration, and harvest and use BMPs are unable to mitigate the entire DCV, then biotreatment BMPs may be implemented by the project proponent. If biotreatment BMPs are used, then they must be sized to provide sufficient capacity for effective treatment of the remainder of the volume-based performance criteria that cannot be achieved with LID BMPs (TGD for WQMP Section 5.4.4.2). Under no circumstances shall any portion of the DCV be released from the site without effective mitigation and/or treatment. Water Quality Management Plan (WQMP) 4-15 Form 4.3-1 Infiltration BMP Feasibility (DA 1 and DA 2) Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP If Yes, Provide basis: (attach) 2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert): · The location is less than 50 feet away from slopes steeper than 15 percent · The location is less than eight feet from building foundations or an alternative setback. · A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards. If Yes, Provide basis: (attach) 3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach) 4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No If Yes, Provide basis: (attach) 5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No If Yes, Provide basis: (attach) 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP If Yes, Provide basis: (attach) 7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 8 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP. If no, then proceed to Item 9, below. 9 All answers to Item 1 through Item 6 are “No”: Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP. Proceed to Form 4.3-2, Hydrologic Source Control BMP. Water Quality Management Plan (WQMP) 4-16 4.3.1 Site Design Hydrologic Source Control BMP (N/A) Section XI.E. of the Permit emphasizes the use of LID preventative measures; and the use of LID HSC BMPs reduces the portion of the DCV that must be addressed in downstream BMPs. Therefore, all applicable HSC shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual exclusivity may result from overlapping BMP footprints such that either would be potentially feasible by itself, but both could not be implemented. Please note that while there are no numeric standards regarding the use of HSC, if a project cannot feasibly meet BMP sizing requirements or cannot fully address HCOCs, feasibility of all applicable HSC must be part of demonstrating that the BMP system has been designed to retain the maximum feasible portion of the DCV. Complete Form 4.3-2 to identify and calculate estimated retention volume from implementing site design HSC BMP. Refer to Section 5.4.1 in the TGD for more detailed guidance. Form 4.3-2 Site Design Hydrologic Source Control BMPs ( DA 1 and DA 2) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no, proceed to Item 6 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Total impervious area draining to pervious area (ft2) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff 5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7- 13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 7 Ponding surface area (ft2) 8 Ponding depth (ft) 9 Surface area of amended soil/gravel (ft2) 10 Average depth of amended soil/gravel (ft) 11 Average porosity of amended soil/gravel 12 Retention volume achieved from on-lot infiltration (ft3) Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3): 0 Vretention =Sum of Item 12 for all BMPs Water Quality Management Plan (WQMP) 4-17 Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs ( DA 1 and DA 2) 14 Implementation of evapotranspiration BMP (green, brown, or blue roofs): Yes No If yes, complete Items 15-20. If no, proceed to Item 21 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 15 Rooftop area planned for ET BMP (ft2) 16 Average wet season ET demand (in/day) Use local values, typical ~ 0.1 17 Daily ET demand (ft3/day) Item 15 * (Item 16 / 12) 18 Drawdown time (hrs) Copy Item 6 in Form 4.2-1 19 Retention Volume (ft3) Vretention = Item 17 * (Item 18 / 24) 20 Runoff volume retention from evapotranspiration BMPs (ft3): Vretention =Sum of Item 19 for all BMPs 21 Implementation of Street Trees: Yes No If yes, complete Items 22-25. If no, proceed to Item 26 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 22 Number of Street Trees 23 Average canopy cover over impervious area (ft2) 24 Runoff volume retention from street trees (ft3) Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of 0.05 inches 25 Runoff volume retention from street tree BMPs (ft3): Vretention = Sum of Item 24 for all BMPs 26 Implementation of residential rain barrel/cisterns: Yes No If yes, complete Items 27-29; If no, proceed to Item 30 DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 27 Number of rain barrels/cisterns 28 Runoff volume retention from rain barrels/cisterns (ft3) Vretention = Item 27 * 3 29 Runoff volume retention from residential rain barrels/Cisterns (ft3): 0 Vretention =Sum of Item 28 for all BMPs 30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 Sum of Items 5, 13, 20, 25 and 29 Water Quality Management Plan (WQMP) 4-18 4.3.2 Infiltration BMPs Use Form 4.3-3 to compute on-site retention of runoff from proposed retention and infiltration BMPs. Volume retention estimates are sensitive to the percolation rate used, which determines the amount of runoff that can be infiltrated within the specified drawdown time. The infiltration safety factor reduces field measured percolation to account for potential inaccuracy associated with field measurements, declining BMP performance over time, and compaction during construction. Appendix D of the TGD for WQMP provides guidance on estimating an appropriate safety factor to use in Form 4.3-3. If site constraints limit the use of BMPs to a single type and implementation of retention and infiltration BMPs mitigate no more than 40% of the DCV, then they are considered infeasible and the Project Proponent may evaluate the effectiveness of BMPs lower in the LID hierarchy of use (Section 5.5.1 of the TGD for WQMP) If implementation of infiltrations BMPs is feasible as determined using Form 4.3-1, then LID infiltration BMPs shall be implemented to the MEP (section 4.1 of the TGD for WQMP). . Water Quality Management Plan (WQMP) 4-19 Form 4.3-3 Infiltration LID BMP - including underground BMPs ( DA 1 and DA 2) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 79,560 & 21,163 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs DA 1 DMA 1 BMP Type UG Infiltration System DA 2 DMA 1 BMP Type UG Infiltration System DA DMA BMP Type (Use additional forms for more BMPs) 2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods 8.6 8.6 N/A 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 3.5 3.5 N/A 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 2.46 2.46 N/A 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 48 N/A 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details 9 9 N/A 7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 9 9 N/A 8 Infiltrating surface area, SABMP (ft2) the lesser of the area needed for infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP 12,714 3,434 N/A 9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details N/A N/A N/A 10 Amended soil porosity N/A N/A N/A 11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details N/A N/A N/A 12 Gravel porosity N/A N/A N/A 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs N/A N/A N/A 14 Above Ground Retention Volume (ft3) Vretention = Item 8 * [Item7 + (Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 0 N/A 15 Underground Retention Volume (ft3) Volume determined using manufacturer’s specifications and calculations 80,423 (See Attachment B) 21,501 (See Attachment B) N/A 16 Total Retention Volume from LID Infiltration BMPs: 80,423 & 21,501 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 101.1% &101.6% Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained onsite with combination of hydrologic source control and LID retention/infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations. Water Quality Management Plan (WQMP) 4-20 4.3.3 Harvest and Use BMP (N/A) Harvest and use BMP may be considered if the full LID DCV cannot be met by maximizing infiltration BMPs. Use Form 4.3-4 to compute on-site retention of runoff from proposed harvest and use BMPs. Volume retention estimates for harvest and use BMPs are sensitive to the on-site demand for captured stormwater. Since irrigation water demand is low in the wet season, when most rainfall events occur in San Bernardino County, the volume of water that can be used within a specified drawdown period is relatively low. The bottom portion of Form 4.3-4 facilitates the necessary computations to show infeasibility if a minimum incremental benefit of 40 percent of the LID DCV would not be achievable with MEP implementation of on-site harvest and use of stormwater (Section 5.5.4 of the TGD for WQMP). Form 4.3-4 Harvest and Use BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3): 0 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 2 Describe cistern or runoff detention facility N/A N/A N/A 3 Storage volume for proposed detention type (ft3) Volume of cistern N/A N/A N/A 4 Landscaped area planned for use of harvested stormwater (ft2) N/A N/A N/A 5 Average wet season daily irrigation demand (in/day) Use local values, typical ~ 0.1 in/day N/A N/A N/A 6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12) N/A N/A N/A 7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1 N/A N/A N/A 8Retention Volume (ft3) Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) N/A N/A N/A 9 Total Retention Volume (ft3) from Harvest and Use BMP = 0 Sum of Item 8 for all harvest and use BMP included in plan 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest & use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4. Water Quality Management Plan (WQMP) 4-21 4.3.4 Biotreatment BMP (N/A) Biotreatment BMPs may be considered if the full LID DCV cannot be met by maximizing retention and infiltration, and harvest and use BMPs. A key consideration when using biotreatment BMP is the effectiveness of the proposed BMP in addressing the pollutants of concern for the project (see Table 5-5 of the TGD for WQMP). Use Form 4.3-5 to summarize the potential for volume based and/or flow based biotreatment options to biotreat the remaining unmet LID DCV w. Biotreatment computations are included as follows: · Use Form 4.3-6 to compute biotreatment in small volume based biotreatment BMP (e.g. bioretention w/underdrains); · Use Form 4.3-7 to compute biotreatment in large volume based biotreatment BMP (e.g. constructed wetlands); · Use Form 4.3-8 to compute sizing criteria for flow-based biotreatment BMP (e.g. bioswales) Form 4.3-5 Selection and Evaluation of Biotreatment BMP (DA 1) 1 Remaining LID DCV not met by site design HSC, infiltration, or harvest and use BMP for potential biotreatment (ft3): 0 Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16- Form 4.3-4 Item 9 List pollutants of concern Copy from Form 2.3-1. 2 Biotreatment BMP Selected (Select biotreatment BMP(s) necessary to ensure all pollutants of concern are addressed through Unit Operations and Processes, described in Table 5-5 of the TGD for WQMP) Volume-based biotreatment Use Forms 4.3-6 and 4.3-7 to compute treated volume Flow-based biotreatment Use Form 4.3-8 to compute treated volume Bioretention with underdrain Planter box with underdrain Constructed wetlands Wet extended detention Dry extended detention Vegetated swale Vegetated filter strip Proprietary biotreatment 3 Volume biotreated in volume based biotreatment BMP (ft3): 0 Form 4.3-6 Item 15 + Form 4.3-7 Item 13 4 Compute remaining LID DCV with implementation of volume based biotreatment BMP (ft3): 0 Item 1 – Item 3 5 Remaining fraction of LID DCV for sizing flow based biotreatment BMP: 0% Item 4 / Item 1 6 Flow-based biotreatment BMP capacity provided (cfs): Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination: · Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP. Water Quality Management Plan (WQMP) 4-22 Form 4.3-6 Volume Based Biotreatment (DA 1) – Bioretention and Planter Boxes with Underdrains Biotreatment BMP Type (Bioretention w/underdrain, planter box w/underdrain, other comparable BMP) DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP N/A N/A N/A 2 Amended soil infiltration rate Typical ~ 5.0 N/A N/A N/A 3 Amended soil infiltration safety factor Typical ~ 2.0 N/A N/A N/A 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3 N/A N/A N/A 5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 N/A N/A N/A 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6 N/A N/A N/A 8 Amended soil surface area (ft2) N/A N/A N/A 9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 10 Amended soil porosity, n N/A N/A N/A 11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 12 Gravel porosity, n N/A N/A N/A 13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs N/A N/A N/A 14 Biotreated Volume (ft3) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9 * Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] N/A N/A N/A 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP: 0 Sum of Item 14 for all volume-based BMPs included in this form Water Quality Management Plan (WQMP) 4-23 Form 4.3-7 Volume Based Biotreatment (DA 1) – Constructed Wetlands and Extended Detention Biotreatment BMP Type Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module. DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) Forebay Basin Forebay Basin 1 Pollutants addressed with BMP forebay and basin List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP N/A N/A N/A N/A 2 Bottom width (ft) N/A N/A N/A N/A 3 Bottom length (ft) N/A N/A N/A N/A 4 Bottom area (ft2) Abottom = Item 2 * Item 3 N/A N/A N/A N/A 5 Side slope (ft/ft) N/A N/A N/A N/A 6 Depth of storage (ft) N/A N/A N/A N/A 7 Water surface area (ft2) Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) N/A N/A N/A N/A 8 Storage volume (ft3) For BMP with a forebay, ensure fraction of total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] N/A N/A N/A N/A 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1 N/A N/A 10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) N/A N/A 11 Duration of design storm event (hrs) N/A N/A 12 Biotreated Volume (ft3) Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) N/A N/A 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention : 0 (Sum of Item 12 for all BMP included in plan) Water Quality Management Plan (WQMP) 4-24 Form 4.3-8 Flow Based Biotreatment (DA 1) Biotreatment BMP Type Vegetated swale, vegetated filter strip, or other comparable proprietary BMP DA DMA BMP Type DA DMA BMP Type DA DMA BMP Type (Use additional forms for more BMPs) 1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 N/A N/A N/A 2 Flow depth for water quality treatment (ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 3 Bed slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 4 Manning's roughness coefficient N/A N/A N/A 5 Bottom width (ft) bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) N/A N/A N/A 6 Side Slope (ft/ft) BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 7 Cross sectional area (ft2) A = (Item 5 * Item 2) + (Item 6 * Item 2^2) N/A N/A N/A 8 Water quality flow velocity (ft/sec) V = Form 4.3-5 Item 6 / Item 7 N/A N/A N/A 9 Hydraulic residence time (min) Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details N/A N/A N/A 10 Length of flow based BMP (ft) L = Item 8 * Item 9 * 60 N/A N/A N/A 11 Water surface area at water quality flow depth (ft2) SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10 N/A N/A N/A Water Quality Management Plan (WQMP) 4-25 4.3.5 Conformance Summary Complete Form 4.3-9 to demonstrate how on-site LID DCV is met with proposed site design hydrologic source control, infiltration, harvest and use, and/or biotreatment BMP. The bottom line of the form is used to describe the basis for infeasibility determination for on-site LID BMP to achieve full LID DCV, and provides methods for computing remaining volume to be addressed in an alternative compliance plan. If the project has more than one outlet, then complete additional versions of this form for each outlet. Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate (DA 1 and DA 2) 1 Total LID DCV for the Project DA-1 (ft3): 79,560 & 21,163 Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 80,423 & 21,501 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): 0 Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): 0 Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”: · Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 · Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form 4.3--5 Item 6 and Items 2, 3 and 4 are maximized  On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No If yes, Form 4.3-1 Items 7 and 8 were both checked yes 8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance: · Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture: Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)% · An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility: Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed Water Quality Management Plan (WQMP) 4-26 4.3.6 Hydromodification Control BMP (N/A) Use Form 4.3-10 to compute the remaining runoff volume retention, after LID BMP are implemented, needed to address HCOC, and the increase in time of concentration and decrease in peak runoff necessary to meet targets for protection of waterbodies with a potential HCOC. Describe hydromodification control BMP that address HCOC, which may include off-site BMP and/or in-stream controls. Section 5.6 of the TGD for WQMP provides additional details on selection and evaluation of hydromodification control BMP. Form 4.3-10 Hydromodification Control BMPs (DA 1) 1 Volume reduction needed for HCOC performance criteria (ft3): 0 (Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1 2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft3): Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC volume capture (ft3): 0 Item 1 – Item 2 4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): 0 Existing downstream BMP may be used to demonstrate additional volume capture (if so, attach to this WQMP a hydrologic analysis showing how the additional volume would be retained during a 2-yr storm event for the regional watershed) 5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to hydromodification Attach in-stream control BMP selection and evaluation to this WQMP 6 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: · Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site or off-site retention BMP BMP upstream of a waterbody segment with a potential HCOC may be used to demonstrate increased time of concentration through hydrograph attenuation (if so, show that the hydraulic residence time provided in BMP for a 2-year storm event is equal or greater than the addition time of concentration requirement in Form 4.2-4 Item 15) · Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities · Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 7 Form 4.2-2 Item 12 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below: · Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or off- site retention BMPs BMPs upstream of a waterbody segment with a potential HCOC may be used to demonstrate additional peak runoff reduction through hydrograph attenuation (if so, attach to this WQMP, a hydrograph analysis showing how the peak runoff would be reduced during a 2-yr storm event) · Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California Water Quality Management Plan (WQMP) 4-27 4.4 Alternative Compliance Plan (if applicable) Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, harvest and use, or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan to address the remainder of the LID DCV. Depending on project type some projects may qualify for water quality credits that can be applied to reduce the DCV that must be treated prior to development of an alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form 4.3-9 Item 8 includes instructions on how to apply water quality credits when computing the DCV that must be met through alternative compliance. Alternative compliance plans may include one or more of the following elements: · On-site structural treatment control BMP - All treatment control BMP should be located as close to possible to the pollutant sources and should not be located within receiving waters; · Off-site structural treatment control BMP - Pollutant removal should occur prior to discharge of runoff to receiving waters; · Urban runoff fund or In-lieu program, if available Depending upon the proposed alternative compliance plan, approval by the executive officer may or may not be required (see Section 6 of the TGD for WQMP). Water Quality Management Plan (WQMP) 5-1 Section 5 Inspection and Maintenance Responsibility for Post Construction BMP All BMP included as part of the project WQMP are required to be maintained through regular scheduled inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP). Fully complete Form 5-1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and may require a Maintenance Agreement (consult the jurisdiction’s LIP). If a Maintenance Agreement is required, it must also be attached to the WQMP. Form 5-1 BMP Inspection and Maintenance (use additional forms as necessary) BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Underground Infiltration System (N4) Owner - Inspect/maintain underground infiltration systems - Isolator row for collected trash, sediments and/or debris. Remove trash, sediments and debris by jet-vac and pump and dispose of trash, sediments and debris in a legal manner - Inspect system for standing water. If system has standing water, perform re-inspection within 48 hours. If system still has standing water then the system shall be jet-vacuumed and pumped and removed debris shall be disposed of in a legal manner Bi-monthly and Prior to storm event and 48 hours after storm has passed Loading Dock and Parking Lot Sweeping (N15) Owner Sweep loading dock, parking lot, and truck courts Monthly / As needed. Catch Basin Filter (N14) Owner - Inspect and maintain catch basin filters as required. - Inspect catch basin bottom for debris - Remove debris and dispose as required Quarterly Water Quality Management Plan (WQMP) 5-2 Loading Dock (N13) Owner - Inspect loading dock for trash debris and sediments - Inspect loading dock for evidence of spills and broken containers - Clean up spills and dispose of collected material in a legal manner Weekly Landscaped Areas (S5, S6) Owner - Inspect health of planting and erosion of landscape area - Trimming trees and bushes when needed Monthly Efficient Irrigation (S4) Owner - Inspect irrigation system general operation and durations - Repair damaged sprinkler and drip irrigation lines as needed - Reduce durations during the winter season to prevent over irrigation Monthly Trash Storage Areas and Litter Control (SD-32) Owner - Inspect trash container, lids, screens, and clean trash storage areas Weekly Employee Training / Education Program (N12) Owner - Building tenants to provide BMP training and hand out educational materials. Annually or upon hire Roof Runoff Controls (SD-11) Owner - Inspect/repair roof drains Quarterly Storm drain system signage (S1) Owner - Inspect catch basin signage for faded or lost signs - Repair or replace signage as needed Annually 6-1 Section 6 WQMP Attachments 6.1. Site Plan and Drainage Plan Include a site plan and drainage plan sheet set containing the following minimum information: 6.2 Electronic Data Submittal Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their local Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately. 6.3 Post Construction Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP. 6.4 Other Supporting Documentation  BMP Educational Materials  Activity Restriction – C, C&R’s & Lease Agreements  Project location  Site boundary  Land uses and land covers, as applicable  Suitability/feasibility constraints  Structural Source Control BMP locations  Site Design Hydrologic Source Control BMP locations  LID BMP details  Drainage delineations and flow information  Drainage connections Attachment A WQMP Site Plan SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL CITY OF FONTANA NORTH & SOUTH OF WINDFLOWER BETWEEN SIERRA AVE AND MANGO AVE PRELIMINARY WATER QUALITY MANAGEMENT PLAN FOR 2 SEEFRIED - SIERRA AT WINDFLOWER INDUSTRIAL CITY OF FONTANA NORTH & SOUTH OF WINDFLOWER BETWEEN SIERRA AVE AND MANGO AVE PRELIMINARY WATER QUALITY MANAGEMENT PLAN FOR 2 79,56021,163 Attachment B BMP Details, Support Calc's, and Fact Sheets AP = ACCESS POINT AP AP 21,163 AP = ACCESS POINT AP APAP 79,560 24 Trash Capture Products The Bio Clean Grate Inlet Filter for catch basins keeps property owners in compliance. Preferred by public agencies and backed by an 8 year warranty, this easy to install filter is continuously chosen for its durability and simple maintenance. Constructed of 100% high grade stainless steel, it is built to last longer than any other filter brand. The non-clogging screens provide higher levels of filtration and water flow. The filter is equipped with unimpeded high flow bypass for even the largest storm events. The filter is also equipped with a floating hydrocarbon boom mounted to rails allowing it to flow up and down with the water level over a range of flow conditions. The filter is designed for grated inlets of any size and depth. Each filter can be custom built to meet specific project needs. Screen size and media type can be modified to remove specific pollutants. Advantages and Performance • 8 Year warranty • Custom sizes available • No nets or geofabrics • 15+years user life • No replacement costs as found with fabric filters • Meets LEED requirements • Fits in shallow catch basins • 100% removal of trash and debris • Meets full capture requirements 100% Full trash capture Grate Inlet Filter Model #Treatment Flow (CFS) Bypass Flow (CFS) BC-GRATE-12-12-12 1.55 1.55 BC-GRATE-18-18-18 4.32 3.68 BC-GRATE-24-24-24 7.67 4.83 BC-GRATE-30-30-24 12.97 6.21 BC-GRATE-25-38-24 13.53 6.59 BC-GRATE-36-36-24 19.64 7.60 BC-GRATE-48-48-18 25.59 10.13 NOTE: Treatment and bypass flow rates include a safety factor of 2. Bypass Flow Path Treatment Flow Path Hydrocarbon Boom Boom Rails Mounting Flange Floating Hydrocarbon Booom High Flow Bypass Non-Clogging Screens Operation Specifications Corrugated Metal Pipe Design Guide ENGINEERED SOLUTIONS 22 Drainage Pipe Selection Introduction ...................................................................................................................3 Environment and Abrasion Guidelines ............................................................................4 Usage Guide for Drainage Products ................................................................................4 Product Dimensions and Hydraulics ................................................................................5 Reference Specifications .................................................................................................6 Corrugated Steel Pipe Height of Cover Tables ...................................................................................................7 Handling Weights ........................................................................................................10 Corrugated Aluminum Pipe Height of Cover Tables .................................................................................................11 Handling Weights ........................................................................................................12 ULTRA-FLO Height of Cover Tables .................................................................................................13 Handling Weight ..........................................................................................................14 Installation for CMP ..............................................................................................15 Miscellaneous SmoothCor ..................................................................................................................16 QUICK STAB Joint ........................................................................................................17 End Sections ................................................................................................................18 Table of Contents ENGINEERED SOLUTIONS 3 Durability Design Guide for Drainage Products Proper design of culverts and storm sewers requires structural, hydraulic and durability considerations. While most designers are comfortable with structural and hydraulic design, the mechanics of evaluating abrasion, corrosion and water chemistry to perform a durability design are not commonly found in most civil engineering handbooks. The durability and service life of a drainage pipe installation is directly related to the environmental conditions encountered at the site and the type of materials and coatings from which the culvert is fabricated. Two principle causes of early failure in drainage pipe materials are corrosion and abrasion. Service life can be affected by the corrosive action of the backfill in contact with the outside of a drainage pipe or more commonly by the corrosive and abrasive action of the flow in the invert of the drainage pipe. The design life analysis should include a check for both the water side and soil side environments to determine which is more critical— or which governs service life. The potential for metal loss in the invert of a drainage pipe due to abrasive flows is often overlooked by designers and its effects are often mistaken for corrosion. An estimate for potential abrasion is required at each pipe location in order to determine the appropriate material and gage. This manual is intended to guide specifiers through the mechanics of selecting appropriate drainage products to meet service life requirements. The information contained in the following pages is a composite of several national guidelines. Using the Design Guide The choice of material, gage and product type can be extremely important to service life. The following steps describe the procedure for selecting the appropriate drainage product, material and gage to meet a specific service life requirement. Design Sequence 1. Select pipe or structure based on hydraulic and clearance requirements. Use Tables 4 and 5 as reference for size limits and hydraulic properties of all drainage products. 2. Use Height of Cover tables for the chosen pipe or structure to determine the material gage required for the specific loading condition. 3. Use Table 1 to select the appropriate material for the site-specific environmental conditions. Whenever possible, existing installations of drainage structures along the same water course offer the most reliable estimate of long- term performance for specific environment conditions. In many cases, there will be more than one material that is appropriate for the project environmental conditions. Generally speaking, the metal material types increase in price as you move from top down on Table 1. Please contact your local CONTECH Sales Representative for pricing. 4. Use Table 2 to determine which abrasion level most accurately describes the typical storm event (2 year storm). The expected stream velocity and associated abrasion conditions should be based on a typical flow and not a 10 or 50-year design flood. 5. Use Table 3 to determine whether the structural gage for the selected material is sufficient for the design service life. If the structural gage is greater than or equal to the gage required for a particular abrasion condition and service life, use the structural gage. Conversely, if the structural gage is less than the gage required for a particular abrasion condition and service life, use the gage required by Table 3. Note: Both Contech round pipe and pipe-arch are available with either helical or an- nular corrugations. Contech HEL-COR® pipe (helical corrugations) is furnished with continuous lock seams and annular re-rolled ends. Contech riveted pipe is furnished with annular corrugations only. The height of cover tables in this guide are helical corrugations only. Consult your Contech representative for Height of Cover tables on riveted pipe. 4 Ta b l e 2 — F H W A A b r a s i o n G u i d e l i n e s Ab r a s i o n Ab r a s i o n Be d L o a d Fl o w V e l o c i t y Le v e l Co n d i t i o n (f p s ) 1 No n - A b r a s i v e No n e Mi n i m a l 2 Lo w A b r a s i o n Mi n o r < 5 3 Mo d e r a t e A b r a s i o n Mo d e r a t e 5 - 1 5 4 Se v e r e A b r a s i o n He a v y > 1 5 “I n t e r i m D i r e c t G u i d e l i n e s o n D r a i n a g e P i p e A l t e r n a t i v e S e l e c t i o n . ” F H W A , 2 0 0 5 . Ta b l e 1 — R e c o m m e n d e d E n v i r o n m e n t s Ma t e r i a l T y p e So i l * a n d W a t e r p H Re s i s t i v i t y ( o h m - c m ) 3 4 5 6 7 8 9 10 11 12 Mi n i m u m Ma x i m u m Ga l v a n i z e d S t e e l * 20 0 0 80 0 0 Al u m i n i z e d S t e e l T y p e 2 15 0 0 N/ A Po l y m e r C o a t e d 25 0 N/ A Al u m i n u m A l l o y 50 0 N/ A *A p p r o p r i a t e p H r a n g e f o r G a l v a n i z e d S t e e l i s 6 . 0 t o 1 0 CM P ( 1 / 2 ” & 1 ” d e e p c o r r u g a t i o n s , U L T R A F L O 3 & S m o o t h C o r 2, 3 ) Mi n i m u m g a g e r e q u i r e d t o m e e t d e s i g n s e r v i c e l i f e , a s s u m i n g t h a t s t r u c t u r a l d e s i g n h a s b e e n m e t . Ga l v a n i z e d ( 2 o z . ) 16 12 10 84 14 10 8 N/ A 1 4 5 10 5 85 N/ A Ga l v a n i z e d a n d As p h a l t C o a t e d 16 14 10 8 14 12 8 N/ A 1 4 5 12 5 85 N/ A Ga l v . , As p h a l t C o a t e d a n d P a v e d I n v e r t 16 16 14 10 16 14 12 8 1 4 12 10 N/ A Al u m i n i z e d T y p e 2 16 16 16 14 14 14 14 12 14 6 14 6 14 6 12 6 Po l y m e r C o a t e d 16 16 16 8 16 9 16 16 16 8 16 9 1 4 7 14 7 14 7, 8 14 7, 9 Al u m i n u m A l l o y 16 16 16 16 14 14 14 14 14 5 14 5 14 5 14 5 Ru r a l Mi n o r Ma j o r Ur b a n Ru r a l Mi n o r Ma j o r Ur b a n Ru r a l Mi n o r Ma j o r Ur b a n 25 50 75 10 0 25 50 75 10 0 25 50 75 10 0 Ta b l e 3 — D r a i n a g e P r o d u c t U s a g e G u i d e 1 Ap p l i c a t i o n Ro a d w a y C l a s s i f i c a t i o n De s i g n S e r v i c e L i f e Ab r a s i o n L e v e l Ab r a s i o n L e v e l 1 & 2 Ab r a s i o n L e v e l 4 Ab r a s i o n L e v e l 3 Cu l v e r t s , S t o r m D r a i n , C r o s s D r a i n , M e d i a n D r a i n , S i d e D r a i n 1. Ba s e d o n T a b l e 1 - R e c o m m e n d e d E n v i r o n m e n t s . 2. Sm o o t h C o r ™ S t e e l P i p e c o m b i n e s a c o r r u g a t e d s t e e l e x t e r i o r s h e l l w i t h a h y d r a u l i c a l l y s m o o t h i n t e r i o r l i n e r . 3. Se r v i c e l i f e e s t i m a t e s f o r U L T R A F L O ® a n d S m o o t h C o r P i p e a s s u m e a s t o r m s e w e r a p p l i c a t i o n . S t o r m s e w e r s r a r e l y a c h i e v e a b r a s i o n l e v e l s 3 o r 4 . F o r a p p l i c a t i o n s o t h e r t h a n s t o r m s e w e r s o r a b r a s i o n c o n d i t i o n s a b o v e A b r a s i o n L e v e l 2 , p l e a s e c o n t a c t y o u r C o n t e c h S a l e s R e p r e s e n t a t i v e f o r g a g e a n d c o a t i n g r e c o m m e n d a t i o n s . 4. D e s i g n s e r v i c e l i f e f o r 8 g a g e g a l v a n i z e d i s 9 7 y e a r s . 5. I n v e r t p r o t e c t i o n t o c o n s i s t o f v e l o c i t y r e d u c t i o n s t r u c t u r e s . 6. A s p h a l t c o a t e d a n d p a v e d i n v e r t o r v e l o c i t y r e d u c t i o n s t r u c t u r e s a r e n e e d e d . 7. R e q u i r e s a f i e l d a p p l i e d c o n c r e t e p a v e d i n v e r t w i t h m i n i m u m t h i c k n e s s 1 ” a b o v e c o r r u g a t i o n c r e s t s . 8. 7 5 y e a r s e r v i c e l i f e f o r p o l y m e r c o a t e d i s b a s e d o n a p H r a n g e o f 4 - 9 a n d r e s i s t i v i t y g r e a t e r t h a n 7 5 0 o h m - c m . 9. 1 0 0 y e a r s e r v i c e l i f e f o r p o l y m e r c o a t e d i s b a s e d o n a p H r a n g e o f 5 - 9 a n d r e s i s t i v i t y g r e a t e r t h a n 1 5 0 0 o h m - c m . 5 Table 4 - Product Dimensions Drainage Product Common Uses Size Limits*Manning’s “n” ValueMinimumMaximum Ro u n d P i p e Corrugated Steel (1/2” deep corrugation) Culverts, small bridges, storm water detention/ retention systems, conduits, tunnels, storm sewers. 12”84”0.011 - 0.021 Corrugated Steel with Paved Invert (1/2” deep corrugation)12”84”0.014 - 0.020 Corrugated Steel (1” deep corrugation)54”144”0.022 - 0.027 Corrugated Steel with Paved Invert (1” deep corrugation)54”144”0.019 - 0.023 Corrugated Aluminum (1/2” deep corrugation)12”72”0.011 - 0.021 Corrugated Aluminum (1” deep corrugation)30”120”0.023 - 0.027 ULTRA FLO® Steel Storm sewers, culverts, storm water detention/ retention systems. 18”102”0.012 ULTRA FLO Aluminum 18”84”0.012 SmoothCor™ Steel (1/2” deep corrugation)18”66”0.012 SmoothCor Steel (1” deep corrugation)48”126”0.012 Pi p e - A r c h Corrugated Steel (1/2” deep corrugation) Culverts, small bridges, storm water detention/ retention systems, conduits, tunnels, storm sewers. 17” x 13” 83” x 57”0.011 - 0.021 Corrugated Steel with Paved Invert (1/2” deep corrugation)17” x 13” 83” x 57”0.014 - 0.019 Corrugated Steel (1” deep corrugation)53” x 41”142” x 91”0.023 - 0.027 Corrugated Steel with Paved Invert (1” deep corrugation)53” x 41”142” x 91”0.019 - 0.022 Corrugated Aluminum (1/2” deep corrugation)17” x 13” 71” x 47”0.011 - 0.021 Corrugated Aluminum (1” deep corrugation)60” x 46”112” x 75”0.023 - 0.027 ULTRA FLO Steel Storm sewers, culverts, storm water detention/ retention systems. 20” x 16”66” x 51”0.012 ULTRA FLO Aluminum 20” x 16”66” x 51”0.012 SmoothCor Steel (1/2” deep corrugation)21” x 15”77” x 52”0.012 SmoothCor Steel (1” deep corrugation)53” x 41”137” x 87”0.012 * For sizes outside of these limits, please contact your Contech representative. Table 5 — Corrugated Steel Pipe—Values of Coefficient of Roughness (n) All Diameters 1-1/2” x 1/4” Helical* Corrugation Helical—2-2/3” x 1/2” 2-2/3” x 1/2”Annular 8 in.10 in.12 in.15 in.18 in.24 in.36 in.48 in.60 in. + Unpaved 0.024 0.012 0.014 0.011 0.012 0.013 0.015 0.018 0.020 0.021 PAVED-INVERT 0.021 0.014 0.017 0.020 0.019 SmoothCor N/A 0.012 0.012 0.012 0.012 0.012 Annular Helical*—3” x 1” 3” x 1”36 in.42 in.48 in.54 in.60 in.66 in.72 in.78 in. + Unpaved 0.027 0.022 0.022 0.023 0.023 0.024 0.025 0.026 0.027 PAVED-INVERT 0.023 0.019 0.019 0.020 0.020 0.021 0.022 0.022 0.023 SmoothCor N/A 0.012 0.012 0.012 0.012 0.012 0.012 Annular Helical*—5” x 1” 5” x 1”48 in.54 in.60 in.66 in.72 in.78 in. + Unpaved N/A 0.022 0.022 0.023 0.024 0.024 0.025 PAVED-INVERT N/A 0.019 0.019 0.020 0.021 0.021 0.022 ULTRA FLO N/A 3/4” x 3/4” x 7-1/2” All diameters n = 0.012 * Tests on helically corrugated pipe demonstrate a lower coefficient of roughness than for annularly corrugated steel pipe. Pipe-arches approximately have the same roughness characteristics as their equivalent round pipes. 6 Pi p e & P i p e - A r c h Table 6 - AASHTO Reference Specifications Material Type Material Pipe Design* Installation* CMP (1/2” or 1” deep corrugations) Galvanized (2 oz.) M218 M36 Section 12 Section 26 Asphalt Coated M190 M36 Section 12 Section 26 Asphalt Coated and Paved Invert M190 M36 Section 12 Section 26 Aluminized Type 2 M274 M36 Section 12 Section 26 Polymer Coated M246 M36 & M245 Section 12 Section 26 Aluminum Alloy M197 M196 Section 12 Section 26 ULTRA FLO (3/4” x 3/4” x 7-1/2” corrugation) Galvanized (2 oz.) M218 M36 Section 12 Section 26 Aluminized Type 2 M274 M36 Section 12 Section 26 Polymer Coated M246 M36 & M245 Section 12 Section 26 Aluminum Alloy M197 M196 Section 12 Section 26 SmoothCor Polymer Coated M246 M36 & M245 Section 12 Section 26 * AASHTO LRFD Bridge Design Specification and AASHTO Standard Specification for Highway Bridges 7 Heights of Cover 2-2/3” x 1/2” Height of Cover Limits for Corrugated Steel Pipe Heights of Cover Notes: 1. These tables are for lock-seam or welded-seam construction. They are not for riveted construction. Consult your Contech Sales Representative for Height of Cover tables on riveted pipe. 2. These values, where applicable, were calculated using a load factor of K=0.86 as adopted in the NCSPA CSP Design Manual, 2008. 3. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 4. E 80 minimum cover is measured from top of pipe to bottom of tie. 5. H 20 and H 25 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 6. The H 20 and H 25 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 7. The E 80 pipe-arch tables minimum and maximum covers are based on the corner bearing pressures shown. These values may increase or decrease with changes in allowable corner bearing pressures. 8. 0.052” is 18 gage. 0.064” is 16 gage. 0.079” is 14 gage. 0.109” is 12 gage. 0.138” is 10 gage. 0.168” is 8 gage. 9. For construction loads, see Page 15. 10. 1-1/2” x 1/4” corrugation. H20, H25 and E80 loading. 11. SmoothCor has same Height of Cover properties as corrugated steel pipe. The exterior shell of SmoothCor is manufactured in either 2-2/3” x 1/2” or 3" x 1" corrugations; maximum exterior shell gage is 12. 12. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. Corrugated Steel Pipe H 20 and H 25 Live Loads, Pipe-Arch Minimum Round Structural Minimum Equivalent, Span x Rise, Thickness, Cover, Inches Inches Inches Inches 15 17 x 13 0.064 12 16 18 21 x 15 0.064 15 21 24 x 18 0.064 24 28 x 20 0.064 30 35x 24 0.064 36 42 x 29 0.064 42 49 x 33 0.064* 48 57 x 38 0.064* 54 64 x 43 0.079* 60 71 x 47 0.109* 66 77 x 52 0.109* 72 83 x 57 0.138* 12 15 Maximum(7) Cover, Feet Size 2 Tons/Ft.2 Corner Bearing Pressure Maximum Cover, Feet 3 Tons/Ft.2 Corner Bearing Pressure Size E 80 Live Loads, Pipe-Arch Minimum Round Structural Minimum Equivalent, Span x Rise, Thickness, Cover, Inches Inches Inches Inches 15 17 x 13 0.079 24 22 18 21 x 15 0.079 21 24 x 18 0.109 24 28 x 20 0.109 30 35 x 24 0.138 36 42 x 29 0.138 42 49 x 33 0.138* 48 57 x 38 0.138* 54 64 x 43 0.138* 60 71 x 47 0.138* 24 22 * These values are based on the AISI Flexibility Factor limit (0.0433 x 1.5) for pipe-arch. (8) H 20 and H 25 Live Loads Diameter or Span, Inches Minimum Cover, Inches Maximum Cover, Feet(2) Specified Thickness, Inches 0.052 0.064 0.079 0.109 0.138 0.168 610 12 388 486 810 291 365 1010 233 392 12 197 248 310 15 158 198 248 18 131 165 206 21 113 141 177 248 24 98 124 155 217 30 99 124 173 36 83 103 145 186 42 71 88 124 159 195 48 62 77 108 139 171 54 67 94 122 150 60 80 104 128 66 68 88 109 72 75 93 78 79 84 12 66 E 80 Live Loads Diameter or Span, Inches Minimum Cover, Inches Maximum Cover, Feet(2) Specified Thickness, Inches 0.052 0.064 0.079 0.109 0.138 0.168 12 12 197 248 310 15 158 198 248 18 131 165 206 21 113 141 177 248 24 98 124 155 217 30 99 124 173 36 83 103 145 186 42 71 88 124 159 195 48 12 62 77 108 139 171 54 18 67 94 122 150 60 80 104 128 66 68 88 109 72 18 75 93 78 24 79 84 24 66 8 Heights of Cover Notes: 1. These tables are for lock-seam or welded-seam construction. They are not for riveted construction. Consult your Contech Sales Representative for Height of Cover tables on riveted pipe. 2. These values, where applicable, were calculated using a load factor of K=0.86 as adopted in the NCSPA CSP Design Manual, 2008. 3. The span and rise shown in these tables are nominal. Typically the actual rise that forms is greater than the specified nominal. This actual rise is within the tolerances as allowed by the AASHTO & ASTM specifications. The minimum covers shown are more conservative than required by the AASHTO and ASTM specifications to account for this anticipated increase in rise. Less cover height may be tolerated depending upon actual rise of supplied pipe arch. 4. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 5. E 80 minimum cover is measured from top of pipe to bottom of tie. 6. H 20 and H 25 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 7. The H 20 and H 25 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 8. The E 80 pipe-arch tables minimum and maximum covers are based on the corner bearing pressures shown. These values may increase or decrease with changes in allowable corner bearing pressures. 9. 0.052” is 18 gage. 0.064” is 16 gage. 0.079” is 14 gage. 0.109” is 12 gage. 0.138” is 10 gage. 0.168” is 8 gage. 10. For construction loads, see Page 15. 11. SmoothCor has same Height of Cover properties as corrugated steel pipe. The exterior shell of SmoothCor is manufactured in either 2-2/3” x 1/2” or 3”x1” corrugations; maximum exterior shell gage is 12. 12. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. Heights of Cover 5” x 1” or 3” x 1” Height of Cover Limits for Corrugated Steel Pipe H 20 and H 25 Live Loads Diameter Minimum or Span, Cover Inches Inches 0.064 0.079 0.109 0.138 0.168 54 12 56 70 98 127 155 60 50 63 88 114 139 66 46 57 80 103 127 72 42 52 74 95 116 78 39 48 68 87 107 84 36 45 63 81 99 90 33 42 59 76 93 96 12 31 39 55 71 87 102 18 29 37 52 67 82 108 35 49 63 77 114 32 45 58 72 120 30 42 54 66 126 39 50 61 132 36 46 58 138 33 43 53 144 18 39 49 Maximum cover heights shown are for 5” x 1”. To obtain maximum cover for 3” x 1”, increase these values by 12% E 80 Live Loads Diameter Minimum or Span, Cover Inches Inches 0.064 0.079 0.109 0.138 0.168 54 18 56 70 98 127 155 60 50 63 88 114 139 66 46 57 80 103 127 72 18 42 52 74 95 116 78 24 39 48 68 87 107 84 36 45 63 81 99 90 33(1) 42 59 76 93 96 24 31(1) 39 55 71 87 102 30 29(1) 37 52 67 82 108 35 49 63 77 114 32(1) 45 58 72 120 30 30(1) 42 54 66 126 36 39 50 61 132 36 46 58 138 33(1) 43 53 144 36 39 49 Maximum cover heights shown are for 5” x 1”. To obtain maximum cover for 3” x 1”, increase these values by 12%. (1) These diameters in these gages require additional minimum cover. Maximum Cover, Feet(2) Specified Thickness, Inches Maximum Cover, Feet(2) Specified Thickness, Inches 5” x 1” Pipe-Arch Height of Cover Limits for Corrugated Steel Pipe H 20 and H 25 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Corner Diameter Inches(3) Inches* Inches Bearing Pressure 72 81 x 59 0.109 18 21 78 87 x 63 0.109 18 20 84 95 x 67 0.109 18 20 90 103 x 71 0.109 18 20 96 112 x 75 0.109 21 20 102 117 x 79 0.109 21 19 108 128 x 83 0.109 24 19 114 137 x 87 0.109 24 19 120 142 x 91 0.138 24 19 Larger sizes are available in some areas of the United States. Check with your local Contech representative . Some minimum heights-of-cover for pipe-arches have been increased to take into account allowable "plus" tolerances on the manufactured rise. E 80 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Cover Diameter Inches(3) Inches* Inches Bearing Pressure 72 81 x 59 0.109 30 21 78 87 x 63 0.109 30 18 84 95 x 67 0.109 30 18 90 103 x 71 0.109 36 18 96 112 x 75 0.109 36 18 102 117 x 79 0.109 36 17 108 128 x 83 0.109 42 17 114 137 x 87 0.109 42 17 120 142 x 91 0.138 42 17 * Some 3” x 1” and 5” x 1” minimum gages shown for pipe-arch are due to manufacturing limitations. Maximum(7) Cover, Feet Size Maximum(8) Cover, Feet Size 9 Heights of Cover Notes: 1. These tables are for lock-seam or welded-seam construction. They are not for riveted construction. Consult your Contech Sales Representative for Height of Cover tables on riveted pipe. 2. These values, where applicable, were calculated using K=0.86 as adopted in the NCSPA CSP Design Manual, 2008. 3. The span and rise shown in these tables are nominal. Typically the actual rise that forms is greater than the specified nominal. This actual rise is within the tolerances as allowed by the AASHTO & ASTM specifications. The minimum covers shown are more conservative than required by the AASHTO and ASTM specifications to account for this anticipated increase in rise. Less cover height may be tolerated depending upon actual rise of supplied pipe arch. 4. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 5. E 80 minimum cover is measured from top of pipe to bottom of tie. 6. H 20 and H 25 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 7. The H 20 and H 25 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 8. The E 80 pipe-arch tables minimum and maximum covers are based on the corner bearing pressures shown. These values may increase or decrease with changes in allowable corner bearing pressures. 9. 0.052” is 18 gage. 0.064” is 16 gage. 0.079” is 14 gage. 0.109” is 12 gage. 0.138” is 10 gage. 0.168” is 8 gage. 10. For construction loads, see Page 15. 11. SmoothCor has same Height of Cover properties as corrugated steel pipe. The exterior shell of SmoothCor is manufactured in either 2-2/3” x 1/2” or 3" x 1" corrugations; maximum exterior shell gage is 15. 12. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. 3” x 1” Pipe-Arch Height of Cover Limits for Corrugated Steel Pipe-Arch H 20 and H 25 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Corner Diameter Inches Inches* Inches Bearing Pressure 48 53 x 41 0.079 12 25 54 60 x 46 0.079 15 25 60 66 x 51 0.079 15 25 66 73 x 55 0.079 18 24 72 81 x 59 0.079 18 21 78 87 x 63 0.079 18 20 84 95 x 67 0.079 18 20 90 103 x 71 0.079 18 20 96 112 x 75 0.079 21 20 102 117 x 79 0.109 21 19 108 128 x 83 0.109 24 19 114 137 x 87 0.109 24 19 120 142 x 91 0.138 24 19 Larger sizes are available in some areas of the United States. Check with your local Contech Sales Representative. Some minimum heights-of-cover for pipe-arches have been increased to take into account allowable “plus” tolerances on the manufactured rise. E 80 Live Loads Minimum Equivalent Specified Minimum Pipe Span x Rise Thickness, Cover 2 Tons/Ft.2 Corner Diameter Inches Inches* Inches Bearing Pressure 48 53 x 41 0.079 24 25 54 60 x 46 0.079 24 25 60 66 x 51 0.079 24 25 66 73 x 55 0.079 30 24 72 81 x 59 0.079 30 21 78 87 x 63 0.079 30 18 84 95 x 67 0.079 30 18 90 103 x 71 0.079 36 18 96 112 x 75 0.079 36 18 102 117 x 79 0.109 36 17 108 128 x 83 0.109 42 17 114 137 x 87 0.109 42 17 120 142 x 91 0.138 42 17 * Some 3” x 1” and 5” x 1” minimum gages shown for pipe-arch are due to manufacturing limitations. Maximum(7) Cover, FeetSize Size Maximum(8) Cover, Feet Heights of Cover 10 Approximate Weight (Pounds/Foot) Contech Corrugated Steel Pipe (Estimated Average Weights—Not for Specification Use) 1-1/2” x 1/4” Corrugation Inside Specified Diameter, Thickness, Galvanized & Full in. in. ALUMINIZED Coated 6 0.052 4 5 0.064 5 6 8 0.052 5 6 0.064 6 7 10 0.052 6 7 0.064 7 8 3” x 1” or 5” x 1” Corrugation Inside Diameter, in.Specified Thickness Galvanized & ALUMINIZED Full Coated Coated & PAVED-INVERT SmoothCor 54 0.064 50 66 84 84 0.079 61 77 95 95 0.109 83 100 118 118 0.138 106 123 140 0.168 129 146 163 60 0.064 55 73 93 93 0.079 67 86 105 105 0.109 92 110 130 130 0.138 118 136 156 0.168 143 161 181 66 0.064 60 80 102 102 0.079 74 94 116 116 0.109 101 121 143 145 0.138 129 149 171 0.168 157 177 199 72 0.064 66 88 111 112 0.079 81 102 126 127 0.109 110 132 156 157 0.138 140 162 186 0.168 171 193 217 78 0.064 71 95 121 120 0.079 87 111 137 136 0.109 119 143 169 168 0.138 152 176 202 0.168 185 209 235 84 0.064 77 102 130 130 0.079 94 119 147 147 0.109 128 154 182 181 0.138 164 189 217 0.168 199 224 253 90 0.064 82 109 140 139 0.079 100 127 158 157 0.109 137 164 195 194 0.138 175 202 233 0.168 213 240 271 96 0.064 87 116 149 148 0.079 107 136 169 168 0.109 147 176 209 208 0.138 188 217 250 0.168 228 257 290 102 0.064 93 124 158 158 0.079 114 145 179 179 0.109 155 186 220 222 0.138 198 229 263 0.168 241 272 306 108 0.079 120 153 188 189 0.109 165 198 233 235 0.138 211 244 279 0.168 256 289 324 114 0.079 127 162 199 200 0.109 174 209 246 248 0.138 222 257 294 0.168 271 306 343 120 0.079 134 171 210 211 0.109 183 220 259 260 0.138 234 271 310 0.168 284 321 360 126 0.109 195 233 274 276 0.138 247 285 326 0.168 299 338 378 132 0.109 204 244 287 289 0.138 259 299 342 0.168 314 354 397 138 0.109 213 255 300 300 0.138 270 312 357 0.168 328 370 415 144 0.138 282 326 373 0.168 344 388 435 (2) 1. Weights for polymer coated pipe are 1% to 4% higher, varying by gage. 2. Please contact your Contech Sales Representative. 3. Weights listed in the 3” x 1” or 5” x 1” table are for 3” x 1” pipe. Weights for 5” x 1” are approximately 12% less than those used in this table, for metallic coated pipe. 2-2/3” x 1/2” Corrugation Inside Diameter, in.Specified Thickness Galvanized & ALUMINIZED Full Coated Coated & PAVED-INVERT SmoothCor 12 0.052 8 10 13 0.064 10 12 15 0.079 12 14 17 15 0.052 10 13 16 0.064 12 15 18 0.079 15 18 21 18 0.052 12 16 19 0.064 15 19 22 25 0.079 18 22 25 28 21 0.052 14 18 23 0.064 17 21 26 29 0.079 21 25 30 33 0.109 29 33 33 41 24 0.052 15 20 26 0.064 19 24 30 30 0.079 24 29 35 38 0.109 33 38 44 47 30 0.064 24 30 36 42 0.079 30 36 42 48 0.109 41 47 53 59 36 0.064 29 36 44 51 0.079 36 43 51 58 0.109 49 56 64 71 0.138 62 69 77 42 0.064 34 42 51 60 0.079 42 50 59 68 0.109 57 65 74 82 0.138 72 80 89 0.168 88 96 105 48 0.064 38 48 57 67 0.079 48 58 67 77 0.109 65 75 84 94 0.138 82 92 101 0.168 100 110 119 54 0.079 54 65 76 87 0.109 73 84 95 106 0.138 92 103 114 0.168 112 123 134 60 0.109 81 92 106 117 0.138 103 114 128 0.168 124 135 149 66 0.109 89 101 117 129 0.138 113 125 141 0.168 137 149 165 72 0.138 123 137 154 (2) 0.168 149 163 180 78 0.168 161 177 194 (2) 84 0.168 173 190 208 (2) Steel Thicknesses by Gage Gage 18 16 14 12 10 8 Thickness .052 .064 .079 .109 .138 .168 11 Diameter Minimum or Span Cover (In.) (In.) 18 16 14 12 10 8(5) 6 (4) 12 197 247 8 (4) 147 185 10 (4) 119 148 12 125 157 15 100 125 18 83 104 21 71 89 24 62 78 109 27 69 97 30 62 87 36 51 73 94 42 62 80 48 12 54 70 85 54 15 48 62 76 60 15 52 64 66 18 52 72 18 43 Equiv. Standard Gage 2-2/3” X 1/2” Height of Cover Limits for Corrugated Aluminum Pipe HL 93 Live Load Maximum Cover, (Ft.)(2) Corrugated Aluminum Pipe Heights of Cover Heights of Cover 3” x 1” Height of Cover Limits for Corrugated Aluminum Pipe HL 93 Live Load Diameter Minimum(3) or Span Cover (In.) (In.) 16 14 12 10 8(6) 30 12 57 72 101 135 159 36 47 60 84 112 132 42 40 51 72 96 113 48 12 35 44 62 84 99 54 15 31 39 55 74 88 60 15 28 35 50 67 79 66 18 25 32 45 61 72 72 18 23 29 41 56 66 78 21 27 38 51 61 84 21 35 48 56 90 24 33 44 52 96 24 31 41 49 102 24 39 46 108 24 37 43 114 24 39 120 24 36 Equiv. Standard Gage Maximum Cover, (Ft.) (2) 3” x 1” Height of Cover Limits for Corrugated Aluminum Pipe-Arch 2 2/3" x 1/2" Height of Cover Limits for Corrugated Aluminum Pipe-Arch Notes: 1. Height-of-cover is measured to top of rigid pavement or to bottom of flexible pavement. 2. Maximum cover meets AASHTO LRFD design criteria. 3. Minimum cover meets AASHTO and ASTM B 790 design criteria. 4. 1 1/2” x 1/4” corrugation. 5. 8-gage pipe has limited availability. 6. For construction loads, see page 15. Notes: 1. Height-of-cover is measured to top of rigid pavement or to bottom of flexible pavement. 2. Maximum cover meets AASHTO LRFD design criteria. 3. Minimum cover meets ASTM B 790 design criteria. 4. Limited availability on these sizes. 5. 8-gage pipe has limited availability. 6. For construction loads, see page 15. HL 93 Live Load Round Pipe Dia. (Inches) Size, (In.) Span x Rise Minimum Gage Minimum(3) Cover (Inches) Maximum Cover, (Ft.) Aluminum Pipe-Arch(2) 2 Tons/Ft.2 for Corner Bearing Pressures 15 17x13 16 12 13 18 21x15 16 12 12 21 24x18 16 12 12 24 28x20 14 12 12 30 35x24 14 12 12 36 42x29 12 12 12 42 49x33 12 15 12 48 57x38 10 15 12 54 64x43 10 18 12 60 71x47 8(5)18 12 HL 93 Live Load Round Pipe Dia. (Inches) Size, (In.) Span x Rise Minimum Gage Minimum(3) Cover (Inches) Maximum Cover, (Ft.) Aluminum Pipe-Arch(2) 2 Tons/Ft.2 for Corner Bearing Pressures 54 60x46 14 15 20 60 66x51 14 18 20 66 73x55 14 21 20 72 81x59 12 21 16 78(4)87x63 12 24 16 84(4)95x67 12 24 16 90(4)103x71 10 24 16 96(4)112x75 8(5)24 16 12 3” x 1” Corrugation Aluminum Pipe Diameter or Span (Inches) (.060) (.075) (.105) (.135) (.164) 16 14 12 10 8(3) 30 9.3 11.5 15.8 20.2 36 11.1 13.7 18.9 24.1 42 12.9 16.0 22.0 28.0 48 14.7 18.2 25.1 32.0 38.8 54 16.5 20.5 28.2 35.9 43.6 60 18.3 22.7 31.3 40.0 48.3 66 20.2 24.9 34.3 43.7 53.0 72 22.0 27.1 37.4 47.6 57.8 78 29.3 40.4 51.5 62.5 84 43.5 55.4 67.2 90 46.6 59.3 71.9 96 49.6 63.2 76.7 102 66.6 80.8 108 71.0 86.1 114 90.9 120 95.6 Notes: 1. Helical lockseam pipe only. Annular riveted pipe weights will be higher. 2. 1 ½” x ¼” Corrugation. 3. 8-gage pipe has limited availability. Approximate Weight/Foot Contech Corrugated Aluminum Pipe (Estimated Average Weights—Not for Specification Use) Weight (Lb./Lineal Ft.) Equiv. Standard Gage 2 2/3” x 1/2” Corrugation Aluminum Pipe Diameter or Span (Inches) (.048) (.060) (.075) (.105) (.135) (.164) 18 16 14 12 10 8(3) 6 (2) 1.3 1.6 8 (2) 1.7 2.1 10 (2) 2.1 2.6 12 3.2 4.0 15 4.0 4.9 18 4.8 5.9 21 5.6 6.9 24 6.3 7.9 10.8 27 8.8 12.2 30 9.8 13.5 36 11.8 16.3 20.7 42 19.0 24.2 48 21.7 27.6 33.5 54 24.4 31.1 37.7 60 34.6 41.9 66 46.0 72 50.1 Weight (Lb./Lineal Ft.) Equiv. Standard Gage 13 Heights of Cover ULTRA FLO® ULTRA FLO can be manufactured from polymer coated steel for added durability. Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO H 20 and H 25 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Diameter (Inches) (0.064) 16 (0.079) 14 (0.109) 12 (0.138) 10 18 1.0/108 1.0/151 21 1.0/93 1.0/130 1.0/216 24 1.0/81 1.0/113 1.0/189 30 1.0/65 1.0/91 1.0/151 36 1.0/54 1.0/75 1.0/126 42 1.0/46 1.0/65 1.0/108 48 1.0/40 1.0/56 1.0/94 1.0/137 54 1.25/36 1.25/50 1.0/84 1.0/122 60 1.25*/32* 1.25/45 1.0/75 1.0/109 66 1.5/41 1.25/68 1.25/99 72 1.5*/37*1.25/63 1.25/91 78 1.75*/34*1.5/58 1.5/84 84 1.75/54 1.75/78 90 2.0*/50*2.0/73 96 2.0*/47*2.0/68 102 2.5*/43*2.5/61 108 2.5*/54* 114 2.5*/49* 120 2.5*/43* Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO Pipe-Arch H 20 and H 25 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Equiv. Pipe Dia. (Inches) Span (Inches) Rise (Inches) (0.064) 16 (0.079) 14 (0.109) 12 18 20 16 1.0/16 21 23 19 1.0/15 24 27 21 1.0/13 30 33 26 1.0/13 1.0/13 36 40 31 1.0/13 1.0/13 42 46 36 M.L.8 M.L.8 1.0/13 48 53 41 M.L.8 M.L.8 1.25/13 54 60 46 M.L.8 M.L.8 1.25/13 60 66 51 M.L.8 M.L.8 1.25/13 11. All heights of cover are based on trench conditions. If embankment conditions exist, there may be restriction on gages for the large diameters. Your Contech Sales Representative can provide further guidance for a project in embankment conditions. 12. All steel ULTRA FLO is installed in accordance with ASTM A798 “Installing Factory-Made Corrugated Steel Pipe for Sewers and Other Applications.” * These sizes and gage combinations are installed in accordance with ASTM A796 paragraphs 18.2.3 and ASTM A798. For aluminum ULTRA FLO refer to ASTM B790 and B788. ** Contact your local Contech representative for more specific information on Polymer Coated ULTRA FLO for gages 12 and 10. Notes: 1. The tables for Steel H 20 and H 25 loading are based on the NCSPA CSP Design Manual, 2008 and were calculated using a load factor of K=0.86. The tables for Steel E 80 loading are based on the AREMA Manual. The tables for Aluminum HL 93 loading are based on AAS- HTO LRFD Design Criteria. 2. The haunch areas of a pipe-arch are the most critical zone for backfilling. Extra care should be taken to provide good material and compaction to a point above the spring line. 3. E 80 minimum cover is measured from top of pipe to bottom of tie. 4. H 20, H 25 and HL 93 minimum cover is measured from top of pipe to bottom of flexible pavement or top of rigid pavement. 5. The H 20, H 25 and HL 93 pipe-arch tables are based on 2 tons per square foot corner bearing pressures. 6. The E 80 pipe-arch tables minimum and maximum covers are based on 3 tons per square foot corner bearing pressures shown. 7. Larger size pipe-arches may be available on special order. 8. M.L. (Heavier gage is required to prevent crimping at the haunches.) 9. For construction loads, see Page 15. 10. Sewer gage (trench conditions) tables for corrugated steel pipe can be found in the AISI book “Modern Sewer Design,” 4th Edition, 1999. These tables may reduce the minimum gage due to a higher flexibility factor allowed for a trench condition. Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO Pipe-Arch E 80 Live Load Span x Rise (Inches) Round Equivalent Minimum Cover (Inches) Minimum Gage Max Cover (Feet) 20x16 18 24 16 22 23x19 21 24 16 21 27x21 24 24 16 18 33x26 30 24 16 18 40x31 36 24 16 17 46x36 42 24 12 18 53x41 48 24 12 18 60x46 54 24 12 18 66x51 60 24 12 18 Galvanized, ALUMINIZED STEEL Type 2 or Polymer Coated** Steel ULTRA FLO E 80 Live Load Diameter (Inches) (0.064) 16 (0.079) 14 (0.109) 12 (0.138) 10 18 1.0 / 93 1.0 / 130 21 1.0 / 79 1.0 / 111 1.0 / 186 24 1.0 / 69 1.0 / 97 1.0 / 162 30 1.0 / 55 1.0 / 78 1.0 / 130 36 1.5 / 46 1.25 / 65 1.0 / 108 42 1.5 / 39 1.5 / 55 1.25 / 93 48 2.0 / 34 1.75 / 48 1.5 / 81 1.5 / 118 54 3.0* / 28*2.0 / 43 1.5 / 72 1.5 / 104 60 2.0 / 39 1.75 / 65 1.75 / 94 66 2.5* / 35*2.0 / 58 2.0 / 85 72 2.0 / 49 2.0 / 78 78 2.5 / 42 2.5 / 72 84 2.75* / 35*2.5 / 67 90 2.5 / 62 96 2.5* / 58* 102 3.0* / 52* 14 Aluminum ULTRA FLO Pipe-Arch HL 93 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Equiv. Pipe Dia. (Inches) Span (Inches) Rise (Inches) (0.060) 16 (0.075) 14 (0.105) 12 (0.135) 10 18 20 16 1.0/16 21 23 19 1.0/15 24 27 21 1.25/13 1.25/13 30 33 26 1.5/13 1.5/13 1.5/13 36 40 31 1.75/13 1.75/13 42 46 36 2.0/13 2.0/13 48 53 41 2.0/13 2.0/13 54 60 46 2.0*/13*2.0/13 60 66 51 2.0/13 Heights of Cover ULTRA FLO is available in long lengths. And, its light weight allows it to be unloaded and handled with small equipment. Reduced excavation because of ULTRA FLO’s smaller outside diameter. Approximate Weight/Foot Contech ULTRA FLO Pipe Handling Weight for ALUMINIZED STEEL Type 2 or Galvanized Steel ULTRA FLO Weight (Pounds/Lineal Foot) Specified Thickness and Gage Diameter (Inches) (0.064) 16 (0.079) 14 (0.109) 12 (0.138) 10 18 15 18 21 17 21 29 24 19 24 36 30 24 30 42 36 29 36 50 42 33 42 58 48 38 48 66 80 54 45 54 75 90 60 48 60 83 99 66 66 91 109 72 72 99 119 78 78 108 129 84 116 139 90 124 149 96 132 158 102 141 168 108 175 114 196 120 206 Handling Weight for ALUMINUM ULTRA FLO Weight (Pounds/Lineal Foot) Specified Thickness and Gage Diameter (Inches) (0.060) 16 (0.075) 14 (0.105) 12 (0.135) 10 18 5 6 21 6 8 11 24 7 9 13 30 9 11 15 36 11 13 18 23 42 12 15 21 26 48 17 24 30 54 19 27 34 60 30 37 66 33 41 72 36 45 78 49 84 52 Weights for polymer coated pipe are 1% to 4% higher, varying by gage. See previous page for height of cover notes. Aluminum ULTRA FLO HL 93 Live Load Minimum/Maximum Cover (Feet) Specified Thickness and Gage Diameter (Inches) (0.060) 16 (0.075) 14 (0.105) 12 (0.135) 10 18 1.0/43 1.0/61 21 1.0/38 1.0/52 1.0/84 24 1.0/33 1.0/45 1.0/73 30 1.0/26 1.25/36 1.25/58 36 1.5*/21*1.50/30 1.5/49 1.5/69 42 1.75*/25*1.75/41 1.75/59 48 2.0/36 2.0/51 54 2.0/32 2.0/46 60 2.0*/29*2.0/41 66 2.0/37 72 2.5*/34* 15 Installation Corrugated Metal Pipe Overview Satisfactory site preparation, trench excavation, bedding and backfill operations are essential to develop the strength of any flexible conduit. In order to obtain proper strength while preventing settlement, it is necessary that the soil envelope around the pipe be of good granular material, properly placed and carefully compacted. Bedding Bedding preparation is critical to both pipe performance and service life. The bed should be constructed to uniform line and grade to avoid distortions that may create undesirable stresses in the pipe and/or rapid deterioration of the roadway. The bed should be free of rock formations, protruding stones, frozen lumps, roots and other foreign matter that may cause unequal settlement. Placing the pipe Corrugated metal pipe weighs much less than other commonly used drainage structures. This is due to the efficient strength of the metal, further improved with carefully designed and formed corrugations. Even the heaviest sections of Contech pipe can be handled with relatively light equipment compared with equipment required for much heavier reinforced concrete pipe. Backfill Satisfactory backfill material, proper placement and compaction are key factors in obtaining maximum strength and stability. Backfill should be a well-graded granular material and should be free of large stones, frozen lumps and other debris. Backfill materials should be placed in layers about six inches deep, deposited alternately on opposite sides of the pipe. Each layer should be compacted carefully. Select backfill is placed and compacted until minimum cover height is reached, at which point, standard road embankment backfill procedures are used. Installation References For more information, see AASHTO Bridge Construction Specification Section 26, the Installation Manual of the National Corrugated Steel Pipe Association, ASTM A798 for steel and ASTM B788 for aluminum ULTRA FLO. Additional Considerations for ULTRA FLO Installations Bedding and Backfill Typical ULTRA FLO installation requirements are the same as for any other corrugated metal pipe installed in a trench. Bedding and backfill materials for ULTRA FLO follow the requirements of the CMP installation specifications mentioned above, and must be free from stones, frozen lumps or other debris. When ASTM A796 (steel) or B790 (aluminum) designs are to be followed for condition III requirements, indicated by asterisk (*) in the tables on page 13 and 14, use clean, easily compacted granular backfill materials. Embankment Conditions ULTRA FLO is a superior CMP storm sewer product that is normally installed in a trench condition. In those unusual embankment installation conditions, pipe sizes and gages may be restricted. Your Contech Sales Representative can provide you with further guidance. Minimum Cover (feet) for Indicated Axle Loads (kips) Construction Loads For temporary construction vehicle loads, an extra amount of compacted cover may be required over the top of the pipe. The Height of Cover shall meet minimum requirements shown in the table below. The use of heavy construction equipment necessitates greater protection for the pipe than finished grade cover minimums for normal highway traffic. Min. Height of Cover Requirements for Construction Loads On Corrugated Steel Pipe* Diameter/ Span, (Inches) 18-50 50-75 75-110 110-150 12-42 2.0 2.5 3.0 3.0 48-72 3.0 3.0 3.5 4.0 78-120 3.0 3.5 4.0 4.0 126-144 3.5 4.0 4.5 4.5 Temporary Cover For Construction Loads Finished Grade Height of Cover Min. Height of Cover Requirements for Construction Loads On Corrugated Aluminum Pipe* Diameter/ Span (Inches) 18-50 50-75 75-110 110-150 12-42 3.0’ 3.5’ 4.0’ 4.0’ 48-72 4.0’ 4.0’ 5.0’ 5.5’ 78-120 4.0’ 5.0’ 5.5’ 5.5’ Axle Load (Kips) Min. Height of Cover Requirements for Construction Loads On ULTRA FLO Pipe* Diameter/ Span 18-50 50-75 75-110 110-150 (Inches) 15-42 2.0' 2.5' 3.0' 3.0' 48-72 3.0' 3.0' 3.5' 4.0' 78-108 3.0' 3.5' 4.0' 4.5' 15-42 3.0' 3.5' 4.0' 4.0' Axle Load (Kips) Aluminum 3/4” x 3/4” x 7-1/2” Steel 3/4” x 3/4” x 7-1/2” * Minimum cover may vary depending on local conditions. The contractor must provide the additional cover required to avoid damage to the pipe. Minimum cover is measured from the top of the pipe to the top of the maintained construction roadway surface. 16 SmoothCor™ Pipe Excellent Hydraulics, Long Lengths and Easy Installation Corrugated Steel Shell SmoothCor pipe has a smooth interior steel liner that provides a Manning’s “n” of 0.012. Its rugged, corrugated steel shell supplies the structural strength to outperform rigid pipe. SmoothCor pipe is both the economical and performance alternate to concrete. Superior hydraulics SmoothCor, with its smooth interior surface, is hydraulically superior to conventional corrugated steel pipe and with fewer joints and better interior surface, outperforms reinforced concrete pipe. SmoothCor, with its long lengths, light weight and beam strength, is superior to concrete pipe in many difficult situations such as poor soils, poor subsurface drainage conditions, steep slopes and high fills. SmoothCor should be specified as an alternate under normal site conditions, and specified exclusively under very difficult situations that demand the strength of CSP with positive joints and a hydraulically efficient smooth liner. Two Pipe Shapes In addition to full-round pipe, SmoothCor comes in a pipe-arch shape for limited headroom conditions. The low, wide pipe-arch design distributes the flow area horizontally, enabling it to be installed with lower head room than a round pipe. Reference specifications Material Polymer Coated ASTM A 929 AASHTO M246 ASTM A 742 Pipe Polymer AASHTO M245 ASTM A 762 & A 760 Design Steel Pipe AASHTO Section 12 ASTM A 796 Installation Steel Pipe AASHTO Section 26 ASTM A 798 Structural Design SmoothCor is lined with either 18 or 20 gage steel. Contech has taken a conservative approach to the Height of Cover. The maximum heights-of-cover are based on the shell thickness with no additional structural allowance for the liner as provided for in the AASHTO and ASTM design specifications. Using this approach, the Height of Cover tables for 2 2/3" x 1/2" and 3"x1" steel corrugations can be used for SmoothCor. Diameters SmoothCor is available in diameters ranging from 18 inches to 66 inches in 2 2/3" x 1/2" corrugation. The 3" x 1" corrugation is available in diameters of 48 inches to 126 inches. Pipe-arch sizes range from 21” x 15” through 77” x 52” for 2 2/3" x 1/2" corrugations, and 53” x 41” through 137” x 87” for 3"x1" corrugations. Materials SmoothCor is available with Dow's TRENCHCOAT® that allows the engineer to design for long service life. TRENCHCOAT is a tough, heavy-gage polymer film laminated to both sides of the steel coil, providing a barrier to corrosion and mild abrasion. TRENCHCOAT is particularly effective for protection in corrosive soils. Fittings SmoothCor can be fabricated into any type of structure including tees, elbows, laterals, catch basins, manifolds and reducers. Pre-fabricated fittings are more economical and have superior hydraulic characteristics when compared to concrete structures. Lockseam Retaining Offset Smooth Interior Liner 17 QUICK STAB® Joint Save Time and Money With Faster Pipe Bell and Spigot Coupling The Contech QUICK STAB Bell and Spigot joint speeds installation of corrugated metal pipe (CMP), reducing your costs. With the QUICK STAB coupling system, installation of CMP storm sewers and culverts has never been easier or faster. The QUICK STAB joint creates a bell and spigot joining system with the bell only 1-1/2” larger than the pipe’s O.D. Assembled at the factory, the QUICK STAB bell is shipped to the job site ready for installation. The only field operation is placing a special fluted gasket onto the spigot end of the pipe, applying lubricant and pushing it into the bell end of the preceding pipe. Without bands, bolts and wrenches to work and worry with, you can join pipe segments 50% to 90% faster—saving time, money and aggravation. Soil Tight Joint Contech’s QUICK STAB joint provides the same soil tightness as conventional CMP bands. Each QUICK STAB joint uses a double sealing fluted gasket to seal the spigot against the bell. A flat gasket is installed at the plant between the pipe and the corrugated end of the bell. With the deep bell, you gain maximum soil tightness with minimal installation effort. Wide Variety of Coatings and Materials l Plain galvanized l Aluminized Steel Type 2 l Aluminum l Polymeric coated Four Times Faster Installation Than Concrete The QUICK STAB’s bell and spigot joining system allows pipe segments to be joined quicker than reinforced concrete pipe. Next, add in Contech’s corrugated metal pipe’s length advantage—each segment is four times longer than standard concrete pipe lengths. That means fewer joints and faster installation—up to four times faster! Plus, with the bell only 1-1/2” larger than the pipe, trench excavation is considerably less compared with concrete—again, saving time and money. Field Installation Instructions The spigot and bell ends must be cleaned of any dirt or debris prior to assembly. The fluted gasket shall be placed in the first corrugation with the lower flute nearest the end of the pipe. The bell & gasket shall be thoroughly lubed just before stabbing in the bell. Do not place hands, fingers, or any other body parts between bell and spigot during assembly. If it is necessary to pull the joint apart, the bell, spigot and gasket shall be inspected and cleaned of any dirt or debris prior to re-stabbing. Corrugated Metal Pipe Bell and Spigot Joint Specification The joints shall be of such design and the ends of the corrugated metal pipe sections so formed that the pipe can be laid together to make a continuous line of pipe. The joint shall be made from the same material as the pipe and shall prevent infiltration of the fill material. Corrugation to Engage Pipe End Fluted Gasket with the Lower Flute Nearest to the Pipe EndQUICK STAB Bell Pipe with Rerolled End 12.5” Stab Direction Bell and Spigot Coupling System for CMP This Side is Assembled at the Plant with a gasket. Fluted Gasket The Bell and Spigot joint is available on ULTRA FLO and 2-2/3” x 1/2” corrugation in 15” through 60” diameter. Sleeve Lap is Skip Welded 18 OVERALL WIDTH W End Sections Easily installed, easily maintained culvert end treatments for corrugated metal pipe, reinforced concrete pipe and HDPE Pipe Contech End Sections provide a practical, economical and hydraulically superior method of finishing a variety of culvert materials. The lightweight, flexible metal construction of Contech End Sections creates an attractive, durable and erosion- preventing treatment for all sizes of culvert inlets and outlets. They can be used with corrugated metal pipe having either annular or helical corrugations, and both reinforced concrete and plastic pipes. End sections can be salvaged when lengthening or relocating the culvert. Standard End Sections are fabricated from pregalvanized steel. For added corrosion resistance, Aluminized Type II or Aluminum End Sections are available in smaller sizes. Special End Sections for multiple pipe installations may be available on a specific inquiry basis. Better hydraulics Flow characteristics are greatly improved by the exacting design of Contech End Sections. Scour and sedimentation conditions are improved, and headwater depth can be better controlled. Culverts aligned with the stream flow and finished with Contech End Sections generally require no additional hydraulic controls. Improved appearance Contech End Sections blend well with the surroundings. The tapered sides of an End Section merge with slope design to improve roadside appearance. Unsightly weeds and debris collection at the culvert end are reduced. Economical installation Lightweight equipment and simple crew instructions result in smooth and easy installation. Contech End Sections are easily joined to culvert barrels, forming a continuous, one- piece structure. For easiest installation, End Sections should be installed at the same time as the culvert. Installation is completed by tamping soil around the End Section. Low maintenance Contech End Sections reduce maintenance expense because their tapered design promotes easier mowing and snow removal. There is no obstruction to hamper weed cutting. Notes for all End Sections: 1. All three-piece bodies to have 12-gage sides and 10-gage center panels. Multiple panel bodies to have lap seams which are to be tightly joined by galvanized rivets or bolts. 2. For 60” through 84” sizes, reinforced edges are supplemented with stiffener angles. The angles are attached by galvanized nuts and bolts. For the 66” and 72” equivalent round pipe-arch sizes, reinforced edges are supplemented by angles. The angles are attached by galvanized nuts and bolts. 3. Angle reinforcements are placed under the center panel seams on the 66” and 72” equivalent round pipe-arch sizes. 4. Toe plate is available as an accessory, when specified on the order, and will be same gage as the End Section. 5. Stiffener angles, angle reinforcement, and toe plates are the same base metal as end section body. 6. End sections with 6:1 and 4:1 slopes are available in 12” through 24” diameters. 7. Actual dimensions may vary slightly. 8. During manufacturing, a slight invert slope may result along the length of the end section to be accommodated in the field. Typical Cross Section Variable Slope L 1 Elevation Reinforced Edge H Optional Toe Plate Extension 8”2” Elevation Reinforced Edge H Optional Toe Plate Extension 8”2” Plan 19 Approximate Dimensions, Inches (7) Span/Rise Equiv. Round (Inches) Gage A (+/- 1") (Inches) B (Max) (Inches) H (+/- 1") (Inches) W (+/- 2") (Inches) L (+/- 2") (Inches) Overall Width (+/- 4") (Inches) 53”x41”48 12 18 25 12 90 63 126 60”x46”54 12 18 34 12 102 70 138 66”x51”60 12/10 18 33 12 116 77 152 73”x55”66 12/10 18 36 12 126 77 162 81”x59”72 12/10 18 39 12 138 77 174 87”x63”78 12/10 20 38 12 148 77 188 95”x67”84 12/10 20 34 12 162 87 202 103”X71”90 12/10 20 38 12 174 87 214 112”x75”96 12/10 20 40 12 174 87 214 End Sections for Pipe-Arch (2-2/3” x 1/2”) End Sections for Round Pipe (2-2/3” x 1/2”, 3” x 1” and 5” x 1”) End Sections for Pipe-Arch (3” x 1” and 5” x 1”) Approximate Dimensions, Inches (7) Pipe Diameter (Inches) Gage A (+/- 1") (Inches) B (Max) (Inches) H (Min) (Inches) L (+/-2") (Inches) W (+/- 2") (Inches) Overall Width (+/- 4") (Inches) 12 16 6 6 6 21 24 36 15 16 7 8 6 26 30 44 18 16 8 10 6 31 36 52 21 16 9 12 6 36 42 60 24 16 10 13 6 41 48 68 30 14 12 16 8 51 60 84 36 14 14 19 9 60 72 100 42 12 16 22 11 69 84 116 48 12 18 27 12 78 90 126 54 12 18 30 12 84 102 138 60 12/10 18 33 12 87 114 150 66 12/10 18 36 12 87 120 156 72 12/10 18 39 12 87 126 162 78 12/10 18 42 12 87 132 168 84 12/10 18 45 12 87 138 174 Approximate Dimensions, Inches (7) Span/Rise Equiv. Round (Inches) Gage A (+/- 1") (Inches) B (Max) (Inches) H (+/- 1") (Inches) L (+/- 2") (Inches) W (+/- 2”) (Inches) Overall Width (+/- 4") (Inches) 17”x13”15 16 7 9 6 19 30 44 21”x15”18 16 7 10 6 23 36 50 24”x18”21 16 8 12 6 28 42 58 28”x20”24 16 9 14 6 32 48 66 35”x24”30 14 10 16 6 39 60 80 42”x29”36 14 12 18 8 46 75 99 49”x33”42 12 13 21 9 53 85 111 57”x38”48 12 18 26 12 63 90 126 64”x43”54 12 18 30 12 70 102 138 71”x47”60 12/10 18 33 12 77 114 150 77”x52”66 12/10 18 36 12 77 126 162 83”x57”72 12/10 18 39 12 77 138 174 Note: The Type 3 connection is not illustrated. This connection is a one-foot length of pipe attached to the end section. Type 1 End Of Pipe Flat Strap Connector Strap Bolt Type 2 End Of Pipe 1/2” Threaded Rod 1/2” Threaded Rod Type 5 Pipe To Which End Section Is Attached Dimple Band Collar Bolted To End Section With 3/8” Bolts Contech End Sections attach to corrugated metal pipe, reinforced concrete and plastic pipe. Low-slope End Sections—Contech manufactures 4:1 and 6:1 low-slope End Sections for corrugated metal pipe. This photo shows the optional field-attached safety bars. End Sections are available for CSP Pipe-Arch End Section on Round CSP Contech End Sections are often used on concrete pipe. They can be used on both the bell and spigot end. BRO-CMP-DESIGN 8/14 3M PDF © 2014 Contech Engineered Solutions LLC All rights reserved. Printed in USA. ENGINEERED SOLUTIONS Contech Engineered Solutions LLC is a leading provider of site solution products and services for the civil engineering industry. Contech’s product portfolio includes bridges, drainage, retaining walls, sanitary sewer, stormwater, erosion control, soil stabilization and wastewater products. For more information, call one of Contech’s Regional Offices located in the following cities: Ohio (Corporate Office) 513-645-7000 Colorado (Denver) 720-587-2700 Florida (Orlando) 321-348-3520 Maine (Scarborough) 207-885-9830 Maryland (Baltimore) 410-740-8490 Oregon (Portland) 503-258-3180 Texas (Dallas) 972-590-2000 Visit our web site: www.ContechES.com 800-338-1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE. SEE THE CONTECH STANDARD CONDITIONS OF SALE (VIEWABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. Attachment C Educational Materials D id you know that disposing of pollutants into the street, gutter, storm drain or body of water is PROHIBITED by law and can result in stiff penalties? Best Management Practices Waste wash water from Mechanics, Plumbers, Window/Power Washers, Carpet Cleaners, Car Washing and Mobile Detailing activities may contain significant quantities of motor oil, grease, chemicals, dirt, detergents, brake pad dust, litter and other materials. Best Management Practices, or BMPs as they are known, are guides to prevent pollutants from enterin g the storm drains. Each of us can do our part to keep stormwater clean by using the suggested BMPs below: Simple solutions for both light and heavy duty jobs: Do •.. consider dry cleaning methods first such as a mop, broom, rag or wire brush. Always keep a spill response kit on site. Do .•. prepare the work area before power cleaning by using sand bags, rubber mats, vacuum booms, containment pads or temporary berms to keep wash water away from the gutters and storm drains. Do ••• use vacuums or other machines to remove and collect loose deb1is or litter before applying water. Do •.. obtain the property owner's permission to dispose of small amounts of power washing waste water on to landscaped, gravel or unpaved surfaces. Do .•. check your local sanitary sewer agency's policies on wash water disposal regulations before disposing of wash water into the sewer. (See list on reverse side) Do ••• be aware that if discharging to landscape areas, soapy wash water may damage landscaping. Residual wash water may remain on paved surfaces to evaporate. Sweep up solid residuals and dispose of properly. Vacuum booms are another option for capturing and collec ting wash water. Do ••• check to see if local ordinances prevent certain activities . Do not let ..• wash or waste water from sidewalk, plaza or building cleaning go into a street or storm drain. Report illegal storm drain disposal Call Toll Free 1-800-506-2555 Using Cleaning Agents Try using biodegradable/phosphate-free proJucts. They are easier on the environment, but don't confuse them with being toxic free. Soapy water entering the storm drain system can impact the delicate aquatic environment. When cleaning surfaces with a high,pressure washer or steam cleaner, additional precautions should be taken to prevent the discharge of pollutants into th storm drain system. These two methods of surface cleaning can loosen additional material that can contaminate local waterways. Think Water Conservation Minimize water use by using high pressure, low volume nozzles. Be sure to check all hoses for leaks. Water is a precious resource, don't let it flow freely and be sure to shut it off in between uses. Screening Wash Water Conduct thorough dry cleanup before washing exterior surfaces, such as buildings and decks with loose paint, sidewalks or plaza areas. Keep debris from entering the storm drain after cleaning by first passing the wash water through a "20 mesh" or finer screen to catch the solid materials, then dispose of the mesh in a refuse container. Do not let the remaining wash water enter a street, gutter or storm drain. Drain Inlet Protection & Collection of Wash Water • Prior to any washing, block all storm drains with an impervious barrier such as sandbags or berms, or seal the storm drain with plugs or other appropriate materials. • Create a containment area with berms and traps or take advantage of a low spot to keep wash water contained. • Wash vehicles and equipment on grassy or gravel areas so that the wash water can seep into the ground. • Pump or vacuum up all wash water in the contained area. Concrete/Coring/Saw Cutting and Drilling Projects Protect any down,gradient inlets by using dry activity techniques whenever possible. If ·water is used, minimize the amount of water used during the coring/drilling or saw cutting process. Place a barrier of sandbags and/or absorbent berms to protect the storm drain inlet or watercourse. Use a shovel or wet vacuum to remove the residue from the pavement. Do not wash residue or particulate matter into a storm drain inlet or watercourse. Riverside County Stormwater Protection Partners Flood Control District County of Riverside City of Banning City of Beaumont City of Calimesa City of Can ~·on Lake Cathedral City City of Coachella City of Corona City of Desert Hot Springs City of Eastvale City of Hemet City of Indian Wells City of Indio City of Lake Elsinore City of La Quinta City of Menifee City of Moreno Valley City of Murrieta City of Norco City of Palm Desert City of Palm Springs City of Perris City of Rancho Mirage City of Riverside City of San Jacinto City of Temecula City of Wildomar (951) 955-1200 (951) 955-1000 (951) 922-3105 (951) 769-8520 (909) 795-9801 (951} 244-2955 (760) 770-0327 (760) 398-4978 (951) 736-244 7 (760) 329-6411 (951) 361-0900 (951) 765-2300 (760) 346-2489 (760) 391-4000 (951) 674-3124 (760) 777,7000 (951) 672-6777 (951) 413-3000 (951) 304-2489 (951) 270-5607 (760) 346-0611 (760) 323-8299 (951) 943,6100 (760) 324-4511 (951) 361-0900 (951) 654 -7337 (951) 694-6444 (951) 677-775 J REPORT ILLEGAL STORM DRAIN DISPOSAL 1-800-506-2555 or e-mail us at fcnpdes@rdlood.org · • Riverside County Flood Control and \Vater Conservation District www.rcflood.org Online resources include: • California Storm Water Quality Association www.casqa.org • State Water Resources Control Board www.waterboards.ca.gov • Power Washers of North America www.thepwna.org Storm drains are NOT connected to sanitarv sewer svstems and treatment plants! T he prun ary purpose f storm dr ins i t c try rain water away from dev 1 )p are to prevent fL ding. Pollutant di charged t st rm drains are transported directly into rivers, lakes and streams. Soaps, degreasers, automotive fluids, litter and a host of material are washed ff buildings, id walk ·, plaza and parking areas. Vehicles and equipment must be properly managed to prevent the pollution oflocal waterways. Unintentional spills by mobile service operators can flow into storm drains and pollute our waterways. Avoid mishaps. Always have a Spill Response Kit on hand to clean up unintentional spills. Only emergency Mechanical repairs should be done in City streets, using drip pans for spills. Plumbing should be done on private property. Always store chemicals in a leak, proof container and keep covered when not in use. Window /Power Washing waste water shouldn't be released into the streets, but should be disposed of in a sanitary sewer, landscaped area or in the soil. Soiled Carpet Cleaning wash water should be filtered before being discharged into the sanitary sewer. Dispose of all filter debris properly. Car Washing/Detailing operators should wash cars on privat p r p ty and use a regulated hose nozzle for water flow control and runoff prevention. Capture and dispose of waste water and chemicals properly. Remember, storm drains are for receiving rain water runoff only. REPORT ILLEGAL STORM DRAIN DISPOSAL 1-800-506-2555 lUvlOj<.: Stormwater runoff occurs when precipitation from rain or snowmelt flows over the ground. Impervious surfaces like driveways, sidewalks, and streets prevent stormwater from naturally soaking into the ground. Stormwater can pick up debris, chemicals, dirt, and other pollutants and flow into a storm sewer system or directly to a lake, stream, river, wetland, or coastal water. Anything that enters a storm sewer system is discharged untreated into the waterbodies we use for swimming, fishing, and providing drinking water. 'il3.l:VA\.NVKD i01MIA31U sdu/AoB·eda·MMM J3'.)"eM.WJO:JS/sapdu/AoB·edai\\M.M lJSJA JO :pe)UOO UOl)1?W10JU! a.row .10.:1 Polluted stormwater runoff can have many adverse effects on plants, fish, animals, and people. • Sediment can cloud the water and make it difficult or impossible for aquatic plants to grow. Sediment also can destroy aquatic habitats. • Excess nutrients can cause algae blooms. When algae die, they sink to the bottom and decompose in a process that removes oxygen from the water. Fish and other aquatic organisms can't exist in water with low dissolved oxygen levels. • Bacteria and other pathogens can wash into swimming areas and create health hazards, often making beach closures necessary. • Debris-plastic bags, six~pack rings, bottles, and cigarette butts-washed into waterbodies can choke, suffocate, or disable aquatic life like ducks, fish, turtles, and birds. • Household hazardous wastes like insecticides, pesticides, paint. solvents, used motor oil, and other auto fluids can poison aquatic life. Land animals and people can become sick or die from eating diseased fish and shellfish or ingesting polluted water. • Polluted storrnwater often affects drinking water sources. This, in turn, can affect human health and increase drinking water treatment costs. Auto care Reegcle (JI(, p'UJfle4J rli.dpoJ.t of kcuAekld p'UJdapJi 1lvir wi1auf, ~/ ;.udt al. w.eilleide4, pPiJ1leukli , pauit, ;.o/vl!Ji!J., ad u;.ed ~ad a.«J, -aa1U IMJ;.. Washing your car and degreasing auto parts at home can send detergents and other contaminants through the storm sewer system. Dumping automotive fluids into storm drains has the same result as dumping the materials directly into a waterbody. • Use a commercial car wash that treats or recycles its wastewater, or wash your car on your yard so the water infiltrates into the ground . D(jff, 't pawr, 1kM ofi1b 1k g'loWfli, o1r; Ui1ir ;.~ c/JroJ.S1J. • Lawn care Excess fertilizers and pesticides applied to lawns and gardens wash off and pollute streams . In addition, yard clippings and leaves can wash into storm drains and contribute nutrients and organic matter to streams. • Don't overwater your lawn. Consider using a soaker hose instead of a sprinkler. • Use pesticides and fertilizers sparingly. When use is necessary, use these chemicals in the recommended amounts. Use organic mulch or safer pest control methods whenever possible. • Compost or mulch yard waste. Don't leave it in the street or sweep it into storm drains or streams. • Cover piles of dirt or mulch being used i · '•ndscaping projects . ( ""/ • Repair leaks and dispose of used auto fluids and batteries at designated drop-off or recycling locations. Septic systems Leaking and poorly maintained septic systems release nutrients and pathogens (bacteria and viruses) that can be picked up by stormwater and discharged into nearby waterbodies . Pathogens can cause public health problems and environmental concerns. • Inspect your system every 3 years and pump your tank as necessary (every 3 to 5 years). • Don't dispose of household hazardous waste in sinks or toilets . Pet waste Pet waste can be a major source of bacteria and excess nutrients in local waters. • When walking your pet. remember to pick up the waste and dispose of it properly. Flushing pet waste is the best disposal method. Leaving pet waste on the ground increases public health risks by allowing harmful bacteria and nutrients to wash into the storm drain and eventually into local waterbodies. Permeable Pavement-Traditional concrete and asphalt don't allow water to soak into the ground . Instead these surfaces rely on storm drains to divert unwanted water. Permeable pavement systems allow rain and snowmelt to soak through, decreasing stormwater runoff . Rain Barrels-You can collect rainwater from rooftops in mosquito- proof containers . The water can be used later on lawn or garden areas. Rain Gardens and Grassy Swales-Specially designed areas planted with native plants can provide natural places for rainwater to collect and soak into the ground. Rain from rooftop areas or paved areas can be diverted into these areas rather than into storm drains. Vegetated Filter Strips-Filter strips are areas of native grass or plants created along roadways or streams. They trap the pollutants stormwater picks up as it flows across driveways and streets. Dirt, oil, and debris that collect in parking lots and paved areas can be washed into the storm sewer system and eventually enter local waterbodies. fr0sion controls that aren't maintained can cause <;sive amounts of sediment and debris to be • Sweep up litter and debris from sidewalks, driveways and parking lots, especially around storm drains . L ... .od into the stormwater system . Construction vehicles can leak fuel. oil, and other harmful fluids that can be picked up by stormwater and deposited into local waterbodies. • Divert stormwater away from disturbed or exposed areas of the construction site. • Cover grease storage and dumpsters and keep them clean to avoid leaks. • Report any chemical spill to the local hazardous waste cleanup team. They'll know the best way to keep spills from harming the environment. • Install silt fences , vehicle mud removal areas, vegetative cover, and other sediment and erosion controls and properly maintain them, especially after rainstorms. • Prevent soil erosion by minimizing disturbed areas during construction projects, and seed and mulch bare areas as soon as possible. Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies . Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms. Livestock in streams can contaminate waterways with bacteria, making them unsafe for human contact. • Keep livestock away from streambanks and provide them a water source away from waterbodies . • Store and apply manure away from waterbodies and in accordance with a nutrient management plan . • Vegetate riparian areas along waterways . • Rotate animal grazing to prevent soil erosion in fields . • Apply fertilizers and pesticides according to label instructions to save money and minimize pollution . Improperly managed logging operations can result in erosion and sedimentation . • Conduct preharvest planning to prevent erosion and lower costs . • Use logging methods and equipment that minimize soil disturbance. • Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor. • Construct stream crossings so that they minimize erosion and physical changes to streams. • Expedite revegetation of cleared areas. Uncovered fueling stations allow spills to be washed into storm drains. Cars waiting to be repaired can leak fuel, oil. and other harmful fluids that can be picked up by stormwater. • Clean up spills immediately and properly dispose of cleanup materials . • Provide cover over fueling stations and design or retrofit facilities for spill containment. • Properly maintain fleet vehicles to prevent oil, gas, and other discharges from being washed into local waterbodies. • Install and maintain oil/water separators. Ri v e r s i d e C o u n t y h a s t w o d r a i n a g e s y s t e m s - s e w e r s a n d s t o r m d r a i n s . T h e s t o r m d r a i n sy s t e m w a s d e s i g n e d t o r e d u c e f l o o d i n g b y c a r r y i n g e x c e s s r a i n w a t e r a w a y f r o m s t r e e t s a n d de v e l o p e d a r e a s . S i n c e t h e s t o r m d r a i n s y s t e m d o e s n o t p r o v i d e fo r w a t e r t r e a t m e n t , i t a l s o s e r v e s t h e f u n c t i o n o f tr a n s p o r t i n g p o l l u t a n t s d i r e c t l y t o o u r l o c a l w a t e r w a y s . St o r m w a t e r r u n o f f i s a p a r t o f t h e n a t u r a l h y d r o l o g i c p r o c e s s . Ho w e v e r , l a n d d e v e l o p m e n t a n d c o n s t r u c t i o n a c t i v i t i e s c a n si g n i f i c a n t l y a l t e r n a t u r a l d r a i n a g e p r o c e s s e s a n d i n t r o d u c e po l l u t a n t s i n t o s t o r m w a t e r r u n o f f . P o l l u t e d s t o r m w a t e r r u n o f f f r o m co n s t r u c t i o n s i t e s h a s b e e n i d e n t i f i e d a s a m a j o r s o u r c e o f w a t e r po l l u t i o n i n C a l i f o r n i a . I t j e o p a r d i z e s t h e q u a l i t y o f o u r l o c a l wa t e r w a y s a n d c a n p o s e a s e r i o u s t h r e a t t o t h e h e a l t h o f o u r aq u a t i c e c o s y s t e m s . Be c a u s e p r e v e n t i n g p o l l u t i o n i s m u c h e a s i e r a n d le s s c o s t l y t h a n c l e a n i n g u p “ a f t e r t h e f a c t , ” t h e Ci t i e s a n d C o u n t y o f R i v e r s i d e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m i n f o r m s re s i d e n t s a n d b u s i n e s s e s o n p o l l u t i o n p r e v e n t i o n a c t i v i t i e s . T h i s pa m p h l e t d e s c r i b e s v a r i o u s B e s t M a n a g e m e n t P r a c t i c e s ( B M P s ) t h a t c o n s t r u c t i o n si t e o p e r a t o r s c a n u s e t o p r e v e n t s t o r m w a t e r p o l l u t i o n . In a c c o r d a n c e w i t h a p p l i c a b l e f e d e r a l a n d s t a t e l a w , t h e C i t i e s a n d C o u n t y o f R i v e r s i d e h a v e ad o p t e d o r d i n a n c e s f o r s t o r m w a t e r m a n a g e m e n t a n d d i s c h a r g e c o n t r o l t h a t t h e di s c h a r g e o f p o l l u t a n t s i n t o t h e s t o r m d r a i n s y s t e m o r l o c a l s u r f a c e w a t e r . T h i s i n c l u d e s di s c h a r g e s f r o m c o n s t r u c t i o n s i t e s c o n t a i n i n g s e d i m e n t , c o n c r e t e , m o r t a r , p a i n t , s o l v e n t s , lu b r i c a n t s , v e h i c l e f l u i d s , f u e l , p e s t i c i d e s , a n d c o n s t r u c t i o n d e b r i s . Th e F e d e r a l , S t a t e a n d l o c a l r e g u l a t i o n s s t r i c t l y p r o h i b i t t h e d i s c h a r g e o f se d i m e n t a n d p o l l u t a n t s i n t o t h e s t r e e t s , t h e s t o r m d r a i n s y s t e m o r w a t e r w a y s . A s a n o w n e r , op e r a t o r o r s u p e r v i s o r o f a c o n s t r u c t i o n s i t e , y o u m a y b e h e l d f i n a n c i a l l y r e s p o n s i b l e f o r a n y en v i r o n m e n t a l d a m a g e c a u s e d b y y o u r s u b c o n t r a c t o r s o r e m p l o y e e s . un i n t e n d e d Un l i k e s a n i t a r y s e w e r s , s t o r m d r a i n s a r e n o t c o n n e c t e d t o a wa s t e w a t e r t r e a t m e n t p l a n t – t h e y f l o w d i r e c t l y t o o u r l o c a l st r e a m s , r i v e r s a n d l a k e s . pr o h i b i t PL E A S E N O T E : St o r m W a t e r P o l l u t i o n. . . Wh a t Y o u S h o u l d K n o w St o r m W a t e r P o l l u t i o n. . . Wh a t Y o u S h o u l d K n o w STO R M W A T E R POL L U T I O N FR O M CON S T R U C T I O N ACT I V I T I E S Th e t w o m o s t c o m m o n s o u r c e s o f st o r m w a t e r p o l l u t i o n p r o b l e m s as s o c i a t e d w i t h c o n s t r u c t i o n a c t i v i t i e s a r e an d . F a i l u r e t o ma i n t a i n a d e q u a t e e r o s i o n a n d s e d i m e n t co n t r o l s a t c o n s t r u c t i o n s i t e s o f t e n r e s u l t s in s e d i m e n t d i s c h a r g e s i n t o t h e s t o r m dr a i n s y s t e m , c r e a t i n g m u l t i p l e p r o b l e m s on c e i t e n t e r s l o c a l w a t e r w a y s . Co n s t r u c t i o n v e h i c l e s a n d h e a v y eq u i p m e n t c a n a l s o t r a c k s i g n i f i c a n t am o u n t s o f m u d a n d s e d i m e n t o n t o ad j a c e n t s t r e e t s . A d d i t i o n a l l y , w i n d m a y tr a n s p o r t c o n s t r u c t i o n m a t e r i a l s a n d wa s t e s i n t o s t r e e t s s t o r m d r a i n s , o r di r e c t l y i n t o o u r l o c a l w a t e r w a y s . er o s i o n s e d i m e n t a t i o n Th e C i t i e s a n d C o u n t y o f R i v e r s i d e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m Th e C i t i e s a n d C o u n t y o f R i v e r s i d e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m Wh a t y o u s h o u l d k n o w f o r . . . St o r m W a t e r Po l l u t i o n St o r m W a t e r Po l l u t i o n De v e l o p e r s Ge n e r a l C o n t r a c t o r s Ho m e B u i l d e r s Co n s t r u c t i o n I n s p e c t o r s An y o n e i n t h e c o n s t r u c t i o n bu s i n e s s GE N E R A L CO N S T R U C T I O N & SI T E S U P E R V I S I O N Be s t M a n a g e m e n t Pr a c t i c e s ( B M P s ) fo r : St a t e W a t e r R e s o u r c e s C o n t r o l B o a r d Di v i s i o n o f W a t e r Q u a l i t y 10 0 1 I S t r e e t Sa c r a m e n t o C A 9 5 8 1 4 (9 1 6 ) 3 4 1 - 5 4 5 5 Sa n t a A n a R e g i o n a l W a t e r Qu a l i t y C o n t r o l B o a r d - R e g i o n 8 37 3 7 M a i n S t r e e t , S u i t e 5 0 0 Ri v e r s i d e , C A 9 2 5 0 1 - 3 3 4 8 (9 0 9 ) 7 8 2 - 4 1 3 0 Sa n D i e g o R e g i o n a l W a t e r Qu a l i t y C o n t r o l B o a r d - R e g i o n 9 97 7 1 C l a i r e m o n t M e s a B l v d . , S u i t e A Sa n D i e g o , C A 9 2 1 2 4 (8 5 8 ) 4 6 7 - 2 9 5 2 Co l o r a d o R i v e r B a s i n R e g i o n a l W a t e r Qu a l i t y C o n t r o l B o a r d - R e g i o n 7 73 - 7 2 0 F r e d W a r i n g D r i v e , S u i t e 1 0 0 Pa l m D e s e r t , C A 9 2 2 6 0 (7 6 0 ) 3 4 6 - 7 4 9 1 ww w . s w r c b . c a . g o v / s t o r m w t r / ww w . s w r c b . c a . g o v / ~ r w q c b 8 / ww w . s w r c b . c a . g o v / ~ r w q c b 9 / ww w . s w r c b . c a . g o v / ~ r w q c b 7 / Re s o u r c e s To r e p o r t a h a z a r d o u s m a t e r i a l s s p i l l , ca l l : Fo r r e c y c l i n g a n d h a z a r d o u s w a s t e di s p o s a l , c a l l : To r e p o r t a n i l l e g a l d u m p i n g o r a cl o g g e d s t o r m d r a i n , c a l l : To o r d e r a d d i t i o n a l b r o c h u r e s o r t o o b t a i n in f o r m a t i o n o n o t h e r p o l l u t i o n p r e v e n t i o n ac t i v i t i e s , p l e a s e c a l l ( 9 0 9 ) 9 5 5 - 1 2 0 0 o r v i s i t t h e St o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m we b s i t e a t : Th e S t o r m W a t e r / C l e a n W a t e r P r o t e c t i o n P r o g r a m gr a t e f u l l y a c k n o w l e d g e s t h e S a n t a C l a r a V a l l e y No n p o i n t P o l l u t i o n C o n t r o l P r o g r a m , A l a m e d a Co u n t y w i d e C l e a n W a t e r P r o g r a m a n d t h e C i t y o f Lo s A n g e l e s S t o r m w a t e r M a n a g e m e n t D i v i s i o n f o r in f o r m a t i o n p r o v i d e d i n t h i s b r o c h u r e . Ri v e r s i d e C o u n t y H a z a r d o u s M a t e r i a l s Em e r g e n c y R e s p o n s e T e a m 8: 0 0 a . m . – 5 : 0 0 p . m . af t e r 5 : 0 0 p . m . In a n e m e r g e n c y c a l l : (9 0 9 ) 3 5 8 - 5 0 5 5 (9 0 9 ) 3 5 8 - 5 2 4 5 91 1 (9 0 9 ) 3 5 8 - 5 0 5 5 1- 8 0 0 - 5 0 6 - 2 5 5 5 ww w . c o . r i v e r s i d e . c a . u s / d e p t s / f l o o d / w a t e r q u a l i t y np d e s . a s p St o r m W a t e r Cl e a n W a t e r PR O T E C T I O N P R O G R A M GENERAL CONSTRUCTION ACTIVITIES STORMWATER PERMIT (Construction Activities General Permit) The State Water Resources Control Board (SWRCB) adopted a new Construction Activities General Permit (WQ Order No. 99- 08DWQ) on August 19, 1999, superseding the now expired SWRCB statewide General Permit (WQ Order No. 92-08DWQ). This permit is administered and enforced by the SWRCBandthelocalRegionalWaterQuality Control Boards (RWQCB). The updated Construction Activities General Permit establishes a number of new stormwater management requirements for construction siteoperator. Yes, if construction activity results in the disturbance of five or more acres of total land area or is part of a common plan of developmentthatresultsinthedisturbanceof fiveormoreacres. Obtain the permit package and submit the completed Notice of Intent (NOI) form to the Some construction activies stormwater permits are issued on a regional basis.ConsultyourlocalRWQCBtofindoutif your project requires coverage under any of thesepermits. NOTE: FrequentlyAskedQuestions: Does my construction site require coverage under the Construction Activities General Permit? How do I obtain coverage under the Construction Activities General Permit? SWRCB prior to grading or disturbing soil at the construction site. For ongoing construction activity involving a change of ownership,thenewownermustsubmitanew NOI within 30 days of the date of change of ownership.ThecompletedNOIalongwiththe requiredfeeshouldbemailedtotheSWRCB. Implement BMPs for non-stormwater dischargesyear-round. Prepare and implement a Stormwater Pollution Prevention Plan (SWPPP) prior tocommencingconstructionactivities. Keep a copy of the SWPPP at the construction site for the entire duration of theproject. Calculate the anticipated stormwater run- off. Implement an effective combination of erosion and sediment control on all soil disturbedareas. Conduct site inspections prior to anticipated storm events, every 24-hours during extended storm events, and after actualstormevent. Perform repair and maintenance of BMPs as soon as possible after storm events dependinguponworkersafety. What must I do to comply with the requirements of the Construction Activities General Permit? NOTE: www.swrcb.ca.gov/stormwtr/ How long is this Construction Activities General Permit in effect? Update the SWPPP as needed, to manage pollutants or reflect changes in siteconditions. Include description of post construction BMPs at the construction site, including parties responsible for long-term maintenance. The Permit coverage stays in effect untilyou submit a Notice of Termination (NOT) to the SWRCB. For the purpose of submitting a NOT, all soil disturbing activities have to be completed and one of the three following criteriahastobemet: 1. Changeofownership; 2. A uniform vegetative cover with 70 percent coverage has been established; or, 3. Equivalent stabilization measures such as the use of reinforced channel liners, soil cement, fiber matrices, geotextiles, etc.,havebeenemployed. Please refer to the Construction Activities General Permit for detailed information. You may contact the SWRCB, your local RWQCB, or visit the SWRCB website at to obtain a State Construction Activities StormwaterGeneralPermitpacket. BEST MANAGEMENT PRACTICES Protect all storm drain inlets and streams located near the construction site to prevent sediment-laden water from enteringthestormdrainsystem. Limitaccesstoandfromthesite.Stabilize construction entrances/exits to minimize thetrackoutofdirtandmudontoadjacent streets. Conduct frequent street sweeping. Protect stockpiles and construction materials from winds and rain by storing them under a roof, secured impermeable tarporplasticsheeting. Avoidstoringorstockpilingmaterialsnear stormdraininlets,gulliesorstreams. Phasegradingoperationstolimitdisturbed areasanddurationofexposure. Perform major maintenance and repairs ofvehiclesandequipmentoffsite. Wash out concrete mixers only in designated washout areas at the constructionsite. Set-upandoperatesmallconcretemixers ontarpsorheavyplasticdropcloths. Keep construction sites clean by removing trash, debris, wastes, etc. on a regularbasis. The following Best Management Practices (BMPs) can significantly reduce pollutant discharges from your construction site. Compliance with stormwater regulations can be as simple as minimizing stormwater contact with potential pollutants by providing covers and secondary containment for construction materials, designating areas away from storm drain systems for storing equipment and materialsandimplementinggoodhousekeepingpracticesattheconstructionsite. Clean-up spills immediately using dry clean-up methods (e.g., absorbent materials such as cat litter, sand or rags for liquid spills; sweeping for dry spills such as cement, mortar or fertilizer) and by removing the contaminated soil from spillsondirtareas.. Prevent erosion by implementing any or a combination of soil stabilization practices such as mulching, surface roughening, permanentortemporaryseeding. Maintain all vehicles and equipment in good working condition. Inspect frequently forleaks,andrepairpromptly. Practice proper waste disposal. Many construction materials and wastes, including solvents, water-based paint, vehicle fluids, broken asphalt and concrete, wood, and cleared vegetation canberecycled. Materialsthatcannotbe recycled must be taken to an appropriate landfill or disposed of as hazardous waste. Coveropendumpsterswithsecuredtarps or plastic sheeting. Never clean out a dumpster by washing it down on the constructionsite. Arrange for an adequate debris disposal schedule to insure that dumpsters do not overflow. What Should You Do? Advance Planning to Prevent Pollution Note:Consult local drainage policies for more information. Remove existing vegetation only as needed. Schedule excavation, grading, and paving operations for dry weather periods,ifpossible. Designate a specific area of the construction site, well away from storm drain inlets or watercourses, for material storage and equipment maintenance. Develop and implement an effective combination of erosion and sediment controls for the constructionsite. Practice source reduction by ordering only the amount of materials that are needed to finish theproject. Educate your employees and subcontractors about stormwater management requirements and their pollution prevention responsibilities. Control the amount of surface runoff at the construction site by impeding internally generated flows and using berms or drainage ditches to direct incoming offsite flows to go around the site. Riverside County has two drainage systems - sanitary sewers and storm drains. The storm drain system is designed to help prevent flooding by carrying excess rainwater away from streets. Since the storm drain system does not provide for water treatment, it also serves the function of transporting pollutants directly to our waterways. In recent years, awareness of the need to protect water quality has increased. As a result, federal, state, and local programs have been established to reduce polluted stormwater discharges to our waterways. The emphasis of these programs is to prevent stormwater pollution since it’s much easier, and less costly, than cleaning up “after the fact.” unintended Unlike sanitary sewers, storm drains are not connected to a treatment plant - they flow directly to our local streams, rivers and lakes. DID YOU KNOW ... National Pollutant Discharge Elimination System (NPDES) StormWater Pollution . . . What you should know Many industrial facilities and manufacturing operations must obtain coverage under the Industrial Activities Storm Water General Permit FIND OUT IF YOUR FACILITY MUST OBTAIN A PERMIT StormWater Pollution . . . What you should know National Pollutant Discharge Elimination System (NPDES) In 1987, the Federal Clean Water Act was amended to establish a framework for regulating industrial stormwater discharges under the NPDES permit program. In California, NPDES permits are issued by the State Water Resources Control Board (SWRCB) and the nine (9) Regional Water Quality Control Boards (RWQCB). In general, certain industrial facilities and manufacturing operations must obtain coverage under the Industrial Activities Storm Water General Permit if the type of facilities or operations falls into one of the several categories described in this brochure. For more information on the General Industrial Storm Water Permit contact: StateWaterResourcesControlBoard(SWRCB) (916) 657-1146 or www.swrcb.ca.gov/ or, at your RegionalWaterQualityControlBoard(RWQCB). Santa Ana Region (8) California Tower 3737 Main Street, Ste. 500 Riverside, CA 92501-3339 (909) 782-4130 San Diego Region (9) 9771 Clairemont Mesa Blvd., Ste. A San Diego, CA 92124 (619) 467-2952 Colorado River Basin Region (7) 73-720 Fred Waring Dr., Ste. 100 Palm Desert, CA 92260 (760) 346-7491 StormWater CleanWater PROTECTION PROGRAM SPILL RESPONSE AGENCY: HAZARDOUS WASTE DISPOSAL: RECYCLING INFORMATION: TO REPORT ILLEGAL DUMPING OR A CLOGGED STORM DRAIN: HAZ-MAT: (909) 358-5055 (909) 358-5055 1-800-366-SAVE 1-800-506-2555 To order additional brochures or to obtain information on other pollution prevention activities, call: (909) 955-1111. Riverside County gratefully acknowledges the State Water Quality Control Board and the American Public WorksAssociation, Storm Water Quality Task Force for theinformationprovidedinthisbrochure. DID YOU KNOW ... YOUR FACILITY MAY NEED ASTORM WATER PERMIT? ForInformation: A BMP is . . . How Do I Know If I Need A Permit? What are the requirements of the Industrial Activities Storm Water General Permit? Following are of the industrycategoriestypesthatareregulatedbythe Industrial Activities Storm Water General Permit. Contact your local Region Water Quality Control Board to determine if your facility/operation requirescoverageunderthePermit. Facilities such as cement manufacturing; feedlots; fertilizer manufacturing; petroleum refining; phosphate manufacturing; steam electric power generation; coal mining; mineral mining and processing; ore mining and dressing; and asphaltemulsion; general descriptions Facilities classified as lumber and wood products (except wood kitchen cabinets); pulp, paper, and paperboard mills; chemical producers (except some pharmaceutical and biological products); petroleum and coal products; leather production and products; stone, clay and glass products; primary metal industries; fabricated structural metal; ship and boat building and repairing; Active or inactive mining operations and oilandgasexploration,production,processing,or treatmentoperations; Hazardous waste treatment, storage, or disposalfacilities; Landfills, land application sites and open dumpsthatreceiveorhavereceivedanyindustrial waste; unless there is a new overlying land use such as a golf course, park, etc., and there is no dischargeassociatedwiththelandfill; Facilities involved in the recycling of materials, including metal scrap yards, battery reclaimers, salvage yards, and automobile junkyards; Steamelectricpowergeneratingfacilities, facilities that generate steam for electric power by combustion; Transportation facilities that have vehicle maintenance shops, fueling facilities, equipment cleaning operations, or airport deicing operations. This includes school bus maintenance facilities operatedbyaschooldistrict; Sewagetreatmentfacilities; Facilities that have areas where material handling equipment or activities, raw materials, intermediate products, final products, waste materials, by-products, or industrial machinery areexposedtostormwater. How do I obtain coverage under the Industrial Activities Storm Water General Permit? Obtain a permit application package from your local Regional Water Quality Control Board listed on the back ofthisbrochureortheStateWaterResourcesControlBoard(SWRCB). SubmitacompletedNoticeofIntent (NOI) form, site map and the appropriate fee ($250 or $500) to the SWRCB. Facilities must submit an NOI thirty (30) days prior to beginning operation. Once you submit the NOI, the State Board will send you a letter acknowledgingreceiptofyourNOIandwillassignyourfacilityawastedischargeidentificationnumber(WDID No.). Youwillalsoreceiveanannualfeebilling.ThesebillingsshouldroughlycoincidewiththedatetheState BoardprocessedyouroriginalNOIsubmittal. WARNING: There are significant penalties for non-compliance: a minimum fine of $5,000 for failing to obtain permit coverage,and,upto$10,000perday,perviolationplus$10pergallonofdischargeinexcessof1,000gallons. any discharge to a storm drain system that is not composed entirely of storm water. The following non-storm water discharges are authorized by the General Permit: fire hydrant flushing; potable water sources, including potable water related to the operation, maintenance, or testing of potable water systems; drinking fountain water; atmospheric condensates including refrigeration, air conditioning, and compressor condensate; irrigation drainage; landscape watering; springs; non-contaminated ground water; foundation or footing drainage; and sea water infiltration where the sea waters are discharged back into the sea watersource. A Non-Storm Water Discharge is... The basic requirements of the Permit are: The facility must eliminate any non-stormwater discharges or obtain a separate permit for such discharges. The facility must develop and implement a Storm Water Pollution Prevention Plan (SWPPP). The SWPPP must identify sources of pollutants that may be exposed to stormwater. Once the sources of pollutants have been identified, the facility operator must develop and implement Best Management Practices(BMPs)tominimizeorpreventpollutedrunoff. The facility must develop and implement a Monitoring Program that includes conducting visual observations and collecting samples of the facility’s storm water discharges associated with industrial activity. TheGeneralPermitrequiresthattheanalysisbeconductedbyalaboratorythatiscertifiedbythe StateofCalifornia. The facility must submit to the Regional Board, every July 1, an annual report that includes the results of itsmonitoringprogram. 1. 2. 3. 4. Guidance in preparing a SWPPP is available from a document prepared by the California Storm Water QualityTaskForcecalledtheCaliforniaStormWaterBestManagementPracticeHandbook. a technique, process, activity, orstructureusedtoreducethepollutantcontentof a storm water discharge. BMPs may include simple, non-structural methods such as good housekeeping, staff training and preventive maintenance. Additionally, BMPs may include structural modifications such as the installation of berms, canopies or treatment control (e.g. setting basins,oil/waterseparators,etc.) Outdoor Loading/Unloading SC-30 Objectives „Cover „Contain „Educate „Reduce/Minimize „Product Substitution Targeted Constituents Sediment  Nutrients  Trash Metals  Bacteria Oil and Grease  Organics  Description The loading/unloading of materials usually takes place outside on docks or terminals; therefore, materials spilled, leaked, or lost during loading/unloading may collect in the soil or on other surfaces and have the potential to be carried away by stormwater runoff or when the area is cleaned. Additionally, rainfall may wash pollutants from machinery used to unload or move materials. Implementation of the following protocols will prevent or reduce the discharge of pollutants to stormwater from outdoor loading/unloading of materials. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention „Keep accurate maintenance logs to evaluate materials removed and improvements made. „Park tank trucks or delivery vehicles in designated areas so that spills or leaks can be contained. „Limit exposure of material to rainfall whenever possible. „Prevent stormwater run-on. „Check equipment regularly for leaks. January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmphandbooks.com SC-30 Outdoor Loading/Unloading Suggested Protocols Loading and Unloading – General Guidelines „Develop an operations plan that describes procedures for loading and/or unloading. „Conduct loading and unloading in dry weather if possible. „Cover designated loading/unloading areas to reduce exposure of materials to rain. „Consider placing a seal or door skirt between delivery vehicles and building to prevent exposure to rain. „Design loading/unloading area to prevent stormwater run-on, which would include grading or berming the area, and position roof downspouts so they direct stormwater away from the loading/unloading areas. „Have employees load and unload all materials and equipment in covered areas such as building overhangs at loading docks if feasible. „Load/unload only at designated loading areas. „Use drip pans underneath hose and pipe connections and other leak-prone spots during liquid transfer operations, and when making and breaking connections. Several drip pans should be stored in a covered location near the liquid transfer area so that they are always available, yet protected from precipitation when not in use. Drip pans can be made specifically for railroad tracks. Drip pans must be cleaned periodically, and drip collected materials must be disposed of properly. „Pave loading areas with concrete instead of asphalt. „Avoid placing storm drains in the area. „Grade and/or berm the loading/unloading area to a drain that is connected to a deadend. Inspection „Check loading and unloading equipment regularly for leaks, including valves, pumps, flanges and connections. „Look for dust or fumes during loading or unloading operations. Training „Train employees (e.g., fork lift operators) and contractors on proper spill containment and cleanup. „Have employees trained in spill containment and cleanup present during loading/unloading. „Train employees in proper handling techniques during liquid transfers to avoid spills. „Make sure forklift operators are properly trained on loading and unloading procedures. 2 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Outdoor Loading/Unloading SC-30 Spill Response and Prevention „Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. „Contain leaks during transfer. „Store and maintain appropriate spill cleanup materials in a location that is readily accessible and known to all and ensure that employees are familiar with the site’s spill control plan and proper spill cleanup procedures. „Have an emergency spill cleanup plan readily available. „Use drip pans or comparable devices when transferring oils, solvents, and paints. Other Considerations (Limitations and Regulations) „Space and time limitations may preclude all transfers from being performed indoors or under cover. „It may not be possible to conduct transfers only during dry weather. Requirements Costs Costs should be low except when covering a large loading/unloading area. Maintenance „Conduct regular inspections and make repairs as necessary. The frequency of repairs will depend on the age of the facility. „Check loading and unloading equipment regularly for leaks. „Conduct regular broom dry-sweeping of area. Supplemental Information Further Detail of the BMP Special Circumstances for Indoor Loading/Unloading of Materials Loading or unloading of liquids should occur in the manufacturing building so that any spills that are not completely retained can be discharged to the sanitary sewer, treatment plant, or treated in a manner consistent with local sewer authorities and permit requirements. „For loading and unloading tank trucks to above and below ground storage tanks, the following procedures should be used: - The area where the transfer takes place should be paved. If the liquid is reactive with the asphalt, Portland cement should be used to pave the area. - The transfer area should be designed to prevent run-on of stormwater from adjacent areas. Sloping the pad and using a curb, like a speed bump, around the uphill side of the transfer area should reduce run-on. January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC-30 Outdoor Loading/Unloading 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com - The transfer area should be designed to prevent runoff of spilled liquids from the area. Sloping the area to a drain should prevent runoff. The drain should be connected to a dead-end sump or to the sanitary sewer. A positive control valve should be installed on the drain. „For transfer from rail cars to storage tanks that must occur outside, use the following procedures: - Drip pans should be placed at locations where spillage may occur, such as hose connections, hose reels, and filler nozzles. Use drip pans when making and breaking connections. - Drip pan systems should be installed between the rails to collect spillage from tank cars. References and Resources California’s Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-3 May 19, 2011 XIV.1. Hydrologic Source Control Fact Sheets (HSC) HSC-1: Localized On-Lot Infiltration ‘Localized on-lot infiltration’ refers to the practice of collecting on-site runoff from small distributed areas within a catchment and diverting it to a dedicated on-site infiltration area. This technique can include disconnecting downspouts and draining sidewalks and patios into french drains, trenches, small rain gardens, or other surface depressions. For downspout disconnections and other impervious area disconnection involving dispersion over pervious surfaces, but without intentional ponding, see HSC-2: Impervious Area Dispersion. Feasibility Screening Considerations x ‘Localized on-lot infiltration’ shall meet infiltration infeasibility screening criteria to be considered for use. Opportunity Criteria x Runoff can be directed to and temporarily pond in pervious area depressions, rock trenches, or similar. x Soils are adequate for infiltration or can be amended to provide an adequate infiltration rate. x Shallow utilities are not present below infiltration areas. OC-Specific Design Criteria and Considerations □ A single on-lot infiltration area should not be sized to retain runoff from impervious areas greater than 4,000 sq. ft.; if the drainage area exceeds this criteria, sizing should be based on calculations for bioretention areas or infiltration trenches. □ Soils should be sufficiently permeable to eliminate ponded water within 24 hours following a 85th percentile, 24-hour storm event. □ Maximum ponding depth should be should be less than 3 inches and trench depth should be less than 1.5 feet. □ Infiltration should not be used when the depth to the mounded seasonally high table is within 5 feet of the bottom of infiltrating surface. □ Infiltration via depression storage, french drains, or rain gardens should be located greater than 8 feet from building foundations. □ Site slope should be less than 10%. □ Infiltration unit should not be located within 50 feet of slopes greater than 15 percent. □ Side slopes of rain garden or depression storage should not exceed 3H:1V. □ Effective energy dissipation and uniform flow spreading methods should be employed to prevent erosion resulting fromwater entering infiltration areas. Also known as: ¾ Downspout infiltration ¾ Retention grading ¾ French drains ¾ On-lot rain gardens On-lot rain garden Source: lowimpactdevelopment.org TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-4 May 19, 2011 □ Overflow should be located such that it does not cause erosion or and is conveyed away from structures toward the downstream conveyan ce and treatment system. . Calculating HSC Retention Volume x The retention volume provided by localized on-lot infiltration can be computed as the storage volume provided by surface ponding and the pore space within an amended soil layer or gravel trench. x Estimate the average retention volume per 1000 square feet impervious tributary area provided by on-lot infiltration. x Look up the storm retention depth, dHSC from the chart to the right. x The max dHSC is equal to the design capture storm depth for the project site. Configuration for Use in a Treatment Train x Localized on-lot infiltration would typically serve as the first in a treatment train and should only be used where tributary areas do not generate significant sediment that would require pretreatment to mitigate clogging. x The use of impervious area disconnection reduces the sizing requirement for downstream LID and/or conventional treatment control BMPs. Additional References for Design Guidance x LID Center – Rain Garden Design Template. http://www.lowimpactdevelopment.org/raingarden_design/ x University of Wisconsin Extension. Rain Gardens: A How-To Manual for Homeowners. http://learningstore.uwex.edu/assets/pdfs/GWQ037.pdf 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 0 102030405060708090 dHS C , i n c h e s Retention Storage (cf) per 1000 sf of Impervious Tributary Area TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-5 May 19, 2011 HSC-2: Impervious Area Dispersion Impervious area dispersion refers to the practice of routing runoff from impervious areas, such as rooftops, walkways, and patios onto the surface of adjacent pervious areas. Runoff is dispersed uniformly via splash block or dispersion trench and soaks into the ground as it move slowly across the surface of pervious areas. Minor ponding may occur, but it is not the intent of this practice to actively promote localized on-lot storage (See HSC-1: Localized On-Lot Infiltration). Feasibility Screening Considerations x Impervious area dispersion can be used where infiltration would otherwise be infeasible, however dispersion depth over landscaped areas should be limited by site-specific conditions to prevent standing water or geotechnical issues. Opportunity Criteria x Rooftops and other low traffic impervious surface present in drainage area. x Soils are adequate for infiltration. If not, soils can be amended to improve capacity to absorb dispersed water (see MISC-2: Amended Soils). x Significant pervious area present in drainage area with shallow slope x Overflow from pervious area can be safely managed. OC-Specific Design Criteria and Considerations □ Soils should be preserved from their natural condition or restored via soil amendments to meet minimum criteria described in Section . □ A minimum of 1 part pervious area capable of receiving flow should be provided for every 2 parts of impervious area disconnected. □ The pervious area receiving flow should have a slope ≤ 2 percent and path lengths of ≥ 20 feet per 1000 sf of impervious area. □ Dispersion areas should be maintained to remove trash and debris, loose vegetation, and protect any areas of bare soil from erosion. □ Velocity of dispersed flow should not be greater than 0.5 ft per second to avoid scour. Calculating HSC Retention Volume x The retention volume provided by downspout dispersion is a function of the ratio of impervious to pervious area and the condition of soils in the pervious area. x Determine flow patterns in pervious area and estimate footprint of pervious area receiving dispersed flow. Calculate the ratio of pervious to impervious area. x Check soil conditions using the soil condition design criteria below; amend if necessary. x Look up the storm retention depth, dHSC from the chart below. Simple Downspout Dispersion Source: toronto.ca/environment/water.htm Also known as: ¾ Downspout disconnection ¾ Impervious area disconnection ¾ Sheet flow dispersion TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-6 May 19, 2011 x The max dHSC is equal to the design storm depth for the project site. Soil Condition Design Criteria □ Maximum slope of 2 percent □ Well-established lawn or landscaping □ Minimum soil amendments per criteria in MISC-2: Amended Soils. Configuration for Use in a Treatment Train x Impervious area disconnection is an HSC that may be used as the first element in any treatment train x The use of impervious area disconnection reduces the sizing requirement for downstream LID and/or treatment control BMPs Additional References for Design Guidance x SMC LID Manual (pp 131) http://www.lowimpactdevelopment.org/guest75/pub/All_Projects/SoCal_LID_Manual/SoCalL ID_Manual_FINAL_040910.pdf x City of Portland Bureau of Environmental Services. 2010. How to manage stormwater – Disconnect Downspouts. http://www.portlandonline.com/bes/index.cfm?c=43081&a=177702 x Seattle Public Utility: http://www.cityofseattle.org/util/stellent/groups/public/@spu/@usm/documents/webcontent/sp u01_006395.pdf x Thurston County, Washington State (pp 10): http://www.co.thurston.wa.us/stormwater/manual/docs-faqs/DG-5-Roof-Runoff- Control_Rev11Jan24.pdf 1 Pervious area used in calculation should only include the pervious area receiving flow, not pervious area receiving only direct rainfall or upslope pervious drainage. TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-7 May 19, 2011 HSC-3: Street Trees By intercepting rainfall, trees can provide several aesthetic and stormwater benefits including peak flow control, increased infiltration and ET, and runoff temperature reduction. The volume of precipitation intercepted by the canopy reduces the treatment volume required for downstream treatment BMPs. Shading reduces the heat island effect as well as the temperature of adjacent impervious surfaces, over which stormwater flows, and thus reduces the heat transferred to downstream receiving waters. Tree roots also strengthen the soil structure and provide infiltrative pathways, simultaneously reducing erosion potential and enhancing infiltration. Feasibility Screening Considerations x Not applicable Opportunity Criteria x Street trees can be incorporated in green streets designs along sidewalks, streets, parking lots, or driveways. x Street trees can be used in combination with bioretention systems along medians or in traffic calming bays. x There must be sufficient space available to accommodate both the tree canopy and root system. OC-Specific Design Criteria and Considerations □ Mature tree canopy, height, and root system should not interfere with subsurface utilities, suspended powerlines, buildings and foundations, or other existing or planned structures. Required setbacks should be adhered to. □ Depending on space constarints, a 20 to 30 foot diameter canopy (at maturity) is recommended for stormwater mitigation. □ Native, drought-tolerant species should be selected in order to minimize irrigation requirements and improve the long-term viability of trees. □ Trees should not impede pedstrian or vehicle sight lines. □ Planting locations should receive adequate sunlight and wind protection; other environmental factors should be considered prior to planting. □ Frequency and degree of vegetation management and maintenance should be considered with respect to owner capabilities (e.g., staffing, funding, etc.). □ Soils should be preserved in their natural condition (if appropriate for planting) or restored via soil amendments to meet minimum criteria described in MISC-2: Amended Soils. If necessary, a landscape architect or plant biologist should be consulted. □ A street tree selection guide, such as that specific to the City of Los Angeles, may need to be consulted to select species appropriate for the site design constraints (e.g., parkway size, tree height, canopy spread, etc.) □ Infiltration should not cause geotechnical hazards related to adjacent structures (buildings, Also known as: ¾ Canopy interception Street trees Source: Geosyntec Consultants TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-8 May 19, 2011 roadways, sidewalks, utilities, etc.) Calculating HSC Retention Volume x The retention volume provided by streets trees via canopy interception is dependent on the tree species, time of the year, and maturity. x To compute the retention depth, the expected impervious area covered by the full tree canopy after 4 years of growth must be computed (IAHSC). The maximum retention depth credit for canopy interception (dHSC) is 0.05 inches over the area covered by the canopy at 4 years of growth. Configuration for Use in a Treatment Train x As a HSC, street trees would serve as the first step in a treatment train by reducing the treatment volume and flow rate of a downstream treatment BMP. Additional References for Design Guidance x California Stormwater BMP Handbook. http://www.cabmphandbooks.com/Documents/Development/Section_3.pdf x City of Los Angeles, Street Tree Division - Street Tree Selection Guide. http://bss.lacity.org/UrbanForestryDivision/StreetTreeSelectionGuide.htm x Portland Stormwater Management Manual. http://www.portlandonline.com/bes/index.cfm?c=35122&a=55791 x San Diego County – Low Impact Development Fact Sheets. http://www.sdcounty.ca.gov/dplu/docs/LID-Appendices.pdf Attachment D Infiltration Report 22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com February 5, 2021 Seefried Industrial Properties, Inc. 2321 Rosecrans Avenue, Suite 2220 El Segundo, California 90245 Attention: Mr. Scott Irwin Senior Vice President – Southern California Project No.: 20G250-2 Subject: Results of Infiltration Testing Proposed Warehouse NEC Sierra Avenue and Clubhouse Drive Fontana, California Reference: Geotechnical Investigation, Proposed Warehouse, NEC Sierra Avenue and Clubhouse Drive, Fontana, California, prepared by Southern California Geotechnical, Inc. (SCG) for Seefried Industrial Properties, Inc., SCG Project No. 20G250-1, dated February 5, 2021. Mr. Irwin: In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations. Scope of Services The scope of services performed for this project was in general accordance with our Proposal No. 20P444, dated December 16, 2020. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rate s of the on-site soils. The infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, prepared for the Riverside County Department of Environmental Health (RCDEH), dated December, 2013. The San Bernardino County standards defer to the guidelines published by the RCDEH. Site and Project Description The subject site is located at the northeast corner of Sierra Avenue and Clubhouse Drive in Fontana, California. The site is bounded to the north and south by existing commercial/industrial buildings, to the west by Sierra Avenue, and to the east by Mango Avenue . The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report. The site consists of a rectangular-shaped property, 18.44± acres in size. The overall site is presently developed with four (4) commercial/industrial buildings ranging from 5,000 to 25,000± ft² in size. The northwestern quadrant is developed with one building and is utilized as a wooden pallet facility. The northeastern quadrant is developed with one building and is utilized as a carnival attraction repair facility with truck trailer parking. The southwestern quadrant is developed with one building and open-graded gravel pavements and is utilized for truck trailer storage. The southeastern quadrant is developed with one building and is utilized as a storage facility. The existing buildings Proposed Warehouse – Fontana, CA Project No. 20G250-2 Page 2 are single-story metal-framed structures and are assumed to be supported on conventional shallow foundations with concrete slab-on-grade floors. Ground surface cover consists mainly of open graded gravel and exposed soil, with asphaltic concrete (AC) or Portland cement concrete (PCC) pavements surrounding the buildings. Little to no vegetation was encountered throughout the overall site. Few large trees are present between the northwest and northeast quadrants. Topographic information was obtained from a conceptual site plan prepared by Huitt-Zollars, Inc. Based on our review of this plan, the existing site topography generally slopes downward to the south at a gradient of 3± percent. The elevation at the subject site ranges from 1630± feet mean sea level (msl) in the northern region of the site to 1612± feet msl in the southern region. Proposed Development Based on the conceptual plan provided to our office by the client, the subject site will be developed with a 389,140± ft² warehouse, located in the north-central region of the site. Dock-high doors will be constructed along a portion of the south building wall. The proposed building is expected to be surrounded by AC pavements in the parking and drive areas, PCC pavements in the loading dock area, and concrete flatwork and landscaped planters throughout the site. We understand that the proposed development will include on -site stormwater infiltration. The infiltration system will consist of a below-grade chamber system located in the south to southwestern region of the site. Concurrent Study Southern California Geotechnical, Inc. (SCG) concurrently conducted a geotechnical investigation at the subject site, referenced above. As a part of this study, six (6) borings (identified as Boring Nos. B-1 through B-6) were advanced to depths of 2½ to 15½± feet below existing site grades. In addition, four (4) exploratory trenches (identified as Trench Nos. T-1 through T-4) were excavated using a rubber-tire backhoe to depths of 8½ to 10± feet. Artificial fill soils were encountered at the ground surface at Boring Nos. B-3, B-5, and B-6, and at all of the trench locations, extending to depths of 1 to 3± feet. The fill soils consist of loose to dense silty fine to coarse sands, fine to coarse sands, and silty fine sands. Occasional cobbles and variable gravel content were encountered throughout the artificial fill. Boring No. B-6 was terminated within the artificial fill at a depth of 2½± feet due to very dense materials and extensive cobble content. Native alluvium was encountered at the ground surface or below the fill soils at all of the boring and trench locations, extending to at least the maximum depth explored of 15½± feet, with the exception of Boring No. B-6. The alluvium generally consists of medium dense to very dense fine to coarse sands and gravelly fine to coarse sands. Extensive cobble content and variable silt content were encountered throughout the alluvial strata. In addition, occasional boulder content was encountered in Trench Nos. T -3 and T-4 as shallow as 2½± feet from the ground surface. Groundwater Free water was not encountered during drilling or trenching at any location. Based on the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 15½± feet below existing site grades, at the time of the subsurface investigation. Proposed Warehouse – Fontana, CA Project No. 20G250-2 Page 3 As a part of our research, we reviewed available groundwater data in order to determine groundwater levels for the site. Recent water level data was obtained from the California Department of Water Resources Water Data Library website, https://wdl.water.ca.gov/waterdatalibrary/. The nearest monitoring well on record is located 3,180± feet southeast of the site. Water level readings within this monitoring well indicate a groundwater level of 320± feet below the ground surface in March 1994. As part of our research, we reviewed available groundwater data in order to determine the historic high groundwater level for the site. The primary reference used to determine the historic groundwater depths in area of the subject site is Watermaster Support Ser vices, Western Municipal Water District and the San Bernardino Valley Water Conservation District Cooperative Well Measuring Program, dated Fall 2015. A well titled Mid -Valley (Fontana) F-07 exists 1,500± feet southeast of the site and indicates a high groundwater level of 330± feet below the ground surface in April 2000. Subsurface Exploration Scope of Exploration The subsurface exploration conducted for the infiltration testing consisted of two (2) infiltration test borings, advanced to a depth of 7± feet below the existing site grades. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch-diameter hollow-stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as I-1 and I-2) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report. Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing. Geotechnical Conditions Artificial Fill Artificial fill soils were encountered at the ground surface of both infiltration boring locations, extending to depths of 3± below existing site grades. The fill soils consist of medium dense silty fine sands with some fine to coarse gravel content and ext ensive cobbles. The fill soils contained a disturbed appearance, resulting in the classification of artificial fill. Alluvium Native alluvial soils were encountered beneath the fill soils surface at both of the infiltration boring locations, extending to at least the maximum depth explored of 7± feet below existing site grades. The alluvial soils consisted of medium dense to very dense gravelly fine to coarse sands to fine to coarse sandy gravels. The Boring Logs, which illustrate the conditions encountered at the boring locations, are included with this report. Proposed Warehouse – Fontana, CA Project No. 20G250-2 Page 4 Infiltration Testing As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, which apply to San Bernardino County. Pre-soaking In accordance with the county infiltration standards for sandy soils, all infiltration test borings were pre-soaked 2 hours prior to the infiltration testing or until all of the water had percolated through the test holes. The pre-soaking process consisted of filling test borings by inverting a full 5-gallon bottle of clear water supported over each hole so that the water flow into the hole holds constant at a level at least 5 times the hole’s radius above the gravel at the bottom of each hole. Pre-soaking was completed after all of the water had percolated through the test holes. Infiltration Testing Following the pre-soaking process of the infiltration test borings, SCG performed the infiltration testing. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of the test holes. In accordance with the San Bernardino County guidelines, since “sandy soils” were encountered at the bottom of both of the infiltration test borings (where 6 inches of water infiltrated into the surrounding soils for two consecutive 25 -minute readings), readings were taken at 5-minute and 10-minute intervals for a total of 1 hour. After each reading, water was added to the borings so that the depth of the water was at least 5 times the radius of the hole. The water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets. The infiltration rates from the test are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below: Infiltration Test No. Depth (feet) Soil Description Infiltration Rate (inches/hour) I-1 7 Gravelly fine to coarse Sand, trace Silt 8.6 I-2 7 Gravelly fine to coarse Sand to fine to coarse Sandy Gravel, trace Silt 14.6 Laboratory Testing Moisture Content The moisture contents for the recovered soil samples within the boring s were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry wei ght. These test results are presented on the Boring Logs. Grain Size Analysis The grain size distribution of selected soils collected from the base of each infiltration test boring Proposed Warehouse – Fontana, CA Project No. 20G250-2 Page 5 have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-2 of this report. Design Recommendations Two (2) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations vary from 8.6 to 14.6 inches per hour. Based on the infiltration test results, we recommend an infiltration rate of 8.6 inches per hour to be used for the proposed below-grade chamber system in the south-southwestern area of the site. We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein. The design of the storm water infiltration system should be performed by the project civil engine er, in accordance with the City of Fontana and/or County of San Bernardino guidelines. It is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the system s. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rate recommended above is based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rate. It should be noted that the recommended infiltration rate s are based on infiltration testing at two (2) discrete locations and that the overall infiltration rates of the proposed infiltration systems could vary considerably. Construction Considerations The infiltration rates presented in this report are specific to the tested locations and tested depths. Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Therefore, the subgrade soils within proposed infiltration system areas should not be over-excavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications. Infiltration versus Permeability Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zo ne to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability. The infiltration rate presented herein was determined in accordance with the San Bernardino County guidelines and is considered valid for the time and place of the actual test. Changes in soil mo isture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates. T he system Proposed Warehouse – Fontana, CA Project No. 20G250-2 Page 6 designer should incorporate adequate factors of safety and a llow for overflow design into appropriate traditional storm drain systems, which would transport storm water off -site. Location of Infiltration System The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of subgrade soils. The proposed infiltration system for this site should be located at least 25 feet away from any descending slopes and structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building, it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happ en to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be g iven to the proposed locations of underground utilities which may pass near the proposed infiltration system. General Comments This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and prepara tion of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The design of the proposed storm water infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechn ical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any relia nce on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered t o be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantl y from those detailed herein, we should be contacted immediately to de termine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed . Proposed Warehouse – Fontana, CA Project No. 20G250-2 Page 7 Closure We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Ryan Bremer Ricardo Frias, RCE 91772 Staff Engineer Staff Engineer Robert G. Trazo, GE 2655 Principal Engineer Distribution: (1) Addressee Enclosures: Plate 1 - Site Location Map Plate 2: Infiltration Test Location Plan Boring Log Legend and Logs (4 pages) Infiltration Test Results Spreadsheets (2 pages) Grain Size Distribution Graphs (2 pages) SITE PROPOSED WAREHOUSE SCALE: 1" = 2000' DRAWN: RB CHKD: RGT SCG PROJECT 20G250-2 PLATE 1 SITE LOCATION MAP FONTANA, CALIFORNIA SOURCE: USGS TOPOGRAPHIC MAP OF THE DEVORE QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2018 B-5 N.A.P. B-1 B-2 B-3 B-4 T-1 T-2 T-3 B-6 I-1 I-2 N.A.P. N.A.P. N.A.P. T-4 SCALE: 1" = 100' DRAWN: MD/RB CHKD: RGT PLATE 2 SCG PROJECT 20G250-2 FONTANA, CALIFORNIA PROPOSED WAREHOUSE INFILTRATION TEST LOCATION PLAN APPROXIMATE TRENCH LOCATION NO R T H So C a l G e o APPROXIMATE INFILTRATION LOCATION APPROXIMATE BORING LOCATION GEOTECHNICAL LEGEND NOTE: SITE PLAN PLAN PROVIDED BY HUITT-ZOLLARS, INC. PROPOSED INFILTRATION SYSTEM (SCG PROJECT NO. 20G250-1) (SCG PROJECT NO. 20G250-1) EXISTING STRUCTURES TO BE DEMOLISHED BORING LOG LEGEND SAMPLE TYPE GRAPHICAL SYMBOL SAMPLE DESCRIPTION AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH. (DISTURBED) CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK. GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NSR NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED. COLUMN DESCRIPTIONS DEPTH: Distance in feet below the ground surface. SAMPLE: Sample Type as depicted above. BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page. DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3. MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight. LIQUID LIMIT: The moisture content above which a soil behaves as a liquid. PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic. PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve. UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. SM SP COARSE GRAINED SOILS SW TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES LETTERGRAPH POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GC GM GP GW POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SILTS AND CLAYS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES FINE GRAINED SOILS SYMBOLSMAJOR DIVISIONS SOIL CLASSIFICATION CHART PT OH CH MH OL CL ML CLEAN SANDS SC SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS SILTS AND CLAYS GRAVELS WITH FINES SAND AND SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES LIQUID LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL AND GRAVELLY SOILS (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) (LITTLE OR NO FINES) WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES CLEAN GRAVELS 32 26 50/5" 3 2 2 FILL: Brown Silty fine to coarse Sand, some fine to coarse Gravel, extensive Cobbles, medium dense-dry ALLUVIUM: Brown Gravelly fine to coarse Sand, trace Silt, medium dense to very dense-dry to damp Boring Terminated at 7' due to refusal on dense Cobbles JOB NO.: 20G250-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-1 BL O W C O U N T DESCRIPTION BORING NO. I-1 SURFACE ELEVATION: 1614.5 feet MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: --- CAVE DEPTH: --- READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 GR A P H I C L O G PO C K E T P E N . (T S F ) DRILLING DATE: 1/15/21 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Jose Zuniga LABORATORY RESULTS CO M M E N T S PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG TB L 2 0 G 2 5 0 - 2 . G P J S O C A L G E O . G D T 2 / 5 / 2 1 29 26 50/5" 3 2 3 FILL: Brown Silty fine to coarse Sand, some fine to coarse Gravel, extensive Cobbles, medium dense-dry to damp ALLUVIUM:Brown Gravelly fine to coarse Sand to fine to coarse Sandy Gravel, trace Silt, medium dense to very dense-dry to damp Boring Terminated at 7' due to refusal on dense Cobbles JOB NO.: 20G250-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-2 BL O W C O U N T DESCRIPTION BORING NO. I-2 SURFACE ELEVATION: 1613.5 feet MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: --- CAVE DEPTH: --- READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 GR A P H I C L O G PO C K E T P E N . (T S F ) DRILLING DATE: 1/15/21 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Jose Zuniga LABORATORY RESULTS CO M M E N T S PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG TB L 2 0 G 2 5 0 - 2 . G P J S O C A L G E O . G D T 2 / 5 / 2 1 INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 7 (ft) Infiltration Test Hole I-I In t e r v a l Nu m b e r Ti m e Ti m e In t e r v a l (m i n ) Wa t e r De p t h ( f t ) Ch a n g e i n Wa t e r Le v e l ( f t ) Av e r a g e He a d He i g h t ( f t ) In f i l t r a t i o n Ra t e Q (i n / h r ) Initial 10:05 AM 5.00 Final 10:08 AM 5.50 Initial 10:10 AM 5.00 Final 10:13 AM 5.50 Initial 10:16 AM 5.00 Final 10:26 AM 6.15 Initial 10:28 AM 5.00 Final 10:38 AM 6.15 Initial 10:40 AM 5.00 Final 10:50 AM 6.15 Initial 10:52 AM 5.00 Final 11:02 AM 6.12 Initial 11:04 AM 5.00 Final 11:14 AM 6.16 Initial 11:16 AM 5.00 Final 11:26 AM 6.14 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 3.5 0.50 1.75 8.94 1 10.0 1.15 1.43 8.67 PS2 Proposed Warehouse Fontana, California 20G250-2 Joseph Lozano Leon PS1 3 10.0 1.15 1.43 8.67 3.6 0.50 1.75 8.74 5 10.0 1.16 1.42 8.77 2 10.0 1.15 1.43 8.67 4 10.0 1.12 1.44 8.37 6 10.0 1.14 1.43 8.57 )2Ht(r H(60r)Q avg  INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 7 (ft) Infiltration Test Hole I-2 In t e r v a l Nu m b e r Ti m e Ti m e In t e r v a l (m i n ) Wa t e r De p t h ( f t ) Ch a n g e i n Wa t e r Le v e l ( f t ) Av e r a g e He a d He i g h t ( f t ) In f i l t r a t i o n Ra t e Q (i n / h r ) Initial 11:45 AM 4.85 Final 11:46 AM 5.35 Initial 11:49 AM 5.05 Final 11:51 AM 5.55 Initial 11:53 AM 4.90 Final 11:58 AM 6.01 Initial 12:00 PM 5.00 Final 12:05 PM 6.01 Initial 12:07 PM 5.00 Final 12:12 PM 6.03 Initial 12:14 PM 5.00 Final 12:19 PM 6.02 Initial 12:21 PM 5.00 Final 12:26 PM 6.04 Initial 12:28 PM 5.00 Final 12:33 PM 6.02 Initial 12:35 PM 5.00 Final 12:40 PM 6.01 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 1.8 0.50 1.90 16.59 1 5.0 1.11 1.55 15.56 PS2 Proposed Warehouse Fontana, California 20G250-2 Joseph Lozano Leon PS1 3 5.0 1.03 1.49 14.97 2.0 0.50 1.70 16.07 5 5.0 1.04 1.48 15.16 2 5.0 1.01 1.50 14.59 7 5.0 1.01 1.50 14.59 4 5.0 1.02 1.49 14.78 6 5.0 1.02 1.49 14.78 )2Ht(r H(60r)Q avg  Sample Description I-1 @ 6' Soil Classification Brown Gravelly fine to coarse Sand, trace Silt Proposed Warehouse Fontana, California Project No. 20G250-2 PLATE C-1 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Pe r c e n t P a s s i n g b y W e i g h t Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-2 @ 6' Soil Classification Brown Gravelly fine to coarse Sand to fine to coarse Sandy Gravel, trace Silt Proposed Warehouse Fontana, California Project No. 20G250-2 PLATE C-2 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Pe r c e n t P a s s i n g b y W e i g h t Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Attachment E Rainfall Data (NOAA Atlas 14) & Worksheet H NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.1458°, Longitude: -117.4339° Elevation: 1620.06 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.136 (0.113‑0.165) 0.180 (0.150‑0.219) 0.237 (0.196‑0.289) 0.283 (0.233‑0.348) 0.345 (0.274‑0.439) 0.393 (0.305‑0.511) 0.442 (0.335‑0.589) 0.492 (0.362‑0.675) 0.560 (0.395‑0.802) 0.613 (0.417‑0.909) 10-min 0.195 (0.162‑0.237) 0.258 (0.214‑0.313) 0.339 (0.281‑0.414) 0.406 (0.333‑0.498) 0.495 (0.393‑0.630) 0.563 (0.438‑0.732) 0.633 (0.480‑0.844) 0.705 (0.519‑0.967) 0.802 (0.566‑1.15) 0.879 (0.598‑1.30) 15-min 0.236 (0.196‑0.286) 0.312 (0.259‑0.379) 0.410 (0.340‑0.500) 0.490 (0.403‑0.603) 0.598 (0.475‑0.761) 0.681 (0.530‑0.886) 0.766 (0.580‑1.02) 0.852 (0.628‑1.17) 0.970 (0.685‑1.39) 1.06 (0.724‑1.58) 30-min 0.357 (0.298‑0.434) 0.473 (0.393‑0.575) 0.622 (0.516‑0.759) 0.744 (0.611‑0.914) 0.908 (0.721‑1.15) 1.03 (0.803‑1.34) 1.16 (0.880‑1.55) 1.29 (0.952‑1.77) 1.47 (1.04‑2.11) 1.61 (1.10‑2.39) 60-min 0.547 (0.455‑0.664) 0.723 (0.601‑0.879) 0.952 (0.789‑1.16) 1.14 (0.935‑1.40) 1.39 (1.10‑1.77) 1.58 (1.23‑2.05) 1.78 (1.35‑2.37) 1.98 (1.46‑2.71) 2.25 (1.59‑3.22) 2.46 (1.68‑3.66) 2-hr 0.833 (0.693‑1.01) 1.09 (0.906‑1.33) 1.42 (1.18‑1.73) 1.69 (1.39‑2.07) 2.04 (1.62‑2.60) 2.32 (1.80‑3.01) 2.59 (1.96‑3.45) 2.87 (2.11‑3.93) 3.24 (2.29‑4.64) 3.53 (2.41‑5.24) 3-hr 1.07 (0.891‑1.30) 1.40 (1.16‑1.70) 1.81 (1.50‑2.21) 2.15 (1.76‑2.64) 2.59 (2.06‑3.30) 2.93 (2.28‑3.80) 3.27 (2.47‑4.35) 3.61 (2.66‑4.95) 4.07 (2.87‑5.83) 4.42 (3.01‑6.56) 6-hr 1.59 (1.33‑1.94) 2.07 (1.72‑2.52) 2.68 (2.22‑3.27) 3.17 (2.60‑3.89) 3.81 (3.03‑4.85) 4.29 (3.34‑5.58) 4.77 (3.62‑6.36) 5.26 (3.87‑7.21) 5.90 (4.17‑8.45) 6.40 (4.36‑9.49) 12-hr 2.19 (1.82‑2.66) 2.86 (2.38‑3.47) 3.71 (3.07‑4.51) 4.37 (3.59‑5.38) 5.25 (4.17‑6.68) 5.90 (4.59‑7.67) 6.54 (4.96‑8.72) 7.19 (5.29‑9.86) 8.04 (5.67‑11.5) 8.67 (5.91‑12.9) 24-hr 2.98 (2.63‑3.43) 3.93 (3.48‑4.54) 5.14 (4.53‑5.94) 6.08 (5.32‑7.09) 7.32 (6.20‑8.82) 8.23 (6.83‑10.1) 9.13 (7.40‑11.5) 10.0 (7.90‑13.0) 11.2 (8.48‑15.1) 12.1 (8.84‑16.9) 2-day 3.65 (3.23‑4.20) 4.91 (4.35‑5.67) 6.55 (5.77‑7.57) 7.85 (6.87‑9.16) 9.61 (8.13‑11.6) 10.9 (9.07‑13.4) 12.3 (9.93‑15.4) 13.6 (10.7‑17.6) 15.4 (11.7‑20.8) 16.8 (12.3‑23.5) 3-day 3.91 (3.46‑4.50) 5.36 (4.74‑6.18) 7.27 (6.41‑8.41) 8.84 (7.74‑10.3) 11.0 (9.32‑13.3) 12.7 (10.5‑15.6) 14.4 (11.7‑18.1) 16.2 (12.8‑21.0) 18.7 (14.1‑25.2) 20.6 (15.1‑28.8) 4-day 4.18 (3.70‑4.82) 5.79 (5.12‑6.68) 7.94 (7.00‑9.18) 9.73 (8.51‑11.3) 12.2 (10.3‑14.7) 14.2 (11.8‑17.4) 16.2 (13.1‑20.4) 18.4 (14.5‑23.8) 21.3 (16.1‑28.8) 23.7 (17.4‑33.1) 7-day 4.80 (4.25‑5.53) 6.71 (5.93‑7.74) 9.28 (8.18‑10.7) 11.4 (10.00‑13.3) 14.4 (12.2‑17.4) 16.8 (13.9‑20.7) 19.3 (15.6‑24.3) 21.9 (17.3‑28.4) 25.6 (19.4‑34.5) 28.6 (20.9‑39.9) 10-day 5.18 (4.59‑5.97) 7.28 (6.44‑8.40) 10.1 (8.93‑11.7) 12.5 (10.9‑14.6) 15.9 (13.4‑19.1) 18.5 (15.4‑22.8) 21.3 (17.3‑26.9) 24.3 (19.1‑31.4) 28.4 (21.5‑38.4) 31.8 (23.2‑44.4) 20-day 6.17 (5.46‑7.11) 8.76 (7.75‑10.1) 12.3 (10.9‑14.2) 15.3 (13.4‑17.9) 19.6 (16.6‑23.6) 23.0 (19.1‑28.3) 26.6 (21.6‑33.6) 30.5 (24.1‑39.5) 36.1 (27.3‑48.6) 40.6 (29.7‑56.6) 30-day 7.19 (6.37‑8.29) 10.2 (9.05‑11.8) 14.4 (12.7‑16.7) 18.0 (15.8‑21.0) 23.1 (19.6‑27.9) 27.3 (22.6‑33.6) 31.7 (25.7‑40.0) 36.5 (28.8‑47.3) 43.3 (32.8‑58.5) 48.9 (35.8‑68.3) 45-day 8.59 (7.61‑9.90) 12.2 (10.8‑14.0) 17.1 (15.1‑19.8) 21.4 (18.7‑25.0) 27.6 (23.3‑33.2) 32.6 (27.0‑40.1) 38.0 (30.8‑47.9) 43.9 (34.6‑56.8) 52.4 (39.6‑70.6) 59.4 (43.4‑82.8) 60-day 9.98 (8.83‑11.5) 14.0 (12.4‑16.1) 19.6 (17.3‑22.7) 24.5 (21.4‑28.6) 31.6 (26.7‑38.0) 37.4 (31.0‑46.0) 43.6 (35.3‑55.0) 50.5 (39.8‑65.3) 60.4 (45.7‑81.4) 68.6 (50.2‑95.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-31 May 19, 2011 VII.4.1. Site Suitability Considerations Suitability assessment related considerations include (Table VII.3): Soil assessment methods – the site assessment extent (e.g., number of borings, test pits, etc.) and the measurement method used to estimate the short-term infiltration rate. Predominant soil texture/percent fines – soil texture and the percent of fines can greatly influence the potential for clogging. Site soil variability – site with spatially heterogeneous soils (vertically or horizontally) as determined from site investigations are more difficult to estimate average properties for resulting in a higher level of uncertainty associated with initial estimates. Depth to seasonal high groundwater/impervious layer – groundwater mounding may become an issue during excessively wet conditions where shallow aquifers or shallow clay lenses are present. Table VII.3: Suitability Assessment Related Considerations for Infiltration Facility Safety Factors Consideration High Concern Medium Concern Low Concern Assessment methods (see explanation below) Use of soil survey maps or simple texture analysis to estimate short-term infiltration rates Direct measurement of ≥ 20 percent of infiltration area with localized infiltration measurement methods (e.g., infiltrometer) Direct measurement of ≥ 50 percent of infiltration area with localized infiltration measurement methods or Use of extensive test pit infiltration measurement methods Texture Class Silty and clayey soils with significant fines Loamy soils Granular to slightly loamy soils Site soil variability Highly variable soils indicated from site assessment or limited soil borings collected during site assessment Soil borings/test pits indicate moderately homogeneous soils Multiple soil borings/test pits indicate relatively homogeneous soils Depth to groundwater/ impervious layer <5 ft below facility bottom 5-10 ft below facility bottom >10 below facility bottom Localized infiltration testing refers to methods such as the double ring infiltrometer test (ASTM D3385-88) which measure infiltration rates over an area less than 10 sq-ft, may include lateral Per infiltration report in Attachment D Per infiltration report in Attachment D Per infiltration report in Attachment D Per infiltration report in Attachment D TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-32 May 19, 2011 flow, and do not attempt to account for heterogeneity of soil. The amount of area each test represents should be estimated depending on the observed heterogeneity of the soil. Extensive infiltration testing refers to methods that include excavating a significant portion of the proposed infiltration area, filling the excavation with water, and monitoring drawdown. The excavation should be to the depth of the proposed infiltration surface and ideally be at least 50 to 100 square feet. In all cases, testing should be conducted in the area of the proposed BMP where, based on review of available geotechnical data, soils appear least likely to support infiltration. VII.4.2. Design Related Considerations Design related considerations include (Table VII.4): Size of area tributary to facility – all things being equal, risk factors related to infiltration facilities increase with an increase in the tributary area served. Therefore facilities serving larger tributary areas should use more restrictive adjustment factors. Level of pretreatment/expected influent sediment loads – credit should be given for good pretreatment by allowing less restrictive factors to account for the reduced probability of clogging from high sediment loading. Also, facilities designed to capture runoff from relatively clean surfaces such as rooftops are likely to see low sediment loads and therefore should be allowed to apply less restrictive safety factors. Redundancy – facilities that consist of multiple subsystems operating in parallel such that parts of the system remains functional when other parts fail and/or bypass should be rewarded for the built-in redundancy with less restrictive correction and safety factors. For example, if bypass flows would be at least partially treated in another BMP, the risk of discharging untreated runoff in the event of clogging the primary facility is reduced. A bioretention facility that overflows to a landscaped area is another example. Compaction during construction – proper construction oversight is needed during construction to ensure that the bottoms of infiltration facility are not overly compacted. Facilities that do not commit to proper construction practices and oversight should have to use more restrictive correction and safety factors. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-33 May 19, 2011 Table VII.4: Design Related Considerations for Infiltration Facility Safety Factors Consideration High Concern Medium Concern Low Concern Tributary area size Greater than 10 acres. Greater than 2 acres but less than 10 acres. 2 acres or less. Level of pretreatment/ expected influent sediment loads Pretreatment from gross solids removal devices only, such as hydrodynamic separators, racks and screens AND tributary area includes landscaped areas, steep slopes, high traffic areas, or any other areas expected to produce high sediment, trash, or debris loads. Good pretreatment with BMPs that mitigate coarse sediments such as vegetated swales AND influent sediment loads from the tributary area are expected to be relatively low (e.g., low traffic, mild slopes, disconnected impervious areas, etc.). Excellent pretreatment with BMPs that mitigate fine sediments such as bioretention or media filtration OR sedimentation or facility only treats runoff from relatively clean surfaces, such as rooftops. Redundancy of treatment No redundancy in BMP treatment train. Medium redundancy, other BMPs available in treatment train to maintain at least 50% of function of facility in event of failure. High redundancy, multiple components capable of operating independently and in parallel, maintaining at least 90% of facility functionality in event of failure. Compaction during construction Construction of facility on a compacted site or elevated probability of unintended/ indirect compaction. Medium probability of unintended/ indirect compaction. Heavy equipment actively prohibited from infiltration areas during construction and low probability of unintended/ indirect compaction. The soil in the proposed infiltration system footprints will be uncompacted in-place native material. Specific project site pollutants that will be treated by these Bio-Clean Filter Systems are as follows: Heavy Metals (79% of Zinc), Sediments (93% of Turbidity), Trash & Debris, and Oil and Grease before the pollutants go to the on-site infiltration system. See Attachment B for catch basin filter specification. Catch basin filters (Bio-Clean or approved equal) will be provided in all on-site catch basins as a pre- treatment control BMP prior to allowing runoff to be conveyed to the primary treatment BMP. The catch basin filters will help remove large debris, trash, sediment and oil/grease from the runoff before outleting into the the on-site infiltration systems. See Attachment B for catch basin filter specification. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-34 May 19, 2011 VII.4.3. Determining Factor of Safety A factor of safety shall be used. To assist in selecting the appropriate design infiltration rate, the measured short term infiltration rate should be adjusted using a weighted average of several safety factors using the worksheet shown in Worksheet H below. The design infiltration rate would be determined as follows: 1. For each consideration shown in Table VII.3 and Table VII.4 above, determine whether the consideration is a high, medium, or low concern. 2. For all high concerns, assign a factor value of 3, for medium concerns, assign a factor value of 2, and for low concerns assign a factor value of 1. 3. Multiply each of the factors by the corresponding weight to get a product. 4. Sum the products within each factor category to obtain a safety factor for each. 5. Multiply the two safety factors together to get the final combined safety factor. If the combined safety factor is less than 2, then 2 shall be used as the safety factor. 6. Divide the measured short term infiltration rate by the combined safety factor to obtain the adjusted design infiltration rate for use in sizing the infiltration facility. The design infiltration rate shall be used to size BMPs and to evaluate their expected long term performance. This rate shall not be less than 2, but may be higher at the discretion of the design engineer. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-35 May 19, 2011 Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet Factor Category Factor Description Assigned Weight (w) Factor Value (v) Product (p) p = w x v A Suitability Assessment Soil assessment methods 0.25 Predominant soil texture 0.25 Site soil variability 0.25 Depth to groundwater / impervious layer 0.25 Suitability Assessment Safety Factor, S A = p B Design Tributary area size 0.25 Level of pretreatment/ expected sediment loads 0.25 Redundancy 0.25 Compaction during construction 0.25 Design Safety Factor, SB = p Combined Safety Factor, STOT= SA x SB Measured Infiltration Rate, inch/hr, KM (corrected for test-specific bias) Design Infiltration Rate, in/hr, KDESIGN = STOT × KM Supporting Data Briefly describe infiltration test and provide reference to test forms: Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0. 2 2 1 3 1 2 2 0.50 0.25 0.75 0.25 0.50 0.50 0.50 1 0.25 1.50 3.0 8.6 2.46 2.00 See Attachment D for Infiltration Report. Safety Factor of 3 will be used for BMP Calculations. Design infiltration rate should be 3.83 in/hr. TECHNICAL GUIDANCE DOCUMENT APPENDICES VII-36 May 19, 2011 VII.5. References ASTM D 3385-94, 2003. “Standard Test Method for Infiltration Rate of Soils Field Using Double- Ring Infiltrometer.” American Society for Testing Materials, Conshohocken, PA. 10 Jun, 2003. Caltrans, 2003. “Infiltration Basin Site Selection”. Study Volume I. California Department of Transportation. Report No. CTSW-RT-03-025. City of Portland, 2010. Appendix F.2: Infiltration Testing. Portland Stormwater Management Manual, Revised February 1, 2010. United States Department of the Interior, Bureau of Reclamation (USBR), 1990a, "Procedure for Performing Field Permeability Testing by the Well Permeameter Method (USBR 7300-89)," in Earth Manual, Part 2, A Water Resources Technical Publication, 3rd ed., Bureau of Reclamation, Denver, Colo.