Agenda packet — Ontario City Council, April 1, 2025 (part 12 of 25)

3769320 3769370 3769420 3769470 3769520 3769570 3769620 3769320 3769370 3769420 3769470 3769520 3769570 3769620 444120 444170 444220 444270 444320 444370 444420 444470 444520 444570 444620 444120 444170 444220 444270 444320 444370 444420 444470 444520 444570 444620 34° 3' 57'' N
117° 36' 20'' W
34° 3' 57'' N
117° 36' 0'' W
34° 3' 46'' N
117° 36' 20'' W
34° 3' 46'' N N 117° 36' 0'' W
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,320 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.
2820

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: San Bernardino County Southwestern Part, California
Survey Area Data: Version 15, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 17, 2022—Jun 12, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/3/2023

Page 2 of 4 ends

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI TuB Tujunga loamy sand, 0
to 5 percent slopes
A 12.3 100.0%
Totals for Area of Interest 12.3 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/3/2023

Page 3 of 4 ends

2822
Tie-break Rule: Higher
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/3/2023

Page 4 of 4 ends

2823
15 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix F - Reference As-Built Plans

2824
2825
2826
16 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix G - Existing and Proposed
Drainage Maps

2827
Date Description
Project NameProject NumberDescription Scale Seal / SignatureNOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States © 2023 KIMLEY-HORN AND ASSOCIATES, INC. 3801 UNIVERSITY AVENUE, SUITE 300; RIVERSIDE, CA 92501 PHONE: (951) 543-9868 WWW.KIMLEY-HORN.COM 9/26/2023 10:32:52 AM Autodesk Docs://005.4382.000 - DPH/Sheets - 05.4382.000 - DPH.rvt 05.4382.000 Diversified Pacific Communities THE EMPIRE GROVES HOTEL Ontario CA 91730 PER PLAN LEGEND EXISTING DRAINAGE MAP

E GUASTI RD

E HOLT BLVD
2828
Date Description
Project NameProject NumberDescription Scale Seal / SignatureNOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States © 2023 KIMLEY-HORN AND ASSOCIATES, INC. 3801 UNIVERSITY AVENUE, SUITE 300; RIVERSIDE, CA 92501 PHONE: (951) 543-9868 WWW.KIMLEY-HORN.COM 9/26/2023 10:32:52 AM Autodesk Docs://005.4382.000 - DPH/Sheets - 05.4382.000 - DPH.rvt 05.4382.000 Diversified Pacific Communities THE EMPIRE GROVES HOTEL Ontario CA 91730 PER PLAN LEGEND PROPOSED DRAINAGE MAP SUMMARY TABLE: DA # AREA (AC) Q100 (CFS) Q10 (CFS) DA 1 4.51 25.48 17.09 DA 2 2.29 8.97 5.99 DA 3 2.25 10.60 7.10 DA 4 0.85 5.02 3.37 DA 5 0.53 2.91 1.95 TOTAL 10.43 52.98 35.50 E GUASTI RD E HOLT BLVD

CUCAMONGA CHANNEL
371 SF
F&B
POOL
POOL
POOL
POOL
POOL
POOL
POOL
POOL
POOL

E GUASTI RD
E HOLT BLVD 969.0 967.6 967.4 958.9 957.7 966.9 967.0 952.0 946.6 957.6 2829
17 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix H - Rational Method Analysis

2830
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 10/03/23
------------------------------------------------------------------------

DIVERSIFIED EMPIRE HOTEL

EXISITING CONDITION RATIONAL METHOD ANALYSIS
10-YR - 1 HR DESIGN STORM
BY LUIS PEREZ 10/03/23
------------------------------------------------------------------------ Program License Serial Number 6443
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Computed rainfall intensity:

Storm year = 10.00 1 hour rainfall = 0.949 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data:

Initial area flow distance = 734.000(Ft.)
Top (of initial area) elevation = 968.070(Ft.)
Bottom (of initial area) elevation = 957.740(Ft.)
Difference in elevation = 10.330(Ft.)
Slope = 0.01407 s(%)= 1.41
TC = k(0.706)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 23.195 min.

Rainfall intensity = 1.678(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.466 Subarea runoff = 7.039(CFS)
2831
Total initial stream area = 9.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.810(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(8 - 10 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.391(In/Hr) Initial subarea data:

Initial area flow distance = 383.000(Ft.)
Top (of initial area) elevation = 967.280(Ft.)
Bottom (of initial area) elevation = 958.660(Ft.)
Difference in elevation = 8.620(Ft.)
Slope = 0.02251 s(%)= 2.25
TC = k(0.374)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.624 min.

Rainfall intensity = 3.039(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.784 Subarea runoff = 3.408(CFS)
Total initial stream area = 1.430(Ac.)
Pervious area fraction = 0.400
Initial area Fm value = 0.391(In/Hr)
End of computations, Total Study Area = 10.43 (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) = 0.918
Area averaged SCS curve number = 47.5
2832
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 10/03/23
------------------------------------------------------------------------

DIVERSIFIED EMPIRE HOTEL

EXISITING CONDITION RATIONAL METHOD ANALYSIS
100-YR - 1 HR DESIGN STORM
BY LUIS PEREZ 10/03/23
------------------------------------------------------------------------ Program License Serial Number 6443
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.400 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ UNDEVELOPED (average cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 50.00
Adjusted SCS curve number for AMC 3 = 70.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data:

Rainfall intensity = 2.476(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.706 2833
Subarea runoff = 15.744(CFS)
Total initial stream area = 9.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(8 - 10 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.4000 Max loss rate(Fm)= 0.314(In/Hr) Initial subarea data:

Rainfall intensity = 4.483(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.837 Subarea runoff = 5.366(CFS)
Total initial stream area = 1.430(Ac.)
Pervious area fraction = 0.400
Initial area Fm value = 0.314(In/Hr)
End of computations, Total Study Area = 10.43 (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) = 0.918
Area averaged SCS curve number = 47.5
2834
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 10/04/23
------------------------------------------------------------------------

DIVERSIFIED EMPIRE HOTEL

PROPOSED CONDITION RATIONAL METHOD ANALYSIS
10-YR DESIGN STORM
BY LUIS PEREZ 10/03/23
------------------------------------------------------------------------ Program License Serial Number 6443
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Computed rainfall intensity:

Storm year = 10.00 1 hour rainfall = 0.949 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 112.000(Ft.)
Top (of initial area) elevation = 969.000(Ft.)
Bottom (of initial area) elevation = 967.600(Ft.)
Difference in elevation = 1.400(Ft.)
Slope = 0.01250 s(%)= 1.25
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 4.821 min.

Rainfall intensity = 4.308(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 17.088(CFS)
2835
Total initial stream area = 4.510(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 966.000(Ft.)
Downstream point/station elevation = 958.570(Ft.)
Pipe length = 1486.00(Ft.) Manning's N = 0.012
No. of pipes = 11 Required pipe flow = 17.088(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.553(CFS)
Normal flow depth in pipe = 6.49(In.)
Flow top width inside pipe = 11.96(In.)
Critical Depth = 6.35(In.)
Pipe flow velocity = 3.59(Ft/s)
Travel time through pipe = 6.90 min.

Time of concentration (TC) = 11.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.510(Ac.)
Runoff from this stream = 17.088(CFS)
Time of concentration = 11.73 min.

Rainfall intensity = 2.527(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 557.000(Ft.)
Top (of initial area) elevation = 967.400(Ft.)
2836
Bottom (of initial area) elevation = 958.900(Ft.)
Difference in elevation = 8.500(Ft.)
Slope = 0.01526 s(%)= 1.53
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.800 min.

Rainfall intensity = 3.002(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.871 Subarea runoff = 5.986(CFS)
Total initial stream area = 2.290(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 958.900(Ft.)
Downstream point/station elevation = 958.570(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 5.986(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.986(CFS)
Normal flow depth in pipe = 8.19(In.)
Flow top width inside pipe = 11.17(In.)
Critical depth could not be calculated.

Pipe flow velocity = 10.48(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 8.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.290(Ac.)
Runoff from this stream = 5.986(CFS)
Time of concentration = 8.81 min.

Rainfall intensity = 2.999(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 17.09 4.510 11.73 0.098 2.527
2 5.99 2.290 8.81 0.098 2.999
2837
Qmax(1) =

1.000 * 1.000 * 17.088) +

0.837 * 1.000 * 5.986) + = 22.101
Qmax(2) =

1.194 * 0.752 * 17.088) +

1.000 * 1.000 * 5.986) + = 21.328
Total of 2 streams to confluence:

Flow rates before confluence point:

17.088 5.986
Maximum flow rates at confluence using above data:

22.101 21.328
Area of streams before confluence:

4.510 2.290
Effective area values after confluence:

6.800 5.680
Results of confluence:

Total flow rate = 22.101(CFS)
Time of concentration = 11.725 min.

Effective stream area after confluence = 6.800(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 6.80(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 958.570(Ft.)
Downstream point/station elevation = 957.440(Ft.)
Pipe length = 226.00(Ft.) Manning's N = 0.012
No. of pipes = 3 Required pipe flow = 22.101(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.367(CFS)
Normal flow depth in pipe = 13.55(In.)
Flow top width inside pipe = 15.53(In.)
Critical Depth = 12.61(In.)
Pipe flow velocity = 5.16(Ft/s)
Travel time through pipe = 0.73 min.

Time of concentration (TC) = 12.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.800(Ac.)
Runoff from this stream = 22.101(CFS)
2838
Time of concentration = 12.45 min.

Rainfall intensity = 2.438(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 345.000(Ft.)
Top (of initial area) elevation = 966.900(Ft.)
Bottom (of initial area) elevation = 957.700(Ft.)
Difference in elevation = 9.200(Ft.)
Slope = 0.02667 s(%)= 2.67
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.498 min.

Rainfall intensity = 3.601(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 7.095(CFS)
Total initial stream area = 2.250(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 957.700(Ft.)
Downstream point/station elevation = 957.440(Ft.)
Pipe length = 21.00(Ft.) Manning's N = 0.012
No. of pipes = 2 Required pipe flow = 7.095(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.547(CFS)
Normal flow depth in pipe = 8.32(In.)
Flow top width inside pipe = 11.07(In.)
Critical Depth = 9.65(In.)
Pipe flow velocity = 6.11(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 6.56 min.
2839
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.250(Ac.)
Runoff from this stream = 7.095(CFS)
Time of concentration = 6.56 min.

Rainfall intensity = 3.582(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 22.10 6.800 12.45 0.098 2.438
2 7.09 2.250 6.56 0.098 3.582
Qmax(1) =

1.000 * 1.000 * 22.101) +

0.671 * 1.000 * 7.095) + = 26.865
Qmax(2) =

1.489 * 0.526 * 22.101) +

1.000 * 1.000 * 7.095) + = 24.420
Total of 2 streams to confluence:

Flow rates before confluence point:

22.101 7.095
Maximum flow rates at confluence using above data:

26.865 24.420
Area of streams before confluence:

6.800 2.250
Effective area values after confluence:

9.050 5.829
Results of confluence:

Total flow rate = 26.865(CFS)
Time of concentration = 12.455 min.

Effective stream area after confluence = 9.050(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 9.05(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 957.440(Ft.)
2840
Downstream point/station elevation = 956.950(Ft.)
Pipe length = 87.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 26.865(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 26.865(CFS)
Normal flow depth in pipe = 20.39(In.)
Flow top width inside pipe = 28.00(In.)
Critical Depth = 21.21(In.)
Pipe flow velocity = 7.56(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 12.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 9.050(Ac.)
Runoff from this stream = 26.865(CFS)
Time of concentration = 12.65 min.

Rainfall intensity = 2.415(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 197.000(Ft.)
Top (of initial area) elevation = 957.600(Ft.)
Bottom (of initial area) elevation = 946.600(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.05584 s(%)= 5.58
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 4.480 min.

Rainfall intensity = 4.502(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 3.369(CFS)
2841
Total initial stream area = 0.850(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 943.600(Ft.)
Downstream point/station elevation = 943.380(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 3.369(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.369(CFS)
Normal flow depth in pipe = 9.08(In.)
Flow top width inside pipe = 14.66(In.)
Critical Depth = 8.88(In.)
Pipe flow velocity = 4.34(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 4.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.850(Ac.)
Runoff from this stream = 3.369(CFS)
Time of concentration = 4.65 min.

Rainfall intensity = 4.403(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 268.000(Ft.)
Top (of initial area) elevation = 967.000(Ft.)
2842
Bottom (of initial area) elevation = 952.000(Ft.)
Difference in elevation = 15.000(Ft.)
Slope = 0.05597 s(%)= 5.60
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.064 min.

Rainfall intensity = 4.182(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 1.948(CFS)
Total initial stream area = 0.530(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 952.000(Ft.)
Downstream point/station elevation = 941.970(Ft.)
Pipe length = 283.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 1.948(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.948(CFS)
Normal flow depth in pipe = 4.90(In.)
Flow top width inside pipe = 8.96(In.)
Critical Depth = 7.63(In.)
Pipe flow velocity = 7.91(Ft/s)
Travel time through pipe = 0.60 min.

Time of concentration (TC) = 5.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.530(Ac.)
Runoff from this stream = 1.948(CFS)
Time of concentration = 5.66 min.

Rainfall intensity = 3.912(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 3.37 0.850 4.65 0.098 4.403
2 1.95 0.530 5.66 0.098 3.912
2843
Qmax(1) =

1.000 * 1.000 * 3.369) +

1.129 * 0.821 * 1.948) + = 5.175
Qmax(2) =

0.886 * 1.000 * 3.369) +

1.000 * 1.000 * 1.948) + = 4.934
Total of 2 streams to confluence:

Flow rates before confluence point:

3.369 1.948
Maximum flow rates at confluence using above data:

5.175 4.934
Area of streams before confluence:

0.850 0.530
Effective area values after confluence:

1.285 1.380
Results of confluence:

Total flow rate = 5.175(CFS)
Time of concentration = 4.649 min.

Effective stream area after confluence = 1.285(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 1.38(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 943.380(Ft.)
Downstream point/station elevation = 943.350(Ft.)
Pipe length = 6.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 5.175(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.175(CFS)
Normal flow depth in pipe = 10.50(In.)
Flow top width inside pipe = 17.75(In.)
Critical Depth = 10.50(In.)
Pipe flow velocity = 4.84(Ft/s)
Travel time through pipe = 0.02 min.

Time of concentration (TC) = 4.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.285(Ac.)
2844
Runoff from this stream = 5.175(CFS)
Time of concentration = 4.67 min.

Rainfall intensity = 4.391(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 26.86 9.050 12.65 0.098 2.415
2 5.18 1.285 4.67 0.098 4.391
Qmax(1) =

1.000 * 1.000 * 26.865) +

0.540 * 1.000 * 5.175) + = 29.658
Qmax(2) =

1.853 * 0.369 * 26.865) +

1.000 * 1.000 * 5.175) + = 23.552
Total of 2 main streams to confluence:

Flow rates before confluence point:

27.865 6.175
Maximum flow rates at confluence using above data:

29.658 23.552
Area of streams before confluence:

9.050 1.285
Effective area values after confluence:

10.335 4.627
Results of confluence:

Total flow rate = 29.658(CFS)
Time of concentration = 12.647 min.

Effective stream area after confluence = 10.335(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total = 10.34(Ac.)
End of computations, Total Study Area = 10.43 (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
2845
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2018 Version 9.0 Rational Hydrology Study Date: 10/04/23
------------------------------------------------------------------------

DIVERSIFIED EMPIRE HOTEL

PROPOSED CONDITION RATIONAL METHOD ANALYSIS
100-YR DESIGN STORM
BY LUIS PEREZ 10/03/23
------------------------------------------------------------------------ Program License Serial Number 6443
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.400 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** 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:

Rainfall intensity = 6.355(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 2846
Subarea runoff = 25.476(CFS)
Total initial stream area = 4.510(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 966.000(Ft.)
Downstream point/station elevation = 958.570(Ft.)
Pipe length = 1486.00(Ft.) Manning's N = 0.012
No. of pipes = 11 Required pipe flow = 25.476(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.316(CFS)
Normal flow depth in pipe = 8.48(In.)
Flow top width inside pipe = 10.92(In.)
Critical Depth = 7.81(In.)
Pipe flow velocity = 3.90(Ft/s)
Travel time through pipe = 6.35 min.

Time of concentration (TC) = 11.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.510(Ac.)
Runoff from this stream = 25.476(CFS)
Time of concentration = 11.17 min.

Rainfall intensity = 3.838(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** 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:
2847
Initial area flow distance = 557.000(Ft.)
Top (of initial area) elevation = 967.400(Ft.)
Bottom (of initial area) elevation = 958.900(Ft.)
Difference in elevation = 8.500(Ft.)
Slope = 0.01526 s(%)= 1.53
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.800 min.

Rainfall intensity = 4.429(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.884 Subarea runoff = 8.967(CFS)
Total initial stream area = 2.290(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 958.900(Ft.)
Downstream point/station elevation = 958.570(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 8.967(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.967(CFS)
Normal flow depth in pipe = 8.98(In.)
Flow top width inside pipe = 14.71(In.)
Critical Depth = 13.85(In.)
Pipe flow velocity = 11.70(Ft/s)
Travel time through pipe = 0.01 min.

Rainfall intensity = 4.425(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)
2848
1 25.48 4.510 11.17 0.079 3.838
2 8.97 2.290 8.81 0.079 4.425
Qmax(1) =

1.000 * 1.000 * 25.476) +

0.865 * 1.000 * 8.967) + = 33.231
Qmax(2) =

1.156 * 0.789 * 25.476) +

1.000 * 1.000 * 8.967) + = 32.200
Total of 2 streams to confluence:

Flow rates before confluence point:

25.476 8.967
Maximum flow rates at confluence using above data:

33.231 32.200
Area of streams before confluence:

4.510 2.290
Effective area values after confluence:

6.800 5.847
Results of confluence:

Total flow rate = 33.231(CFS)
Time of concentration = 11.173 min.

Effective stream area after confluence = 6.800(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 6.80(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 958.570(Ft.)
Downstream point/station elevation = 957.440(Ft.)
Pipe length = 226.00(Ft.) Manning's N = 0.012
No. of pipes = 3 Required pipe flow = 33.231(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 11.077(CFS)
Normal flow depth in pipe = 15.75(In.)
Flow top width inside pipe = 18.19(In.)
Critical Depth = 14.88(In.)
Pipe flow velocity = 5.72(Ft/s)
Travel time through pipe = 0.66 min.

Time of concentration (TC) = 11.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
2849
Stream flow area = 6.800(Ac.)
Runoff from this stream = 33.231(CFS)
Time of concentration = 11.83 min.

Rainfall intensity = 3.708(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** 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:

Rainfall intensity = 5.313(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 10.600(CFS)
Total initial stream area = 2.250(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 957.700(Ft.)
Downstream point/station elevation = 957.440(Ft.)
Pipe length = 21.00(Ft.) Manning's N = 0.012
No. of pipes = 2 Required pipe flow = 10.600(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.300(CFS)
Normal flow depth in pipe = 9.08(In.)
Flow top width inside pipe = 14.66(In.)
Critical Depth = 11.19(In.)
Pipe flow velocity = 6.83(Ft/s)
2850
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 6.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.250(Ac.)
Runoff from this stream = 10.600(CFS)
Time of concentration = 6.55 min.

Rainfall intensity = 5.288(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 33.23 6.800 11.83 0.079 3.708
2 10.60 2.250 6.55 0.079 5.288
Qmax(1) =

1.000 * 1.000 * 33.231) +

0.697 * 1.000 * 10.600) + = 40.617
Qmax(2) =

1.435 * 0.554 * 33.231) +

1.000 * 1.000 * 10.600) + = 37.001
Total of 2 streams to confluence:

Flow rates before confluence point:

33.231 10.600
Maximum flow rates at confluence using above data:

40.617 37.001
Area of streams before confluence:

6.800 2.250
Effective area values after confluence:

9.050 6.014
Results of confluence:

Total flow rate = 40.617(CFS)
Time of concentration = 11.832 min.

Effective stream area after confluence = 9.050(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 9.05(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 108.000 2851
**** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 957.440(Ft.)
Downstream point/station elevation = 956.950(Ft.)
Pipe length = 87.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 40.617(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 40.617(CFS)
Normal flow depth in pipe = 25.55(In.)
Flow top width inside pipe = 27.60(In.)
Critical Depth = 25.45(In.)
Pipe flow velocity = 8.23(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 12.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 9.050(Ac.)
Runoff from this stream = 40.617(CFS)
Time of concentration = 12.01 min.

Rainfall intensity = 3.676(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 109.000 to Point/Station 110.000 **** 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:

Rainfall intensity = 6.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 5.021(CFS)
Total initial stream area = 0.850(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 943.600(Ft.)
Downstream point/station elevation = 943.380(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 5.021(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.021(CFS)
Normal flow depth in pipe = 10.30(In.)
Flow top width inside pipe = 17.81(In.)
Critical Depth = 10.34(In.)
Pipe flow velocity = 4.80(Ft/s)
Travel time through pipe = 0.15 min.

Time of concentration (TC) = 4.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.850(Ac.)
Runoff from this stream = 5.021(CFS)
Time of concentration = 4.63 min.

Rainfall intensity = 6.509(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** 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
2853
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 = 268.000(Ft.)
Top (of initial area) elevation = 967.000(Ft.)
Bottom (of initial area) elevation = 952.000(Ft.)
Difference in elevation = 15.000(Ft.)
Slope = 0.05597 s(%)= 5.60
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.064 min.

Rainfall intensity = 6.170(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 2.906(CFS)
Total initial stream area = 0.530(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 952.000(Ft.)
Downstream point/station elevation = 941.970(Ft.)
Pipe length = 283.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 2.906(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.906(CFS)
Normal flow depth in pipe = 6.44(In.)
Flow top width inside pipe = 8.12(In.)
Critical depth could not be calculated.

Pipe flow velocity = 8.59(Ft/s)
Travel time through pipe = 0.55 min.

Time of concentration (TC) = 5.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.530(Ac.)
Runoff from this stream = 2.906(CFS)
Time of concentration = 5.61 min.

Rainfall intensity = 5.801(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
2854
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 5.02 0.850 4.63 0.079 6.509
2 2.91 0.530 5.61 0.079 5.801
Qmax(1) =

1.000 * 1.000 * 5.021) +

1.124 * 0.825 * 2.906) + = 7.715
Qmax(2) =

0.890 * 1.000 * 5.021) +

1.000 * 1.000 * 2.906) + = 7.373
Total of 2 streams to confluence:

Flow rates before confluence point:

5.021 2.906
Maximum flow rates at confluence using above data:

7.715 7.373
Area of streams before confluence:

0.850 0.530
Effective area values after confluence:

1.287 1.380
Results of confluence:

Total flow rate = 7.715(CFS)
Time of concentration = 4.633 min.

Effective stream area after confluence = 1.287(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 1.38(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 943.380(Ft.)
Downstream point/station elevation = 943.350(Ft.)
Pipe length = 6.00(Ft.) Manning's N = 0.012
No. of pipes = 1 Required pipe flow = 7.715(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.715(CFS)
Normal flow depth in pipe = 14.13(In.)
Flow top width inside pipe = 14.79(In.)
Critical Depth = 12.91(In.)
Pipe flow velocity = 5.19(Ft/s)
Travel time through pipe = 0.02 min.

Time of concentration (TC) = 4.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 2855
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.287(Ac.)
Runoff from this stream = 7.715(CFS)
Time of concentration = 4.65 min.

Rainfall intensity = 6.493(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 40.62 9.050 12.01 0.079 3.676
2 7.72 1.287 4.65 0.079 6.493
Qmax(1) =

1.000 * 1.000 * 40.617) +

0.561 * 1.000 * 7.715) + = 44.944
Qmax(2) =

1.783 * 0.387 * 40.617) +

1.000 * 1.000 * 7.715) + = 35.775
Total of 2 main streams to confluence:

Flow rates before confluence point:

41.617 8.715
Maximum flow rates at confluence using above data:

44.944 35.775
Area of streams before confluence:

9.050 1.287
Effective area values after confluence:

10.337 4.793
Results of confluence:

Total flow rate = 44.944(CFS)
Time of concentration = 12.008 min.

Effective stream area after confluence = 10.337(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total = 10.34(Ac.)
End of computations, Total Study Area = 10.43 (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
2856
Area averaged SCS curve number = 32.0
2857
18 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix I - Unit Hydrograph Analysis

2858
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 10/05/23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6443
---------------------------------------------------------------------

DIVERSIFIED EMPIRE HOTEL

UNIT HYDROGRAPH ANALYSIS
100-YR EXISTING DESIGN STORM
BY LUIS PEREZ 10/05/23
-------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:

Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 10

10.43 1 0.95
-------------------------------------------------------------------- Rainfall data for year 2

10.43 6 1.58
-------------------------------------------------------------------- Rainfall data for year 2

10.43 24 2.75
-------------------------------------------------------------------- Rainfall data for year 100
2859

10.43 1 1.40
-------------------------------------------------------------------- Rainfall data for year 100

10.43 6 3.46
-------------------------------------------------------------------- Rainfall data for year 100

10.43 24 6.27
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)

32.0 52.0 10.43 1.000 0.785 1.000 0.785
Area-averaged adjusted loss rate Fm (In/Hr) = 0.785
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

10.43 1.000 32.0 52.0 9.23 0.229
Area-averaged catchment yield fraction, Y = 0.229
Area-averaged low loss fraction, Yb = 0.771
Direct entry of lag time by user
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 10.43(Ac.)
Catchment Lag time = 0.309 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 26.9426
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.785(In/Hr)
Average low loss rate fraction (Yb) = 0.771 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.518(In)
Computed peak 30-minute rainfall = 1.061(In)
Specified peak 1-hour rainfall = 1.400(In)
Computed peak 3-hour rainfall = 2.438(In)
Specified peak 6-hour rainfall = 3.460(In)
Specified peak 24-hour rainfall = 6.270(In)
Rainfall depth area reduction factors:

Using a total area of 10.43(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.518(In)
30-minute factor = 1.000 Adjusted rainfall = 1.060(In)
2860
1-hour factor = 1.000 Adjusted rainfall = 1.399(In)
3-hour factor = 1.000 Adjusted rainfall = 2.438(In)
6-hour factor = 1.000 Adjusted rainfall = 3.460(In)
24-hour factor = 1.000 Adjusted rainfall = 6.270(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 126.14 (CFS))
1 1.695 2.139
2 8.881 9.064
3 24.008 19.081
4 44.467 25.806
5 67.606 29.187
6 81.667 17.736
7 90.303 10.893
8 94.934 5.842
9 97.441 3.162
10 98.407 1.219
11 98.892 0.612
12 99.377 0.612
13 100.000 0.306
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.5179 0.5179
2 0.6834 0.1655
3 0.8037 0.1203
4 0.9017 0.0980
5 0.9859 0.0842
6 1.0605 0.0746
7 1.1279 0.0674
8 1.1898 0.0619
9 1.2472 0.0574
10 1.3009 0.0537
11 1.3515 0.0506
12 1.3993 0.0479
13 1.4571 0.0578
14 1.5127 0.0556
15 1.5664 0.0537
16 1.6183 0.0519
17 1.6686 0.0503
18 1.7175 0.0489
19 1.7651 0.0476
20 1.8115 0.0464
21 1.8567 0.0452
2861
22 1.9009 0.0442
23 1.9440 0.0432
24 1.9863 0.0423
25 2.0277 0.0414
26 2.0683 0.0406
27 2.1081 0.0398
28 2.1472 0.0391
29 2.1856 0.0384
30 2.2234 0.0378
31 2.2606 0.0372
32 2.2971 0.0366
33 2.3331 0.0360
34 2.3686 0.0355
35 2.4036 0.0350
36 2.4380 0.0345
37 2.4720 0.0340
38 2.5055 0.0335
39 2.5386 0.0331
40 2.5713 0.0327
41 2.6035 0.0323
42 2.6354 0.0319
43 2.6669 0.0315
44 2.6980 0.0311
45 2.7288 0.0308
46 2.7593 0.0305
47 2.7894 0.0301
48 2.8192 0.0298
49 2.8488 0.0295
50 2.8780 0.0292
51 2.9069 0.0289
52 2.9355 0.0286
53 2.9639 0.0284
54 2.9920 0.0281
55 3.0199 0.0279
56 3.0475 0.0276
57 3.0748 0.0274
58 3.1020 0.0271
59 3.1289 0.0269
60 3.1555 0.0267
61 3.1820 0.0265
62 3.2082 0.0262
63 3.2343 0.0260
64 3.2601 0.0258
65 3.2857 0.0256
66 3.3111 0.0254
67 3.3364 0.0252
68 3.3614 0.0251
69 3.3863 0.0249
70 3.4110 0.0247
71 3.4355 0.0245
2862
72 3.4599 0.0244
73 3.4804 0.0205
74 3.5008 0.0204
75 3.5210 0.0202
76 3.5411 0.0201
77 3.5610 0.0199
78 3.5807 0.0198
79 3.6003 0.0196
80 3.6198 0.0195
81 3.6391 0.0193
82 3.6583 0.0192
83 3.6774 0.0191
84 3.6963 0.0189
85 3.7152 0.0188
86 3.7338 0.0187
87 3.7524 0.0186
88 3.7708 0.0184
89 3.7892 0.0183
90 3.8074 0.0182
91 3.8254 0.0181
92 3.8434 0.0180
93 3.8613 0.0179
94 3.8790 0.0178
95 3.8967 0.0176
96 3.9142 0.0175
97 3.9316 0.0174
98 3.9490 0.0173
99 3.9662 0.0172
100 3.9833 0.0171
101 4.0004 0.0170
102 4.0173 0.0169
103 4.0341 0.0168
104 4.0509 0.0168
105 4.0676 0.0167
106 4.0841 0.0166
107 4.1006 0.0165
108 4.1170 0.0164
109 4.1333 0.0163
110 4.1495 0.0162
111 4.1657 0.0161
112 4.1817 0.0161
113 4.1977 0.0160
114 4.2136 0.0159
115 4.2294 0.0158
116 4.2451 0.0157
117 4.2608 0.0157
118 4.2764 0.0156
119 4.2919 0.0155
120 4.3073 0.0154
121 4.3226 0.0154
2863
122 4.3379 0.0153
123 4.3531 0.0152
124 4.3683 0.0151
125 4.3834 0.0151
126 4.3984 0.0150
127 4.4133 0.0149
128 4.4282 0.0149
129 4.4430 0.0148
130 4.4577 0.0147
131 4.4724 0.0147
132 4.4870 0.0146
133 4.5015 0.0145
134 4.5160 0.0145
135 4.5305 0.0144
136 4.5448 0.0144
137 4.5591 0.0143
138 4.5734 0.0142
139 4.5875 0.0142
140 4.6017 0.0141
141 4.6157 0.0141
142 4.6297 0.0140
143 4.6437 0.0140
144 4.6576 0.0139
145 4.6714 0.0138
146 4.6852 0.0138
147 4.6990 0.0137
148 4.7126 0.0137
149 4.7263 0.0136
150 4.7399 0.0136
151 4.7534 0.0135
152 4.7669 0.0135
153 4.7803 0.0134
154 4.7937 0.0134
155 4.8070 0.0133
156 4.8203 0.0133
157 4.8335 0.0132
158 4.8467 0.0132
159 4.8598 0.0131
160 4.8729 0.0131
161 4.8859 0.0130
162 4.8989 0.0130
163 4.9119 0.0129
164 4.9248 0.0129
165 4.9376 0.0129
166 4.9504 0.0128
167 4.9632 0.0128
168 4.9759 0.0127
169 4.9886 0.0127
170 5.0012 0.0126
171 5.0138 0.0126
2864
172 5.0264 0.0126
173 5.0389 0.0125
174 5.0514 0.0125
175 5.0638 0.0124
176 5.0762 0.0124
177 5.0885 0.0123
178 5.1008 0.0123
179 5.1131 0.0123
180 5.1253 0.0122
181 5.1375 0.0122
182 5.1497 0.0122
183 5.1618 0.0121
184 5.1739 0.0121
185 5.1859 0.0120
186 5.1979 0.0120
187 5.2099 0.0120
188 5.2218 0.0119
189 5.2337 0.0119
190 5.2456 0.0119
191 5.2574 0.0118
192 5.2692 0.0118
193 5.2809 0.0118
194 5.2927 0.0117
195 5.3043 0.0117
196 5.3160 0.0116
197 5.3276 0.0116
198 5.3392 0.0116
199 5.3507 0.0115
200 5.3622 0.0115
201 5.3737 0.0115
202 5.3852 0.0114
203 5.3966 0.0114
204 5.4080 0.0114
205 5.4193 0.0114
206 5.4306 0.0113
207 5.4419 0.0113
208 5.4532 0.0113
209 5.4644 0.0112
210 5.4756 0.0112
211 5.4868 0.0112
212 5.4979 0.0111
213 5.5090 0.0111
214 5.5201 0.0111
215 5.5312 0.0110
216 5.5422 0.0110
217 5.5532 0.0110
218 5.5641 0.0110
219 5.5751 0.0109
220 5.5860 0.0109
221 5.5968 0.0109
2865
222 5.6077 0.0108
223 5.6185 0.0108
224 5.6293 0.0108
225 5.6401 0.0108
226 5.6508 0.0107
227 5.6615 0.0107
228 5.6722 0.0107
229 5.6828 0.0107
230 5.6935 0.0106
231 5.7041 0.0106
232 5.7147 0.0106
233 5.7252 0.0106
234 5.7357 0.0105
235 5.7462 0.0105
236 5.7567 0.0105
237 5.7672 0.0104
238 5.7776 0.0104
239 5.7880 0.0104
240 5.7983 0.0104
241 5.8087 0.0103
242 5.8190 0.0103
243 5.8293 0.0103
244 5.8396 0.0103
245 5.8498 0.0103
246 5.8601 0.0102
247 5.8703 0.0102
248 5.8805 0.0102
249 5.8906 0.0102
250 5.9008 0.0101
251 5.9109 0.0101
252 5.9210 0.0101
253 5.9310 0.0101
254 5.9411 0.0100
255 5.9511 0.0100
256 5.9611 0.0100
257 5.9710 0.0100
258 5.9810 0.0100
259 5.9909 0.0099
260 6.0008 0.0099
261 6.0107 0.0099
262 6.0206 0.0099
263 6.0304 0.0098
264 6.0403 0.0098
265 6.0501 0.0098
266 6.0598 0.0098
267 6.0696 0.0098
268 6.0793 0.0097
269 6.0891 0.0097
270 6.0988 0.0097
271 6.1084 0.0097
2866
272 6.1181 0.0097
273 6.1277 0.0096
274 6.1373 0.0096
275 6.1469 0.0096
276 6.1565 0.0096
277 6.1661 0.0096
278 6.1756 0.0095
279 6.1851 0.0095
280 6.1946 0.0095
281 6.2041 0.0095
282 6.2136 0.0095
283 6.2230 0.0094
284 6.2324 0.0094
285 6.2418 0.0094
286 6.2512 0.0094
287 6.2606 0.0094
288 6.2699 0.0093
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0093 0.0072 0.0021
2 0.0094 0.0072 0.0021
3 0.0094 0.0073 0.0021
4 0.0094 0.0073 0.0022
5 0.0095 0.0073 0.0022
6 0.0095 0.0073 0.0022
7 0.0095 0.0073 0.0022
8 0.0095 0.0074 0.0022
9 0.0096 0.0074 0.0022
10 0.0096 0.0074 0.0022
11 0.0096 0.0074 0.0022
12 0.0097 0.0074 0.0022
13 0.0097 0.0075 0.0022
14 0.0097 0.0075 0.0022
15 0.0098 0.0075 0.0022
16 0.0098 0.0075 0.0022
17 0.0098 0.0076 0.0022
18 0.0098 0.0076 0.0023
19 0.0099 0.0076 0.0023
20 0.0099 0.0076 0.0023
21 0.0100 0.0077 0.0023
22 0.0100 0.0077 0.0023
23 0.0100 0.0077 0.0023
24 0.0100 0.0077 0.0023
25 0.0101 0.0078 0.0023
26 0.0101 0.0078 0.0023
27 0.0102 0.0078 0.0023
28 0.0102 0.0079 0.0023
2867
29 0.0102 0.0079 0.0023
30 0.0103 0.0079 0.0023
31 0.0103 0.0079 0.0024
32 0.0103 0.0080 0.0024
33 0.0104 0.0080 0.0024
34 0.0104 0.0080 0.0024
35 0.0104 0.0081 0.0024
36 0.0105 0.0081 0.0024
37 0.0105 0.0081 0.0024
38 0.0106 0.0081 0.0024
39 0.0106 0.0082 0.0024
40 0.0106 0.0082 0.0024
41 0.0107 0.0082 0.0024
42 0.0107 0.0083 0.0024
43 0.0108 0.0083 0.0025
44 0.0108 0.0083 0.0025
45 0.0108 0.0084 0.0025
46 0.0109 0.0084 0.0025
47 0.0109 0.0084 0.0025
48 0.0110 0.0085 0.0025
49 0.0110 0.0085 0.0025
50 0.0110 0.0085 0.0025
51 0.0111 0.0086 0.0025
52 0.0111 0.0086 0.0025
53 0.0112 0.0086 0.0026
54 0.0112 0.0087 0.0026
55 0.0113 0.0087 0.0026
56 0.0113 0.0087 0.0026
57 0.0114 0.0088 0.0026
58 0.0114 0.0088 0.0026
59 0.0115 0.0089 0.0026
60 0.0115 0.0089 0.0026
61 0.0116 0.0089 0.0026
62 0.0116 0.0090 0.0027
63 0.0117 0.0090 0.0027
64 0.0117 0.0090 0.0027
65 0.0118 0.0091 0.0027
66 0.0118 0.0091 0.0027
67 0.0119 0.0092 0.0027
68 0.0119 0.0092 0.0027
69 0.0120 0.0093 0.0027
70 0.0120 0.0093 0.0028
71 0.0121 0.0093 0.0028
72 0.0122 0.0094 0.0028
73 0.0122 0.0094 0.0028
74 0.0123 0.0095 0.0028
75 0.0123 0.0095 0.0028
76 0.0124 0.0096 0.0028
77 0.0125 0.0096 0.0029
78 0.0125 0.0097 0.0029
2868
79 0.0126 0.0097 0.0029
80 0.0126 0.0097 0.0029
81 0.0127 0.0098 0.0029
82 0.0128 0.0098 0.0029
83 0.0129 0.0099 0.0029
84 0.0129 0.0100 0.0029
85 0.0130 0.0100 0.0030
86 0.0130 0.0101 0.0030
87 0.0131 0.0101 0.0030
88 0.0132 0.0102 0.0030
89 0.0133 0.0102 0.0030
90 0.0133 0.0103 0.0030
91 0.0134 0.0104 0.0031
92 0.0135 0.0104 0.0031
93 0.0136 0.0105 0.0031
94 0.0136 0.0105 0.0031
95 0.0137 0.0106 0.0031
96 0.0138 0.0106 0.0032
97 0.0139 0.0107 0.0032
98 0.0140 0.0108 0.0032
99 0.0141 0.0109 0.0032
100 0.0141 0.0109 0.0032
101 0.0142 0.0110 0.0033
102 0.0143 0.0110 0.0033
103 0.0144 0.0111 0.0033
104 0.0145 0.0112 0.0033
105 0.0146 0.0113 0.0033
106 0.0147 0.0113 0.0034
107 0.0148 0.0114 0.0034
108 0.0149 0.0115 0.0034
109 0.0150 0.0116 0.0034
110 0.0151 0.0116 0.0034
111 0.0152 0.0117 0.0035
112 0.0153 0.0118 0.0035
113 0.0154 0.0119 0.0035
114 0.0155 0.0120 0.0035
115 0.0157 0.0121 0.0036
116 0.0157 0.0121 0.0036
117 0.0159 0.0123 0.0036
118 0.0160 0.0123 0.0037
119 0.0161 0.0124 0.0037
120 0.0162 0.0125 0.0037
121 0.0164 0.0126 0.0037
122 0.0165 0.0127 0.0038
123 0.0167 0.0129 0.0038
124 0.0168 0.0129 0.0038
125 0.0169 0.0131 0.0039
126 0.0170 0.0131 0.0039
127 0.0172 0.0133 0.0039
128 0.0173 0.0134 0.0040
2869
129 0.0175 0.0135 0.0040
130 0.0176 0.0136 0.0040
131 0.0179 0.0138 0.0041
132 0.0180 0.0139 0.0041
133 0.0182 0.0140 0.0042
134 0.0183 0.0141 0.0042
135 0.0186 0.0143 0.0042
136 0.0187 0.0144 0.0043
137 0.0189 0.0146 0.0043
138 0.0191 0.0147 0.0044
139 0.0193 0.0149 0.0044
140 0.0195 0.0150 0.0045
141 0.0198 0.0152 0.0045
142 0.0199 0.0154 0.0046
143 0.0202 0.0156 0.0046
144 0.0204 0.0157 0.0047
145 0.0244 0.0188 0.0056
146 0.0245 0.0189 0.0056
147 0.0249 0.0192 0.0057
148 0.0251 0.0193 0.0057
149 0.0254 0.0196 0.0058
150 0.0256 0.0198 0.0059
151 0.0260 0.0201 0.0059
152 0.0262 0.0202 0.0060
153 0.0267 0.0206 0.0061
154 0.0269 0.0207 0.0061
155 0.0274 0.0211 0.0063
156 0.0276 0.0213 0.0063
157 0.0281 0.0217 0.0064
158 0.0284 0.0219 0.0065
159 0.0289 0.0223 0.0066
160 0.0292 0.0225 0.0067
161 0.0298 0.0230 0.0068
162 0.0301 0.0232 0.0069
163 0.0308 0.0238 0.0070
164 0.0311 0.0240 0.0071
165 0.0319 0.0246 0.0073
166 0.0323 0.0249 0.0074
167 0.0331 0.0255 0.0076
168 0.0335 0.0259 0.0077
169 0.0345 0.0266 0.0079
170 0.0350 0.0270 0.0080
171 0.0360 0.0278 0.0082
172 0.0366 0.0282 0.0084
173 0.0378 0.0291 0.0086
174 0.0384 0.0296 0.0088
175 0.0398 0.0307 0.0091
176 0.0406 0.0313 0.0093
177 0.0423 0.0326 0.0097
178 0.0432 0.0333 0.0099
2870
179 0.0452 0.0349 0.0103
180 0.0464 0.0358 0.0106
181 0.0489 0.0377 0.0112
182 0.0503 0.0388 0.0115
183 0.0537 0.0414 0.0123
184 0.0556 0.0429 0.0127
185 0.0479 0.0369 0.0109
186 0.0506 0.0390 0.0116
187 0.0574 0.0443 0.0131
188 0.0619 0.0477 0.0141
189 0.0746 0.0575 0.0170
190 0.0842 0.0649 0.0192
191 0.1203 0.0654 0.0549
192 0.1655 0.0654 0.1000
193 0.5179 0.0654 0.4525
194 0.0980 0.0654 0.0326
195 0.0674 0.0520 0.0154
196 0.0537 0.0414 0.0123
197 0.0578 0.0446 0.0132
198 0.0519 0.0401 0.0119
199 0.0476 0.0367 0.0109
200 0.0442 0.0341 0.0101
201 0.0414 0.0319 0.0095
202 0.0391 0.0302 0.0089
203 0.0372 0.0287 0.0085
204 0.0355 0.0274 0.0081
205 0.0340 0.0262 0.0078
206 0.0327 0.0252 0.0075
207 0.0315 0.0243 0.0072
208 0.0305 0.0235 0.0070
209 0.0295 0.0228 0.0067
210 0.0286 0.0221 0.0065
211 0.0279 0.0215 0.0064
212 0.0271 0.0209 0.0062
213 0.0265 0.0204 0.0060
214 0.0258 0.0199 0.0059
215 0.0252 0.0195 0.0058
216 0.0247 0.0191 0.0056
217 0.0205 0.0158 0.0047
218 0.0201 0.0155 0.0046
219 0.0196 0.0151 0.0045
220 0.0192 0.0148 0.0044
221 0.0188 0.0145 0.0043
222 0.0184 0.0142 0.0042
223 0.0181 0.0140 0.0041
224 0.0178 0.0137 0.0041
225 0.0174 0.0134 0.0040
226 0.0171 0.0132 0.0039
227 0.0168 0.0130 0.0039
228 0.0166 0.0128 0.0038
2871
229 0.0163 0.0126 0.0037
230 0.0161 0.0124 0.0037
231 0.0158 0.0122 0.0036
232 0.0156 0.0120 0.0036
233 0.0154 0.0118 0.0035
234 0.0151 0.0117 0.0035
235 0.0149 0.0115 0.0034
236 0.0147 0.0114 0.0034
237 0.0145 0.0112 0.0033
238 0.0144 0.0111 0.0033
239 0.0142 0.0109 0.0032
240 0.0140 0.0108 0.0032
241 0.0138 0.0107 0.0032
242 0.0137 0.0106 0.0031
243 0.0135 0.0104 0.0031
244 0.0134 0.0103 0.0031
245 0.0132 0.0102 0.0030
246 0.0131 0.0101 0.0030
247 0.0129 0.0100 0.0030
248 0.0128 0.0099 0.0029
249 0.0127 0.0098 0.0029
250 0.0126 0.0097 0.0029
251 0.0124 0.0096 0.0028
252 0.0123 0.0095 0.0028
253 0.0122 0.0094 0.0028
254 0.0121 0.0093 0.0028
255 0.0120 0.0092 0.0027
256 0.0119 0.0091 0.0027
257 0.0118 0.0091 0.0027
258 0.0116 0.0090 0.0027
259 0.0115 0.0089 0.0026
260 0.0114 0.0088 0.0026
261 0.0114 0.0088 0.0026
262 0.0113 0.0087 0.0026
263 0.0112 0.0086 0.0026
264 0.0111 0.0085 0.0025
265 0.0110 0.0085 0.0025
266 0.0109 0.0084 0.0025
267 0.0108 0.0083 0.0025
268 0.0107 0.0083 0.0025
269 0.0107 0.0082 0.0024
270 0.0106 0.0082 0.0024
271 0.0105 0.0081 0.0024
272 0.0104 0.0080 0.0024
273 0.0103 0.0080 0.0024
274 0.0103 0.0079 0.0023
275 0.0102 0.0079 0.0023
276 0.0101 0.0078 0.0023
277 0.0101 0.0078 0.0023
278 0.0100 0.0077 0.0023
2872
279 0.0099 0.0077 0.0023
280 0.0099 0.0076 0.0023
281 0.0098 0.0076 0.0022
282 0.0097 0.0075 0.0022
283 0.0097 0.0075 0.0022
284 0.0096 0.0074 0.0022
285 0.0096 0.0074 0.0022
286 0.0095 0.0073 0.0022
287 0.0094 0.0073 0.0022
288 0.0094 0.0072 0.0021
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 4.40(In)
Total effective rainfall = 1.87(In)
Peak flow rate in flood hydrograph = 17.06(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | |
0+10 0.0002 0.02 Q | | | |
0+15 0.0006 0.06 Q | | | |
0+20 0.0015 0.12 Q | | | |
0+25 0.0027 0.18 Q | | | |
0+30 0.0043 0.22 Q | | | |
0+35 0.0059 0.25 Q | | | |
0+40 0.0077 0.26 Q | | | |
0+45 0.0095 0.27 Q | | | |
0+50 0.0114 0.27 Q | | | |
0+55 0.0133 0.27 Q | | | |
1+ 0 0.0152 0.27 Q | | | |
1+ 5 0.0170 0.28 Q | | | |
1+10 0.0189 0.28 Q | | | |
1+15 0.0209 0.28 Q | | | |
1+20 0.0228 0.28 Q | | | |
1+25 0.0247 0.28 Q | | | |
1+30 0.0266 0.28 Q | | | |
1+35 0.0285 0.28 Q | | | |
1+40 0.0305 0.28 Q | | | |
1+45 0.0324 0.28 Q | | | |
1+50 0.0344 0.28 Q | | | |
1+55 0.0363 0.28 Q | | | |
2+ 0 0.0383 0.28 Q | | | |
2+ 5 0.0403 0.29 Q | | | |
2873
2+10 0.0422 0.29 QV | | | |
2+15 0.0442 0.29 QV | | | |
2+20 0.0462 0.29 QV | | | |
2+25 0.0482 0.29 QV | | | |
2+30 0.0502 0.29 QV | | | |
2+35 0.0522 0.29 QV | | | |
2+40 0.0542 0.29 QV | | | |
2+45 0.0562 0.29 QV | | | |
2+50 0.0583 0.29 QV | | | |
2+55 0.0603 0.30 QV | | | |
3+ 0 0.0624 0.30 QV | | | |
3+ 5 0.0644 0.30 QV | | | |
3+10 0.0665 0.30 QV | | | |
3+15 0.0685 0.30 QV | | | |
3+20 0.0706 0.30 QV | | | |
3+25 0.0727 0.30 QV | | | |
3+30 0.0748 0.30 QV | | | |
3+35 0.0769 0.30 QV | | | |
3+40 0.0790 0.31 QV | | | |
3+45 0.0811 0.31 Q V | | | |
3+50 0.0832 0.31 Q V | | | |
3+55 0.0853 0.31 Q V | | | |
4+ 0 0.0875 0.31 Q V | | | |
4+ 5 0.0896 0.31 Q V | | | |
4+10 0.0918 0.31 Q V | | | |
4+15 0.0939 0.31 Q V | | | |
4+20 0.0961 0.32 Q V | | | |
4+25 0.0983 0.32 Q V | | | |
4+30 0.1005 0.32 Q V | | | |
4+35 0.1027 0.32 Q V | | | |
4+40 0.1049 0.32 Q V | | | |
4+45 0.1071 0.32 Q V | | | |
4+50 0.1093 0.32 Q V | | | |
4+55 0.1116 0.32 Q V | | | |
5+ 0 0.1138 0.33 Q V | | | |
5+ 5 0.1161 0.33 Q V | | | |
5+10 0.1183 0.33 Q V | | | |
5+15 0.1206 0.33 Q V | | | |
5+20 0.1229 0.33 Q V | | | |
5+25 0.1252 0.33 Q V | | | |
5+30 0.1275 0.33 Q V | | | |
5+35 0.1298 0.34 Q V | | | |
5+40 0.1321 0.34 Q V | | | |
5+45 0.1344 0.34 Q V | | | |
5+50 0.1368 0.34 Q V | | | |
5+55 0.1391 0.34 Q V | | | |
6+ 0 0.1415 0.34 Q V | | | |
6+ 5 0.1439 0.34 Q V | | | |
6+10 0.1462 0.35 Q V | | | |
6+15 0.1486 0.35 Q V | | | |
2874
6+20 0.1510 0.35 Q V | | | |
6+25 0.1535 0.35 Q V | | | |
6+30 0.1559 0.35 Q V | | | |
6+35 0.1583 0.35 Q V | | | |
6+40 0.1608 0.36 Q V | | | |
6+45 0.1633 0.36 Q V | | | |
6+50 0.1657 0.36 Q V | | | |
6+55 0.1682 0.36 Q V | | | |
7+ 0 0.1707 0.36 Q V | | | |
7+ 5 0.1732 0.37 Q V | | | |
7+10 0.1758 0.37 Q V | | | |
7+15 0.1783 0.37 Q V | | | |
7+20 0.1809 0.37 Q V | | | |
7+25 0.1834 0.37 Q V | | | |
7+30 0.1860 0.38 Q V | | | |
7+35 0.1886 0.38 Q V | | | |
7+40 0.1912 0.38 Q V | | | |
7+45 0.1939 0.38 Q V | | | |
7+50 0.1965 0.38 Q V | | | |
7+55 0.1992 0.39 Q V | | | |
8+ 0 0.2018 0.39 Q V | | | |
8+ 5 0.2045 0.39 Q V | | | |
8+10 0.2072 0.39 Q V | | | |
8+15 0.2099 0.39 Q V | | | |
8+20 0.2127 0.40 Q V | | | |
8+25 0.2154 0.40 Q V | | | |
8+30 0.2182 0.40 Q V | | | |
8+35 0.2210 0.40 Q V | | | |
8+40 0.2238 0.41 Q V | | | |
8+45 0.2266 0.41 Q V | | | |
8+50 0.2294 0.41 Q V | | | |
8+55 0.2323 0.41 Q V | | | |
9+ 0 0.2351 0.42 Q V | | | |
9+ 5 0.2380 0.42 Q V | | | |
9+10 0.2409 0.42 Q V | | | |
9+15 0.2439 0.43 Q V | | | |
9+20 0.2468 0.43 Q V | | | |
9+25 0.2498 0.43 Q V | | | |
9+30 0.2528 0.43 Q V | | | |
9+35 0.2558 0.44 Q V | | | |
9+40 0.2588 0.44 Q V | | | |
9+45 0.2619 0.44 Q V | | | |
9+50 0.2649 0.45 Q V | | | |
9+55 0.2680 0.45 Q V | | | |
10+ 0 0.2711 0.45 Q V | | | |
10+ 5 0.2743 0.46 Q V | | | |
10+10 0.2775 0.46 Q V | | | |
10+15 0.2806 0.46 Q V | | | |
10+20 0.2839 0.47 Q V | | | |
10+25 0.2871 0.47 Q V | | | |
2875
10+30 0.2904 0.47 Q V | | | |
10+35 0.2937 0.48 Q V | | | |
10+40 0.2970 0.48 Q V | | | |
10+45 0.3003 0.49 Q V | | | |
10+50 0.3037 0.49 Q V | | | |
10+55 0.3071 0.49 Q V | | | |
11+ 0 0.3106 0.50 Q V | | | |
11+ 5 0.3140 0.50 |Q V | | | |
11+10 0.3175 0.51 |Q V | | | |
11+15 0.3211 0.51 |Q V | | | |
11+20 0.3246 0.52 |Q V | | | |
11+25 0.3282 0.52 |Q V | | | |
11+30 0.3319 0.53 |Q V | | | |
11+35 0.3355 0.53 |Q V | | | |
11+40 0.3393 0.54 |Q V | | | |
11+45 0.3430 0.54 |Q V | | | |
11+50 0.3468 0.55 |Q V | | | |
11+55 0.3506 0.56 |Q V | | | |
12+ 0 0.3545 0.56 |Q V | | | |
12+ 5 0.3584 0.57 |Q V | | | |
12+10 0.3624 0.58 |Q V | | | |
12+15 0.3666 0.61 |Q V| | | |
12+20 0.3710 0.63 |Q V| | | |
12+25 0.3755 0.67 |Q V| | | |
12+30 0.3803 0.69 |Q V| | | |
12+35 0.3851 0.70 |Q V| | | |
12+40 0.3901 0.72 |Q V| | | |
12+45 0.3951 0.73 |Q V| | | |
12+50 0.4002 0.74 |Q V| | | |
12+55 0.4053 0.75 |Q V | | |
13+ 0 0.4105 0.76 |Q V | | |
13+ 5 0.4158 0.77 |Q V | | |
13+10 0.4211 0.78 |Q V | | |
13+15 0.4266 0.79 |Q V | | |
13+20 0.4320 0.80 |Q V | | |
13+25 0.4376 0.81 |Q V | | |
13+30 0.4432 0.82 |Q V | | |
13+35 0.4490 0.83 |Q |V | | |
13+40 0.4548 0.84 |Q |V | | |
13+45 0.4607 0.86 |Q |V | | |
13+50 0.4667 0.87 |Q |V | | |
13+55 0.4728 0.89 |Q |V | | |
14+ 0 0.4790 0.90 |Q |V | | |
14+ 5 0.4853 0.92 |Q | V | | |
14+10 0.4917 0.93 |Q | V | | |
14+15 0.4983 0.95 |Q | V | | |
14+20 0.5050 0.97 |Q | V | | |
14+25 0.5118 0.99 |Q | V | | |
14+30 0.5188 1.01 | Q | V | | |
14+35 0.5259 1.04 | Q | V | | |
2876
14+40 0.5332 1.06 | Q | V | | |
14+45 0.5407 1.09 | Q | V | | |
14+50 0.5484 1.12 | Q | V | | |
14+55 0.5563 1.15 | Q | V | | |
15+ 0 0.5644 1.18 | Q | V | | |
15+ 5 0.5728 1.22 | Q | V | | |
15+10 0.5815 1.26 | Q | V | | |
15+15 0.5905 1.31 | Q | V | | |
15+20 0.5998 1.36 | Q | V | | |
15+25 0.6095 1.41 | Q | V | | |
15+30 0.6195 1.45 | Q | V | | |
15+35 0.6296 1.47 | Q | V | | |
15+40 0.6399 1.49 | Q | V | | |
15+45 0.6504 1.52 | Q | V | | |
15+50 0.6615 1.61 | Q | V | | |
15+55 0.6741 1.83 | Q | V | | |
16+ 0 0.6908 2.43 | Q | V | | |
16+ 5 0.7215 4.45 | Q | V | | |
16+10 0.7811 8.66 | | Q V| | |
16+15 0.8763 13.83 | | |V Q | |
16+20 0.9917 16.75 | | | V | Q |
16+25 1.1091 17.06 | | | V | Q |
16+30 1.1867 11.27 | | | Q V| |
16+35 1.2381 7.46 | | Q | V |
16+40 1.2707 4.73 | Q| | |V |
16+45 1.2926 3.19 | Q | | |V |
16+50 1.3073 2.14 | Q | | | V |
16+55 1.3192 1.73 | Q | | | V |
17+ 0 1.3302 1.59 | Q | | | V |
17+ 5 1.3395 1.35 | Q | | | V |
17+10 1.3474 1.14 | Q | | | V |
17+15 1.3548 1.08 | Q | | | V |
17+20 1.3618 1.03 | Q | | | V |
17+25 1.3686 0.98 |Q | | | V |
17+30 1.3751 0.94 |Q | | | V |
17+35 1.3814 0.91 |Q | | | V |
17+40 1.3874 0.88 |Q | | | V |
17+45 1.3933 0.85 |Q | | | V |
17+50 1.3990 0.82 |Q | | | V |
17+55 1.4045 0.80 |Q | | | V |
18+ 0 1.4099 0.78 |Q | | | V |
18+ 5 1.4151 0.76 |Q | | | V |
18+10 1.4201 0.73 |Q | | | V |
18+15 1.4250 0.70 |Q | | | V |
18+20 1.4295 0.66 |Q | | | V |
18+25 1.4338 0.62 |Q | | | V |
18+30 1.4379 0.60 |Q | | | V |
18+35 1.4419 0.57 |Q | | | V |
18+40 1.4457 0.56 |Q | | | V |
18+45 1.4494 0.54 |Q | | | V |
2877
18+50 1.4531 0.53 |Q | | | V |
18+55 1.4567 0.52 |Q | | | V |
19+ 0 1.4602 0.51 |Q | | | V |
19+ 5 1.4636 0.50 |Q | | | V |
19+10 1.4670 0.49 Q | | | V |
19+15 1.4704 0.48 Q | | | V |
19+20 1.4736 0.48 Q | | | V |
19+25 1.4769 0.47 Q | | | V |
19+30 1.4800 0.46 Q | | | V |
19+35 1.4832 0.45 Q | | | V |
19+40 1.4862 0.45 Q | | | V |
19+45 1.4893 0.44 Q | | | V |
19+50 1.4923 0.43 Q | | | V |
19+55 1.4952 0.43 Q | | | V |
20+ 0 1.4981 0.42 Q | | | V |
20+ 5 1.5010 0.42 Q | | | V |
20+10 1.5039 0.41 Q | | | V |
20+15 1.5067 0.41 Q | | | V |
20+20 1.5094 0.40 Q | | | V |
20+25 1.5122 0.40 Q | | | V |
20+30 1.5149 0.39 Q | | | V |
20+35 1.5175 0.39 Q | | | V |
20+40 1.5202 0.38 Q | | | V |
20+45 1.5228 0.38 Q | | | V |
20+50 1.5254 0.38 Q | | | V |
20+55 1.5280 0.37 Q | | | V |
21+ 0 1.5305 0.37 Q | | | V |
21+ 5 1.5330 0.36 Q | | | V |
21+10 1.5355 0.36 Q | | | V |
21+15 1.5379 0.36 Q | | | V |
21+20 1.5404 0.35 Q | | | V |
21+25 1.5428 0.35 Q | | | V |
21+30 1.5452 0.35 Q | | | V |
21+35 1.5475 0.34 Q | | | V |
21+40 1.5499 0.34 Q | | | V |
21+45 1.5522 0.34 Q | | | V |
21+50 1.5545 0.33 Q | | | V |
21+55 1.5568 0.33 Q | | | V |
22+ 0 1.5590 0.33 Q | | | V |
22+ 5 1.5613 0.33 Q | | | V |
22+10 1.5635 0.32 Q | | | V |
22+15 1.5657 0.32 Q | | | V |
22+20 1.5679 0.32 Q | | | V |
22+25 1.5701 0.32 Q | | | V |
22+30 1.5722 0.31 Q | | | V |
22+35 1.5744 0.31 Q | | | V |
22+40 1.5765 0.31 Q | | | V|
22+45 1.5786 0.31 Q | | | V|
22+50 1.5807 0.30 Q | | | V|
22+55 1.5828 0.30 Q | | | V|
2878
23+ 0 1.5848 0.30 Q | | | V|
23+ 5 1.5869 0.30 Q | | | V|
23+10 1.5889 0.30 Q | | | V|
23+15 1.5909 0.29 Q | | | V|
23+20 1.5929 0.29 Q | | | V|
23+25 1.5949 0.29 Q | | | V|
23+30 1.5969 0.29 Q | | | V|
23+35 1.5989 0.29 Q | | | V|
23+40 1.6008 0.28 Q | | | V|
23+45 1.6028 0.28 Q | | | V|
23+50 1.6047 0.28 Q | | | V|
23+55 1.6066 0.28 Q | | | V|
24+ 0 1.6085 0.28 Q | | | V|
24+ 5 1.6104 0.27 Q | | | V|
24+10 1.6121 0.25 Q | | | V|
24+15 1.6135 0.21 Q | | | V|
24+20 1.6145 0.15 Q | | | V|
24+25 1.6151 0.09 Q | | | V|
24+30 1.6155 0.05 Q | | | V|
24+35 1.6156 0.03 Q | | | V|
24+40 1.6157 0.01 Q | | | V|
24+45 1.6158 0.01 Q | | | V|
24+50 1.6158 0.00 Q | | | V|
24+55 1.6158 0.00 Q | | | V|
25+ 0 1.6158 0.00 Q | | | V
----------------------------------------------------------------------- 2879
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 10/05/23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6443
--------------------------------------------------------------------- -------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:

Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 10

10.43 1 0.95
-------------------------------------------------------------------- Rainfall data for year 2

10.43 6 1.58
-------------------------------------------------------------------- Rainfall data for year 2

10.43 24 2.75
-------------------------------------------------------------------- Rainfall data for year 100
2880

10.43 1 1.40
-------------------------------------------------------------------- Rainfall data for year 100

10.43 6 3.46
-------------------------------------------------------------------- Rainfall data for year 100

32.0 52.0 10.43 1.000 0.785 0.200 0.157
Area-averaged adjusted loss rate Fm (In/Hr) = 0.157
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

2.09 0.200 32.0 52.0 9.23 0.229

8.34 0.800 98.0 98.0 0.20 0.962
Area-averaged catchment yield fraction, Y = 0.815
Area-averaged low loss fraction, Yb = 0.185
Direct entry of lag time by user
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 10.43(Ac.)
Catchment Lag time = 0.160 hours
Unit interval = 15.000 minutes
Unit interval percentage of lag time = 156.1524
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.157(In/Hr)
Average low loss rate fraction (Yb) = 0.185 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.518(In)
Computed peak 30-minute rainfall = 1.061(In)
Specified peak 1-hour rainfall = 1.400(In)
Computed peak 3-hour rainfall = 2.438(In)
Specified peak 6-hour rainfall = 3.460(In)
Specified peak 24-hour rainfall = 6.270(In)
Rainfall depth area reduction factors:

Using a total area of 10.43(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.518(In)
2881
30-minute factor = 1.000 Adjusted rainfall = 1.060(In)
1-hour factor = 1.000 Adjusted rainfall = 1.399(In)
3-hour factor = 1.000 Adjusted rainfall = 2.438(In)
6-hour factor = 1.000 Adjusted rainfall = 3.460(In)
24-hour factor = 1.000 Adjusted rainfall = 6.270(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 42.05 (CFS))
1 36.342 15.280
2 96.001 25.084
3 100.000 1.682
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.8037 0.1203
2 1.0605 0.0746
3 1.2472 0.0574
4 1.3993 0.0479
5 1.5664 0.0537
6 1.7175 0.0489
7 1.8567 0.0452
8 1.9863 0.0423
9 2.1081 0.0398
10 2.2234 0.0378
11 2.3331 0.0360
12 2.4380 0.0345
13 2.5386 0.0331
14 2.6354 0.0319
15 2.7288 0.0308
16 2.8192 0.0298
17 2.9069 0.0289
18 2.9920 0.0281
19 3.0748 0.0274
20 3.1555 0.0267
21 3.2343 0.0260
22 3.3111 0.0254
23 3.3863 0.0249
24 3.4599 0.0244
25 3.5210 0.0202
26 3.5807 0.0198
27 3.6391 0.0193
28 3.6963 0.0189
29 3.7524 0.0186
30 3.8074 0.0182
2882
31 3.8613 0.0179
32 3.9142 0.0175
33 3.9662 0.0172
34 4.0173 0.0169
35 4.0676 0.0167
36 4.1170 0.0164
37 4.1657 0.0161
38 4.2136 0.0159
39 4.2608 0.0157
40 4.3073 0.0154
41 4.3531 0.0152
42 4.3984 0.0150
43 4.4430 0.0148
44 4.4870 0.0146
45 4.5305 0.0144
46 4.5734 0.0142
47 4.6157 0.0141
48 4.6576 0.0139
49 4.6990 0.0137
50 4.7399 0.0136
51 4.7803 0.0134
52 4.8203 0.0133
53 4.8598 0.0131
54 4.8989 0.0130
55 4.9376 0.0129
56 4.9759 0.0127
57 5.0138 0.0126
58 5.0514 0.0125
59 5.0885 0.0123
60 5.1253 0.0122
61 5.1618 0.0121
62 5.1979 0.0120
63 5.2337 0.0119
64 5.2692 0.0118
65 5.3043 0.0117
66 5.3392 0.0116
67 5.3737 0.0115
68 5.4080 0.0114
69 5.4419 0.0113
70 5.4756 0.0112
71 5.5090 0.0111
72 5.5422 0.0110
73 5.5751 0.0109
74 5.6077 0.0108
75 5.6401 0.0108
76 5.6722 0.0107
77 5.7041 0.0106
78 5.7357 0.0105
79 5.7672 0.0104
80 5.7983 0.0104
2883
81 5.8293 0.0103
82 5.8601 0.0102
83 5.8906 0.0102
84 5.9210 0.0101
85 5.9511 0.0100
86 5.9810 0.0100
87 6.0107 0.0099
88 6.0403 0.0098
89 6.0696 0.0098
90 6.0988 0.0097
91 6.1277 0.0096
92 6.1565 0.0096
93 6.1851 0.0095
94 6.2136 0.0095
95 6.2418 0.0094
96 6.2699 0.0093
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0281 0.0052 0.0229
2 0.0284 0.0052 0.0231
3 0.0286 0.0053 0.0233
4 0.0289 0.0053 0.0236
5 0.0292 0.0054 0.0238
6 0.0294 0.0054 0.0240
7 0.0297 0.0055 0.0243
8 0.0300 0.0055 0.0245
9 0.0304 0.0056 0.0247
10 0.0307 0.0057 0.0250
11 0.0310 0.0057 0.0253
12 0.0313 0.0058 0.0255
13 0.0317 0.0059 0.0258
14 0.0320 0.0059 0.0261
15 0.0324 0.0060 0.0264
16 0.0328 0.0061 0.0267
17 0.0332 0.0061 0.0270
18 0.0336 0.0062 0.0274
19 0.0340 0.0063 0.0277
20 0.0344 0.0064 0.0281
21 0.0349 0.0064 0.0284
22 0.0353 0.0065 0.0288
23 0.0358 0.0066 0.0292
24 0.0363 0.0067 0.0296
25 0.0368 0.0068 0.0300
26 0.0374 0.0069 0.0305
27 0.0380 0.0070 0.0309
28 0.0385 0.0071 0.0314
29 0.0392 0.0072 0.0319
2884
30 0.0398 0.0073 0.0324
31 0.0405 0.0075 0.0330
32 0.0412 0.0076 0.0336
33 0.0419 0.0077 0.0342
34 0.0427 0.0079 0.0348
35 0.0435 0.0080 0.0355
36 0.0443 0.0082 0.0362
37 0.0453 0.0084 0.0369
38 0.0462 0.0085 0.0377
39 0.0473 0.0087 0.0385
40 0.0483 0.0089 0.0394
41 0.0495 0.0091 0.0404
42 0.0507 0.0094 0.0414
43 0.0521 0.0096 0.0425
44 0.0535 0.0099 0.0436
45 0.0551 0.0102 0.0449
46 0.0567 0.0105 0.0462
47 0.0586 0.0108 0.0478
48 0.0605 0.0112 0.0493
49 0.0737 0.0136 0.0601
50 0.0761 0.0141 0.0621
51 0.0789 0.0146 0.0644
52 0.0819 0.0151 0.0667
53 0.0854 0.0158 0.0696
54 0.0892 0.0165 0.0727
55 0.0938 0.0173 0.0765
56 0.0989 0.0183 0.0806
57 0.1054 0.0195 0.0859
58 0.1127 0.0208 0.0919
59 0.1227 0.0227 0.1000
60 0.1348 0.0249 0.1099
61 0.1529 0.0282 0.1247
62 0.1540 0.0284 0.1256
63 0.1939 0.0358 0.1581
64 0.3700 0.0393 0.3307
65 0.6834 0.0393 0.6441
66 0.1634 0.0302 0.1332
67 0.1331 0.0246 0.1086
68 0.1117 0.0206 0.0911
69 0.0981 0.0181 0.0800
70 0.0886 0.0164 0.0722
71 0.0814 0.0150 0.0664
72 0.0758 0.0140 0.0618
73 0.0602 0.0111 0.0491
74 0.0564 0.0104 0.0460
75 0.0533 0.0098 0.0434
76 0.0505 0.0093 0.0412
77 0.0482 0.0089 0.0393
78 0.0461 0.0085 0.0376
79 0.0442 0.0082 0.0361
2885
80 0.0426 0.0079 0.0347
81 0.0411 0.0076 0.0335
82 0.0397 0.0073 0.0324
83 0.0384 0.0071 0.0313
84 0.0373 0.0069 0.0304
85 0.0362 0.0067 0.0295
86 0.0353 0.0065 0.0287
87 0.0344 0.0063 0.0280
88 0.0335 0.0062 0.0273
89 0.0327 0.0060 0.0267
90 0.0320 0.0059 0.0261
91 0.0313 0.0058 0.0255
92 0.0306 0.0057 0.0250
93 0.0300 0.0055 0.0245
94 0.0294 0.0054 0.0240
95 0.0288 0.0053 0.0235
96 0.0283 0.0052 0.0231
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.04(In)
Total effective rainfall = 5.23(In)
Peak flow rate in flood hydrograph = 18.75(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 15 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+15 0.0072 0.35 Q | | | |
0+30 0.0264 0.93 VQ | | | |
0+45 0.0466 0.98 VQ | | | |
1+ 0 0.0669 0.98 VQ | | | |
1+15 0.0874 0.99 VQ | | | |
1+30 0.1082 1.00 V Q | | | |
1+45 0.1291 1.01 |VQ | | | |
2+ 0 0.1502 1.02 |VQ | | | |
2+15 0.1716 1.03 |VQ | | | |
2+30 0.1931 1.04 |VQ | | | |
2+45 0.2149 1.05 |VQ | | | |
3+ 0 0.2370 1.07 | Q | | | |
3+15 0.2592 1.08 | Q | | | |
3+30 0.2817 1.09 | Q | | | |
3+45 0.3045 1.10 | Q | | | |
4+ 0 0.3275 1.11 | Q | | | |
4+15 0.3508 1.13 | QV | | | |
4+30 0.3744 1.14 | QV | | | |
2886
4+45 0.3983 1.16 | QV | | | |
5+ 0 0.4225 1.17 | QV | | | |
5+15 0.4469 1.18 | QV | | | |
5+30 0.4718 1.20 | Q V | | | |
5+45 0.4969 1.22 | Q V | | | |
6+ 0 0.5224 1.23 | Q V | | | |
6+15 0.5482 1.25 | Q V | | | |
6+30 0.5744 1.27 | Q V | | | |
6+45 0.6010 1.29 | Q V | | | |
7+ 0 0.6281 1.31 | Q V | | | |
7+15 0.6555 1.33 | Q V | | | |
7+30 0.6834 1.35 | Q V | | | |
7+45 0.7117 1.37 | Q V | | | |
8+ 0 0.7405 1.40 | Q V | | | |
8+15 0.7699 1.42 | Q V | | | |
8+30 0.7997 1.45 | Q V | | | |
8+45 0.8301 1.47 | Q V | | | |
9+ 0 0.8611 1.50 | Q V | | | |
9+15 0.8928 1.53 | Q V | | | |
9+30 0.9251 1.56 | Q V | | | |
9+45 0.9580 1.60 | Q V | | | |
10+ 0 0.9918 1.63 | Q V | | | |
10+15 1.0263 1.67 | Q V| | | |
10+30 1.0616 1.71 | Q V| | | |
10+45 1.0979 1.75 | Q V| | | |
11+ 0 1.1351 1.80 | Q V| | | |
11+15 1.1733 1.85 | Q V | | |
11+30 1.2127 1.91 | Q V | | |
11+45 1.2533 1.96 | Q V | | |
12+ 0 1.2952 2.03 | Q |V | | |
12+15 1.3414 2.24 | Q |V | | |
12+30 1.3939 2.54 | Q | V | | |
12+45 1.4485 2.64 | Q | V | | |
13+ 0 1.5050 2.74 | Q | V | | |
13+15 1.5639 2.85 | Q | V | | |
13+30 1.6252 2.97 | Q | V | | |
13+45 1.6895 3.11 | Q | V | | |
14+ 0 1.7571 3.27 | Q | V | | |
14+15 1.8286 3.46 | Q | V | | |
14+30 1.9050 3.70 | Q | V | | |
14+45 1.9872 3.98 | Q | V | | |
15+ 0 2.0769 4.34 | Q | V | | |
15+15 2.1767 4.83 | Q| V| | |
15+30 2.2848 5.23 | Q V | |
15+45 2.4041 5.77 | |Q V | |
16+ 0 2.5948 9.23 | | Q | V | |
16+15 2.9750 18.40 | | | V | Q |
16+30 3.3624 18.75 | | | V| Q |
16+45 3.4881 6.08 | | Q | V |
17+ 0 3.5777 4.34 | Q | | V |
2887
17+15 3.6540 3.69 | Q | | | V |
17+30 3.7214 3.26 | Q | | | V |
17+45 3.7826 2.96 | Q | | | V |
18+ 0 3.8390 2.73 | Q | | | V |
18+15 3.8888 2.41 | Q | | | V |
18+30 3.9309 2.04 | Q | | | V |
18+45 3.9702 1.90 | Q | | | V |
19+ 0 4.0073 1.80 | Q | | | V |
19+15 4.0426 1.71 | Q | | | V |
19+30 4.0762 1.63 | Q | | | V |
19+45 4.1085 1.56 | Q | | | V |
20+ 0 4.1394 1.50 | Q | | | V |
20+15 4.1692 1.44 | Q | | | V |
20+30 4.1980 1.39 | Q | | | V |
20+45 4.2258 1.35 | Q | | | V |
21+ 0 4.2528 1.31 | Q | | | V |
21+15 4.2789 1.27 | Q | | | V |
21+30 4.3044 1.23 | Q | | | V |
21+45 4.3291 1.20 | Q | | | V |
22+ 0 4.3533 1.17 | Q | | | V |
22+15 4.3768 1.14 | Q | | | V |
22+30 4.3998 1.11 | Q | | | V |
22+45 4.4223 1.09 | Q | | | V |
23+ 0 4.4443 1.06 | Q | | | V|
23+15 4.4658 1.04 | Q | | | V|
23+30 4.4870 1.02 | Q | | | V|
23+45 4.5077 1.00 | Q | | | V|
24+ 0 4.5280 0.98 |Q | | | V|
----------------------------------------------------------------------- 2888
19 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix J - Basin Routing Analysis

2889
User Inputs
Chamber Model: MC-3500
Outlet Control Structure: No
Project Name:

Engineer: N/A
Project Location:

Measurement Type: Imperial
Required Storage Volume: 40200 cubic ft.

Stone Porosity: 40%
Stone Foundation Depth: 12 in.

Stone Above Chambers: 12 in.

Average Cover Over Chambers: 18 in.

Design Constraint Dimensions: (110 ft. x 150 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 40932.80 cubic ft.

Storage Volume Per Chamber: 109.90 cubic ft.

Number Of Chambers Required: 214
Number Of End Caps Required: 22
Chamber Rows: 11
Maximum Length: 153.57 ft.

Maximum Width: 77.58 ft.

Approx. Bed Size Required: 11576.07 square ft.

System Components
Amount Of Stone Required: 1583 cubic yards
Volume Of Excavation (Not Including
Fill):
2466 cubic yards
Total Non-woven Geotextile Required:3442 square yards
Woven Geotextile Required (excluding
Isolator Row):
151 square yards
Woven Geotextile Required (Isolator
Row):
172 square yards
Total Woven Geotextile Required: 323 square yards
Impervious Liner Required: 0 square yards
2890

INSERTA-TEE SIDE INLET DETAIL

INSERTA TEE

CONNECTION

CONVEYANCE PIPE

MATERIAL MAY VARY
(PVC, HDPE, ETC.)

PLACE ADSPLUS WOVEN GEOTEXTILE
(CENTERED ON INSERTA-TEE INLET) OVER

BEDDING STONE FOR SCOUR PROTECTION
AT SIDE INLET CONNECTIONS. GEOTEXTILE
MUST EXTEND 6" (150 mm) PAST CHAMBER
FOOT

INSERTA TEE TO BE

INSTALLED, CENTERED

OVER CORRUGATION

SECTION A-A SIDE VIEW
AA

DO NOT INSTALLINSERTA-TEE AT

CHAMBER JOINTS
(X)

CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) SC-310 6" (150 mm) 4" (100 mm)SC-740 10" (250 mm) 4" (100 mm) DC-780 10" (250 mm) 4" (100 mm)
MC-3500 12" (300 mm) 6" (150 mm)MC-4500 12" (300 mm) 8" (200 mm)MC-7200 12" (300 mm) 8" (200 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON NOTES: · PART NUMBERS WILL VARY BASED ON INLET PIPE
MATERIALS. CONTACT STORMTECH FOR MORE
INFORMATION. · CONTACT ADS ENGINEERING SERVICES IF INSERTA TEEINLET MUST BE RAISED AS NOT ALL INVERTS ARE POSSIBLE.
6 UNDERDRAIN DETAIL
AA
B B

SECTION A-A

SECTION B-B

NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS
6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS

OUTLET MANIFOLD

STORMTECH

END CAP

STORMTECH

CHAMBERS

STORMTECH

CHAMBER

STORMTECH

END CAP

DUAL WALLPERFORATEDHDPEUNDERDRAIN
ADS GEOSYNTHETICS 601T

NON-WOVEN GEOTEXTILE
ADS GEOSYNTHETICS 601T

NON-WOVEN GEOTEXTILE

FOUNDATION STONE

BENEATH CHAMBERS

FOUNDATION STONE

BENEATH CHAMBERS
5 MC-3500 TECHNICAL SPECIFICATIONS
PART # STUB
B
C
MC3500IEPP06T 6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm)MC3500IEPP08T 8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm)MC3500IEPP10T 10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm)MC3500IEPP12T 12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm)MC3500IEPP15T 15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC
18" (450 mm)

20.03" (509 mm) --- MC3500IEPP18TW
MC3500IEPP18BC --- 1.77" (45 mm) MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)

14.48" (368 mm) --- MC3500IEPP24TW
MC3500IEPP24BC --- 2.06" (52 mm) MC3500IEPP24BWMC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm)

NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³)
WEIGHT 134 lbs. (60.8 kg)

NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs. (22.2 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY.

90.0" (2286 mm)

ACTUAL LENGTH

86.0" (2184 mm)

INSTALLED

BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL

LOWER JOINT

CORRUGATION
WEB
CREST
CREST

STIFFENING RIB
VALLEY

STIFFENING RIB
B
C

75.0"
(1905 mm)

45.0"
(1143 mm)

25.7"
(653 mm)
FOOT

77.0"
(1956 mm)

45.0"
(1143 mm)
PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"END CAPS WITH A WELDED CROWN PLATE END WITH "C"

UPPER JOINT CORRUGATION

22.2"
(564 mm)

INSTALLED

CUSTOM PARTIAL CUT INVERTS ARE
AVAILABLE UPON REQUEST.

INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOT

RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE

INVERT LOCATION IN COLUMN 'B'

ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE.
2 MC-3500 ISOLATOR ROW PLUS DETAIL

INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON

MAINTENANCE LOG
A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

B. ALL ISOLATOR PLUS ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS

PREFERRED
B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.

NOTES1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.

2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PARTIAL CUT END CAP PART #:MC3500IEPP24BC OR MC3500IEPP24BW ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN

FOUNDATION STONE AND CHAMBERS

8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS

CATCH BASINOR MANHOLE

COVER PIPE CONNECTION TO END
CAP WITH ADS GEOSYNTHETICS 601T

NON-WOVEN GEOTEXTILE
MC-3500 CHAMBER
MC-3500 END CAP

OPTIONAL INSPECTION PORT

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

ELEVATED BYPASS MANIFOLD
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC350024RAMP 3 4" PVC INSPECTION PORT DETAIL
(MC SERIES CHAMBER)
NOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.

STORMTECH CHAMBER

CONCRETE COLLAR

PAVEMENT
12" (300 mm) MIN WIDTH

CONCRETE SLAB
6" (150 mm) MIN THICKNESS
8" NYLOPLAST INSPECTION PORT
BODY (PART# 2708AG4IPKIT) OR

TRAFFIC RATED BOX W/SOLID

LOCKING COVER

CONCRETE COLLAR NOT REQUIRED

FOR UNPAVED APPLICATIONS
4" (100 mm)
SDR 35 PIPE
4" (100 mm) INSERTA TEETO BE CENTERED ON

CORRUGATION VALLEY
4 MC-3500 CROSS SECTION DETAIL
NOTES:

1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.

2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.

4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.

5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%.

AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8'
(2.4 m)
MAX
77" (1956 mm) 12" (300 mm) MIN
12" (300 mm) MIN
6"
(150 mm) MIN
6" (150 mm) MIN

PERIMETER STONE
(SEE NOTE 4)

EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-3500

END CAP SUBGRADE SOILS
(SEE NOTE 3)
DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL

AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
D
CBA
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
45"
(1143 mm)
18" (450 mm)
MIN*
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".

2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.

3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.

4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.

MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE

TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THATPAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.

CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED

INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.

C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm)
ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.

GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE.

MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER.

AASHTO M145¹ A-1, A-2-4, A-3
OR
AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.

B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS

FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER
ABOVE.

CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED.
1 NOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING. 12" (300 mm)

MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)

MIN SEPARATION
12" (300 mm)

MIN INSERTION

MC-SERIES END CAP INSERTION DETAIL

MANIFOLD HEADER

MANIFOLD STUB

STORMTECH END CAP

MANIFOLD HEADERMANIFOLD STUB
7 4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC. ("ADS") HAS PREPARED THIS DETAIL BASED ON REFERENCED STANDARDS. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT, UNLESS THE PLANS ARE SIGNED AND SEALED BY THE SITE DESIGN ENGINEER. THE SITE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION AND SEALING THE DOCUMENT. IT IS THE SITE DESIGN ENGINEER'S RESPONSIBILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS PROJECT.

DRAWN:

REVIEWED:

DATE:

PROJECT NO:

SHEET
REV:

Advanced Drainage Systems, Inc.

StormTech
Chamber System
888-892-2694 | WWW.STORMTECH.COM
®

NOT TO SCALE
MC-3500

STANDARD DETAILS
MC-3500 STORMTECH CHAMBER SPECIFICATIONS

1. CHAMBERS SHALL BE STORMTECH MC-3500.

2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS.

3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.

4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.

5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE METFOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.

6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTODESIGN TRUCK.

7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESISTCHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.

8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.

9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: · STONESHOOTER LOCATED OFF THE CHAMBER BED. · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.

USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY.

CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FORCONSTRUCTION EQUIPMENT. 6" (150 mm)

FOR STORMTECH

INSTALLATION INSTRUCTIONS

VISIT OUR APP
SiteAssist
Advanced Drainage Systems, Inc.
2891
20 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix K - Sizing Calculations

2892
21 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix L - Hydraulic Calculations

2893
22 Diversified Empire Hotel │ Preliminary Hydrology Report October 2023
Appendix M - Excerpt from
Geotechnical Report
2894
ENGINEERS + GEOLOGISTS + ENVIRONMENTAL SCIENTISTS
Offices Strategically Positioned Throughout Southern California

DESERT REGION OFFICE
42-240 Green Way, Suite E, Palm Desert, CA 92211
T: 760.340.5303
For more information visit us online at www.petra-inc.com April 24, 2023
J.N. 22-398

DIVERSIFIED PACIFIC COMMUNITIES
10621 Civic Center Drive
Rancho Cucamonga, California 91730
Attention: Mr. Nolan Leggio
Subject: Field Percolation Tests Results, Proposed Empire Resort and Spa Project, Approximately 10.4 Acres of Vacant Land at Southeast Corner of E. Holt Boulevard and E. Guasti Road, City of Ontario, San Bernardino, California Reference: Petra Geosciences, Inc. 2023, DRAFT Preliminary Geotechnical Evaluation, Proposed Empire Resort and Spa Project, Approximately 10.4 Acres of Vacant Land at Southeast Corner of E. Holt Boulevard and E. Guasti Road, APN 011 032 233, City of Ontario, San Bernardino, California, J.N. 22-398 dated February 10.

Dear Mr. Leggio:

Petra Geosciences, Inc. (Petra) has prepared this letter report presenting the results of our percolation testing for the subject project.

Objective
The objective of this investigation was to evaluate infiltration rates of the site soils, consisting of upper younger alluvial deposits, for the preliminary design of onsite infiltration facilities. To achieve this objective, we have drilled five test borings on the order of 5 to 15 feet using a hollow-stem drill equipment, conducted borehole percolation tests of the lower part of each borehole, and calculated the infiltration rate.

The project site and the locations of the percolation boreholes are shown in Figure 1.

Test Method and Scope of Services
Percolation test to evaluate site infiltration rate was performed in conformance with Design Handbook for Low Impact Development, Best Management Practices, by Riverside County Flood Control and Water Conservation District, dated September 2011 (RCFFCWCD, 2011). As such, our scope of work included the following:

1. Collect and review readily available literature and maps about soil and geologic conditions within and adjacent to the site including our prior soil and boring data, see reference.

2. Consult with project civil engineer on targeted test locations and depths. 2895
DIVERSIFIED PACIFIC COMMUNITIES April 24, 2023
Empire Resort & Spa Project / Ontario J.N. 22-398

Page 2 ends

3. Drill 5 exploratory borings using the hollow-stem auger drilling method and perform falling-head percolation test in each borehole. The percolation tests results and infiltration rate calculations are presented in Appendix A.

4. Log and field-classify soil materials encountered in each boring in accordance with the visualmanual procedures outlined in the Unified Soil Classification System and the American Society for Testing and Materials (ASTM) Procedure D 2488-90. All field activities were performed by or under the direct observation of a State of California Certified Engineering Geologist.

5. Collect representative bulk soil samples near the bottom of each borehole utilizing a 1.4- inch inside diameter Standard Penetration Test (SPT) split-spoon sampler. Perform a laboratory derived grain size analysis (sieve) on each sample.

6. Prepare this letter report presenting the results of our evaluations.

Test Description and Results
The falling head percolation testing method was used in accordance with the cited reference. The borings for the percolation tests were advanced using an 8-inch diameter hollow-stem auger to depths between approximately 5 and 15 feet below the existing ground surface. As anticipated, surficial fills underlain by alluvial deposits were encountered in each test borings. The excavated materials in the generally upper 5 to 8 consisted of silty fine to medium sands with variable gravels that were medium-dense and slightly moist.

The soil materials below approximately 8 feet generally consisted of interbedded silty sand with less fines to sand with silts also with variable gravel content that were medium dense and slightly moist. Percolation testing was performed in the bottom 4 to 5 feet of the boreholes. The locations of the percolation test borings are shown on the Test Location Map (Figure 1) and the boring logs are presented in Appendix A.

Following a presoaking period, field testing was conducted in a perforated pipe lowered into the borehole, with ¾-inch gravel surrounding the pipe, at 10-minute intervals for a period of approximately 1 hour. The falling-head percolation test data were utilized in determining the test infiltration rate, It, expressed in units of inches/hour, utilizing the Porchet Method (RCFCWCD, 2011). The infiltration rate, It, was calculated by determining the volumetric water flow rate through the wetted borehole surface area, expressed in terms of inches per hour. The un-factored test results are summarized in the following table, Table 1 and the field test data and laboratory test results are presented in Appendix B and C. 2896
DIVERSIFIED PACIFIC COMMUNITIES April 24, 2023
Empire Resort & Spa Project / Ontario J.N. 22-398

Page 3 ends

TABLE 1
Un-Factored Infiltration Test Results
Test No.

Borehole Total Depth
(feet)
Approximate Test Zone
(feet below existing
grade)
Geologic Unit /
Soil Description
Infiltration
Test Rate, It
(in/hr)
P-1 5 1-5 Qal (SM) 0.9
P-2 15 10-15 Qal (SP-SM) 49.3
P-3 10 5-10 Qal (SP-SM) 50.6
P-4 7 2-7 Qal (SM) 2.3
P-5 5 1-5 Qal (SM) 2.1
The test data indicates the alluvial deposits greater than approximately 9 feet below existing site grades are considered permeable. As observed, the shallow subsurface native soils, for containing high fines content, exhibit variable permeability, as measured by percolation tests at different depths. As such, it is our professional opinion that the infiltration rates approximately 9 feet below surface are more suitable for the intended infiltration purposes.

Discussion
Suitability Assessment
In view of the test data, certain jurisdictions consider such factors as infiltration assessment method, soil texture, site soils variability, and depth to groundwater/impervious layer to assign a Suitability Assessment Safety Factor that should be applied to the infiltration rates.

To perform such an evaluation, we have adopted a procedure provided by Santa Ana Regional Water Quality Control Board (SARWQCB) in their Technical Guidance Document (TGD) for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs), with Appendices, For Santa Ana Regional Board consideration, dated December 20, 2013 (SARWQCB, 2013). Based on Appendix D of this document, using Table VII.3: Suitability Assessment Related Considerations for Infiltration Facility Safety Factors, and Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet, of the Orange County BMP Design Manual, the following is presented. 2897
DIVERSIFIED PACIFIC COMMUNITIES April 24, 2023
Empire Resort & Spa Project / Ontario J.N. 22-398

Page 4 ends

TABLE 2
Site Suitability Reduction Factor (Category A) for Infiltration Rate Considerations Concern Reduction Factor
Description Weight Level Safety Factor Weight x Safety Factor Soil Assessment Method 0.25 Low 1.0 0.25
Predominant Soil Texture 0.25 Low 1.0 0.25
Site Soil Variability 0.25 medium 2.0 0.50
Depth to Groundwater/Impervious Layer 0.25 Low 1.0 0.25 Reduction Factor (sum of individual Reduction Factors) 1.25 Based on the information provided in Table 2, a Reduction Factor of 1.25 should be applied to the values of Infiltration Rate, It, provided in Table 1, above, for Site Suitability considerations.

Construction Procedure
The infiltration rates provided herein are considered representative of the native soils in the vicinity of the percolation test locations. Care should be taken to minimize disturbance of the exposed bottom surface of the basins as fill placement or any compaction effort applied to the area will have a detrimental effect on the anticipated infiltration rate of the proposed infiltration areas.

Environmental Impact
It should be noted that clean, potable water was used for the test. Surface runoff usually carries with it debris and fine particles that are typically expected to reduce the calculated infiltration rate.

Factor of Safety
The values of infiltration rate provided in Table 1 are raw test values. As discussed above, these values should be corrected for site Suitability considerations by applying a Reduction factor as provided in Table 2.

Further, the project civil engineer needs to consider a Design Safety Factor, which incorporates such items as tributary area size, level of pretreatment/expected sediment load, redundancy/contingency plan and compaction during construction, in combination with the Suitability Assessment Safety/Reduction Factor for the design of the system.
2898
DIVERSIFIED PACIFIC COMMUNITIES April 24, 2023
Empire Resort & Spa Project / Ontario J.N. 22-398

Page 5 ends

This report may be subject to review by the controlling agency.

Respectfully submitted,
PETRA GEOSCIENCES, INC.
____________________________ _______________________________ 4/24/23
Douglass Johnston Siamak Jafroudi, PhD
Senior Associate Geologist Senior Principal Engineer
CEG 2477 GE 2024
DJ/SJ/lv
Attachments: Figure 1 – Test Location Map
Appendix A – Boring Logs
Appendix B – Percolation Test Data
Appendix C – Sieve Analysis Graphs
W:\2020-2025\2022\300\22-398\Reports\22-398 120 Field Percolation Test Report.docx 2899
FIGURE
2900
PETRA GEOSCIENCES, INC.
40880 County Center Drive, Suite M
Temecula, California 92591
Phone: (951) 600-9271

COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA
Percolation Test Location Map
Empire Hotel Project
City of Ontario, California
DATE:

J.N.: 22-398
Figure 1
April 2023

SCIENCES
N
P-1
P-2
P-3
P-4
P-5
Reference: Google Earth, 2020 Image
2901

APPENDIX A

BORING LOGS
2902
2903
0 5
10 15
20 25
30 ARTIFICIAL FILL (af)
Silty Sand (SM): Light brown, slightly moist, fine- to coarse- grained, some cobbles, some gravel. YOUNG ALLUVIAL FAN DEPOSITS (Qyf) Silty Sand (SM): Light Brown to brown, slightly moist, fine- to coarse-grained, trace gravel. slightly moist, loose. Total Depth = 5' No groundwater encountered Boring was backfilled with cuttings after percolation testing. 2 3 2
MA
Project: Ontario Hotel Boring No.: P-1
Location: E Holt Blvd. at E Guasti Rd. Elevation: ±953
Job No.: 22-398 Client: Diversified Pacific Date: 4/13/23 Drill Method: 8" Hollow Stem Auger Driving Weight: 140 lbs / 30" Logged By: SS Depth
(Feet)
Lith- ology
Material Description
W
A
T
E
R
Blows
per
6 in. Samples
C
o
r
e
B
u
l
k
Moisture
Content
(%)
Laboratory Tests
Dry
Density
(pcf)
Other
Lab
Tests

E X P L O R A T I O N L O G
Petra Geosciences, Inc. PLATE A-19
2904
0 5
10 15
20 25
30 ARTIFICIAL FILL (af)
Silty Sand (SM): Light Brown, slightly moist, fine- to coarse- grained, some cobles, some gravel. YOUNG ALLUVIAL FAN DEPOSITS (Qyf) Silty Sand (SM): Light brown to brown, slightly moist, fine- to coarse-grained, few gravel.

Light brown. Sand w/ Silt (SP-SM): Light brown to gray, slightly moist, medium dense, fine- to coarse-grained, few gravel. Total Depth = 15' No groundwater encountered Boring was backfilled with cuttings after percolation testing. 12 9 9
MA
Project: Ontario Hotel Boring No.: P-2
Location: E Holt Blvd. at E Guasti Rd. Elevation: ±952
Job No.: 22-398 Client: Diversified Pacific Date: 4/13/23 Drill Method: 8" Hollow Stem Auger Driving Weight: 140 lbs / 30" Logged By: SS Depth
(Feet)
Lith- ology
Material Description
W
A
T
E
R
Blows
per
6 in. Samples
C
o
r
e
B
u
l
k
Moisture
Content
(%)
Laboratory Tests
Dry
Density
(pcf)
Other
Lab
Tests

E X P L O R A T I O N L O G
Petra Geosciences, Inc. PLATE A-20
2905
0 5
10 15
20 25
30 ARTIFICIAL FILL (af)
Silty Sand (SM): Light brown, slightly moist, fine- to coarse- grained, some cobbles, some gravel. YOUNG ALLUVIAL FAN DEPOSITS (Qyf) Silty Sand (SM): light brown to brown, slightly moist, fine- to coarse-grained, few gravel. Sand with Silt (SP-SM): light brown, slightly moist, medium dense, fine- to coarse-grained. Total Depth = 10' No groundwater encountered Boring was backfilled with cuttings after percolation testing. 3 5 7
MA
Project: Ontario Hotel Boring No.: P-3
Location: E Holt Blvd. at E Guasti Rd. Elevation: ±951
Job No.: 22-398 Client: Diversified Pacific Date: 4/13/23 Drill Method: 8" Hollow Stem Auger Driving Weight: 140 lbs / 30" Logged By: SS Depth
(Feet)
Lith- ology
Material Description
W
A
T
E
R
Blows
per
6 in. Samples
C
o
r
e
B
u
l
k
Moisture
Content
(%)
Laboratory Tests
Dry
Density
(pcf)
Other
Lab
Tests

E X P L O R A T I O N L O G
Petra Geosciences, Inc. PLATE A-21
2906
0 5
10 15
20 25
30 ARTIFICIAL FILL (af)
Silty Sand (SM): Light brown, slightly moist, fine- to coarse- grained, some cobbles, some gravel. YOUNG ALLUVIAL FAN DEPOSITS (Qyf) Silty Sand (SM): Light brown to brown, slightly moist, fine- to coarse-grained, few gravel.
loose. Total Depth = 7' No groundwater encountered
Boring was backfilled with cuttings after percolation testing. 3 3 4
MA
Project: Ontario Hotel Boring No.: P-4
Location: E Holt Blvd. at E Guasti Rd. Elevation: ±959
Job No.: 22-398 Client: Diversified Pacific Date: 4/13/23 Drill Method: 8" Hollow Stem Auger Driving Weight: 140 lbs / 30" Logged By: SS Depth
(Feet)
Lith- ology
Material Description
W
A
T
E
R
Blows
per
6 in. Samples
C
o
r
e
B
u
l
k
Moisture
Content
(%)
Laboratory Tests
Dry
Density
(pcf)
Other
Lab
Tests

E X P L O R A T I O N L O G
Petra Geosciences, Inc. PLATE A-22
2907
0 5
10 15
20 25
30 ARTIFICIAL FILL (af)
Silty Sand (SM): light brown, slightly moist, fine- to coarse- grained, some cobbles, some gravel. YOUNG ALLUVIAL FAN DEPOSITS (Qyf) Silty Sand (SM): light brown to brown, slightly moist, loose, fineto coarse-grained, trace gravel. Total Depth = 5' No groundwater encountered Boring was backfilled with cuttings after percolation testing. 4 5 3
MA
Project: Ontario Hotel Boring No.: P-5
Location: E Holt Blvd. at E Guasti Rd. Elevation: ±960
Job No.: 22-398 Client: Diversified Pacific Date: 4/13/23 Drill Method: 8" Hollow Stem Auger Driving Weight: 140 lbs / 30" Logged By: SS Depth
(Feet)
Lith- ology
Material Description
W
A
T
E
R
Blows
per
6 in. Samples
C
o
r
e
B
u
l
k
Moisture
Content
(%)
Laboratory Tests
Dry
Density
(pcf)
Other
Lab
Tests

E X P L O R A T I O N L O G
Petra Geosciences, Inc. PLATE
2908

APPENDIX B

PERCOLATION TEST DATA
2909
5 4/14/2023
8 SS
3 SM
0 to 5 N/A

0.44 ±953

0.0 Initial, Do (ft.) Final, Df (ft.)
1 25 3.00 3.58 6.96
2 25 3.00 3.53 6.36
Initial, Do (ft.) Final, Df (ft.) (min/in.)
1 10 3.00 3.24 2.88 3.47
2 10 3.00 3.23 2.76 3.62
3 10 3.00 3.23 2.76 3.62
4 10 3.00 3.23 2.76 3.62
5 10 3.00 3.23 2.76 3.62
6 10 3.00 3.23 2.76 3.62
7 10 3.00 3.23 2.76 3.62
8 10 3.00 3.23 2.76 3.62
Φ Factor Category B Should Be Provided and Calculated by Project Civil Engineer Ho = DT - Do
Hf = DT - Df
Reference:

10.44 10.44
Test Date:

Change in Height of Water
Greater Than or Equal to
6"? (Yes/No)*

SANDY SOIL CRITERIA TEST
yes
yes

PERCOLATION TEST
Percolation Rate
(gal/day/ft^2)

10.92 10.44

10.44 Standard Time Interval Between Readings (min.), [* if yes = 10, if no = 30]: 10 Depth from Existing Ground Surface to Bottom of Prop. Inflitration System (ft):

Total Depth of Boring, DT (ft):

Diameter of Hole, D (in): Tested By:

0.25 0.25

0.25 0.25
r = D / 2
Site Soil Variability
Depth to Groundwater / Impervious Layer
RCFCWCD, Design Handbook for LID, dated June, 2014
Soil Assessment Methods
Predominant Soil Texture
3186 Airway Avenue, Suite K
ΔH = ΔD = Ho - Hf
Havg = (Ho + Hf) / 2
Depth to Groundwater (ft):

Ground Elevation (msl ft):

Change in
Water Level
ΔD (in.)

FACTOR OF SAFETY WORKSHEET
DATE: April , 2023
0 0
0 0
0 Ontario, California
Appendix
J.N.: 22-398 B
Costa Mesa, California 92626
PHONE: (714) 549-8921
Factor CategoryΦ Factor Description Assigned
Weight (w)
Factor Value
(v)

10.44 **Raw Results. Does Not
Include a Factor of Safety

10.44 A
Suitability
Assessment
Suitability Assessment Safety Factor, SA = Σp

COSTA MESA TEMECULA LOS ANGELES PALM DESERT CORONA ESCONDIDO

PERCOLATION TEST SUMMARY
2236 E Holt Blvd
Product (p)
p = (w) x (v)
#
Where Infiltration Rate, It = ΔH (60r) / Δt (r + 2Havg) PETRA GEOSCIENCES, INC.

Boring/Test Number: P-1
TEST RESULTS**
Percolation Rate
(min/in.) (gal/day/ft^2)

3.62 10.44
Inflitration Rate [Porchet Method]#
(inches/hour)

0.90 Time
Interval
Δt (min.)

10.44 Trial
No.

Depth to Water, Dw
Change in
Water Level
ΔH (in.)
Diameter of Casing, d (in):

Depth of Slotted Casing (ft):

Trial
No.

Time
Interval
Δt (min.)
Depth to Water, Dw
Porosity of Annulus Material, n :

USCS Soil Type:
existing
ground
surface

2910
15 4/17/2023
8 SS
3 SM
10 to 15 N/A

0.44 ±952

0.0 Initial, Do (ft.) Final, Df (ft.)
1 25 13.00 4.40 -103.2
2 25 13.00 4.28 -104.64
Initial, Do (ft.) Final, Df (ft.) (min/in.)
1 1.02 13.00 14.00 12.00 0.08
2 1.00 13.00 14.00 12.00 0.08
3 1.00 13.00 14.00 12.00 0.08
4 0.98 13.00 14.00 12.00 0.08
5 0.98 13.00 14.00 12.00 0.08
6 0.98 13.00 14.00 12.00 0.08
7 1.00 13.00 14.00 12.00 0.08
8 1.00 13.00 14.00 12.00 0.08
9 0.98 13.00 14.00 12.00 0.08
10 1.00 13.00 14.00 12.00 0.08
11 0.98 13.00 14.00 12.00 0.08
12 0.98 13.00 14.00 12.00 0.08
Φ Factor Category B Should Be Provided and Calculated by Project Civil Engineer Ho = DT - Do
Hf = DT - Df
Reference:

Boring/Test Number: P-2
TEST RESULTS**
Percolation Rate
(min/in.) (gal/day/ft^2)

0.08 568.27
Inflitration Rate [Porchet Method]#
(inches/hour)

49.32 Time
Interval
Δt (min.)
558.79
568.27
Trial
No.

Depth to Water, Dw
Change in
Water Level
ΔH (in.)
Diameter of Casing, d (in):

Depth of Slotted Casing (ft):

Trial
No.

Time
Interval
Δt (min.)
Depth to Water, Dw
Porosity of Annulus Material, n :

A
Suitability
Assessment
Suitability Assessment Safety Factor, SA = Σp

COSTA MESA TEMECULA LOS ANGELES PALM DESERT CORONA ESCONDIDO

PERCOLATION TEST SUMMARY
2236 E Holt Blvd
Product (p)
p = (w) x (v)
#
Where Infiltration Rate, It = ΔH (60r) / Δt (r + 2Havg) PETRA GEOSCIENCES, INC.

USCS Soil Type:

Depth to Groundwater (ft):

Ground Elevation (msl ft):

Change in
Water Level
ΔD (in.)

0.25 0.25

SANDY SOIL CRITERIA TEST
yes
yes

PERCOLATION TEST
Percolation Rate
(gal/day/ft^2)
549.63
558.79
558.79
Standard Time Interval Between Readings (min.), [* if yes = 10, if no = 30]: 10 568.27
Depth from Existing Ground Surface to Bottom of Prop. Inflitration System (ft):

Total Depth of Boring, DT (ft):

Diameter of Hole, D (in): Tested By:
existing
ground
surface

2911
10 4/17/2023
8 SS
3 SM
5 to 10 N/A

0.44 ±951

0.0 Initial, Do (ft.) Final, Df (ft.)
1 25 9.50 11.36 22.32
2 25 9.50 11.08 18.96
Initial, Do (ft.) Final, Df (ft.) (min/in.)
1 10 9.50 10.49 11.88 0.84
2 10 9.50 10.43 11.16 0.90
3 10 9.50 10.43 11.16 0.90
4 10 9.50 10.43 11.16 0.90
5 10 9.50 10.43 11.16 0.90
6 10 9.50 10.43 11.16 0.90
7 10 9.50 10.44 11.28 0.89
8 10 9.50 10.43 11.16 0.90
Φ Factor Category B Should Be Provided and Calculated by Project Civil Engineer Ho = DT - Do
Hf = DT - Df
Reference:

Boring/Test Number: P-3
TEST RESULTS**
Percolation Rate
(min/in.) (gal/day/ft^2)

0.90 429.49
Inflitration Rate [Porchet Method]#
(inches/hour)

50.61 Time
Interval
Δt (min.)
429.49
Trial
No.

Depth to Water, Dw
Change in
Water Level
ΔH (in.)
Diameter of Casing, d (in):

Depth of Slotted Casing (ft):

Trial
No.

Time
Interval
Δt (min.)
Depth to Water, Dw
Porosity of Annulus Material, n :

A
Suitability
Assessment
Suitability Assessment Safety Factor, SA = Σp

COSTA MESA TEMECULA LOS ANGELES PALM DESERT CORONA ESCONDIDO

PERCOLATION TEST SUMMARY
2236 E Holt Blvd
Product (p)
p = (w) x (v)
#
Where Infiltration Rate, It = ΔH (60r) / Δt (r + 2Havg) PETRA GEOSCIENCES, INC.

USCS Soil Type:

Depth to Groundwater (ft):

Ground Elevation (msl ft):

Change in
Water Level
ΔD (in.)

0.25 0.25

Change in Height of Water
Greater Than or Equal to
6"? (Yes/No)*

SANDY SOIL CRITERIA TEST
yes
yes

PERCOLATION TEST
Percolation Rate
(gal/day/ft^2)
537.09
429.49
429.49
Standard Time Interval Between Readings (min.), [* if yes = 10, if no = 30]: 10 Depth from Existing Ground Surface to Bottom of Prop. Inflitration System (ft):

Total Depth of Boring, DT (ft):

Diameter of Hole, D (in): Tested By:
existing
ground
surface

2912
7 4/14/2023
8 SS
3 SM
2 to 7 N/A

0.44 ±959

0.0 Initial, Do (ft.) Final, Df (ft.)
1 25 6.00 6.83 9.96
2 25 6.00 6.58 6.96
Initial, Do (ft.) Final, Df (ft.) (min/in.)
1 10 6.00 6.29 3.48 2.87
2 10 6.00 6.30 3.60 2.78
3 10 6.00 6.30 3.60 2.78
4 10 6.00 6.29 3.48 2.87
5 10 6.00 6.29 3.48 2.87
6 10 6.00 6.29 3.48 2.87
7 10 6.00 6.29 3.48 2.87
8 10 6.00 6.29 3.48 2.87
Φ Factor Category B Should Be Provided and Calculated by Project Civil Engineer Ho = DT - Do
Hf = DT - Df
Reference:

26.44 26.44
Test Date:

Change in Height of Water
Greater Than or Equal to
6"? (Yes/No)*

SANDY SOIL CRITERIA TEST
yes
yes

PERCOLATION TEST
Percolation Rate
(gal/day/ft^2)

26.44 27.48

27.48 Standard Time Interval Between Readings (min.), [* if yes = 10, if no = 30]: 10 Depth from Existing Ground Surface to Bottom of Prop. Inflitration System (ft):

Total Depth of Boring, DT (ft):

Diameter of Hole, D (in): Tested By:

0.25 0.25

Ground Elevation (msl ft):

Change in
Water Level
ΔD (in.)

26.44 **Raw Results. Does Not
Include a Factor of Safety

26.44 A
Suitability
Assessment
Suitability Assessment Safety Factor, SA = Σp

COSTA MESA TEMECULA LOS ANGELES PALM DESERT CORONA ESCONDIDO

PERCOLATION TEST SUMMARY
2236 E Holt Blvd
Product (p)
p = (w) x (v)
#
Where Infiltration Rate, It = ΔH (60r) / Δt (r + 2Havg) PETRA GEOSCIENCES, INC.

Boring/Test Number: P-4
TEST RESULTS**
Percolation Rate
(min/in.) (gal/day/ft^2)

2.87 26.44
Inflitration Rate [Porchet Method]#
(inches/hour)

2.35 Time
Interval
Δt (min.)

26.44 Trial
No.

Depth to Water, Dw
Change in
Water Level
ΔH (in.)
Diameter of Casing, d (in):

Depth of Slotted Casing (ft):

Trial
No.

Time
Interval
Δt (min.)
Depth to Water, Dw
Porosity of Annulus Material, n :

USCS Soil Type:
existing
ground
surface

2913
5 4/14/2023
8 SS
3 SM
0 to 5 N/A

0.44 ±960

0.0 Initial, Do (ft.) Final, Df (ft.)
1 25 3.00 4.40 16.8
2 25 3.00 4.28 15.36
Initial, Do (ft.) Final, Df (ft.) (min/in.)
1 10 3.00 3.56 6.72 1.49
2 10 3.00 3.53 6.36 1.57
3 10 3.00 3.52 6.24 1.60
4 10 3.00 3.54 6.48 1.54
5 10 3.00 3.52 6.24 1.60
6 10 3.00 3.51 6.12 1.63
7 10 3.00 3.51 6.12 1.63
8 10 3.00 3.51 6.12 1.63
Φ Factor Category B Should Be Provided and Calculated by Project Civil Engineer Ho = DT - Do
Hf = DT - Df
Reference:

24.85 24.85
Test Date:

Change in Height of Water
Greater Than or Equal to
6"? (Yes/No)*

SANDY SOIL CRITERIA TEST
yes
yes

PERCOLATION TEST
Percolation Rate
(gal/day/ft^2)

27.64 25.96

25.40 Standard Time Interval Between Readings (min.), [* if yes = 10, if no = 30]: 10 Depth from Existing Ground Surface to Bottom of Prop. Inflitration System (ft):

Total Depth of Boring, DT (ft):

Diameter of Hole, D (in): Tested By:

0.25 0.25

Ground Elevation (msl ft):

Change in
Water Level
ΔD (in.)

26.52 **Raw Results. Does Not
Include a Factor of Safety

25.40 A
Suitability
Assessment
Suitability Assessment Safety Factor, SA = Σp

COSTA MESA TEMECULA LOS ANGELES PALM DESERT CORONA ESCONDIDO

PERCOLATION TEST SUMMARY
2236 E Holt Blvd
Product (p)
p = (w) x (v)
#
Where Infiltration Rate, It = ΔH (60r) / Δt (r + 2Havg) PETRA GEOSCIENCES, INC.

Boring/Test Number: P-5
TEST RESULTS**
Percolation Rate
(min/in.) (gal/day/ft^2)

1.63 24.85
Inflitration Rate [Porchet Method]#
(inches/hour)

2.15 Time
Interval
Δt (min.)

24.85 Trial
No.

Depth to Water, Dw
Change in
Water Level
ΔH (in.)
Diameter of Casing, d (in):

Depth of Slotted Casing (ft):

Trial
No.

Time
Interval
Δt (min.)
Depth to Water, Dw
Porosity of Annulus Material, n :

USCS Soil Type:
existing
ground
surface

2914

APPENDIX C

SIEVE ANALYSIS GRAPHS
2915
Laboratory: 1251 West Pomona Road, Unit #103, Corona, Ca 92882 Phone #. 714.549.8921 Tested By: DI
4/20/2023
(no specification provided)
PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Brown Silty Fine to Medium Sand
3 2

1.5 1
.75
.375
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0
100.0
100.0

99.6 98.8

97.1 93.1

82.2 70.4

49.0 36.8

28.1 0.6728 0.4980 0.1930

0.1537 0.0814
Diversified Pacific Communities Ontario Hotel
22-398
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23L085 Depth: 3.5
Sample Number: P-1 Date:

Client:

Project:

Project No: Figure
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO) PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm. 100 10 1 0.1 0.01 0.001
% +3" Coarse% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines Clay

0.0 0.0 1.2 1.7 14.9 54.1 28.1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
2916
Laboratory: 1251 West Pomona Road, Unit #103, Corona, Ca 92882 Phone #. 714.549.8921 Tested By: DI
4/20/2023
(no specification provided)
PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Gray Brown Gravelly Fine to Coarse Sand with Silt
3 2

1.5 1
.75
.375
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0

84.4 84.3

78.5 71.8

62.9 50.2

32.2 21.8

10.6 8.1

6.4 29.6943 26.0677 1.5491

0.8423 0.3827 0.1881

0.1427 10.86 0.66
Diversified Pacific Communities Ontario Hotel
22-398
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23L085 Depth: 13.5
Sample Number: P-2 Date:

Client:

Project:

0.0 15.7 12.5 8.9 30.7 25.8 6.4 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
2917
Laboratory: 1251 West Pomona Road, Unit #103, Corona, Ca 92882 Phone #. 714.549.8921 Tested By: DI
4/20/2023
(no specification provided)
PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Olive Brown Fine to Medium Sand with Silt
3 2

1.5 1
.75
.375
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0
100.0
100.0

98.6 96.8

92.2 84.1

66.5 57.6

22.9 14.8

10.5 1.2713 0.8857 0.2643

0.2205 0.1688 0.1077
Diversified Pacific Communities Ontario Hotel
22-398
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23L085 Depth: 8.5
Sample Number: P-3 Date:

Client:

Project:

0.0 0.0 3.2 4.6 25.7 56.0 10.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
2918
Laboratory: 1251 West Pomona Road, Unit #103, Corona, Ca 92882 Phone #. 714.549.8921 Tested By: DI
4/20/2023
(no specification provided)
PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Brown Silty Fine to Medium Sand
3 2

1.5 1
.75
.375
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0
100.0
100.0
100.0
100.0

99.1 95.4

85.7 82.5

55.5 44.6

36.3 0.6164 0.3909 0.1638

0.1299
Diversified Pacific Communities Ontario Hotel
22-398
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23L085 Depth: 5.5
Sample Number: P-4 Date:

Client:

Project:

0.0 0.0 0.0 0.9 13.4 49.4 36.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
2919
Laboratory: 1251 West Pomona Road, Unit #103, Corona, Ca 92882 Phone #. 714.549.8921 Tested By: DI
4/20/2023
(no specification provided)
PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *
Brown Silty Fine to Medium Sand
3 2

1.5 1
.75
.375
#4
#10
#20
#40
#60
#100
#140
#200
100.0
100.0
100.0
100.0
100.0

98.1 97.6

96.8 93.0

78.5 65.3

36.5 26.7

26.5 0.7197 0.5737 0.2252

0.1904 0.1258
Diversified Pacific Communities Ontario Hotel
22-398
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: 23L085 Depth: 3.5
Sample Number: P-5 Date:

Client:

Project:

0.0 0.0 2.4 0.8 18.3 52.0 26.5 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
2920
Water Quality Management Plan
For:

EMPIRE HOTEL
APN: 011032233
Prepared for:

Diversified Pacific Communities
10621 Civic Center Drive
Rancho Cucamonga, CA 91730
909-481-1150
Prepared by:

Kimley-Horn and Associates
3801 University Avenue, Suite 300
Riverside, CA 92501
(951)-543-9868
Submittal Date:

Revision Date:

Approval Date:_____________________
2921
Water Quality Management Plan (WQMP)
Owner’s Certification
Project Owner’s Certification
This Water Quality Management Plan (WQMP) has been prepared for Diversified Pacific by Kimley-Horn and Associates. The WQMP is intended to comply with the requirements of the City of Ontario, San Bernardino County 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): Grading Permit Number(s):

Tract/Parcel Map
Number(s): Building Permit Number(s):

CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 011032233 Owner’s Signature
Owner Name: Nolan C. Leggio
Title Owner
Company Diversified Pacific Communities
Address 10621 Civic Center Drive, Rancho Cucamonga, CA 91730 Email [email protected]
Telephone # (909)-373-2628
Signature Date
2922
Water Quality Management Plan (WQMP)
Contents
Preparer’s Certification
Project Data
Permit/Application
Number(s): Grading Permit Number(s):

Tract/Parcel Map
Number(s): Building Permit Number(s):

CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract): APN: 011032233 “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: Robert Otte PE Stamp Below
Title Civil Engineer
Company Kimley-Horn and Associates, Inc.

Address 3801 University Avenue, Suite 300, Riverside, CA 92501 Email [email protected]
Telephone # (951) 534-5630
Signature
Date
2923
Water Quality Management Plan (WQMP)
Contents ii
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 2924
Water Quality Management Plan (WQMP)
Contents iii
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

APPENDIX A - SITE PLAN

APPENDIX B - HCOC MAP

APPENDIX C - CALCULATIONS

APPENDIX D - BMP FACT SHEETS

APPENDIX E - GEOTEHCNICAL REPORT

APPENDIX F - EDUCATIONAL MATERIALS
APPENDIX G - 303d LIST

APPENDIX H - OPERATIONS AND MAINTENANCE PLAN
2925
Water Quality Management Plan (WQMP)
1-1
Section 1 Discretionary Permit(s)
Form 1-1 Project Information
Project Name Empire Hotel
Project Owner Contact Name: Nolan C. Leggio
Mailing
Address:
10621 Civic Center Drive, Rancho
Cucamonga, CA 91730
E-mail
Address:

NLeggio@DiversifiedPacific
.com
Telephone: (909)-373-
2628
Permit/Application Number(s): Tract/Parcel Map
Number(s):

Additional Information/
Comments:

Description of Project:

The development site is approximately 10.4 acres in size. The site is located at the southeast corner of E. Holt Boulevard and E. Gausti Road, in the City of Ontario, San Bernardino County, California.

The development will include a hotel, pool, and outdoor recreation spaces, and subterrainian parking.

Provide summary of Conceptual
WQMP conditions (if previously
submitted and approved). Attach
complete copy.

2926
Water Quality Management Plan (WQMP)
2-1
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): 454,257 3 Number of Dwelling Units: 4 SIC Code: 7011
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)
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Water Quality Management Plan (WQMP)
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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:

Ownership, managment and maintenance of WQMP facililites will be the responsibility of the private owner. 2928
Water Quality Management Plan (WQMP)
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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 Expected in commercial development per WQMP TGD Table 3-3 Nutrients - Phosphorous E N Expected in commercial development per WQMP TGD Table 3-3 Nutrients - Nitrogen E N Expected in commercial development per WQMP TGD Table 3-3 Noxious Aquatic Plants E N Expected in commercial development per WQMP TGD Table 3-3 Sediment E N Expected in commercial development per WQMP TGD Table 3-3 Metals E N Expected in commercial development per WQMP TGD Table 3-3 Oil and Grease E N Expected in commercial development per WQMP TGD Table 3-3 Trash/Debris E N Expected in commercial development per WQMP TGD Table 3-3 Pesticides / Herbicides E N Expected in commercial development per WQMP TGD Table 3-3 Organic Compounds E N Expected in commercial development per WQMP TGD Table 3-3 Other: E N
Other: E N
Other: E N
Other: E N
Other: E N
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Water Quality Management Plan (WQMP)
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2.4 Water Quality Credits
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 % (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality
Credit Eligibility (if applicable)

2930
Water Quality Management Plan (WQMP)
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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° 3'51.12"N Longitude
117°36'10.53"W
Thomas Bros Map page

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).

Conveyance Briefly describe on-site drainage features to convey runoff that is not retained within a DMA DA1 DMA A flows to
Outlet 1
Onsite drainage flows via network of local storm drains to underground infiltration system and then to existing 108” storm drain located south of Guasti Avenue. 108” SD connects to Cucamonga Creek.

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Water Quality Management Plan (WQMP)
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Form 3-2 Existing Hydrologic Characteristics for Drainage Area 1 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
) 454,257
2 Existing site impervious area (ft2
) 0
3 Antecedent moisture condition For desert
areas, use
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_map.pdf
II
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://permitrack.sbcounty.gov/wap/
A

5 Longest flowpath length (ft) 890
6 Longest flowpath slope (ft/ft) 0.0124
7 Current land cover type(s) Select from Fig C-3
of Hydrology Manual
Grass, Annual
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
Fair

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Water Quality Management Plan (WQMP)
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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
Cucamonga Creek Reach 1 (Valley Reach), Santa Ana River Reach 4, 3, 2 and 1, Applicable TMDLs
Refer to Local Implementation Plan
TMDL required - Cadmium (2016)
TMDL required - Copper (2016)
TMDL required - Lead (2016)
TMDL required - Zinc (2016)
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
Cadmium, Copper, Lead, Zinc
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
2933
Water Quality Management Plan (WQMP)
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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.
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Water Quality Management Plan (WQMP)
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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 provide environmental awareness education materials, made available by the municipalities, to maintenance staff. Among other things, these materials will describe the use of chemicals (including household type) that should be limited to the property, with no discharge of wastes via hosing or other direct discharge to gutters, catch basins and storm drains. Educational materials available from the San Bernardino Stormwater Program and can be downloaded at:
http://www.sbcountystormwater.org/gov_out.html
N2 Activity Restrictions
Use restrictions will be developed by building operator through lease terms, and City restrictions will be imposed via permits and local ordinance N3 Landscape Management BMPs
Identify on-going landscape maintenance requirements consistent with applicable local ordinances that may include fertilizer and/or pesticide usage N4 BMP Maintenance
Identify responsibility for implementation and scheduled cleaning/maintenance of BMPs. (See Section 5)
N5 Title 22 CCR Compliance (How development will comply) No community care facility is proposedN6 Local Water Quality Ordinances Site must comply with any applicable local water quality ordinances set by the local jurisdiction
N7 Spill Contingency Plan Prepare spill contingency plan and provide to maintenance staffN8 Underground Storage Tank Compliance No underground storage tanks proposedN9 Hazardous Materials Disclosure Compliance
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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 Adhere to requirements of UFC N11 Litter/Debris Control Program implement trash management and litter control procedures in the common areas aimed at reducing pollution of drainage water. The owner may contract with their landscape maintenance firms to provide this service during regularly scheduled maintenance, which should consist of litter patrol, emptying of trash receptacles in common areas, N12 Employee Training Implement training program N13 Housekeeping of Loading Docks Maintain loading docks in accordance with CASQA standardsN14 Catch Basin Inspection Program The owner is required to have at least 80 percent of drainage facilities inspected, cleaned and maintained on an annual basis with 100 percent of the facilities included in a two-year period. Cleaning should take place in the late summer/early fall prior to the start of the rainy season. Drainage facilities include catch basins (storm drain inlets), detention basins, retention basins, sediment basins, open drainage channels and lift stations.

N15 Vacuum Sweeping of Private Streets and Parking Lots Streets and parking lots are required to be swept on a regular frequency based on usage and field observations of waste accumulation, using a vacuum assisted sweeper. At a minimum all paved areas of a business shall be swept, in late summer or early fall, prior to the start of the rainy season or equivalent, as required by the governing jurisdiction N16 Other Non-structural Measures for Public
Agency Projects
No public agency projects associated.
2936
Water Quality Management Plan (WQMP)
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Form 4.1-1 Non-Structural Source Control BMPs
N17 Comply with all other applicable NPDES
permits
Permittees shall comply with other NPDES permits such as General Industrial permits, etc., to include BMPs that are required as a part of a SWPPP 2937
Water Quality Management Plan (WQMP)
4-5
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) Provide stenciling or labeling on all storm drain inlets and catch basins. Post signs and prohibitive language and/or graphical icons that prohibit illegal dumpingS2 Design and construct outdoor material storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-34) No outdoor material storage is proposed
S3
Design and construct trash and waste storage areas to reduce pollution introduction (CASQA New Development BMP Handbook SD-32) All trash container areas shall be paved with an impervious surface with no run-on from adjoining areas and bins will have attached lids to prevent exposure to precipitation
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) Landscape should employ rain shutoff devices, flow reducers or shutoff valves triggered by a pressure drop, mulches, appropriate plant material, etc. The timing and application methods of irrigation water must be designed to minimize the runoff of excess irrigation water into the municipal storm drain system.

S5
Finish grade of landscaped areas at a minimum of 1-2 inches below top of curb, sidewalk, or pavement All landscaping shall be finish-graded at a minimum of 1-2 inches below top of curb, sidewalk or pavement.

S6
Protect slopes and channels and provide energy dissipation (CASQA New Development BMP Handbook SD-10) Vegetate slopes with native drought tolerant vegetation and, if necessary, provide water efficient irrigation.

S7 Covered dock areas (CASQA New Development BMP Handbook SD-31) Dock is located at basement levelS8 Covered maintenance bays with spill containment plans (CASQA New Development BMP Handbook SD-31) No maintenance bays proposed
S9 Vehicle wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No vehicle wash areas proposed 2938
Water Quality Management Plan (WQMP)
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S10 Covered outdoor processing areas (CASQA New Development BMP Handbook SD-36) Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One
Describe BMP Implementation OR,
If not applicable, state reason Included Not Applicable S11
Equipment wash areas with spill containment plans (CASQA New Development BMP Handbook SD-33) No equipment wash area proposed
S12 Fueling areas (CASQA New Development BMP Handbook SD-30) No fueling area proposedS13 Hillside landscaping (CASQA New Development BMP Handbook SD-10) Not a hillside projectS14 Wash water control for food preparation areas Food preparation within restaurants per health code requirementsS15 Community car wash racks (CASQA New Development BMP Handbook SD-33) No community car wash proposed 2939
Water Quality Management Plan (WQMP)
4-7

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: Impervious areas have been minimized by designing those surfaces to minimum widths while still meeting City and accessibility requirements.

Maximize natural infiltration capacity: Yes No
Explanation: Limit compaction in landscape areas to maximize infiltration capacity Preserve existing drainage patterns and time of concentration: Yes No Explanation: Area DA1, will be developed and provide hotel building and infrastructure and cannot maintain existing time of concentration but does maintain the overall drainage pattern direction towards the southeast corner of the development Disconnect impervious areas: Yes No
Explanation: Recreational open spaces provided and greenbelt surrounds the proposed structure.

Protect existing vegetation and sensitive areas: Yes No Explanation: Area DA1 will be developed and is barren; scattered grass onsite will be removed.

Re-vegetate disturbed areas: Yes No
Explanation: The project proposes extensive landscape of open recreation areas.

Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: No basin is proposed. Project will utilize underground storage.

Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Where feasible, drainage swales will be incorporated Stake off areas that will be used for landscaping to minimize compaction during construction: Yes No Explanation: The proposed landscape areas will be staked off during construction  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
2940
Water Quality Management Plan (WQMP)
4-8

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):
454,257
2 Imperviousness after applying preventative
site design practices (Imp%): 80%
3 Runoff Coefficient (Rc): 0.5933
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): 0.609 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 0.902
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
): 40,157
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 2941
Water Quality Management Plan (WQMP)
4-9

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 Form 4.2-3 Item 12
2 Form 4.2-4 Item 13
3 Form 4.2-5 Item 10
Post-developed
4 Form 4.2-3 Item 13
5 Form 4.2-4 Item 14
6 Form 4.2-5 Item 14
Difference
7 Item 4 – Item 1
8 Item 2 – Item 5
9 Item 6 – Item 3
Difference
(as % of pre-developed)
10 %
Item 7 / Item 1
11 %
Item 8 / Item 2
12 %
Item 9 / Item 3
2942
Water Quality Management Plan (WQMP)
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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
2a Hydrologic Soil Group (HSG)
3a DMA Area, ft2sum of areas of
DMA should equal area of DA

4a Curve Number (CN) use Items
1 and 2 to select the appropriate CN
from Appendix C-2 of the TGD for
WQMP

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
2b Hydrologic Soil Group (HSG)
3b DMA Area, ft2sum of areas of
DMA should equal area of DA

4b Curve Number (CN) use Items
5 and 6 to select the appropriate CN
from Appendix C-2 of the TGD for
WQMP

5 Pre-Developed area-weighted CN: 7 Pre-developed soil storage capacity, S (in):

S = (1000 / Item 5) - 10
9 Initial abstraction, Ia (in):

Ia = 0.2 * Item 7
6 Post-Developed area-weighted CN: 8 Post-developed soil storage capacity, S (in):

S = (1000 / Item 6) - 10
10 Initial abstraction, Ia (in):

Ia = 0.2 * Item 8
11 Precipitation for 2 yr, 24 hr storm (in):

Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3):

Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3):

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):

VHCOC = (Item 13 * 0.95) – Item 12
2943
Water Quality Management Plan (WQMP)
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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

2 Change in elevation (ft)

3 Slope (ft/ft), So = Item 2 / Item 1

4 Land cover

5 Initial DMA Time of Concentration
(min) Appendix C-1 of the TGD for WQMP

6 Length of conveyance from DMA
outlet to project site outlet (ft)
May be zero if DMA outlet is at project
site outlet

7 Cross-sectional area of channel (ft2
)

8 Wetted perimeter of channel (ft)

9 Manning’s roughness of channel (n)

10 Channel flow velocity (ft/sec)
Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67
* (Item 3)^0.5

11 Travel time to outlet (min)
Tt = Item 6 / (Item 10 * 60)

12 Total time of concentration (min)
Tc = Item 5 + Item 11

13 Pre-developed time of concentration (min): Minimum of Item 12 pre-developed DMA 14 Post-developed time of concentration (min): Minimum of Item 12 post-developed DMA 15 Additional time of concentration needed to meet HCOC requirement (min): TC-HCOC = (Item 13 * 0.95) – Item 14 2944
Water Quality Management Plan (WQMP)
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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)

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)

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)

4 Pervious area infiltration rate (in/hr)
Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP

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)

6 Peak Flow from DMA (cfs)
Qp =Item 2 * 0.9 * (Item 1 - Item 5)

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
DMA B n/a n/a
DMA C n/a n/a
8 Pre-developed Qp at Tc for DMA 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:

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:

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): Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc for DMA A:

Same as Item 8 for post-developed values
12 Post-developed Qp at Tc for DMA B:

Same as Item 9 for post-developed values
13 Post-developed Qp at Tc for DMA C:

Same as Item 10 for post-developed
values
14 Peak runoff from post-developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as needed)
15 Peak runoff reduction needed to meet HCOC Requirement (cfs): Qp-HCOC = (Item 14 * 0.95) – Item 10 2945
Water Quality Management Plan (WQMP)
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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.

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Form 4.3-1 Infiltration BMP Feasibility (DA 1)
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.
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4.3.1 Site Design Hydrologic Source Control BMP
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) 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 (ft 3 ): Vretention =Sum of Item 12 for all BMPs
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Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1) Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1) 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): 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 2949
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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). .
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Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3 ): 40,157 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 A
BMP Type
Chambers
DA DMA
BMP Type
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
50 3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 3.25 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 15.38 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details
0 7
Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 0 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
0 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 0 10 Amended soil porosity 0
11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details
0 12 Gravel porosity 0
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 14 Above Ground Retention Volume (ft3
) Vretention = Item 8 * [Item7 +
(Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 0 15 Underground Retention Volume (ft3
) Volume determined using
manufacturer’s specifications and calculations
40,933
16 Total Retention Volume from LID Infiltration BMPs: 40,933 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 102% 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. 2952
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4.3.3 Harvest and Use BMP
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

3 Storage volume for proposed detention type (ft3
) Volume of
cistern

4 Landscaped area planned for use of harvested stormwater (ft2)

5 Average wet season daily irrigation demand (in/day)
Use local values, typical ~ 0.1 in/day

6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12)

7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1

8 Retention Volume (ft3)
Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24))

9 Total Retention Volume (ft3
) from Harvest and Use BMP 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. 2953
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4.3.4 Biotreatment BMP
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): 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): Item 1 – Item 3
5 Remaining fraction of LID DCV for
sizing flow based biotreatment BMP:
% 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. 2954
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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

2 Amended soil infiltration rate Typical ~ 5.0
3 Amended soil infiltration safety factor Typical ~ 2.0 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3

5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1

6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details

7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6

8 Amended soil surface area (ft2
)
9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details

10 Amended soil porosity, n

11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details

12 Gravel porosity, n

13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3
) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9
* Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))]

15 Total biotreated volume from bioretention and/or planter box with underdrains BMP:

Sum of Item 14 for all volume-based BMPs included in this form 2955
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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

2 Bottom width (ft)

3 Bottom length (ft)

4 Bottom area (ft2
) Abottom = Item 2 * Item 3

5 Side slope (ft/ft)

6 Depth of storage (ft)

7 Water surface area (ft2
)
Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6))

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]

9 Drawdown Time (hrs) Copy Item 6 from Form 2.1

10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600)

11 Duration of design storm event (hrs)

12 Biotreated Volume (ft3
)
Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600)

13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention :
(Sum of Item 12 for all BMP included in plan)
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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

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

3 Bed slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details

4 Manning's roughness coefficient

5 Bottom width (ft)
bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5)

6 Side Slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details

7 Cross sectional area (ft2
)
A = (Item 5 * Item 2) + (Item 6 * Item 2^2)

8 Water quality flow velocity (ft/sec)
V = Form 4.3-5 Item 6 / Item 7

9 Hydraulic residence time (min)
Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details

10 Length of flow based BMP (ft)
L = Item 8 * Item 9 * 60

11 Water surface area at water quality flow depth (ft2
)
SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10

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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)
1 Total LID DCV for the Project DA-1 (ft3
):40,157 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
):40,933 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
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4.3.6 Hydromodification Control BMP
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):
(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): Item 1 –
Item 2
4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): 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 offsite 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 2959
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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).
2960
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
Litter/Debris
Control
Program
SD-32, N11,
N15, S3
Owner
Litter shall be picked up, trash enclosure areas
shall be swept and cleaned, dumpsters shall be
emptied.

Weekly
Housekeepin
g of Loading
Docks
N13
Owner Loading docks shall be inspected to ensure
proper maintenance is completed. Weekly
Catch Basin
Inspection
Program
SD-11, N14, S1
Owner Catch basins shall be inspected to ensure proper
operation.

Monthly during
rainy season (OctMay) and before
and after each
storm event
Parking Lot
Sweeping
SC-43, SC-71
Owner Parking lots must be swept
Quarterly
(Minimum),
Weekly during
rainy season (OctMay)
Landscape
Management
SC-73, SD-10,
SD-12, N3,
S4, S5
Owner Gardening and lawn care practices to prevent
landscape waste to exit project site per SC-73 Weekly
2961
Water Quality Management Plan (WQMP)
5-2
Undergroun
d Infiltration
Chambers
N4
Owner See manufacturer information in O&M
information. See Appendix D
See manufacturer
information in
O&M information.

See Appendix D
N1, N2,
N6, N12,
N17
Owner
Educational material distributed to maintain
compliance of activity restrictions, local water
quality ordinances, and employee training
As Needed

2962
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
2963
Attachment A – Site Plan
Attachment A
2964
Attachment B – HCOC Map
Attachment B
2965
Attachment C – Calculations
Attachment C
2966

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, SA = 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.
2967

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User Inputs
Chamber Model: MC-3500
Outlet Control Structure: No
Project Name: