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0 0.00 360,491 120,164 7,292
5.10.3. Landscape Equipment
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 330
5.10.4. Landscape Equipment - Mitigated
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 330
5.11. Operational Energy Consumption
5.11.1. Unmitigated
Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr) Unrefrigerated Warehouse-No
Rail
1,759,825 204 0.0330 0.0040 987,051
Manufacturing 674,280 204 0.0330 0.0040 2,820,772
Regional Shopping Center 61,185 204 0.0330 0.0040 44,152 Parking Lot 106,462 204 0.0330 0.0040 0.00
5.11.2. Mitigated
Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr)
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Unrefrigerated Warehouse-No 1,759,825 204 0.0330 0.0040 987,051 Rail
Manufacturing 674,280 204 0.0330 0.0040 2,820,772
Regional Shopping Center 61,185 204 0.0330 0.0040 44,152 Parking Lot 106,462 204 0.0330 0.0040 0.00
5.12. Operational Water and Wastewater Consumption
5.12.1. Unmitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Unrefrigerated Warehouse-No Rail 38,387,500 0.00
Manufacturing 15,262,500 0.00
Regional Shopping Center 518,508 0.00
Parking Lot 0.00 0.00
5.12.2. Mitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Unrefrigerated Warehouse-No Rail 38,387,500 0.00
Manufacturing 15,262,500 0.00
Regional Shopping Center 518,508 0.00
Parking Lot 0.00 0.00
5.13. Operational Waste Generation
5.13.1. Unmitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Unrefrigerated Warehouse-No Rail 156 0.00
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Manufacturing 81.8 0.00
Regional Shopping Center 7.35 0.00
Parking Lot 0.00 0.00
5.13.2. Mitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Unrefrigerated Warehouse-No Rail 156 0.00
Manufacturing 81.8 0.00
Regional Shopping Center 7.35 0.00
Parking Lot 0.00 0.00
5.14. Operational Refrigeration and Air Conditioning Equipment
5.14.1. Unmitigated
Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced Unrefrigerated
Warehouse-No Rail
Cold storage R-404A 3,922 7.50 7.50 7.50 25.0
Manufacturing Other commercial A/C
and heat pumps
R-410A 2,088 0.30 4.00 4.00 18.0
Regional Shopping
Center
Other commercial A/C
and heat pumps
R-410A 2,088 < 0.005 4.00 4.00 18.0
Regional Shopping
Center
Stand-alone retail
refrigerators and
freezers
R-134a 1,430 0.04 1.00 0.00 1.00
5.14.2. Mitigated
Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced Unrefrigerated
Warehouse-No Rail
Cold storage R-404A 3,922 7.50 7.50 7.50 25.0
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Manufacturing Other commercial A/C
and heat pumps
R-410A 2,088 0.30 4.00 4.00 18.0
Regional Shopping
Center
Other commercial A/C
and heat pumps
R-410A 2,088 < 0.005 4.00 4.00 18.0
Regional Shopping
Center
Stand-alone retail
refrigerators and
freezers
R-134a 1,430 0.04 1.00 0.00 1.00
5.15. Operational Off-Road Equipment
5.15.1. Unmitigated
Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor
5.15.2. Mitigated
Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor
5.16. Stationary Sources
5.16.1. Emergency Generators and Fire Pumps
Equipment Type Fuel Type Number per Day Hours per Day Hours per Year Horsepower Load Factor
5.16.2. Process Boilers
Equipment Type Fuel Type Number Boiler Rating (MMBtu/hr) Daily Heat Input (MMBtu/day) Annual Heat Input (MMBtu/yr)
5.17. User Defined
Equipment Type Fuel Type
— —
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5.18. Vegetation
5.18.1. Land Use Change
5.18.1.1. Unmitigated
Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres
5.18.1.2. Mitigated
Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres
5.18.1. Biomass Cover Type
5.18.1.1. Unmitigated
Biomass Cover Type Initial Acres Final Acres
5.18.1.2. Mitigated
Biomass Cover Type Initial Acres Final Acres
5.18.2. Sequestration
5.18.2.1. Unmitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year)
5.18.2.2. Mitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year)
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8. User Changes to Default Data
Screen Justification
Land Use The proposed project would include 5 buildings consisting of a warehouse, commercial, storage, manufacturing, and winemaking uses. To be consistent with the Transportation analyses, the following land uses were used to best represent the 5 buildings.
Construction: Construction Phases Construction of buildings 1-4 would begin in August 2023 and occur for 12-16 months. Construction of building 5 would begin in January 2025 and occur for 12-16 months. Assuming overlap of building construction and Architectural Coating
Construction: Off-Road Equipment Default construction equipment with Tier 2 engines Operations: Vehicle Data Based on project trip generation, approximately 301 ADT for warehouse, 491 ADT for manufacturing, and 402 ADT for retail.
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 1 OF 14 FEB 2023
Preliminary Stormwater Control Plan
For
Ardmore Industrial
Ardmore Road, Paso Robles, California
February 2023
Damien Mavis, Covelop
PO Box 12910
San Luis Obispo, CA 93406
Prepared by:
Tom Zehnder, PE C72702
Principal, Wallace Group
612 Clarion Court
San Luis Obispo, CA 93401
805 544-4011
DRAFT – FOR REVIEW ONLY
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 2 OF 14 FEB 2023
Table of Contents
I. Project Data ...................................................................................................................4 II. Setting ...........................................................................................................................4 a. Project Location and Description ........................................................................4 b. Existing Site Features and Conditions ................................................................7 c. Opportunities and Constraints for Stormwater Control .......................................7 III. Low Impact Development Design Strategies ................................................................8 a. Optimization of Site Layout .................................................................................8 III.A.1.Limitation of development envelope .........................................................8 III.A.2.Preservation of natural drainage features ................................................8 III.A.3.Setbacks from creeks, wetlands, and riparian habitats ............................8 III.A.4.Minimization of imperviousness ...............................................................8 III.A.5.Use of drainage as a design element .......................................................8 b. Use of Permeable Pavements ............................................................................8 c. Dispersal of Runoff to Pervious Areas ................................................................8 d. Stormwater Control Measures (SCMs)...............................................................9 IV. Documentation of Drainage Design ..............................................................................9 a. Applicable Stormwater Performance Requirements (PR) ..................................9 b. Drainage Management Areas (DMA) .................................................................9 c. Hydrologic Analysis ..........................................................................................10 d. Summary of Calculations..................................................................................10 Source Control Measures ...................................................................................................12 V. Stormwater Facility Maintenance ................................................................................13 a. Ownership and Responsibility for Maintenance in Perpetuity ..........................13 VI. Construction Checklist .................................................................................................13 VII. Certifications ................................................................................................................13 List of Tables
Table 1: Project Data ........................................................................................................... 4 Table 2: Table of Drainage Management Areas.................................................................. 9 Table 3: Runoff Retention Summary ................................................................................. 11 Table 4: Peak Flow Management Summary ..................................................................... 11 Table 5: Ardmore Industrial Outlets Summary .................................................................. 12 Table 6: Source Control Table ........................................................................................... 12 Table 7: Construction Checklist Table ............................................................................... 13 List of Figures
Figure 1: Project Location Map ............................................................................................ 5 Figure 2: Offsite Properties Exhibit - Ardmore Industrial ..................................................... 6 Figure 3: Proposed Drainage Management Areas Exhibit ................................................ 10
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 3 OF 14 FEB 2023
List of Appendices
Appendix A – Supporting Exhibits
• Existing Watersheds and Proposed Drainage Management Areas (DMA) Exhibits • Offsite Properties Exhibit
Appendix B – Excerpts from Design Standards and References • Geotechnical and soils documentation
• Site Infiltration data and Porchet Method conversion calculations • Pages from City of Paso Robles public work standards
• Time of Concentration - County of San Luis Obispo Public Improvement Standards • Rainfall data – NOAA Atlas 14, Volume 6, Version 2 excerpt (for Paso Robles, CA) Appendix C – Preliminary Drainage Design Calculations
• Existing and Proposed Hydrologic Calculations
• Existing and Proposed Land Use Data
• Time of Concentration Calculations
• HydroCAD Drainage Results – Proposed Site
o 95th Percentile, 2-Year, and 10-Year Design Storms
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 4 OF 14 FEB 2023
I. Project Data
Table 1: Project Data
Project Name/Number Ardmore Industrial
Application Submittal Date TBD
Project Location Ardmore Road, Paso Robles, CA 93446
Project Phase No. Preliminary Planning and Design Phase Project Type and Description Six commercial buildings, associated parking areas, interior courtyards, and a new citymaintained road segment.
Total Project Site Area (acres) 14.06 acres
Total New Impervious Surface Area 11.45 acres
Total Replaced Impervious Surface Area 0.00 acres
Total Pre-Project Impervious Surface Area 0.07 acres
Total Post-Project Impervious Surface Area 11.52 acres
Net Impervious Area 11.45 acres
Watershed Management Zone(s) WMZ 1
Design Storm Frequency and Depth 95th = 1.45 inches
2-year = 2.14 inches
10-year = 3.74 inches
II. Setting
a. Project Location and Description
The Ardmore project is a planned commercial development to be located in the City of Paso Robles, off of Ardmore Road just south of Union Road. The existing property is
14.06 acres of primarily undeveloped rural grassland with two agricultural structures. The southern portion of the site slopes gently to the west while the northern portion of the site gently slopes to the northeast corner. The current site plan design includes six commercial buildings, associated parking areas, interior courtyards and a new city-maintained road segment extending from Ardmore Road through the project to the eastern boundary of the site. Proposed storm drain facilities for this project include five separate storm drain pipe networks, three underground infiltration and detention chambers, and one surface infiltration and detention basin.
As a project located within the city limits of Paso Robles, this report is intended to support issuance of entitlement by the City of Paso Robles. A project map is shown below in Figure 1 and the Offsite Properties Exhibit is shown in Figure 2, for reference.
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 5 OF 14 FEB 2023
Figure 1: Project Location Map
Ardmore
Industrial
Project Site
Hwy 46
Union Road
Union Road
Huer Huero Creek
Golden Hill
Road
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 6 OF 14 FEB 2023
Figure 2: Offsite Properties Exhibit - Ardmore Industrial
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 7 OF 14 FEB 2023
b. Existing Site Features and Conditions
Land Use and Drainage
The Ardmore project site is part of an existing 106-acre watershed that drains north towards Union Road where it is collected by the City of Paso Robles’ storm drain system.
This project is located at the upstream end of this greater existing watershed encompassing approximately 69 acres of the project drainage area. The northwest corner of the site, which is about 3.27 acres of the project area, drains offsite to the northeast towards Union Road and Huer Huero Creek.
The project drainage area consists of four existing major watersheds that each drain to different discharge locations (See Appendix A for the Existing Watershed Exhibit).
Existing watershed #1 (EX1 offsite) includes approximately 57 acres of undeveloped, rural grassland that flows onto the site. Existing watershed #1 (EX1 onsite) includes 7.20 acres of undeveloped onsite area. Stormwater from this drainage area flows through shallow, natural drainage paths to two existing 24” storm drain pipe inlets along the west project boundary located on the adjacent Spurr property (Outlet A). Existing Watershed #2 (EX2) drains to an existing culvert inlet, conveying it beneath Ardmore Road to the adjacent Daniels Woodlands property (Outlet B). Existing Watershed #3 (EX3) consists of the northeast corner of the site with stormwater flowing offsite through shallow, natural drainage paths towards Union Road and Huer Huero Creek (Outlet D). Existing Watershed #4 (EX4) is the smallest existing project watershed. Stormwater from this area flows northwest towards Ardmore Road where it is collected in a natural roadside swale and conveyed north towards Union Road (Onsite Runoff (C)).
Soil Characteristics
A geotechnical engineering soils report for Ardmore Industrial has been prepared by Beacon Geotechnical, Inc (dated October 12, 2022).
Based on this geotechnical report, soils across the site are comprised of mostly very silty clayey sands overlain by layers of multiple silty clayey sands with gravel. Soil expansion capabilities were determined to be low, and groundwater was not encountered in any of the site borings to a depth of 20 feet. Twelve different infiltration borings and tests were completed across the site with infiltration rates recorded range from 1.50 in/hr. to 5.00 in/hr. and are directly applicable to the design of infiltration trenches and similar deep facilities. For shallow facilities with more bottom area than sidewall area, the Porchet conversion is applied to the test data to determine the applicable infiltration rate. Using the Porchet conversion method, infiltration rates ranged from 0.07 to 0.70 in/hr.
NRCS web soil data identifies the soils as primarily Hydrologic Soil Group C (mostly clay and loams), which is associated with generally moderate-to-low infiltration rates and is usually due to the existence of clays within the soil complexes.
Refer to the Preliminary Drainage Design Report for Ardmore Industrial (dated February 2023) for excerpts of the geotechnical engineering report, NRCS web soil survey, and additional data related to onsite infiltration.
c. Opportunities and Constraints for Stormwater Control The proposed site plan consists primarily of impervious surfaces which limits space for stormwater facilities. Impervious areas include large commercial buildings, associated parking areas, a new city-maintained road extension of Ardmore Road east through the project site, and frontage improvements along the east side of the existing Ardmore Road.
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 8 OF 14 FEB 2023
With limited pervious surface areas and low- to moderate- soil infiltration capabilities, the current site design will utilize surface bioretention swales along roadsides, underground gravel facilities, a vegetated detention and infiltration basin, and ADS StormTech chamber systems beneath paved areas to meet post-construction stormwater requirements (PCRs) and peak flow management requirements.
III. Low Impact Development Design Strategies
a. Optimization of Site Layout
III.A.1. Limitation of development envelope
The project minimizes excessive land disturbance and site improvements given the required project conditions
III.A.2. Preservation of natural drainage features
See Preliminary Drainage Design Report for Ardmore Industrial, prepared by Wallace Group, dated February 16, 2023, for specific details on routing of existing drainage discharge locations
III.A.3. Setbacks from creeks, wetlands, and riparian habitats This project does not contain or involve any setbacks from creeks, wetlands, and riparian habitats
III.A.4. Minimization of imperviousness
The nature of the development requires significant impervious areas to accommodate six commercial buildings, associated parking areas, a new city-maintained road extension of Ardmore Road east through the project site, and frontage improvements along the east side of the existing Ardmore Road.
III.A.5. Use of drainage as a design element
Drainage facilities and Low Impact Development (LID) elements have been considered during the entire design process
b. Use of Permeable Pavements
Permeable pavements were not considered for this project due to low- to moderate- soil infiltration conditions across site, anticipated vehicle loads, increased costs, and maintenance requirements.
c. Dispersal of Runoff to Pervious Areas
Impervious surfaces with drain first to landscaped areas, when possible. Where designed (within DMA’s A, B1, B2 and C), roads and driveways will be designed to drain into strategically placed LID facilities (vegetated roadside bioswales). The northeastern drainage management area (DMA D) will drain to a vegetated detention basin that will have bioretention and infiltration capabilities. Proposed ADS StormTech chamber systems beneath paved areas will provide retention and infiltration capabilities in DMA A, DMA B1 and DMA B2.
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ARDMORE INDUSTRIAL SWCP PAGE 9 OF 14 FEB 2023
d. Stormwater Control Measures (SCMs)
Several different SCMs have been designed for implementation across the site, depending on proposed surface drainage conditions and subsurface retention requirements. Surface bioretention swales along roadsides, underground gravel facilities, a vegetated detention and infiltration basin, and ADS StormTech chamber systems beneath paved areas will all be utilized.
IV. Documentation of Drainage Design
a. Applicable Stormwater Performance Requirements (PR)
The following list outlines the PRs that apply to this project:
• PR #1 Site Design and Runoff Reduction
• PR #2 Water Quality Treatment
• PR #3 Runoff Retention
• PR #4 Peak Management
Performance requirements that do not apply to the project are:
• PR #5 Special Circumstances
b. Drainage Management Areas (DMA)
The DMA numbers in the following tables correspond with the DMA numbers of the “Proposed Drainage Management Areas” exhibit. A summary of each DMA is provided below.
Table 2: Table of Drainage Management Areas
DMA ID Surface Type
& Description Area (sf) Drains to SCM Type Outlet Location SCM Area
(sf)
Pervious 37,042
Impervious 227,546
Pervious 6,844
Impervious 42,041
Pervious 15,178
Impervious 44,042
Pervious 1,256
Impervious 9,109
Pervious 4,163
Impervious 48,124
Pervious 2,633
Impervious 7,087
Pervious -
Impervious 2,221
Pervious 43,517
Impervious 121,559
C2 --
Onsite run-off to the north,
following historic patterns ---
D1 SCM 7 Vegeated Basin with
Bioretention Outlet D 4,775
B2a SCM 5 StormTech Chambers
(detention & infiltration) Outlet B 4,045
C1 SCM 6 Roadside Bioretention
Swales Onsite
Runoff (C)
1,256
B1a SCM 3 StormTech Chambers
(detention & infiltration)
Outlet B
6,753
B1b SCM 4 Roadside Bioretention
Swales 1,256
A1 SCM 1 StormTech Chambers
(detention & infiltration)
Outlet A
13,196
A2 SCM 2 Roadside Bioretention
Swales 3,565
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 10 OF 14 FEB 2023
Figure 3: Proposed Drainage Management Areas Exhibit
c. Hydrologic Analysis
The hydrograph method was used to calculate the runoff for each DMA and to size the SCM’s, using the HyrdoCAD software. The following criteria was used in the hydraulic stormwater model:
95th percentile design storm: 1.45 inches
Hydrograph Analysis Method: Santa Barbara Unit Hydrograph, SBUH Pond Routing Method: Dynamic-storage-indication
Infiltration Rate (in/hr): On-site infiltration tests and Porchet Method conversions Rainfall Distribution: NRCS Type I, NOAA Atlas 14, Vol. 6, Version 2 Time of Concentration Minimum of 6 minutes
Time Increment 0.01 hrs.
d. Summary of Calculations
PR #1 Site Design and Runoff Reduction –
As outlined in Section III, stormwater management has been incorporated into the design of the project. Low impact development strategies such as bioretention swales, underground detention and retention chambers, and a vegetated detention and infiltration basin have been implemented to meet this requirement.
PR #2 Water Quality Treatment –
Retention of the 95th percentile storm event (PR #3) meets the treatment objectives of this requirement (see Table 3). Several different LID and SCM treatment systems across the
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 11 OF 14 FEB 2023
site are proposed, complying with the PCR #2 requirement to reduce pollutant loads and concentrations in captured runoff using physical and biological removal.
PR #3 Runoff Retention –
Retention of the 95th percentile storm event from impervious surfaces is achieved through the combined performance of surface bioretention swales, underground gravel facilities, a vegetated detention and infiltration basin, and underground ADS StormTech chamber systems (see Table 3).
Table 3: Runoff Retention Summary
PR #4 Peak Management –
The proposed project will increase the impervious area on the property by more than 22,500 SF. To satisfy PCR #4, detention facilities will be strategically implemented to manage post-developed peak flows for 2- through 100-year storm events before discharge from the project site to historic outlet locations. It is expected that the combined performance of these proposed detention facilities across the project will decrease stormwater runoff from the site compared to pre-development drainage conditions (see Table 4).
Further information on Peak Flow Management can be reviewed in the Preliminary Drainage Design Report for Ardmore Industrial, prepared by Wallace Group, dated February 2023.
Table 4: Peak Flow Management Summary
DMA ID DMA 95th Runoff
Volume (cf) Drains to SCM Available Retention Volume (cf) A1 16,945 SCM 1 45,302
A2 SCM 2 3,136 5,348
B1a SCM 3 3,267 23,000
B1b SCM 4 697 1,884
B2a SCM 5 3,572 13,721
C1 SCM 6 523 1,884
C2
174 --
Onsite Runoff. Overdetention in DMA C1
D1 SCM 7 9,060 35,708
Outlet
Location DMAs Design Storm
Total PreDeveloped
Peak Flow (cfs)
Total PostDeveloped Peak
Flow (cfs)
2 YR 1.24 0.48
10 YR 6.44 4.58
2 YR 1.02 0.04
10 YR 2.11 0.59
2 YR 0.15 0.07
10 YR 0.74 0.12
2 YR 0.56 -
10 YR 2.94 0.54
Outlet A
Outlet B
Onsite
Runoff C
Outlet D
A1, A2
B1a, B1b,
B2a
C1, C2
D1
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ARDMORE INDUSTRIAL SWCP PAGE 12 OF 14 FEB 2023
Table 5 lists each project outlet location for Ardmore industrial, for reference. For more information on the project outlet locations and drainage conditions, refer to the Preliminary Drainage Design Report for Ardmore Industrial, prepared by Wallace Group, dated February 2023.
Table 5: Ardmore Industrial Outlets Summary
Source Control Measures
Hydrocarbons, trash, debris from trees/ landscaping, sediment and fertilizers will be the most apparent sources of pollutants on the project site.
Table 6: Source Control Table
Pollutants Associated with Activity
Potential
Pollutant
Source
Sediment/
Litter/
Debris
Nutrients/
Organic
Matter
Bacteria HydrocarbonsToxics/
Chemicals/
Paint
Other Source Control
BMP Proposed
Parking
Lots,
Driveways
X X
Vehicle
Maintenance,
Fueling and
Storage, street
sweeping
Fertilizers,
Pesticides X X X
Effective
irrigation and
planting
Roof
runoff X X
Bioretention,
landscape
maintenance for
healthy plants.
Outlet
Location Description and Notes
Onsite
Runoff C
Outlet D Proposed discharge from basin outlet (metered) to northwest, following historic conditions
Onsite runoff (sheet flow) to north along Ardmore Road, following historic conditions
Existing Ardmore Road 12" storm drain culvert connection.
Existing double 24" storm drain pipes on adjacent Spurr property. Outlet A
Outlet B
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 13 OF 14 FEB 2023
V. Stormwater Facility Maintenance
a. Ownership and Responsibility for Maintenance in Perpetuity This project is required to record an Agreement with the City accepting responsibility for inspection, operation, and maintenance of facilities.
This project will utilize an Agreement to meet this requirement, and the responsible parties will be the City of Paso Robles for improvements within the Ardmore Road right-of-way and Covelop for onsite improvements of the Ardmore Industrial project. An Operations and Maintenance Plan and Draft Agreement will be provided after preliminary approvals.
VI. Construction Checklist
The Construction Checklist Table will be provided after preliminary approvals.
Table 7: Construction Checklist Table
STRUCTURAL CONTROL
MEASURE
SCMS
PLAN SHEET NUMBER SCM DETAIL NUMBER
VII. Certifications
The preliminary design of stormwater treatment facilities and other stormwater pollution control measures in this plan are in accordance with the Post-Construction Stormwater Management Requirements, Resolution R3-2013-0032, Attachment 1.
City Council Agenda November 7, 2023
ARDMORE INDUSTRIAL SWCP PAGE 14 OF 14 FEB 2023
Appendices
Appendix A – Supporting Exhibits
• Existing Watersheds and Proposed Drainage Management Areas (DMA) Exhibits • Offsite Properties Exhibit
Appendix B – Excerpts from Design Standards and References • Geotechnical and soils documentation
• Site Infiltration data and Porchet Method conversion calculations • Pages from City of Paso Robles public work standards
• Time of Concentration - County of San Luis Obispo Public Improvement Standards • Rainfall data – NOAA Atlas 14, Volume 6, Version 2 excerpt (for Paso Robles, CA) Appendix C – Preliminary Drainage Design Calculations
• HydroCAD Drainage Results – Proposed Site
o 95th Percentile, 2-Year, and 10-Year Design Storms
City Council Agenda November 7, 2023
APPENDIX A
Supporting Exhibits Page 692 of 1329
City Council Agenda November 7, 2023
822.5 inv 12" 18" 821.0 inv
CO
WL WL GAS GAS
UTL UTL
818
821 821
830
840
824
826
828 832
834
836
838
830
840
850
860 870 880
890
900
910
920
930
840
850
860
870
880
890
900
910
920
930
940
950 960 970
980
780
790
800
840
830
820
810
760
770
758 762 764
766
768
772
774
776
776
776
778
815
820
825
830
825
824
826
827
828
829
820
820
825
830
825
830
835 832
832
826 825
827
828
828
826
825
824
823
826
826
837
795
800
805
810
815
820
825
830
770
780
790
800
810
820
830
840
840
850
850
860
860
870
870
880
880
823
825
824
826
827
826
N
0 (IN FEET)
GRAPHIC SCALE
60 120 240
1 IN = 120 FT
ORIGINAL SCALE IS IN INCHES
FOR REDUCED PLANS
T 805 544-4011 F 805 544-4294
612 CLARION COURT
SAN LUIS OBISPO, CA 93401
DATE SIGNED
SIGNATURE
www.wallacegroup.us
PLANNING
CIVIL AND TRANSPORTATION ENGINEERING
CONSTRUCTION MANAGEMENT
LANDSCAPE ARCHITECTURE
MECHANICAL ENGINEERING
PUBLIC WORKS ADMINISTRATION
SURVEYING / GIS SOLUTIONS
WATER RESOURCES
0 1 2 3
DESIGNERS:
DRAWING NO.
DATE:
DRAWN BY:
JOB #:
OF
1 2 3 4
A
B
C
D
1 2 3 4
5 5
Copyright © Wallace Group, a California
Corporation. All rights reserved. Copies of this
drawing shall have this notice.
These plans and specifications, and the ideas and
designs incorporated herein, are instruments of
service prepared for the construction of work shown
hereon and shall not be used in whole or in part for
any other project without written authority of Wallace
Group, a California Corporation.
®
2009 COVELOP ARDMORE PROJECT DEVELOPMENT
1 12/06/2022
751-005
CD/ ZKP
ZKP
SHEETEXISTING WATERSHED EXHIBIT
1 FILE NAME: 2022_ARDMORE_DRAINAGE MANAGEMENT AREAS.DWG
ARDMORE ROAD
EXISTING CULVERT INLET
(TO BE REPLACED)
EX1 (offsite)
AREA = 2,494,621 SF
AREA = 57.27 AC
EX3
AREA = 142,459 SF
AREA = 3.27 AC
EX4
AREA = 34,918 SF
AREA = 0.80 AC
ARDMORE ROAD
UNION ROAD
EXISTING DBL. 24" STORM
DRAIN PIPE AT ADJACENT
SPURR PROPERTY
LEGEND:
ARDMORE PROJECT BOUNDARY
EXISTING WATERSHED BOUNDARY
EX2
AREA = 122,877 SF
AREA = 2.82 AC
EXISTING
AGRICULTURAL
STRUCTURES TO
BE REMOVED.
THOMAS K. ZEHNDER
C I V I L
No. 72702
NOT FOR CONSTRUCTION
FOR PLAN REVIEW ONLY
AL
A T T
S
OF E C
A
O N R I F
I
REGISTERED PROFESSIONA L ENGINE
R
EX1 (onsite)
AREA = 312,111 SF
AREA = 7.17 AC
EXISTING ONSITE
RUNOFF (FROM EX4)
NORTHWARD ALONG
ARDMORE ROAD.
EXISTING ONSITE
SURFACE RUNOFF (FROM
EX3) TO THE NORTHEAST.
City Council Agenda November 7, 2023
822.5 inv 12" 18" 821.0 inv SS SS SS SS
SS SS SS SS SS
SS SS SS SS SS SS
SS SS SS SS
SD SD SD SD SD
SD
SD SD
SD SD SD
SD
SD
SD SD SD
SD
SD
SD
WL WL WL WL WL WL WL CO FIRE
FIRE
FIRE FIRE FIRE FIRE FIRE
FIRE
GAS GAS GAS GAS GAS GAS GAS
UTL UTL UTL UTL UTL UTL SS WL WL WL WL WL
FIRE FIRE FIRE
FIRE FIRE FIRE FIRE FIRE
FIRE FIRE FIRE
1 2
3 4
5 6
821
821
815
820
825
830
825
824
826
827
828
829
820
820
825
830
825
830
835 832
832
825
826
827
828
828
825
824
823
826
826
826
837
820
825
830
823
825
824
826
827
826
825
826
825
826
818
825
821 820 819
822
825
824
826
827
827
823
827
828
828 822
828
829
828829 825 826 827
830
829
829
815
814
820
828
827
826
825
824
823 825 820
827
828
830
830
829
829
827
827
826
827
828
833
826
827
828
829
830
829
831 829 829 828828 828 827 829829
825
825
824
826
826
827
827 828 828 829 829
N
0 (IN FEET)
GRAPHIC SCALE
40 80
1 IN = 40 FT
20 ORIGINAL SCALE IS IN INCHES
FOR REDUCED PLANS
T 805 544-4011 F 805 544-4294
612 CLARION COURT
SAN LUIS OBISPO, CA 93401
DATE SIGNED
SIGNATURE
www.wallacegroup.us
PLANNING
CIVIL AND TRANSPORTATION ENGINEERING
CONSTRUCTION MANAGEMENT
LANDSCAPE ARCHITECTURE
MECHANICAL ENGINEERING
PUBLIC WORKS ADMINISTRATION
SURVEYING / GIS SOLUTIONS
WATER RESOURCES
0 1 2 3
DESIGNERS:
DRAWING NO.
DATE:
DRAWN BY:
JOB #:
OF
1 2 3 4
A
B
C
D
1 2 3 4
5 5
Copyright © Wallace Group, a California
Corporation. All rights reserved. Copies of this
drawing shall have this notice.
These plans and specifications, and the ideas and
designs incorporated herein, are instruments of
service prepared for the construction of work shown
hereon and shall not be used in whole or in part for
any other project without written authority of Wallace
Group, a California Corporation.
®
2023 COVELOP ARDMORE PROJECT DEVELOPMENT
1 2/14/2023
751-005
CD/ ZKP
ZKP
SHEETPROPOSED DRAINAGE MANAGEMENT AREAS
1 FILE NAME: 2022_ARDMORE_DRAINAGE MANAGEMENT AREAS.DWG
OUTLET B
PROPOSED CONNECTIONS TO
EXISTING DANIEL WOODLANDS
PROPERTY STORM DRAIN SYSTEM.
ARDMORE ROAD
OUTLET A
EXISTING DBL. 24" STORM DRAIN PIPE AT
ADJACENT SPURR PROPERTY (TO REMAIN)
LEGEND:
ARDMORE PROJECT BOUNDARY
PROPOSED DRAINAGE MANAGEMENT AREA (DMA)
BOUNDARY
PROPOSED DRAINAGE MANAGEMENT AREA (DMA)
(DRAINS OFFSITE OVER SURFACE)
BIORETENTION WITH UNDERGROUND GRAVEL TRENCH ARDMORE ROAD DMA C
AREA = 11,941 SF
AREA = 0.27 AC
DMA A
AREA = 313,474 SF
AREA = 7.20 AC
DMA B1
AREA = 69,586 SF
AREA = 1.60 AC
DMA B2
AREA = 52,287 SF
AREA = 1.20 AC
DMA D
AREA = 165,076 SF
AREA = 3.79 AC
OUTLET D
PROPOSED RETENTION BASIN WITH METERED
OUTLET STRUCTURE. FLOW DIRECTED TO
NORTHEAST FOLLOWING HISTORIC PATTERNS.
PROPOSED UNDERGROUND ADS
STORMTECH MC-3500 CHAMBERS
(PORCHET INFIL. RATE = 0.20 IN/HR)
PROPOSED SAFE OVERLAND
ESCAPE PATH FOR OFFSITE RUN-ON
PROPOSED STORMWATER CHANNEL
OF OFFSITE RUN-ON INTERCEPT
PROPOSED UNDERGROUND ADS
STORMTECH MC-3500 CHAMBERS
(PORCHET INFIL. RATE = 0.20 IN/HR)
THOMAS K. ZEHNDER
C I V I L
No. 72702
NOT FOR CONSTRUCTION
FOR PLAN REVIEW ONLY
AL
A T T
S
OF E C
A
O N R I F
I
REGISTERED PROFESSIONA L ENGINE
R
PROPOSED ROADSIDE
BIORETENTION SWALES
PROPOSED ROADSIDE
BIORETENTION SWALES
PROPOSED ROADSIDE
BIORETENTION SWALE
PROPOSED BIORETENTION TRENCH AREA
(PORCHET INFIL. RATE = 0.07 IN/HR)
PROPOSED UNDERGROUND ADS
STORMTECH MC-3500 CHAMBERS
(PORCHET INFIL. RATE = 0.19 IN/HR)
ONSITE RUNOFF (C)
RUNOFF FLOWS TO NORTH ALONG EAST SIDE OF
ARDMORE ROAD TOWARDS EXIST. ROADSIDE SWALE.
PROPOSED DOUBLE 30" HDPE
STORM DRAIN CULVERT FOR
OFFSITE RUN-ON BYPASS
SCM #1
SCM #2
SCM #4
SCM #3 SCM #5
SCM #6
SCM #7
City Council Agenda November 7, 2023
T 805 544-4011 SAN LUIS OBISPO, CA 93401
612 CLARION COURT
www.wallacegroup.us F 805 544-4294
DRAWING :
DRAWN BY:
JOB No. :
DATE :
SCALE : ®
EXHIBIT
OFFSITE PROPERTIES
ARDMORE PROJECT SITE
PASO ROBLES, CA
751-005
OFFSITE PROPS
ZKP
DEC 6, 2022
1" = 300'
N
9 SPURR AREA A - WEST
SPURR AREA B - EAST
ARDMORE ROAD - CASE FRONTAGE
ARDMORE ROAD - SPURR FRONTAGE
ARDMORE ROAD - DANIELS FRONTAGE
FLOW DIRECTION
DANIELS WOODLAND 24' WIDE BIOSWALE
1 2
3 4
5 6
7 8
ARDMORE ROAD - DANIELS FRONTAGE
TATE PROPERTY
CASE PROPERTY
DANIELS WOODLAND
UNION ROAD SAFETY & TRAINING CENTER
AUTOCRAFT
SOUTH UNION ROAD
1 2
3 4
5 6
7 8
9 10
11 12
10 11
12 HYDROLOGY BY
ROBERTS
ENGINEERING
UNION ROAD
ARDMORE ROAD ARDMORE ROAD
ARDMORE
INDUSTRIAL
ARDMORE IND.
PROJECT SITE
ARDMORE EXIST
WATERSHEDS
UNION ROAD
LOW-POINT
City Council Agenda November 7, 2023
APPENDIX B
Excerpts from Design
Standards and References Page 696 of 1329
City Council Agenda November 7, 2023
Geotechnical Engineering Report
For
Proposed Commercial Buildings and Street Improvements
2930 Union Road Lots 6 and 13
Paso Robles, California
October 12, 2022
F-103116
Prepared For
MD3 Investments
By
Beacon Geotechnical, Inc.
P.O. Box 4814
Paso Robles, California 93447
City Council Agenda November 7, 2023
October 12, 2022 F-103116
MD3 Investments
P.O. Box 13174
San Luis Obispo, CA 93406
Project: Proposed Commercial Buildings and Street Improvements 2930 Union Roads Lots 6 and 13
Paso Robles, California
Subject: Geotechnical Engineering and Infiltration Report As authorized, we have performed a Geotechnical Study for the above referenced project. The accompanying Geotechnical Engineering Report presents the results of our subsurface exploration, laboratory-testing program and conclusions and recommendations for geotechnical engineering aspects of project design. Our services were performed using the standard of care ordinarily exercised in this locality at the time this report was prepared.
Based on our study, it is our opinion that the site is suitable for the proposed developments from a geotechnical engineering standpoint provided the recommendations of this report are successfully implemented.
We have appreciated this opportunity to be of service to you on this project.
Please call if you have any questions, or if we can be of further service.
Respectfully submitted,
Beacon Geotechnical, Inc.
Greg McKay
Project Manager
Copies: 3-MD3 Investments
1-File Nicholas A. McClure
Geotechnical Engineer
City Council Agenda November 7, 2023
F-103116 October 12, 2022
2 1. INTRODUCTION
This report presents results of a Geotechnical Engineering Study performed for the proposed commercial buildings and street improvements to be located in Paso Robles, California.
1.1 Description
1.1.1. It should be noted that grading and foundation plans were not provided for the purpose of this report. Prior to any construction, this firm should review the grading and foundation plans to verify or modify the recommendations offered herein. We anticipate that the sites will be developed by cutting and filling to create level building pads.
1.1.2. The proposed structures are assumed to be one (1) or two (2) stories of wood or metal framed construction.
1.1.3. Structural considerations for maximum wall load of 1.75 kips per square foot and maximum point loads of 25.0 kips were used as a basis for the recommendations of this report. If actual loads vary significantly from these assumed loads, Beacon Geotechnical, Inc. should be notified as re-evaluation of the recommendations contained herein may be required.
2 SCOPE OF WORK
2.1 The purpose of the geotechnical investigation that led to this report was to evaluate the soil conditions of the site with respect to the proposed developments. These conditions include surface and subsurface soil types, expansion potential, settlement potential, bearing capacity, and presence or absence of subsurface water. The scope of our work included:
• Reconnaissance of the site.
• Drilling, sampling, and logging of eighteen (18) borings to investigate soils and groundwater conditions.
• Laboratory testing of soil samples obtained from subsurface exploration to determine their physical and engineering properties.
• Geotechnical analysis of the data obtained.
• Consultation with owner representatives and design professionals. • Preparation of this report.
2.2 Contained in the report are:
• Discussions on local soil and groundwater conditions. • Results of laboratory and field tests.
• Conclusions and recommendations pertaining to site grading and structural design.
City Council Agenda November 7, 2023
F-103116 October 12, 2022
3 3 SITE SETTING
3.1 The site of the proposed development is located in Paso Robles, California, with the approximate geographical coordinates 35°38’25.55” N and 120°39’05.92” W. See the Vicinity Map in Appendix A.
3.2 The proposed building sites are relatively level to slightly sloping with weeds up to one (1) foot high and a few existing structures to be removed prior to preparation of the new building pads.
4 SITE CONDITIONS
4.1 Soil Conditions
4.1.1 Evaluation of the subsurface indicates that soils are generally light brown very silty clayey sand overlain by light brown silty clayey sand with gravel, brown silty very clayey sand, and brown silty clayey sand with gravel.
4.1.2 Soils encountered at approximate bearing depths should be designed as Site Classification D in accordance with the local building code.
4.1.3 Expansion determination indicates that the bearing soils lie in the “Low” range.
4.2 Groundwater
4.2.1 Groundwater was not encountered to a depth of twenty (20) feet.
4.3 Infiltration Testing
4.3.1 Infiltration testing was done on the site in accordance with the Central Coast Low Impact Development Initiative standard. Twelve (12) infiltration borings were drilled with their locations shown on the Site Map in Appendix A. The borings were presaturated and subsequently tested. The resulting infiltration rates are as follows:
Test No. Depth (Ft.) Rate (Inch/Hour)
A 5.0’ 2.25
B 5.0’ 3.00
C 5.0’ 2.00
D 5.0’ 1.50
E 5.0’ 3.25
F 5.0’ 4.00
G 5.0’ 2.00
H 5.0’ 4.25
I 5.0’ 5.00
J 5.0’ 2.50
K 5.0’ 3.00
L 5.0’ 3.25
City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
Ardmore Project
Location: Paso Robles, CA
Project: 0751-0005 Ardmore
Date: 12/05/2022
By: ZKP
Porchet Method Summary - Infiltration Calculations
Geotech Boring ID
Referenced*
Proposed DMA Selection
for design
Tested Infiltration Rate
(in/hr)*
Porchett Infiltration Rate
(in/hr) **
A --- 2.25 0.07
B DMA B2 3.00 0.19
C DMA B1 2.00 0.10
D --- 1.50 0.08
E --- 3.25 0.13
F --- 4.00 0.36
G --- 2.00 0.13
H --- 4.25 Data Not Included
I --- 5.00 0.70
J --- 2.50 0.10
K --- 3.00 0.17
L DMA A 3.25 0.20
* See Geotechnical Engineering Report (page 3) by Beacon Geotechnical, dated 10/12/2022 ** See Infiltration Test Field Mesaurements by Beacon Geotechnical, dated 09/28/2022 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 702 of 1329 Page 1 of 13 City Council Agenda November 7, 2023
1 A
B
C
D
2 E
F
PROJECT #: F-103116
G
H
I
J
L
K
3 4
5 6
Site Map from Geotechnical Engineering Report, by Beacon Geotechnical Inc, dated 10/12/2022 Selected locations for
WG drainage design
City Council Agenda November 7, 2023
Infiltration Test Field Measurements
2930 Union Road
BORING NO. A
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 61 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 24.25 ---- ----
30 minutes 26.50 2.25 4.50
30 minutes 29.00 2.50 5.00
30 minutes 31.00 2.00 4.00
30 minutes 32.75 1.75 3.50
30 minutes 34.50 1.75 3.50
30 minutes 35.75 1.25 2.50
30 minutes 36.875 1.125 2.25
30 minutes 38.00 1.125 2.25
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. A
delta H 1.125 inches First Reading 3.07 ft User Input
delta T 60 minutes Last Reading 3.17 ft Calculated Values effective radius 3 inches Hole Depth 5.08 ft
H start 24.13 inches Riser Height 0
H end 23.00 inches
H ave 23.5625 inches
I
t 0.07 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 705 of 1329 Page 2 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. B
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 58 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 25.00 ---- ----
30 minutes 30.25 5.25 10.50
30 minutes 33.00 2.75 5.50
30 minutes 35.00 2.00 4.00
30 minutes 37.50 2.50 5.00
30 minutes 39.50 2.00 4.00
30 minutes 41.00 1.50 3.00
30 minutes 42.75 1.75 3.50
30 minutes 44.25 1.50 3.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. B
delta H 3.25 inches First Reading 3.42 ft User Input
delta T 90 minutes Last Reading 3.69 ft Calculated Values effective radius 3 inches Hole Depth 4.83 ft
H start 17.00 inches Riser Height 0
H end 13.75 inches
H ave 15.375 inches
I
t 0.19 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 707 of 1329 Page 3 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. C
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 60 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 24.50 ---- ----
30 minutes 27.00 2.50 5.00
30 minutes 28.50 1.50 3.00
30 minutes 30.25 1.75 3.50
30 minutes 31.50 1.25 2.50
30 minutes 32.50 1.00 2.00
30 minutes 33.75 1.25 2.50
30 minutes 35.00 1.25 2.50
30 minutes 36.00 1.00 2.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. C
delta H 3.5 inches First Reading 2.71 ft User Input
delta T 120 minutes Last Reading 3.00 ft Calculated Values effective radius 3 inches Hole Depth 5.00 ft
H start 27.50 inches Riser Height 0
H end 24.00 inches
H ave 25.75 inches
I
t 0.10 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 709 of 1329 Page 4 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. D
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 57 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 26.00 ---- ----
30 minutes 27.25 1.25 2.50
30 minutes 28.50 1.25 2.50
30 minutes 30.00 1.50 3.00
30 minutes 31.00 1.00 2.00
30 minutes 31.75 0.75 1.50
30 minutes 32.75 1.00 2.00
30 minutes 33.75 1.00 2.00
30 minutes 34.50 0.75 1.50
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. D
delta H 2.75 inches First Reading 2.65 ft User Input
delta T 120 minutes Last Reading 2.88 ft Calculated Values effective radius 3 inches Hole Depth 4.75 ft
H start 25.25 inches Riser Height 0
H end 22.50 inches
H ave 23.875 inches
I
t 0.08 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 711 of 1329 Page 5 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. E
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 59 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 26.75 ---- ----
30 minutes 29.75 3.00 6.00
30 minutes 32.00 2.25 4.50
30 minutes 34.50 2.50 5.00
30 minutes 36.50 2.00 4.00
30 minutes 38.25 1.75 3.50
30 minutes 40.00 1.75 3.50
30 minutes 41.625 1.625 3.25
30 minutes 43.25 1.625 3.25
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. E
delta H 1.625 inches First Reading 3.47 ft User Input
delta T 60 minutes Last Reading 3.60 ft Calculated Values effective radius 3 inches Hole Depth 4.92 ft
H start 17.38 inches Riser Height 0
H end 15.75 inches
H ave 16.5625 inches
I
t 0.13 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 713 of 1329 Page 6 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. F
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 62 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 33.25 ---- ----
30 minutes 37.50 4.25 8.50
30 minutes 39.75 2.25 4.50
30 minutes 42.50 2.75 5.50
30 minutes 44.75 2.25 4.50
30 minutes 46.75 2.00 4.00
30 minutes 49.00 2.25 4.50
30 minutes 51.00 2.00 4.00
30 minutes 53.25 2.25 4.50
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. F
delta H 6.5 inches First Reading 3.90 ft User Input
delta T 120 minutes Last Reading 4.44 ft Calculated Values effective radius 3 inches Hole Depth 5.17 ft
H start 15.25 inches Riser Height 0
H end 8.75 inches
H ave 12 inches
I
t 0.36 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 715 of 1329 Page 7 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. G
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 61 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 30.25 ---- ----
30 minutes 33.00 2.75 5.50
30 minutes 36.00 3.00 6.00
30 minutes 37.50 1.50 3.00
30 minutes 39.00 1.50 3.00
30 minutes 40.00 1.00 2.00
30 minutes 41.25 1.25 2.50
30 minutes 42.50 1.25 2.50
30 minutes 43.50 1.00 2.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. G
delta H 3.5 inches First Reading 3.33 ft User Input
delta T 120 minutes Last Reading 3.63 ft Calculated Values effective radius 3 inches Hole Depth 5.08 ft
H start 21.00 inches Riser Height 0
H end 17.50 inches
H ave 19.25 inches
I
t 0.13 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 717 of 1329 Page 8 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. H
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: inches No Available Data
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- ---- ----
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
City Council Agenda November 7, 2023
Test - Boring No. H
delta H 0 inches First Reading 0.00 ft User Input
delta T 0 minutes Last Reading 0.00 ft Calculated Values effective radius 3 inches Hole Depth 0.00 ft
H start 0.00 inches Riser Height 0
H end 0.00 inches
H ave 0 inches
I
t #DIV/0! inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 719 of 1329 Page 9 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. I
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 60 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 32.50 ---- ----
30 minutes 38.25 5.75 11.50
30 minutes 41.75 3.50 7.00
30 minutes 44.75 3.00 6.00
30 minutes 47.25 2.50 5.00
30 minutes 49.75 2.50 5.00
30 minutes 52.50 2.75 5.50
30 minutes 55.25 2.75 5.50
30 minutes 57.75 2.50 5.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. I
delta H 10.5 inches First Reading 3.94 ft User Input
delta T 150 minutes Last Reading 4.81 ft Calculated Values effective radius 3 inches Hole Depth 5.00 ft
H start 12.75 inches Riser Height 0
H end 2.25 inches
H ave 7.5 inches
I
t 0.70 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 721 of 1329 Page 10 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. J
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 62 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 30.75 ---- ----
30 minutes 32.75 2.00 4.00
30 minutes 34.75 2.00 4.00
30 minutes 37.00 2.25 4.50
30 minutes 38.50 1.50 3.00
30 minutes 40.00 1.50 3.00
30 minutes 42.00 2.00 4.00
30 minutes 43.25 1.25 2.50
30 minutes 44.50 1.25 2.50
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. J
delta H 1.25 inches First Reading 3.60 ft User Input
delta T 60 minutes Last Reading 3.71 ft Calculated Values effective radius 3 inches Hole Depth 5.17 ft
H start 18.75 inches Riser Height 0
H end 17.50 inches
H ave 18.125 inches
I
t 0.10 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 723 of 1329 Page 11 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. K
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 56 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 28.50 ---- ----
30 minutes 31.25 2.75 5.50
30 minutes 34.25 3.00 6.00
30 minutes 37.25 3.00 6.00
30 minutes 39.25 2.00 4.00
30 minutes 41.50 2.25 4.50
30 minutes 43.00 1.50 3.00
30 minutes 44.75 1.75 3.50
30 minutes 46.25 1.50 3.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. K
delta H 3.25 inches First Reading 3.58 ft User Input
delta T 90 minutes Last Reading 3.85 ft Calculated Values effective radius 3 inches Hole Depth 5.17 ft
H start 19.00 inches Riser Height 0
H end 15.75 inches
H ave 17.375 inches
I
t 0.17 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 725 of 1329 Page 12 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. L
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 63 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 33.00 ---- ----
30 minutes 35.75 2.75 5.50
30 minutes 38.25 2.50 5.00
30 minutes 40.50 2.25 4.50
30 minutes 42.75 2.25 4.50
30 minutes 44.375 1.625 3.25
30 minutes 46.125 1.75 3.50
30 minutes 47.75 1.625 3.25
30 minutes 49.50 1.75 3.50
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. L
delta H 3.375 inches First Reading 3.84 ft User Input
delta T 90 minutes Last Reading 4.13 ft Calculated Values effective radius 3 inches Hole Depth 5.25 ft
H start 16.88 inches Riser Height 0
H end 13.50 inches
H ave 15.1875 inches
I
t 0.20 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 727 of 1329 Page 13 of 13 City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
San Luis Obispo
County, California,
Paso Robles Area
Natural
Resources
Conservation
Service
October 17, 2022 Page 729 of 1329
City Council Agenda November 7, 2023
45 Custom Soil Resource Report
Map—Hydrologic Soil Group
3945400 3945600 3945800 3946000 3946200 3946400 3946600 3946800 3947000 3945400 3945600 3945800 3946000 3946200 3946400 3946600 3946800 3947000 712100 712300 712500 712700 712900 713100
712100 712300 712500 712700 712900 713100 713300
35° 38' 39'' N
120° 39' 31'' W
35° 38' 39'' N
120° 38' 38'' W
35° 37' 42'' N
120° 39' 31'' W
35° 37' 42'' N
120° 38' 38'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 400 800 1600 2400
Feet
0 100 200 400 600
Meters
Map Scale: 1:8,620 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
City Council Agenda November 7, 2023
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 Luis Obispo County, California, Paso Robles Area
Survey Area Data: Version 16, Sep 14, 2022
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 12, 2022—Apr 12, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report
46
City Council Agenda November 7, 2023
MAP LEGEND MAP INFORMATION
imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Custom Soil Resource Report
47
City Council Agenda November 7, 2023
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 100 Arbuckle fine sandy
loam, 0 to 2 percent
slopes
C 22.6 5.9%
102 Arbuckle-Positas
complex, 9 to 15
percent slopes
C 4.2 1.1%
103 Arbuckle-Positas
complex, 15 to 30
percent slopes
C 39.1 10.1%
104 Arbuckle-Positas
complex, 30 to 50
percent slopes
C 14.3 3.7%
106 Arbuckle-San Ysidro
complex, 2 to 9
percent slopes
C 82.1 21.3%
133 Cropley clay, 2 to 9
percent slopes, MLRA
14 C 33.8 8.8%
149 Hanford and Greenfield
gravelly sandy loams,
0 to 2 percent slopes
A 12.5 3.2%
150 Hanford and Greenfield
gravelly sandy loams,
2 to 9 percent slopes
A 14.2 3.7%
167 Metz-Tujunga complex,
occasionally flooded, 0
to 5 percent slopes
A 3.5 0.9%
177 Nacimiento-Ayar
complex, 9 to 30
percent slopes
C 76.2 19.7%
179 Nacimiento-Los Osos
complex, 9 to 30
percent slopes
60.4 15.6%
197 San Ysidro loam, 0 to 2
percent slopes, MLRA
14 C 23.0 6.0%
300 Corducci and Typic
Xerofluvents, 0 to 5
percent slopes,
occasionally flooded,
MLRA 14
A 0.1 0.0%
Totals for Area of Interest 386.2 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole.
Custom Soil Resource Report
48
City Council Agenda November 7, 2023
A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not.
For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods.
The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned. The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred.
Component Percent Cutoff: None Specified
Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered.
Tie-break Rule: Higher
The tie-break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie.
Custom Soil Resource Report
49
City Council Agenda November 7, 2023
References
American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 50
City Council Agenda November 7, 2023
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report
51
City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
sustain a minimum infiltration rate of 5 inches per hour throughout the life of the project and must maximize runoff retention and pollutant removal.
A mixture of sand (60%-70%) meeting the specifications of ASTM C33 and compost (30%-40%) may be used. An alternative planting medium may be utilized if it is demonstrated to be equal or more effective at attenuating pollutants than the specified planting medium mixture. • Proper plant selection as provided by the Central Coast LID Initiative. • Subsurface drainage/storage (gravel) layer with an area equal to the biofiltration treatment system surface area and having a minimum depth of 12 inches.
• Underdrain with discharge elevation at top of gravel layer. • No compaction of soils beneath the biofiltration facility. • No liners or other barriers interfering with infiltration (excepting conditions were lateral infiltration is not feasible).
.
Non-Retention Based Treatment Systems:
Stormwater Control Measures that collectively achieve at least one of the following hydraulic sizing criteria for non-retention based treatment systems:
• Volume Design Basis: Treat stormwater runoff equal to the volume of runoff generated by the 85th percentile 24-hour storm event (0.80 inches). • Flow Design Basis: Treat the flow of runoff produced by a rain event equal to at least 0.2 inches per hour intensity.
(5) Performance Requirement No. 3: Runoff Retention
Projects that create and/or replace greater than or equal to 15,000 square feet of impervious surface are required to meet runoff retention performance requirements using Low Impact Development Standards. See Stormwater Technical Guide.
Prevent off-site discharge from events up to the 95th percentile 24-hour rainfall event (1.45 inches). Retention is to be achieved by optimizing infiltration.
Project design shall be founded in Low Impact Development principles. Site opportunities and constraints shall be identified and a site assessment shall include:
• Topography, structures, utilities, easements
• Hydrologic features including natural areas, wetlands, watercourses, seeps, or springs.
• Depth to seasonal high groundwater
• Locations of wells
• Depth to impervious bedrock
• Presence of unique geology
FROM
CITY OF PASO ROBLES STANDARD SPECIFICATIONS AND DETAILS
City Council Agenda November 7, 2023
• Geotechnical hazards
• Soil and/or groundwater contamination
• Soil types and hydrologic soil groups
• Vegetative cover/trees
• Run-on characteristics (estimate off-site runoff discharging to the project area)
• Existing drainage infrastructure
• Zoning, setbacks and open space requirements
• Define the development envelope and protected areas, identifying areas that are most suitable for development and areas to be left undisturbed. • Conserve natural areas including existing trees, vegetation and soils • Limit the overall impervious footprint of the project • Set back development from creeks, wetlands and riparian habitats • When runoff reduction measures and natural landscape areas have been maximized to the extent feasible storm water control measures shall be used to comply with performance requirements. Storm water control measures associated with small-scale, decentralized facilities designed to infiltrate, evapotranspirate, filter, or capture storm water shall be optimized. Refer to the City’s technical guidelines for sizing of storm water retention facilities.
(6) Performance Requirement No. 4: Peak Management
All projects that create and/or replace greater than or equal to 22,500 square feet of impervious surface in Watershed Management Zone 1 shall manage peak stormwater runoff as required below as well as meeting Water Quality and Runoff Retention requirements.
Post-development peak flows, discharged from the site, shall not exceed preproject peak flows for the 2 through 10-year storm events.
A Stormwater Control shall be provided in conformance with the Stormwater Technical Guide on File with the Stormwater Control Manager in the Department of Public Works.
(7) Operation and Maintenance for Structural Stormwater Control Measures The design of all structural stormwater control measures must be accompanied by an operation and maintenance (O and M) plan. Minimum requirements for the O and M plan are described in the City’s Technical Guide.
Prior to project acceptance or occupancy, verification of on-going maintenance of structural stormwater control measures must be established by legal binding agreements.
FROM
CITY OF PASO ROBLES STANDARD SPECIFICATIONS AND DETAILS
City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
DEPARTMENT OF PUBLIC WORKS - STANDARD DRAWINGS Scale:
Drawing
Issued:
August 2022 NTS
Revised: Revision No:
No: H-2
HYDROLOGY
TIME OF CONCENTRATION
TC
HOURS MINUTES
4 3
2 1 TIME OF FLOOD CONCENTRATION 18
16 14
12 9
8 7
6 4
3 5
20 30
40 240
180
120
70 80
90 100
60 50
10 LENGTH OF CHANNEL FROM MOST REMOTE POINT TO POINT OF CONCENTRATION L
MILES FEET
0.5 1
2 3
4 5
10 600
700
800
900
1200
1400
1600
1800
300
5000
4000
3000
2000
1000
500
400
200
HELEVATION IN FEET OF MOST REMOTE POINT OF WATERSHED ABOVE POINT OF CONCENTRATION. 900 800
700
600
15 FEET
5000
4000
3000
2000
1000
500
400
300
200
100
50 40
30 20
10 ( )
LEGEND:
Tc = TIME OF CONCENTRATION
IN HOURS.
L = LENGTH OF CHANNEL IN
MILES.
H = DIFFERENCE IN ELEVATION
BETWEEN MOST REMOTE
POINT AND THE POINT OF
CONCENTRATION IN FEET.
EQUATIONS FOR ESTIMATED
"TIME OF CONCENTRATION"
NOTES:
1. THIS NOMOGRAPH IS LIMITED TO
WATERSHED AREAS OF 200
ACRES OR LESS. FOR LARGER
WATERSHEDS REFER TO THE
DESIGN STANDARDS.
PROFILE STREAM
Tc =
0.3853
H
11.9L
H
L
POINT OF
CONCENTRATION
WATERSHED
LIMITS
REF: P.Z. KIRPICH, CIVIL ENGINEERING, Vol. 10, No. 6, JUNE 1940, p. 362 FOR WATERSHEDS LESS THAN 200 ACRES
City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
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City Council Agenda November 7, 2023
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City Council Agenda November 7, 2023
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FROM
NOAA ATLAS 14,
VOLUME 6, VERSION 2
FOR PASO ROBLES, CA
City Council Agenda November 7, 2023
APPENDIX C
Preliminary Drainage
Design Calculations
City Council Agenda November 7, 2023
Ardmore Project
Location: Paso Robles, CA
Project: 0751-0005 Ardmore
Date: 2/16/2022
By: ZKP
Overall Hydrologic Calculations - SBUH method in HydroCAD 95th inches 1.45
2 YR inches 2.14
10 YR inches 3.74
25 YR inches 4.70
50 YR inches 5.42
100 YR inches 6.16
Pre-Dev.
Total Area
(ac)
Post-Dev.
Total Area
(ac)
Storm Pre-Developed
Flow, Q (cfs)
Post-Developed
Flow, Q (cfs)
Proposed Structural
Control Measures
(SCM)
95th - -
2 YR 32.51 31.75
10 YR 61.76 59.90
25 YR 72.83 71.33
50 YR 85.55 83.41
100 YR 93.67 90.48
95th Data Unknown -
2 YR 1.02 0.04
10 YR 2.11 0.59
25 YR 2.46 1.65
50 YR 2.97 2.53
100 YR 3.54 3.42
95th 0.01 0.03
2 YR 0.15 0.07
10 YR 0.74 0.12
25 YR 1.17 0.15
50 YR 1.52 0.18
100 YR 1.89 0.20
95th - -
2 YR 0.56 -
10 YR 2.94 0.54
25 YR 4.70 1.37
50 YR 6.11 3.36
100 YR 7.62 6.81
71.33 71.33
Pre-Dev.
Total Area
(ac)
Post-Dev.
Total Area
(ac)
Storm Pre-Developed
Flow, Q (cfs)
Post-Developed
Flow, Q (cfs)
95th 0.01 0.03
2 YR 2.97 0.59
10 YR 12.23 5.83
25 YR 18.62 11.96
50 YR 23.99 17.32
100 YR 29.75 23.94
2 2
2 2
1 Roadside bioretention
swales, StormTech
Chamber:
(B1 = 78' x 88')
(B2 = 178' x 23')
Ardmore Industrial
* See NOAA Atlas 14 Rainfall data (24-hr storm
duration)
3.27 Drainage Area Subtotal
Antecedent Moisture Condition (AMC) utilized in
HydroCAD.
14.06 64.43 64.46
2.80 0.27
14.06 3.79
2.82 0.80
Pre- vs. Post-Development Peak Flow Summary - OVERALL PROJECT SITE Project Site
Drainage Notes
A bypass culvert is proposed to
intercept offsite run-on from the
south (EX1 offsite) and convey it
to Outlet A following historic
drainage patterns.
Pre-developed data referenced
from Daniels Commercial drainage
report by Roberts Eng. (2019,
2020)
Designed onsite runoff to north
along Ardmore Road following
historic drainage patterns
Rainfall Event Data
Outlet D
Onsite Runoff (C)
Outlet B
Outlet A
Outlet Location
Pre- vs. Post-Development Peak Flow Summary - OUTLETS
Roadside bioretention
swales, StormTech
Chamber:
(A =257' x 52')
Detention Basin with
metered SD outlet.
Underground
bioretention trench
along basin bottom
Roadside bioretention
swale
Antecedent Moisture Condition
2 2022_Ardmore Drainage Calculations_NEW infilt rates Page 747 of 1329 Page 1 of 2 City Council Agenda November 7, 2023
Ardmore Project
Location: Paso Robles, CA
Project: 0751-0005 Ardmore
Date: 2/16/2022
By: ZKP
Overall Hydrologic Calculations - SBUH method in HydroCAD WSHD Outlet
Location
Total Area
(sf)
Total Area
(ac) Weighted CN Land Type Description
Time of Conc.
(min) Storm Flow, Q (cfs)
2 YR 31.27
10 YR 55.32
25 YR 62.54
50 YR 72.16
100 YR 76.97
95th -
2 YR 1.24
10 YR 6.44
25 YR 10.29
50 YR 13.39
100 YR 16.70
95th Data Unknown
2 YR 1.02
10 YR 2.11
25 YR 2.46
50 YR 2.97
100 YR 3.54
95th -
2 YR 0.56
10 YR 2.94
25 YR 4.70
50 YR 6.11
100 YR 7.62
95th 0.01
2 YR 0.15
10 YR 0.74
25 YR 1.17
50 YR 1.52
100 YR 1.89
Subtotal 3,106,984 71.33
DMA Outlet
Location
Total Area
(sf)
Total Area
(ac) Weighted CN Land Type Description
Time of Conc.
(min) Storm Flow, Q (cfs)
95th -
2 YR 0.48
10 YR 4.58
25 YR 8.79
50 YR 11.25
100 YR 13.51
95th -
2 YR 0.04
10 YR 0.59
25 YR 1.65
50 YR 2.53
100 YR 3.42
95th 0.03
2 YR 0.07
10 YR 0.12
25 YR 0.15
50 YR 0.18
100 YR 0.20
95th -
2 YR -
10 YR 0.54
25 YR 1.37
50 YR 3.36
100 YR 6.81
Subtotal 612,363 14.06
Developed
* Calculated time of concentrations values were found to be less than the minimum 6-minute standard set by the City of Paso Robles Standards.
EX1
(offsite)
EX1
(onsite)
2,494,621
312,111
C 11,941 0.27 Developed 98 6.00
D 165,076 3.79 Developed 95 6.00
B1 + B2 121,873 2.80 95 6.00
* Calculated time of concentrations values were found to be less than the minimum 6-minute standard set by the City of Paso Robles Standards.
Proposed/ Post-developed Hydrology - Land Use Data & Peak Flow
57.27 See Offsite
Hydrology
Calculations
(Rational
Method)
OFFSITE
RUN-ON
Undeveloped.
Rural grassland/
open space, few
trees
11.04 Outlet A
(Exist. double
24" SD pipes)
7.17 74 6.00
ONSITE
Undeveloped.
Rural grassland/
open space with
few trees
(Data referenced from 2019 Daniels Commercial
drainage report by Roberts Engineering - see
"Tate Property/ Offsite flow from east"
calculations)
Developed 95 6.00
Onsite Runoff
(C)
(Sheet flow
runoff to north
along Ardmore
Rd)
Outlet B
(Exist 12"
culvert)
Undeveloped.
Rural grassland/
agricultural with
few trees
6.00 EX4 34,918 0.80
Outlet D
(Surface
runoff/ sheet
flow to
northwest)
74 Mostly
undeveloped
(single ag
structure). Rural
grassland/
agricultural, few
6.00 EX3 142,459 3.27 74
** DMA C storm drain system has been designed to over-retain and detain stormwater to account for DMA E onsite stormwater runoff.
Outlet A
(Exist. double
24" SD pipes)
Outlet B
(Prop. curb
inlet at exist
12" culvert)
Outlet D
(Prop. basin
outlet with
metered flow
to northwest)
Onsite Runoff
(C)
(Sheet flow
runoff to north
along Ardmore
Rd)
Existing/ Pre-developed Hydrology - Land Use Data & Peak Flow A 313,474 7.20
EX2 122,877 2.82
2022_Ardmore Drainage Calculations_NEW infilt rates Page 748 of 1329 Page 2 of 2 City Council Agenda November 7, 2023
Ardmore Project
Location: Paso Robles, CA
Project: 0751-0005 Ardmore
Date: 2/16/2022
By: ZKP
Offsite Hydrologic Calculations - Rational method
2 YR 1.30 in/ hr
10 YR in/ hr 2.30
25 YR in/ hr 2.60
50 YR in/ hr 3.00
100 YR in/ hr 3.20
DMA Outlet
Location
Total Area
(sf)
Total Area
(ac) C
Land Type
Description
Time of
Conc. (min) Storm Intensity, I (in/hr) Flow, Q (cfs)
2 YR 1.30 31.27
10 YR 2.30 55.32
25 YR 2.60 62.54
50 YR 3.00 72.16
100 YR 3.20 76.97
2,494,621 57.27
Land Type C-Value
Rural
grass/ ag SF 0.42 2,494,621 Undeveloped
1,047,741
2,494,621 57.27 ac
0.42 Description C-value
Relief 0.20
Soil Infiltration 0.08
Vegetal Cover 0.06
Surface Storage 0.08
Total 0.42
Rainfall Event Data
* See 2022 County of San Luis Obispo Public
Improvement Standards H-4, Table 2
Outlet A
(Exist. double
24" SD pipes)
EX1 (offsite)
Subtotal
Existing/ Pre-developed Offsite Hydrology Conditions
* Calculated time of concentrations values were found to be less than the minimum 10-minute standard set by the 2022 County of San Luis Obispo Public Improvements Standards.
EX1
(offsite) 2,494,621 57.27 0.42
OFFSITE
RUN-ON
Undeveloped.
Rural grassland/
open space, few
trees
11.04 Area
ΣCA
Total DMA Area
Weighted C-Value
Undeveloped Area C-Value (SLO County detail H-3a)
Relatively flat land, with average slopes 0-5%
Slow to take up water, clay or shallow loam soils
Good to excellent - 90% or more area is good
grassland or equiv. cover
Low - well defined system of small drainage ways
with no ponds or marshes
Rural/ Ag
Land
2022_Ardmore Drainage Calculations_NEW infilt rates Page 1 of 1 Page 749 of 1329 City Council Agenda November 7, 2023
Project: 751-005 Ardmore
Date: 2/14/2022
By: ZKP
Existing/ Pre-developed Watershed Land Use
(For HydroCAD model use)
Land Type Total Area (sf) % of Total Area SF to Acre
Impervious (Imp) 3,223 0.5% 43,560
Pervious (P) 609,141 99.5%
Total Area 612,364 100.0%
Catchment Catchment Area
(sf) P/I % of Catchment
Breakdown
Area (sf)
Breakdown Area
(acre) Notes
P 100% 2,494,621 57.27
Imp 0% - -
P 100% 2,494,621 57.27
Imp 0% - -
100% 2,494,621 57.27
.
Catchment Catchment Area
(sf) P/I % of Catchment
Breakdown
Area (sf)
Breakdown Area
(acre) Notes
P 100% 312,111 7.17
Imp 0% - -
P 100% 312,111 7.17
Imp 0% - -
100% 312,111 7.17
.
Catchment Catchment Area
(sf) P/I % of Catchment
Breakdown
Area (sf)
Breakdown Area
(acre) Notes
P 98% 120,160 2.76
Imp 2% 2,717 0.06
P 98% 120,160 2.76
Imp 2% 2,717 0.06
100% 122,877 2.82
.
Catchment Catchment Area
(sf) P/I % of Catchment
Breakdown
Area (sf)
Breakdown Area
(acre) Notes
P 100% 142,459 3.27
Imp 0% - -
P 100% 142,459 3.27
Imp 0% - -
100% 142,459 3.27
.
Catchment Catchment Area
(sf) P/I % of Catchment
Breakdown
Area (sf)
Breakdown Area
(acre) Notes
P 99% 34,412 0.79
Imp 1% 506 0.01
P 99% 34,412 0.79
Imp 1% 506 0.01
100% 34,918 0.80
.
71.33 3,106,984
Exist Outlet A
Exist Outlet B
Exist Outlet A
Surface runoff to
northeast
Exist Outlet B
Subtotal 122,877
EX4 34,918
Subtotal 142,459
EX3 142,459
EX2 122,877
EX1 (onsite) 312,111
Subtotal 312,111
Existing Watershed Area
Subtotal 34,918
EX1 (offsite) 2,494,621
Subtotal 2,494,621
Existing/ Pre-developed Site Summary (excludes EX1 offsite)
14.06 Total Area (ac)
0.07 13.98
2022_Ardmore Drainage Calculations_NEW infilt rates Page 750 of 1329 Page 1 of 1 City Council Agenda November 7, 2023
Project: 751-005 Ardmore
Date: 2/14/2022
By: ZKP
Proposed/ Post-developed DMA Land Use
(For HydroCAD model use)
Land Type Total Area (sf) % of Total Area SF to Acre
Impervious (Imp) 501,730 81.9% 43,560
Pervious (P) 110,633 18.1%
Total Area 612,363 100.0%
Catchment Catchment Area
(sf) P/I % of Catchment
Breakdown
Area (sf)
Breakdown Area
(acre) Notes
P 14% 37,042 0.85
Imp 86% 227,546 5.22
P 14% 6,844 0.16
Imp 86% 42,041 0.97
P 14% 43,886 1.01
Imp 86% 269,587 6.19
100% 313,474 7.20
.
P 24% 15,178 0.35
Imp 76% 44,042 1.01
P 24% 1,256 0.03
Imp 76% 9,109 0.21
P 24% 16,434 0.38
Imp 76% 53,151 1.22
100% 69,586 1.60
.
P 24% 4,163 0.10
Imp 76% 48,124 1.10
P 24% 4,163 0.10
Imp 76% 48,124 1.10
100% 52,287 1.20
P 10% 2,633 0.06
Imp 90% 7,087 0.16
P 10% - -
Imp 90% 2,221 0.05
P 10% 2,633 0.06
Imp 90% 9,308 0.21
100% 11,941 0.27
.
P 26% 43,517 1.00
Imp 74% 121,559 2.79
P 26% 43,517 1.00
Imp 74% 121,559 2.79
100% 165,076 3.79
.
612,363 14.06
Subtotal (D) 165,076
Total Project Area
A1 264,589
A2
B1b
Subtotal (A)
Subtotal (B) 52,287
B2a 52,287
Basin w/ Bioretention,
Outlet D
Roadside Bioswale,
Run-off to the north
C2 2,221 Onsite run-off to the
north
Subtotal (C)
D1 165,076
11,941
Roadside Bioswale,
Outlet A 48,885
Proposed/ Post-developed Site Summary
C1 9,720
59,221
10,365
Subtotal (B) 69,586
313,474
B1a
StormTech Chambers,
Outlet B
Total Area (ac)
2.54 11.52
14.06 StormTech Chambers,
Outlet B
Roadside Bioswale,
Outlet B
StormTech Chambers,
Outlet A
2022_Ardmore Drainage Calculations_NEW infilt rates Page 751 of 1329 Page 1 of 2 City Council Agenda November 7, 2023
Project: 751-005 Ardmore
Date: 2/16/2022
By: ZKP
Time of Concentration calculations
References:
2022 County of San Luis Obispo Public Improvement Standard H-2 Watershed Outlet L (Mile) H (ft) tc (hr) tc (min)
EX1 (offsite) 0.54 152 0.18 11.04 6.00
EX1 (onsite) 0.11 19 0.07 4.06 6.00
EX2 Outlet B (Exist 12" culvert)
EX3 Outlet D (Surface runoff/
sheet flow to northwest) 0.11 19 0.06 3.89 6.00
EX4
Onsite Runoff (C)
(Sheet flow runoff to north
along Ardmore Rd)
0.05 6 0.05 2.74 6.00
DMA Outlet L (MI) H tc (hr) tc (min)
A Exist. Dbl. 24" SD pipes 0.11 13.0 0.08 4.77 6.00
B Proposed Curb Inlet 0.06 3.9 0.06 3.77 6.00
C Onsite Runoff 0.09 4.7 0.09 5.49 6.00
D Basin Outlet 0.13 15.0 0.08 4.97 6.00
Existing Conditions
Proposed Conditions
City of Paso
Robles min.
tc (min)
City of Paso
Robles min.
tc (min)
Outlet A (Exist. double 24"
SD pipes)
(Data referenced from 2019 Daniels Commercial
drainage report by Roberts Engineering)
2022_Ardmore Drainage Calculations_NEW infilt rates Page 752 of 1329 Page 1 of 1 City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
A1
DMA A-1
A2
DMA A-2
B1a
Catch B-1a
B1b
Catch B-1b
B2a
Catch B-2a
C1
Catch C-1
C2
Catch C-2
D1
DMA D-1
LID A1
A-1 Chambers
LID A2
A-2 Bioretention
LID B1a
B-1a Chambers
LID B1b
B-1b Bioretention
LID B2a
B-2a Chambers
LID C2
C-1 Bioretention
LID D
Basin
A
Outlet A
B
Outlet B
C
Outlet C
D
Outlet D
Routing Diagram for 2022_Ardmore
Prepared by Wallace Group, Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link
PROPOSED ROUTING DIAGRAM
City Council Agenda November 7, 2023
2022_Ardmore Table of Contents
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
6 Pipe Listing (all nodes)
2-YR Event
7 Node Listing
9 Subcat A1: DMA A-1
10 Subcat A2: DMA A-2
11 Subcat B1a: Catch B-1a
12 Subcat B1b: Catch B-1b
13 Subcat B2a: Catch B-2a
14 Subcat C1: Catch C-1
15 Subcat C2: Catch C-2
16 Subcat D1: DMA D-1
17 Pond LID A1: A-1 Chambers
20 Pond LID A2: A-2 Bioretention
22 Pond LID B1a: B-1a Chambers
25 Pond LID B1b: B-1b Bioretention
27 Pond LID B2a: B-2a Chambers
30 Pond LID C2: C-1 Bioretention
32 Pond LID D: Basin
34 Link A: Outlet A
35 Link B: Outlet B
36 Link C: Outlet C
37 Link D: Outlet D
10-YR Event
38 Node Listing
40 Subcat A1: DMA A-1
41 Subcat A2: DMA A-2
42 Subcat B1a: Catch B-1a
43 Subcat B1b: Catch B-1b
44 Subcat B2a: Catch B-2a
45 Subcat C1: Catch C-1
46 Subcat C2: Catch C-2
47 Subcat D1: DMA D-1
48 Pond LID A1: A-1 Chambers
51 Pond LID A2: A-2 Bioretention
53 Pond LID B1a: B-1a Chambers
56 Pond LID B1b: B-1b Bioretention
58 Pond LID B2a: B-2a Chambers
61 Pond LID C2: C-1 Bioretention
City Council Agenda November 7, 2023
2022_Ardmore Table of Contents
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC 63 Pond LID D: Basin
65 Link A: Outlet A
66 Link B: Outlet B
67 Link C: Outlet C
68 Link D: Outlet D
_95th Event
69 Node Listing
71 Subcat A1: DMA A-1
72 Subcat A2: DMA A-2
73 Subcat B1a: Catch B-1a
74 Subcat B1b: Catch B-1b
75 Subcat B2a: Catch B-2a
76 Subcat C1: Catch C-1
77 Subcat C2: Catch C-2
78 Subcat D1: DMA D-1
79 Pond LID A1: A-1 Chambers
82 Pond LID A2: A-2 Bioretention
84 Pond LID B1a: B-1a Chambers
87 Pond LID B1b: B-1b Bioretention
89 Pond LID B2a: B-2a Chambers
92 Pond LID C2: C-1 Bioretention
94 Pond LID D: Basin
96 Link A: Outlet A
97 Link B: Outlet B
98 Link C: Outlet C
99 Link D: Outlet D
City Council Agenda November 7, 2023
2022_Ardmore
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events)
Event# Event
Name
Storm Type Curve Mode Duration
(hours)
B/B Depth
(inches)
AMC
1 2-YR Type I 24-hr Default 24.00 1 2.14 2
2 10-YR Type I 24-hr Default 24.00 1 3.74 2
3 _95th Type I 24-hr Default 24.00 1 1.45 1
City Council Agenda November 7, 2023
2022_Ardmore
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
8.728 98 Impervious, HSG C (A1, A2, B1a, B1b, B2a, C1, C2)
2.540 79 Landscaped, 50-75% Grass cover, Fair, HSG C (A1, A2, B1a, B1b, B2a, C1, D1)
2.791 98 Paved parking, HSG C (D1)
14.058 95 TOTAL AREA
City Council Agenda November 7, 2023
2022_Ardmore
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes)
Area
(acres)
Soil
Group
Subcatchment
Numbers
0.000 HSG A
0.000 HSG B
14.058 HSG C A1, A2, B1a, B1b, B2a, C1, C2, D1
0.000 HSG D
0.000 Other
14.058 TOTAL AREA
City Council Agenda November 7, 2023
2022_Ardmore
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes)
HSG-A
(acres)
HSG-B
(acres)
HSG-C
(acres)
HSG-D
(acres)
Other
(acres)
Total
(acres)
Ground
Cover
Subcatc
Number
0.000 0.000 8.728 0.000 0.000 8.728 Impervious
0.000 0.000 2.540 0.000 0.000 2.540 Landscaped, 50-75% Grass cover, Fair
0.000 0.000 2.791 0.000 0.000 2.791 Paved parking
0.000 0.000 14.058 0.000 0.000 14.058 TOTAL AREA
City Council Agenda November 7, 2023
2022_Ardmore
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 6 Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 LID A1 819.00 818.50 35.0 0.0143 0.012 0.0 18.0 0.0
2 LID B1a 822.63 822.50 50.0 0.0026 0.012 0.0 18.0 0.0
3 LID B2a 822.19 821.89 30.0 0.0100 0.012 0.0 18.0 0.0
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 7 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SBUH method, Split Pervious/Imperv.
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A1: DMA A-1 Runoff Area=264,589 sf 86.00% Impervious Runoff Depth=1.73" Tc=6.0 min CN=79/98 Runoff=7.21 cfs 0.876 af
Subcatchment A2: DMA A-2 Runoff Area=48,885 sf 86.00% Impervious Runoff Depth=1.73" Tc=6.0 min CN=79/98 Runoff=1.33 cfs 0.162 af
Subcatchment B1a: Catch B-1a Runoff Area=59,221 sf 74.37% Impervious Runoff Depth=1.58" Tc=6.0 min CN=79/98 Runoff=1.46 cfs 0.179 af
Subcatchment B1b: Catch B-1b Runoff Area=10,365 sf 87.88% Impervious Runoff Depth=1.75" Tc=6.0 min CN=79/98 Runoff=0.29 cfs 0.035 af
Subcatchment B2a: Catch B-2a Runoff Area=52,287 sf 92.04% Impervious Runoff Depth=1.81" Tc=6.0 min CN=79/98 Runoff=1.50 cfs 0.181 af
Subcatchment C1: Catch C-1 Runoff Area=9,720 sf 72.91% Impervious Runoff Depth=1.56" Tc=6.0 min CN=79/98 Runoff=0.24 cfs 0.029 af
Subcatchment C2: Catch C-2 Runoff Area=2,221 sf 100.00% Impervious Runoff Depth=1.91" Tc=6.0 min CN=0/98 Runoff=0.07 cfs 0.008 af
Subcatchment D1: DMA D-1 Runoff Area=165,076 sf 73.64% Impervious Runoff Depth=1.57" Tc=6.0 min CN=79/98 Runoff=4.03 cfs 0.495 af
Pond LID A1: A-1 Chambers Peak Elev=819.30' Storage=0.487 af Inflow=7.21 cfs 0.876 af Discarded=0.06 cfs 0.350 af Primary=0.48 cfs 0.330 af Outflow=0.54 cfs 0.680 af Pond LID A2: A-2 Bioretention Peak Elev=824.08' Storage=1,618 cf Inflow=1.33 cfs 0.162 af Discarded=0.27 cfs 0.162 af Primary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.162 af Pond LID B1a: B-1a Chambers Peak Elev=821.36' Storage=0.153 af Inflow=1.46 cfs 0.179 af Discarded=0.02 cfs 0.088 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.088 af Pond LID B1b: B-1b Bioretention Peak Elev=822.64' Storage=389 cf Inflow=0.29 cfs 0.035 af Discarded=0.05 cfs 0.035 af Primary=0.00 cfs 0.000 af Outflow=0.05 cfs 0.035 af Pond LID B2a: B-2a Chambers Peak Elev=822.28' Storage=0.131 af Inflow=1.50 cfs 0.181 af Discarded=0.02 cfs 0.101 af Primary=0.04 cfs 0.022 af Outflow=0.06 cfs 0.123 af Pond LID C2: C-1 Bioretention Peak Elev=821.65' Storage=245 cf Inflow=0.24 cfs 0.029 af Discarded=0.06 cfs 0.029 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.029 af Pond LID D: Basin Peak Elev=815.66' Storage=20,544 cf Inflow=4.03 cfs 0.495 af Discarded=0.02 cfs 0.090 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.090 af Link A: Outlet A Inflow=0.48 cfs 0.330 af
Primary=0.48 cfs 0.330 af
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 8 Link B: Outlet B Inflow=0.04 cfs 0.022 af
Primary=0.04 cfs 0.022 af
Link C: Outlet C Inflow=0.07 cfs 0.008 af
Primary=0.07 cfs 0.008 af
Link D: Outlet D Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Total Runoff Area = 14.058 ac Runoff Volume = 1.965 af Average Runoff Depth = 1.68"
18.07% Pervious = 2.540 ac 81.93% Impervious = 11.518 ac
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment A1: DMA A-1
Runoff = 7.21 cfs @ 9.94 hrs, Volume= 0.876 af, Depth= 1.73" Routed to Pond LID A1 : A-1 Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
* 227,546 98 Impervious, HSG C
* 37,043 79 Landscaped, 50-75% Grass cover, Fair, HSG C 264,589 95 Weighted Average
37,043 79 14.00% Pervious Area
227,546 98 86.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment A1: DMA A-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
8 7
6 5
4 3
2 1
0 Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=264,589 sf
Runoff Volume=0.876 af
Runoff Depth=1.73"
Tc=6.0 min
CN=79/98
7.21 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment A2: DMA A-2
Runoff = 1.33 cfs @ 9.94 hrs, Volume= 0.162 af, Depth= 1.73" Routed to Pond LID A2 : A-2 Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
42,041 98 Impervious, HSG C
6,844 79 Landscaped, 50-75% Grass cover, Fair, HSG C
48,885 95 Weighted Average
6,844 79 14.00% Pervious Area
42,041 98 86.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment A2: DMA A-2
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=48,885 sf
Runoff Volume=0.162 af
Runoff Depth=1.73"
Tc=6.0 min
CN=79/98
1.33 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment B1a: Catch B-1a
Runoff = 1.46 cfs @ 9.94 hrs, Volume= 0.179 af, Depth= 1.58" Routed to Pond LID B1a : B-1a Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
44,043 98 Impervious, HSG C
15,178 79 Landscaped, 50-75% Grass cover, Fair, HSG C
59,221 93 Weighted Average
15,178 79 25.63% Pervious Area
44,043 98 74.37% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B1a: Catch B-1a
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=59,221 sf
Runoff Volume=0.179 af
Runoff Depth=1.58"
Tc=6.0 min
CN=79/98
1.46 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment B1b: Catch B-1b
Runoff = 0.29 cfs @ 9.94 hrs, Volume= 0.035 af, Depth= 1.75" Routed to Pond LID B1b : B-1b Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
9,109 98 Impervious, HSG C
1,256 79 Landscaped, 50-75% Grass cover, Fair, HSG C
10,365 96 Weighted Average
1,256 79 12.12% Pervious Area
9,109 98 87.88% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B1b: Catch B-1b
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.32 0.3
0.28 0.26
0.24 0.22
0.2 0.18
0.16 0.14
0.12 0.1
0.08 0.06
0.04 0.02
0 Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=10,365 sf
Runoff Volume=0.035 af
Runoff Depth=1.75"
Tc=6.0 min
CN=79/98
0.29 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment B2a: Catch B-2a
Runoff = 1.50 cfs @ 9.94 hrs, Volume= 0.181 af, Depth= 1.81" Routed to Pond LID B2a : B-2a Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
48,124 98 Impervious, HSG C
4,163 79 Landscaped, 50-75% Grass cover, Fair, HSG C
52,287 96 Weighted Average
4,163 79 7.96% Pervious Area
48,124 98 92.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B2a: Catch B-2a
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=52,287 sf
Runoff Volume=0.181 af
Runoff Depth=1.81"
Tc=6.0 min
CN=79/98
1.50 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment C1: Catch C-1
Runoff = 0.24 cfs @ 9.94 hrs, Volume= 0.029 af, Depth= 1.56" Routed to Pond LID C2 : C-1 Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
7,087 98 Impervious, HSG C
2,633 79 Landscaped, 50-75% Grass cover, Fair, HSG C
9,720 93 Weighted Average
2,633 79 27.09% Pervious Area
7,087 98 72.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment C1: Catch C-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.26 0.25
0.24 0.23
0.22 0.21
0.2 0.19
0.18 0.17
0.16 0.15
0.14 0.13
0.12 0.11
0.1 0.09
0.08 0.07
0.06 0.05
0.04 0.03
0.02 0.01
0 Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=9,720 sf
Runoff Volume=0.029 af
Runoff Depth=1.56"
Tc=6.0 min
CN=79/98
0.24 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment C2: Catch C-2
Runoff = 0.07 cfs @ 9.94 hrs, Volume= 0.008 af, Depth= 1.91" Routed to Link C : Outlet C
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
2,221 98 Impervious, HSG C
2,221 98 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment C2: Catch C-2
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.075
0.07 0.065
0.06 0.055
0.05 0.045
0.04 0.035
0.03 0.025
0.02 0.015
0.01 0.005
0 Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=2,221 sf
Runoff Volume=0.008 af
Runoff Depth=1.91"
Tc=6.0 min
CN=0/98
0.07 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment D1: DMA D-1
Runoff = 4.03 cfs @ 9.94 hrs, Volume= 0.495 af, Depth= 1.57" Routed to Pond LID D : Basin
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 2-YR Rainfall=2.14"
Area (sf) CN Description
121,559 98 Paved parking, HSG C
* 43,517 79 Landscaped, 50-75% Grass cover, Fair, HSG C 165,076 93 Weighted Average
43,517 79 26.36% Pervious Area
121,559 98 73.64% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment D1: DMA D-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
4 3
2 1
0 Type I 24-hr
2-YR Rainfall=2.14"
Runoff Area=165,076 sf
Runoff Volume=0.495 af
Runoff Depth=1.57"
Tc=6.0 min
CN=79/98
4.03 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 17 Summary for Pond LID A1: A-1 Chambers
Inflow Area = 6.074 ac, 86.00% Impervious, Inflow Depth = 1.73" for 2-YR event Inflow = 7.21 cfs @ 9.94 hrs, Volume= 0.876 af
Outflow = 0.54 cfs @ 12.88 hrs, Volume= 0.680 af, Atten= 92%, Lag= 176.2 min Discarded = 0.06 cfs @ 12.88 hrs, Volume= 0.350 af
Primary = 0.48 cfs @ 12.88 hrs, Volume= 0.330 af
Routed to Link A : Outlet A
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 819.30' @ 12.88 hrs Surf.Area= 0.303 ac Storage= 0.487 af Plug-Flow detention time= 1,042.4 min calculated for 0.680 af (78% of inflow) Center-of-Mass det. time= 921.0 min ( 1,644.3 - 723.3 ) Volume Invert Avail.Storage Storage Description
#1A 817.00' 0.417 af 51.42'W x 256.65'L x 5.50'H Field A
1.666 af Overall - 0.623 af Embedded = 1.043 af x 40.0% Voids #2A 817.75' 0.623 af ADS_StormTech MC-3500 d +Cap x 245 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 245 Chambers in 7 Rows
Cap Storage= 14.9 cf x 2 x 7 rows = 208.6 cf
1.040 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 819.00' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 819.00' / 818.50' S= 0.0143 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 817.00' 0.200 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' Phase-In= 0.10' Discarded OutFlow Max=0.06 cfs @ 12.88 hrs HW=819.30' (Free Discharge) 2=Exfiltration ( Controls 0.06 cfs)
Primary OutFlow Max=0.48 cfs @ 12.88 hrs HW=819.30' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.48 cfs @ 1.88 fps)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 18 Pond LID A1: A-1 Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 7 rows = 208.6 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
35 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 254.65' Row Length +12.0" End Stone x 2 = 256.65' Base Length
7 Rows x 77.0" Wide + 9.0" Spacing x 6 + 12.0" Side Stone x 2 = 51.42' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 245 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 7 Rows = 27,146.8 cf Chamber Storage 72,578.5 cf Field - 27,146.8 cf Chambers = 45,431.7 cf Stone x 40.0% Voids = 18,172.7 cf Stone Storage Chamber Storage + Stone Storage = 45,319.5 cf = 1.040 af Overall Storage Efficiency = 62.4%
Overall System Size = 256.65' x 51.42' x 5.50'
245 Chambers
2,688.1 cy Field
1,682.7 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 19 Pond LID A1: A-1 Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
8 7
6 5
4 3
2 1
0 Inflow Area=6.074 ac
Peak Elev=819.30'
Storage=0.487 af
7.21 cfs
0.54 cfs
0.48 cfs 0.06 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 20 Summary for Pond LID A2: A-2 Bioretention
Inflow Area = 1.122 ac, 86.00% Impervious, Inflow Depth = 1.73" for 2-YR event Inflow = 1.33 cfs @ 9.94 hrs, Volume= 0.162 af
Outflow = 0.27 cfs @ 10.44 hrs, Volume= 0.162 af, Atten= 80%, Lag= 30.2 min Discarded = 0.27 cfs @ 10.44 hrs, Volume= 0.162 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link A : Outlet A
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 824.08' @ 10.44 hrs Surf.Area= 3,565 sf Storage= 1,618 cf Plug-Flow detention time= 50.0 min calculated for 0.162 af (100% of inflow) Center-of-Mass det. time= 49.9 min ( 773.3 - 723.3 )
Volume Invert Avail.Storage Storage Description
#1 821.90' 5,348 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
821.90 0 0.0 0 0
823.90 3,565 40.0 1,426 1,426
825.90 3,565 30.0 2,139 3,565
826.40 3,565 100.0 1,783 5,348
Device Routing Invert Outlet Devices
#1 Primary 825.90' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 821.90' 3.250 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00'
Discarded OutFlow Max=0.27 cfs @ 10.44 hrs HW=824.08' (Free Discharge) 2=Exfiltration ( Controls 0.27 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=821.90' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 21 Pond LID A2: A-2 Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=1.122 ac
Peak Elev=824.08'
Storage=1,618 cf
1.33 cfs
0.27 cfs
0.27 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 22 Summary for Pond LID B1a: B-1a Chambers
Inflow Area = 1.360 ac, 74.37% Impervious, Inflow Depth = 1.58" for 2-YR event Inflow = 1.46 cfs @ 9.94 hrs, Volume= 0.179 af
Outflow = 0.02 cfs @ 24.08 hrs, Volume= 0.088 af, Atten= 99%, Lag= 848.7 min Discarded = 0.02 cfs @ 24.08 hrs, Volume= 0.088 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 821.36' @ 24.08 hrs Surf.Area= 0.155 ac Storage= 0.153 af Plug-Flow detention time= 1,749.5 min calculated for 0.088 af (49% of inflow) Center-of-Mass det. time= 1,547.2 min ( 2,278.3 - 731.1 ) Volume Invert Avail.Storage Storage Description
#1A 819.80' 0.217 af 87.25'W x 77.40'L x 5.50'H Field A
0.853 af Overall - 0.311 af Embedded = 0.542 af x 40.0% Voids #2A 820.55' 0.311 af ADS_StormTech MC-3500 d +Cap x 120 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 120 Chambers in 12 Rows
Cap Storage= 14.9 cf x 2 x 12 rows = 357.6 cf
0.528 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 822.63' 18.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 822.63' / 822.50' S= 0.0026 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 819.80' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 98.80' Phase-In= 0.10' Discarded OutFlow Max=0.02 cfs @ 24.08 hrs HW=821.36' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=819.80' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 23 Pond LID B1a: B-1a Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 12 rows = 357.6 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
10 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 75.40' Row Length +12.0" End Stone x 2 = 77.40' Base Length
12 Rows x 77.0" Wide + 9.0" Spacing x 11 + 12.0" Side Stone x 2 = 87.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 120 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 12 Rows = 13,551.8 cf Chamber Storage 37,142.3 cf Field - 13,551.8 cf Chambers = 23,590.5 cf Stone x 40.0% Voids = 9,436.2 cf Stone Storage Chamber Storage + Stone Storage = 22,988.0 cf = 0.528 af Overall Storage Efficiency = 61.9%
Overall System Size = 77.40' x 87.25' x 5.50'
120 Chambers
1,375.6 cy Field
873.7 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 24 Pond LID B1a: B-1a Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=1.360 ac
Peak Elev=821.36'
Storage=0.153 af
1.46 cfs
0.02 cfs
0.02 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 25 Summary for Pond LID B1b: B-1b Bioretention
Inflow Area = 0.238 ac, 87.88% Impervious, Inflow Depth = 1.75" for 2-YR event Inflow = 0.29 cfs @ 9.94 hrs, Volume= 0.035 af
Outflow = 0.05 cfs @ 10.51 hrs, Volume= 0.035 af, Atten= 82%, Lag= 34.2 min Discarded = 0.05 cfs @ 10.51 hrs, Volume= 0.035 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 822.64' @ 10.51 hrs Surf.Area= 1,106 sf Storage= 389 cf Plug-Flow detention time= 72.4 min calculated for 0.035 af (100% of inflow) Center-of-Mass det. time= 72.4 min ( 794.6 - 722.2 )
Volume Invert Avail.Storage Storage Description
#1 820.88' 1,884 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
820.88 0 0.0 0 0
822.88 1,256 40.0 502 502
824.88 1,256 30.0 754 1,256
825.38 1,256 100.0 628 1,884
Device Routing Invert Outlet Devices
#1 Primary 824.88' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 820.88' 2.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' Discarded OutFlow Max=0.05 cfs @ 10.51 hrs HW=822.64' (Free Discharge) 2=Exfiltration ( Controls 0.05 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.88' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 26 Pond LID B1b: B-1b Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.32 0.3
0.28 0.26
0.24 0.22
0.2 0.18
0.16 0.14
0.12 0.1
0.08 0.06
0.04 0.02
0 Inflow Area=0.238 ac
Peak Elev=822.64'
Storage=389 cf
0.29 cfs
0.05 cfs
0.05 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 27 Summary for Pond LID B2a: B-2a Chambers
Inflow Area = 1.200 ac, 92.04% Impervious, Inflow Depth = 1.81" for 2-YR event Inflow = 1.50 cfs @ 9.94 hrs, Volume= 0.181 af
Outflow = 0.06 cfs @ 18.70 hrs, Volume= 0.123 af, Atten= 96%, Lag= 525.7 min Discarded = 0.02 cfs @ 18.70 hrs, Volume= 0.101 af
Primary = 0.04 cfs @ 18.70 hrs, Volume= 0.022 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 822.28' @ 18.70 hrs Surf.Area= 0.093 ac Storage= 0.131 af Plug-Flow detention time= 1,504.4 min calculated for 0.123 af (68% of inflow) Center-of-Mass det. time= 1,350.8 min ( 2,070.6 - 719.8 ) Volume Invert Avail.Storage Storage Description
#1A 820.19' 0.131 af 22.75'W x 177.78'L x 5.50'H Field A
0.511 af Overall - 0.184 af Embedded = 0.327 af x 40.0% Voids #2A 820.94' 0.184 af ADS_StormTech MC-3500 d +Cap x 72 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 72 Chambers in 3 Rows
Cap Storage= 14.9 cf x 2 x 3 rows = 89.4 cf
0.315 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 822.19' 18.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 822.19' / 821.89' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 820.19' 0.190 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 98.79' Phase-In= 0.10' Discarded OutFlow Max=0.02 cfs @ 18.70 hrs HW=822.28' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.04 cfs @ 18.70 hrs HW=822.28' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.04 cfs @ 1.47 fps)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 28 Pond LID B2a: B-2a Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 3 rows = 89.4 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
24 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 175.78' Row Length +12.0" End Stone x 2 = 177.78' Base Length
3 Rows x 77.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 22.75' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 72 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 3 Rows = 8,005.9 cf Chamber Storage 22,244.7 cf Field - 8,005.9 cf Chambers = 14,238.8 cf Stone x 40.0% Voids = 5,695.5 cf Stone Storage Chamber Storage + Stone Storage = 13,701.5 cf = 0.315 af Overall Storage Efficiency = 61.6%
Overall System Size = 177.78' x 22.75' x 5.50'
72 Chambers
823.9 cy Field
527.4 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 29 Pond LID B2a: B-2a Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=1.200 ac
Peak Elev=822.28'
Storage=0.131 af
1.50 cfs
0.06 cfs
0.02 cfs
0.04 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 30 Summary for Pond LID C2: C-1 Bioretention
Inflow Area = 0.223 ac, 72.91% Impervious, Inflow Depth = 1.56" for 2-YR event Inflow = 0.24 cfs @ 9.94 hrs, Volume= 0.029 af
Outflow = 0.06 cfs @ 10.32 hrs, Volume= 0.029 af, Atten= 74%, Lag= 22.5 min Discarded = 0.06 cfs @ 10.32 hrs, Volume= 0.029 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link C : Outlet C
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 821.65' @ 10.32 hrs Surf.Area= 877 sf Storage= 245 cf Plug-Flow detention time= 32.0 min calculated for 0.029 af (100% of inflow) Center-of-Mass det. time= 32.0 min ( 764.1 - 732.1 )
Volume Invert Avail.Storage Storage Description
#1 820.25' 1,884 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
820.25 0 0.0 0 0
822.25 1,256 40.0 502 502
824.25 1,256 30.0 754 1,256
824.75 1,256 100.0 628 1,884
Device Routing Invert Outlet Devices
#1 Primary 824.25' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 820.25' 3.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' Discarded OutFlow Max=0.06 cfs @ 10.32 hrs HW=821.65' (Free Discharge) 2=Exfiltration ( Controls 0.06 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.25' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 31 Pond LID C2: C-1 Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.26 0.24
0.22 0.2
0.18 0.16
0.14 0.12
0.1 0.08
0.06 0.04
0.02 0
Inflow Area=0.223 ac
Peak Elev=821.65'
Storage=245 cf
0.24 cfs
0.06 cfs
0.06 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 32 Summary for Pond LID D: Basin
Inflow Area = 3.790 ac, 73.64% Impervious, Inflow Depth = 1.57" for 2-YR event Inflow = 4.03 cfs @ 9.94 hrs, Volume= 0.495 af
Outflow = 0.02 cfs @ 24.18 hrs, Volume= 0.090 af, Atten= 100%, Lag= 854.3 min Discarded = 0.02 cfs @ 24.18 hrs, Volume= 0.090 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link D : Outlet D
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link D : Outlet D
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 815.66' @ 24.18 hrs Surf.Area= 10,472 sf Storage= 20,544 cf Plug-Flow detention time= 1,944.2 min calculated for 0.090 af (18% of inflow) Center-of-Mass det. time= 1,627.5 min ( 2,359.1 - 731.6 ) Volume Invert Avail.Storage Storage Description
#1 810.00' 35,708 cf DMA D Basin (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
810.00 4,775 0.0 0 0
812.00 4,775 40.0 3,820 3,820
814.00 4,775 30.0 2,865 6,685
815.00 9,674 100.0 7,225 13,910
816.00 10,885 100.0 10,280 24,189
817.00 12,153 100.0 11,519 35,708
Device Routing Invert Outlet Devices
#1 Primary 816.25' 3.6" x 1.0" Horiz. Orifice/Grate X 310.00 C= 0.600 in 36.0" x 36.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 810.00' 0.070 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' #3 Secondary 816.75' 30.0' long x 2.0' breadth Spillway_Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Discarded OutFlow Max=0.02 cfs @ 24.18 hrs HW=815.66' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=810.00' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=810.00' TW=0.00' (Dynamic Tailwater) 3=Spillway_Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 33 Pond LID D: Basin
Inflow
Outflow
Discarded
Primary
Secondary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
4 3
2 1
0 Inflow Area=3.790 ac
Peak Elev=815.66'
Storage=20,544 cf
4.03 cfs
0.02 cfs
0.02 cfs
0.00 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 34 Summary for Link A: Outlet A
Inflow Area = 7.196 ac, 86.00% Impervious, Inflow Depth = 0.55" for 2-YR event Inflow = 0.48 cfs @ 12.88 hrs, Volume= 0.330 af
Primary = 0.48 cfs @ 12.88 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link A: Outlet A
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.5 0.45
0.4 0.35
0.3 0.25
0.2 0.15
0.1 0.05
0 Inflow Area=7.196 ac
0.48 cfs
0.48 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 35 Summary for Link B: Outlet B
Inflow Area = 2.798 ac, 83.10% Impervious, Inflow Depth = 0.10" for 2-YR event Inflow = 0.04 cfs @ 18.70 hrs, Volume= 0.022 af
Primary = 0.04 cfs @ 18.70 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link B: Outlet B
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.046
0.044
0.042
0.04 0.038
0.036
0.034
0.032
0.03 0.028
0.026
0.024
0.022
0.02 0.018
0.016
0.014
0.012
0.01 0.008
0.006
0.004
0.002
0 Inflow Area=2.798 ac
0.04 cfs
0.04 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 36 Summary for Link C: Outlet C
Inflow Area = 0.274 ac, 77.95% Impervious, Inflow Depth = 0.36" for 2-YR event Inflow = 0.07 cfs @ 9.94 hrs, Volume= 0.008 af
Primary = 0.07 cfs @ 9.94 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link C: Outlet C
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.075
0.07 0.065
0.06 0.055
0.05 0.045
0.04 0.035
0.03 0.025
0.02 0.015
0.01 0.005
0 Inflow Area=0.274 ac
0.07 cfs
0.07 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 2-YR Rainfall=2.14"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 37 Summary for Link D: Outlet D
Inflow Area = 3.790 ac, 73.64% Impervious, Inflow Depth = 0.00" for 2-YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link D: Outlet D
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=3.790 ac
0.00 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 38 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SBUH method, Split Pervious/Imperv.
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A1: DMA A-1 Runoff Area=264,589 sf 86.00% Impervious Runoff Depth=3.26" Tc=6.0 min CN=79/98 Runoff=13.40 cfs 1.650 af
Subcatchment A2: DMA A-2 Runoff Area=48,885 sf 86.00% Impervious Runoff Depth=3.26" Tc=6.0 min CN=79/98 Runoff=2.48 cfs 0.305 af
Subcatchment B1a: Catch B-1a Runoff Area=59,221 sf 74.37% Impervious Runoff Depth=3.06" Tc=6.0 min CN=79/98 Runoff=2.81 cfs 0.346 af
Subcatchment B1b: Catch B-1b Runoff Area=10,365 sf 87.88% Impervious Runoff Depth=3.29" Tc=6.0 min CN=79/98 Runoff=0.53 cfs 0.065 af
Subcatchment B2a: Catch B-2a Runoff Area=52,287 sf 92.04% Impervious Runoff Depth=3.37" Tc=6.0 min CN=79/98 Runoff=2.73 cfs 0.337 af
Subcatchment C1: Catch C-1 Runoff Area=9,720 sf 72.91% Impervious Runoff Depth=3.03" Tc=6.0 min CN=79/98 Runoff=0.46 cfs 0.056 af
Subcatchment C2: Catch C-2 Runoff Area=2,221 sf 100.00% Impervious Runoff Depth=3.51" Tc=6.0 min CN=0/98 Runoff=0.12 cfs 0.015 af
Subcatchment D1: DMA D-1 Runoff Area=165,076 sf 73.64% Impervious Runoff Depth=3.04" Tc=6.0 min CN=79/98 Runoff=7.81 cfs 0.961 af
Pond LID A1: A-1 Chambers Peak Elev=820.05' Storage=0.660 af Inflow=13.40 cfs 1.650 af Discarded=0.06 cfs 0.356 af Primary=4.58 cfs 1.095 af Outflow=4.64 cfs 1.451 af Pond LID A2: A-2 Bioretention Peak Elev=825.94' Storage=3,706 cf Inflow=2.48 cfs 0.305 af Discarded=0.27 cfs 0.297 af Primary=0.15 cfs 0.008 af Outflow=0.42 cfs 0.305 af Pond LID B1a: B-1a Chambers Peak Elev=822.70' Storage=0.317 af Inflow=2.81 cfs 0.346 af Discarded=0.02 cfs 0.090 af Primary=0.01 cfs 0.002 af Outflow=0.03 cfs 0.093 af Pond LID B1b: B-1b Bioretention Peak Elev=823.90' Storage=887 cf Inflow=0.53 cfs 0.065 af Discarded=0.06 cfs 0.065 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.065 af Pond LID B2a: B-2a Chambers Peak Elev=822.54' Storage=0.150 af Inflow=2.73 cfs 0.337 af Discarded=0.02 cfs 0.103 af Primary=0.59 cfs 0.175 af Outflow=0.61 cfs 0.278 af Pond LID C2: C-1 Bioretention Peak Elev=822.44' Storage=574 cf Inflow=0.46 cfs 0.056 af Discarded=0.09 cfs 0.056 af Primary=0.00 cfs 0.000 af Outflow=0.09 cfs 0.056 af Pond LID D: Basin Peak Elev=816.31' Storage=27,593 cf Inflow=7.81 cfs 0.961 af Discarded=0.02 cfs 0.098 af Primary=0.54 cfs 0.313 af Secondary=0.00 cfs 0.000 af Outflow=0.56 cfs 0.411 af Link A: Outlet A Inflow=4.58 cfs 1.103 af
Primary=4.58 cfs 1.103 af
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 39 Link B: Outlet B Inflow=0.59 cfs 0.177 af
Primary=0.59 cfs 0.177 af
Link C: Outlet C Inflow=0.12 cfs 0.015 af
Primary=0.12 cfs 0.015 af
Link D: Outlet D Inflow=0.54 cfs 0.313 af
Primary=0.54 cfs 0.313 af
Total Runoff Area = 14.058 ac Runoff Volume = 3.736 af Average Runoff Depth = 3.19"
18.07% Pervious = 2.540 ac 81.93% Impervious = 11.518 ac
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment A1: DMA A-1
Runoff = 13.40 cfs @ 9.94 hrs, Volume= 1.650 af, Depth= 3.26" Routed to Pond LID A1 : A-1 Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
* 227,546 98 Impervious, HSG C
* 37,043 79 Landscaped, 50-75% Grass cover, Fair, HSG C 264,589 95 Weighted Average
37,043 79 14.00% Pervious Area
227,546 98 86.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment A1: DMA A-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=264,589 sf
Runoff Volume=1.650 af
Runoff Depth=3.26"
Tc=6.0 min
CN=79/98
13.40 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment A2: DMA A-2
Runoff = 2.48 cfs @ 9.94 hrs, Volume= 0.305 af, Depth= 3.26" Routed to Pond LID A2 : A-2 Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
42,041 98 Impervious, HSG C
6,844 79 Landscaped, 50-75% Grass cover, Fair, HSG C
48,885 95 Weighted Average
6,844 79 14.00% Pervious Area
42,041 98 86.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment A2: DMA A-2
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
2 1
0 Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=48,885 sf
Runoff Volume=0.305 af
Runoff Depth=3.26"
Tc=6.0 min
CN=79/98
2.48 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment B1a: Catch B-1a
Runoff = 2.81 cfs @ 9.94 hrs, Volume= 0.346 af, Depth= 3.06" Routed to Pond LID B1a : B-1a Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
44,043 98 Impervious, HSG C
15,178 79 Landscaped, 50-75% Grass cover, Fair, HSG C
59,221 93 Weighted Average
15,178 79 25.63% Pervious Area
44,043 98 74.37% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B1a: Catch B-1a
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
3 2
1 0
Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=59,221 sf
Runoff Volume=0.346 af
Runoff Depth=3.06"
Tc=6.0 min
CN=79/98
2.81 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment B1b: Catch B-1b
Runoff = 0.53 cfs @ 9.94 hrs, Volume= 0.065 af, Depth= 3.29" Routed to Pond LID B1b : B-1b Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
9,109 98 Impervious, HSG C
1,256 79 Landscaped, 50-75% Grass cover, Fair, HSG C
10,365 96 Weighted Average
1,256 79 12.12% Pervious Area
9,109 98 87.88% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B1b: Catch B-1b
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=10,365 sf
Runoff Volume=0.065 af
Runoff Depth=3.29"
Tc=6.0 min
CN=79/98
0.53 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment B2a: Catch B-2a
Runoff = 2.73 cfs @ 9.94 hrs, Volume= 0.337 af, Depth= 3.37" Routed to Pond LID B2a : B-2a Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
48,124 98 Impervious, HSG C
4,163 79 Landscaped, 50-75% Grass cover, Fair, HSG C
52,287 96 Weighted Average
4,163 79 7.96% Pervious Area
48,124 98 92.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B2a: Catch B-2a
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
3 2
1 0
Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=52,287 sf
Runoff Volume=0.337 af
Runoff Depth=3.37"
Tc=6.0 min
CN=79/98
2.73 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment C1: Catch C-1
Runoff = 0.46 cfs @ 9.94 hrs, Volume= 0.056 af, Depth= 3.03" Routed to Pond LID C2 : C-1 Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
7,087 98 Impervious, HSG C
2,633 79 Landscaped, 50-75% Grass cover, Fair, HSG C
9,720 93 Weighted Average
2,633 79 27.09% Pervious Area
7,087 98 72.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment C1: Catch C-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.5 0.48
0.46 0.44
0.42 0.4
0.38 0.36
0.34 0.32
0.3 0.28
0.26 0.24
0.22 0.2
0.18 0.16
0.14 0.12
0.1 0.08
0.06 0.04
0.02 0
Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=9,720 sf
Runoff Volume=0.056 af
Runoff Depth=3.03"
Tc=6.0 min
CN=79/98
0.46 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment C2: Catch C-2
Runoff = 0.12 cfs @ 9.94 hrs, Volume= 0.015 af, Depth= 3.51" Routed to Link C : Outlet C
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
2,221 98 Impervious, HSG C
2,221 98 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment C2: Catch C-2
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.13 0.12
0.11 0.1
0.09 0.08
0.07 0.06
0.05 0.04
0.03 0.02
0.01 0
Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=2,221 sf
Runoff Volume=0.015 af
Runoff Depth=3.51"
Tc=6.0 min
CN=0/98
0.12 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment D1: DMA D-1
Runoff = 7.81 cfs @ 9.94 hrs, Volume= 0.961 af, Depth= 3.04" Routed to Pond LID D : Basin
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr 10-YR Rainfall=3.74"
Area (sf) CN Description
121,559 98 Paved parking, HSG C
* 43,517 79 Landscaped, 50-75% Grass cover, Fair, HSG C 165,076 93 Weighted Average
43,517 79 26.36% Pervious Area
121,559 98 73.64% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment D1: DMA D-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
8 7
6 5
4 3
2 1
0 Type I 24-hr
10-YR Rainfall=3.74"
Runoff Area=165,076 sf
Runoff Volume=0.961 af
Runoff Depth=3.04"
Tc=6.0 min
CN=79/98
7.81 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 48 Summary for Pond LID A1: A-1 Chambers
Inflow Area = 6.074 ac, 86.00% Impervious, Inflow Depth = 3.26" for 10-YR event Inflow = 13.40 cfs @ 9.94 hrs, Volume= 1.650 af
Outflow = 4.64 cfs @ 10.19 hrs, Volume= 1.451 af, Atten= 65%, Lag= 15.0 min Discarded = 0.06 cfs @ 10.19 hrs, Volume= 0.356 af
Primary = 4.58 cfs @ 10.19 hrs, Volume= 1.095 af
Routed to Link A : Outlet A
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 820.05' @ 10.19 hrs Surf.Area= 0.303 ac Storage= 0.660 af Plug-Flow detention time= 555.6 min calculated for 1.450 af (88% of inflow) Center-of-Mass det. time= 480.9 min ( 1,190.5 - 709.6 ) Volume Invert Avail.Storage Storage Description
#1A 817.00' 0.417 af 51.42'W x 256.65'L x 5.50'H Field A
1.666 af Overall - 0.623 af Embedded = 1.043 af x 40.0% Voids #2A 817.75' 0.623 af ADS_StormTech MC-3500 d +Cap x 245 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 245 Chambers in 7 Rows
Cap Storage= 14.9 cf x 2 x 7 rows = 208.6 cf
1.040 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 819.00' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 819.00' / 818.50' S= 0.0143 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 817.00' 0.200 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' Phase-In= 0.10' Discarded OutFlow Max=0.06 cfs @ 10.19 hrs HW=820.05' (Free Discharge) 2=Exfiltration ( Controls 0.06 cfs)
Primary OutFlow Max=4.58 cfs @ 10.19 hrs HW=820.05' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.58 cfs @ 3.48 fps)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 49 Pond LID A1: A-1 Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 7 rows = 208.6 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
35 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 254.65' Row Length +12.0" End Stone x 2 = 256.65' Base Length
7 Rows x 77.0" Wide + 9.0" Spacing x 6 + 12.0" Side Stone x 2 = 51.42' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 245 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 7 Rows = 27,146.8 cf Chamber Storage 72,578.5 cf Field - 27,146.8 cf Chambers = 45,431.7 cf Stone x 40.0% Voids = 18,172.7 cf Stone Storage Chamber Storage + Stone Storage = 45,319.5 cf = 1.040 af Overall Storage Efficiency = 62.4%
Overall System Size = 256.65' x 51.42' x 5.50'
245 Chambers
2,688.1 cy Field
1,682.7 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 50 Pond LID A1: A-1 Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
15 14
13 12
11 10
9 8
7 6
5 4
3 2
1 0
Inflow Area=6.074 ac
Peak Elev=820.05'
Storage=0.660 af
13.40 cfs
4.64 cfs
0.06 cfs
4.58 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 51 Summary for Pond LID A2: A-2 Bioretention
Inflow Area = 1.122 ac, 86.00% Impervious, Inflow Depth = 3.26" for 10-YR event Inflow = 2.48 cfs @ 9.94 hrs, Volume= 0.305 af
Outflow = 0.42 cfs @ 10.53 hrs, Volume= 0.305 af, Atten= 83%, Lag= 35.5 min Discarded = 0.27 cfs @ 10.53 hrs, Volume= 0.297 af
Primary = 0.15 cfs @ 10.53 hrs, Volume= 0.008 af
Routed to Link A : Outlet A
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 825.94' @ 10.53 hrs Surf.Area= 3,565 sf Storage= 3,706 cf Plug-Flow detention time= 111.7 min calculated for 0.305 af (100% of inflow) Center-of-Mass det. time= 111.7 min ( 821.3 - 709.6 )
Volume Invert Avail.Storage Storage Description
#1 821.90' 5,348 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
821.90 0 0.0 0 0
823.90 3,565 40.0 1,426 1,426
825.90 3,565 30.0 2,139 3,565
826.40 3,565 100.0 1,783 5,348
Device Routing Invert Outlet Devices
#1 Primary 825.90' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 821.90' 3.250 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00'
Discarded OutFlow Max=0.27 cfs @ 10.53 hrs HW=825.94' (Free Discharge) 2=Exfiltration ( Controls 0.27 cfs)
Primary OutFlow Max=0.15 cfs @ 10.53 hrs HW=825.94' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.15 cfs @ 0.65 fps)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 52 Pond LID A2: A-2 Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
2 1
0 Inflow Area=1.122 ac
Peak Elev=825.94'
Storage=3,706 cf
2.48 cfs
0.42 cfs
0.27 cfs
0.15 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 53 Summary for Pond LID B1a: B-1a Chambers
Inflow Area = 1.360 ac, 74.37% Impervious, Inflow Depth = 3.06" for 10-YR event Inflow = 2.81 cfs @ 9.94 hrs, Volume= 0.346 af
Outflow = 0.03 cfs @ 24.09 hrs, Volume= 0.093 af, Atten= 99%, Lag= 848.8 min Discarded = 0.02 cfs @ 24.09 hrs, Volume= 0.090 af
Primary = 0.01 cfs @ 24.09 hrs, Volume= 0.002 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 822.70' @ 24.09 hrs Surf.Area= 0.155 ac Storage= 0.317 af Plug-Flow detention time= 1,770.0 min calculated for 0.093 af (27% of inflow) Center-of-Mass det. time= 1,495.5 min ( 2,213.6 - 718.1 ) Volume Invert Avail.Storage Storage Description
#1A 819.80' 0.217 af 87.25'W x 77.40'L x 5.50'H Field A
0.853 af Overall - 0.311 af Embedded = 0.542 af x 40.0% Voids #2A 820.55' 0.311 af ADS_StormTech MC-3500 d +Cap x 120 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 120 Chambers in 12 Rows
Cap Storage= 14.9 cf x 2 x 12 rows = 357.6 cf
0.528 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 822.63' 18.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 822.63' / 822.50' S= 0.0026 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 819.80' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 98.80' Phase-In= 0.10' Discarded OutFlow Max=0.02 cfs @ 24.09 hrs HW=822.70' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.01 cfs @ 24.09 hrs HW=822.70' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.01 cfs @ 0.68 fps)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 54 Pond LID B1a: B-1a Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 12 rows = 357.6 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
10 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 75.40' Row Length +12.0" End Stone x 2 = 77.40' Base Length
12 Rows x 77.0" Wide + 9.0" Spacing x 11 + 12.0" Side Stone x 2 = 87.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 120 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 12 Rows = 13,551.8 cf Chamber Storage 37,142.3 cf Field - 13,551.8 cf Chambers = 23,590.5 cf Stone x 40.0% Voids = 9,436.2 cf Stone Storage Chamber Storage + Stone Storage = 22,988.0 cf = 0.528 af Overall Storage Efficiency = 61.9%
Overall System Size = 77.40' x 87.25' x 5.50'
120 Chambers
1,375.6 cy Field
873.7 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 55 Pond LID B1a: B-1a Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
3 2
1 0
Inflow Area=1.360 ac
Peak Elev=822.70'
Storage=0.317 af
2.81 cfs
0.03 cfs
0.02 cfs
0.01 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 56 Summary for Pond LID B1b: B-1b Bioretention
Inflow Area = 0.238 ac, 87.88% Impervious, Inflow Depth = 3.29" for 10-YR event Inflow = 0.53 cfs @ 9.94 hrs, Volume= 0.065 af
Outflow = 0.06 cfs @ 11.18 hrs, Volume= 0.065 af, Atten= 89%, Lag= 74.5 min Discarded = 0.06 cfs @ 11.18 hrs, Volume= 0.065 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 823.90' @ 11.18 hrs Surf.Area= 1,256 sf Storage= 887 cf Plug-Flow detention time= 141.6 min calculated for 0.065 af (100% of inflow) Center-of-Mass det. time= 141.6 min ( 849.8 - 708.3 )
Volume Invert Avail.Storage Storage Description
#1 820.88' 1,884 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
820.88 0 0.0 0 0
822.88 1,256 40.0 502 502
824.88 1,256 30.0 754 1,256
825.38 1,256 100.0 628 1,884
Device Routing Invert Outlet Devices
#1 Primary 824.88' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 820.88' 2.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' Discarded OutFlow Max=0.06 cfs @ 11.18 hrs HW=823.90' (Free Discharge) 2=Exfiltration ( Controls 0.06 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.88' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 57 Pond LID B1b: B-1b Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Inflow Area=0.238 ac
Peak Elev=823.90'
Storage=887 cf
0.53 cfs
0.06 cfs
0.06 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 58 Summary for Pond LID B2a: B-2a Chambers
Inflow Area = 1.200 ac, 92.04% Impervious, Inflow Depth = 3.37" for 10-YR event Inflow = 2.73 cfs @ 9.94 hrs, Volume= 0.337 af
Outflow = 0.61 cfs @ 10.38 hrs, Volume= 0.278 af, Atten= 78%, Lag= 26.3 min Discarded = 0.02 cfs @ 10.38 hrs, Volume= 0.103 af
Primary = 0.59 cfs @ 10.38 hrs, Volume= 0.175 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 822.54' @ 10.38 hrs Surf.Area= 0.093 ac Storage= 0.150 af Plug-Flow detention time= 770.9 min calculated for 0.278 af (83% of inflow) Center-of-Mass det. time= 670.3 min ( 1,375.9 - 705.5 ) Volume Invert Avail.Storage Storage Description
#1A 820.19' 0.131 af 22.75'W x 177.78'L x 5.50'H Field A
0.511 af Overall - 0.184 af Embedded = 0.327 af x 40.0% Voids #2A 820.94' 0.184 af ADS_StormTech MC-3500 d +Cap x 72 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 72 Chambers in 3 Rows
Cap Storage= 14.9 cf x 2 x 3 rows = 89.4 cf
0.315 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 822.19' 18.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 822.19' / 821.89' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 820.19' 0.190 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 98.79' Phase-In= 0.10' Discarded OutFlow Max=0.02 cfs @ 10.38 hrs HW=822.54' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.59 cfs @ 10.38 hrs HW=822.54' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.59 cfs @ 2.89 fps)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 59 Pond LID B2a: B-2a Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 3 rows = 89.4 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
24 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 175.78' Row Length +12.0" End Stone x 2 = 177.78' Base Length
3 Rows x 77.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 22.75' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 72 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 3 Rows = 8,005.9 cf Chamber Storage 22,244.7 cf Field - 8,005.9 cf Chambers = 14,238.8 cf Stone x 40.0% Voids = 5,695.5 cf Stone Storage Chamber Storage + Stone Storage = 13,701.5 cf = 0.315 af Overall Storage Efficiency = 61.6%
Overall System Size = 177.78' x 22.75' x 5.50'
72 Chambers
823.9 cy Field
527.4 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 60 Pond LID B2a: B-2a Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
3 2
1 0
Inflow Area=1.200 ac
Peak Elev=822.54'
Storage=0.150 af
2.73 cfs
0.61 cfs
0.02 cfs
0.59 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 61 Summary for Pond LID C2: C-1 Bioretention
Inflow Area = 0.223 ac, 72.91% Impervious, Inflow Depth = 3.03" for 10-YR event Inflow = 0.46 cfs @ 9.94 hrs, Volume= 0.056 af
Outflow = 0.09 cfs @ 10.48 hrs, Volume= 0.056 af, Atten= 81%, Lag= 32.2 min Discarded = 0.09 cfs @ 10.48 hrs, Volume= 0.056 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link C : Outlet C
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 822.44' @ 10.48 hrs Surf.Area= 1,256 sf Storage= 574 cf Plug-Flow detention time= 55.4 min calculated for 0.056 af (100% of inflow) Center-of-Mass det. time= 55.4 min ( 774.7 - 719.3 )
Volume Invert Avail.Storage Storage Description
#1 820.25' 1,884 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
820.25 0 0.0 0 0
822.25 1,256 40.0 502 502
824.25 1,256 30.0 754 1,256
824.75 1,256 100.0 628 1,884
Device Routing Invert Outlet Devices
#1 Primary 824.25' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 820.25' 3.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' Discarded OutFlow Max=0.09 cfs @ 10.48 hrs HW=822.44' (Free Discharge) 2=Exfiltration ( Controls 0.09 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.25' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 62 Pond LID C2: C-1 Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.5 0.45
0.4 0.35
0.3 0.25
0.2 0.15
0.1 0.05
0 Inflow Area=0.223 ac
Peak Elev=822.44'
Storage=574 cf
0.46 cfs
0.09 cfs
0.09 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 63 Summary for Pond LID D: Basin
Inflow Area = 3.790 ac, 73.64% Impervious, Inflow Depth = 3.04" for 10-YR event Inflow = 7.81 cfs @ 9.94 hrs, Volume= 0.961 af
Outflow = 0.56 cfs @ 13.17 hrs, Volume= 0.411 af, Atten= 93%, Lag= 193.7 min Discarded = 0.02 cfs @ 13.17 hrs, Volume= 0.098 af
Primary = 0.54 cfs @ 13.17 hrs, Volume= 0.313 af
Routed to Link D : Outlet D
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link D : Outlet D
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 816.31' @ 13.17 hrs Surf.Area= 11,275 sf Storage= 27,593 cf Plug-Flow detention time= 850.0 min calculated for 0.411 af (43% of inflow) Center-of-Mass det. time= 632.4 min ( 1,351.1 - 718.7 ) Volume Invert Avail.Storage Storage Description
#1 810.00' 35,708 cf DMA D Basin (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
810.00 4,775 0.0 0 0
812.00 4,775 40.0 3,820 3,820
814.00 4,775 30.0 2,865 6,685
815.00 9,674 100.0 7,225 13,910
816.00 10,885 100.0 10,280 24,189
817.00 12,153 100.0 11,519 35,708
Device Routing Invert Outlet Devices
#1 Primary 816.25' 3.6" x 1.0" Horiz. Orifice/Grate X 310.00 C= 0.600 in 36.0" x 36.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 810.00' 0.070 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' #3 Secondary 816.75' 30.0' long x 2.0' breadth Spillway_Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Discarded OutFlow Max=0.02 cfs @ 13.17 hrs HW=816.31' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.54 cfs @ 13.17 hrs HW=816.31' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.54 cfs @ 0.78 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=810.00' TW=0.00' (Dynamic Tailwater) 3=Spillway_Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 64 Pond LID D: Basin
Inflow
Outflow
Discarded
Primary
Secondary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
8 7
6 5
4 3
2 1
0 Inflow Area=3.790 ac
Peak Elev=816.31'
Storage=27,593 cf
7.81 cfs
0.56 cfs
0.02 cfs 0.54 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 65 Summary for Link A: Outlet A
Inflow Area = 7.196 ac, 86.00% Impervious, Inflow Depth = 1.84" for 10-YR event Inflow = 4.58 cfs @ 10.19 hrs, Volume= 1.103 af
Primary = 4.58 cfs @ 10.19 hrs, Volume= 1.103 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link A: Outlet A
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
5 4
3 2
1 0
Inflow Area=7.196 ac
4.58 cfs
4.58 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 66 Summary for Link B: Outlet B
Inflow Area = 2.798 ac, 83.10% Impervious, Inflow Depth = 0.76" for 10-YR event Inflow = 0.59 cfs @ 10.38 hrs, Volume= 0.177 af
Primary = 0.59 cfs @ 10.38 hrs, Volume= 0.177 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link B: Outlet B
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.65 0.6
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Inflow Area=2.798 ac
0.59 cfs
0.59 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 67 Summary for Link C: Outlet C
Inflow Area = 0.274 ac, 77.95% Impervious, Inflow Depth = 0.65" for 10-YR event Inflow = 0.12 cfs @ 9.94 hrs, Volume= 0.015 af
Primary = 0.12 cfs @ 9.94 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link C: Outlet C
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.13 0.12
0.11 0.1
0.09 0.08
0.07 0.06
0.05 0.04
0.03 0.02
0.01 0
Inflow Area=0.274 ac
0.12 cfs
0.12 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr 10-YR Rainfall=3.74"
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 68 Summary for Link D: Outlet D
Inflow Area = 3.790 ac, 73.64% Impervious, Inflow Depth = 0.99" for 10-YR event Inflow = 0.54 cfs @ 13.17 hrs, Volume= 0.313 af
Primary = 0.54 cfs @ 13.17 hrs, Volume= 0.313 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link D: Outlet D
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.6 0.55
0.5 0.45
0.4 0.35
0.3 0.25
0.2 0.15
0.1 0.05
0 Inflow Area=3.790 ac
0.54 cfs
0.54 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 69 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points
Runoff by SBUH method, Split Pervious/Imperv.
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A1: DMA A-1 Runoff Area=264,589 sf 86.00% Impervious Runoff Depth=0.77" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=3.33 cfs 0.389 af Subcatchment A2: DMA A-2 Runoff Area=48,885 sf 86.00% Impervious Runoff Depth=0.77" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=0.62 cfs 0.072 af Subcatchment B1a: Catch B-1a Runoff Area=59,221 sf 74.37% Impervious Runoff Depth=0.67" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=0.65 cfs 0.075 af Subcatchment B1b: Catch B-1b Runoff Area=10,365 sf 87.88% Impervious Runoff Depth=0.78" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=0.13 cfs 0.016 af Subcatchment B2a: Catch B-2a Runoff Area=52,287 sf 92.04% Impervious Runoff Depth=0.82" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=0.71 cfs 0.082 af Subcatchment C1: Catch C-1 Runoff Area=9,720 sf 72.91% Impervious Runoff Depth=0.65" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=0.10 cfs 0.012 af Subcatchment C2: Catch C-2 Runoff Area=2,221 sf 100.00% Impervious Runoff Depth=0.89" Tc=6.0 min AMC Adjusted CN=0/94 Runoff=0.03 cfs 0.004 af Subcatchment D1: DMA D-1 Runoff Area=165,076 sf 73.64% Impervious Runoff Depth=0.66" Tc=6.0 min AMC Adjusted CN=62/94 Runoff=1.78 cfs 0.208 af Pond LID A1: A-1 Chambers Peak Elev=818.57' Storage=0.304 af Inflow=3.33 cfs 0.389 af Discarded=0.06 cfs 0.327 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.327 af Pond LID A2: A-2 Bioretention Peak Elev=823.17' Storage=576 cf Inflow=0.62 cfs 0.072 af Discarded=0.17 cfs 0.072 af Primary=0.00 cfs 0.000 af Outflow=0.17 cfs 0.072 af Pond LID B1a: B-1a Chambers Peak Elev=820.61' Storage=0.055 af Inflow=0.65 cfs 0.075 af Discarded=0.02 cfs 0.075 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.075 af Pond LID B1b: B-1b Bioretention Peak Elev=821.94' Storage=142 cf Inflow=0.13 cfs 0.016 af Discarded=0.03 cfs 0.016 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.016 af Pond LID B2a: B-2a Chambers Peak Elev=821.32' Storage=0.058 af Inflow=0.71 cfs 0.082 af Discarded=0.02 cfs 0.082 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.082 af Pond LID C2: C-1 Bioretention Peak Elev=821.06' Storage=82 cf Inflow=0.10 cfs 0.012 af Discarded=0.04 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.012 af Pond LID D: Basin Peak Elev=814.33' Storage=8,527 cf Inflow=1.78 cfs 0.208 af Discarded=0.01 cfs 0.049 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.049 af Link A: Outlet A Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 70 Link B: Outlet B Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Link C: Outlet C Inflow=0.03 cfs 0.004 af
Primary=0.03 cfs 0.004 af
Link D: Outlet D Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Total Runoff Area = 14.058 ac Runoff Volume = 0.858 af Average Runoff Depth = 0.73"
18.07% Pervious = 2.540 ac 81.93% Impervious = 11.518 ac
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment A1: DMA A-1
Runoff = 3.33 cfs @ 9.94 hrs, Volume= 0.389 af, Depth= 0.77" Routed to Pond LID A1 : A-1 Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
* 227,546 98 Impervious, HSG C
* 37,043 79 Landscaped, 50-75% Grass cover, Fair, HSG C 264,589 95 87 Weighted Average, AMC Adjusted
37,043 79 62 14.00% Pervious Area, AMC Adjusted
227,546 98 94 86.00% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment A1: DMA A-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
3 2
1 0
Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=264,589 sf
Runoff Volume=0.389 af
Runoff Depth=0.77"
Tc=6.0 min
AMC Adjusted CN=62/94
3.33 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment A2: DMA A-2
Runoff = 0.62 cfs @ 9.94 hrs, Volume= 0.072 af, Depth= 0.77" Routed to Pond LID A2 : A-2 Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
42,041 98 Impervious, HSG C
6,844 79 Landscaped, 50-75% Grass cover, Fair, HSG C
48,885 95 87 Weighted Average, AMC Adjusted
6,844 79 62 14.00% Pervious Area, AMC Adjusted
42,041 98 94 86.00% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment A2: DMA A-2
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.65 0.6
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=48,885 sf
Runoff Volume=0.072 af
Runoff Depth=0.77"
Tc=6.0 min
AMC Adjusted CN=62/94
0.62 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment B1a: Catch B-1a
Runoff = 0.65 cfs @ 9.94 hrs, Volume= 0.075 af, Depth= 0.67" Routed to Pond LID B1a : B-1a Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
44,043 98 Impervious, HSG C
15,178 79 Landscaped, 50-75% Grass cover, Fair, HSG C
59,221 93 83 Weighted Average, AMC Adjusted
15,178 79 62 25.63% Pervious Area, AMC Adjusted
44,043 98 94 74.37% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B1a: Catch B-1a
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.7 0.65
0.6 0.55
0.5 0.45
0.4 0.35
0.3 0.25
0.2 0.15
0.1 0.05
0 Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=59,221 sf
Runoff Volume=0.075 af
Runoff Depth=0.67"
Tc=6.0 min
AMC Adjusted CN=62/94
0.65 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment B1b: Catch B-1b
Runoff = 0.13 cfs @ 9.94 hrs, Volume= 0.016 af, Depth= 0.78" Routed to Pond LID B1b : B-1b Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
9,109 98 Impervious, HSG C
1,256 79 Landscaped, 50-75% Grass cover, Fair, HSG C
10,365 96 89 Weighted Average, AMC Adjusted
1,256 79 62 12.12% Pervious Area, AMC Adjusted
9,109 98 94 87.88% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B1b: Catch B-1b
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.14 0.13
0.12 0.11
0.1 0.09
0.08 0.07
0.06 0.05
0.04 0.03
0.02 0.01
0 Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=10,365 sf
Runoff Volume=0.016 af
Runoff Depth=0.78"
Tc=6.0 min
AMC Adjusted CN=62/94
0.13 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment B2a: Catch B-2a
Runoff = 0.71 cfs @ 9.94 hrs, Volume= 0.082 af, Depth= 0.82" Routed to Pond LID B2a : B-2a Chambers
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
48,124 98 Impervious, HSG C
4,163 79 Landscaped, 50-75% Grass cover, Fair, HSG C
52,287 96 89 Weighted Average, AMC Adjusted
4,163 79 62 7.96% Pervious Area, AMC Adjusted
48,124 98 94 92.04% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment B2a: Catch B-2a
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.75 0.7
0.65 0.6
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=52,287 sf
Runoff Volume=0.082 af
Runoff Depth=0.82"
Tc=6.0 min
AMC Adjusted CN=62/94
0.71 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment C1: Catch C-1
Runoff = 0.10 cfs @ 9.94 hrs, Volume= 0.012 af, Depth= 0.65" Routed to Pond LID C2 : C-1 Bioretention
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
7,087 98 Impervious, HSG C
2,633 79 Landscaped, 50-75% Grass cover, Fair, HSG C
9,720 93 83 Weighted Average, AMC Adjusted
2,633 79 62 27.09% Pervious Area, AMC Adjusted
7,087 98 94 72.91% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment C1: Catch C-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.115
0.11 0.105
0.1 0.095
0.09 0.085
0.08 0.075
0.07 0.065
0.06 0.055
0.05 0.045
0.04 0.035
0.03 0.025
0.02 0.015
0.01 0.005
0 Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=9,720 sf
Runoff Volume=0.012 af
Runoff Depth=0.65"
Tc=6.0 min
AMC Adjusted CN=62/94
0.10 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment C2: Catch C-2
Runoff = 0.03 cfs @ 9.94 hrs, Volume= 0.004 af, Depth= 0.89" Routed to Link C : Outlet C
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
2,221 98 Impervious, HSG C
2,221 98 94 Weighted Average, AMC Adjusted
2,221 98 94 100.00% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment C2: Catch C-2
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.036
0.034
0.032
0.03 0.028
0.026
0.024
0.022
0.02 0.018
0.016
0.014
0.012
0.01 0.008
0.006
0.004
0.002
0 Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=2,221 sf
Runoff Volume=0.004 af
Runoff Depth=0.89"
Tc=6.0 min
AMC Adjusted CN=0/94
0.03 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment D1: DMA D-1
Runoff = 1.78 cfs @ 9.94 hrs, Volume= 0.208 af, Depth= 0.66" Routed to Pond LID D : Basin
Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type I 24-hr _95th Rainfall=1.45", AMC=1
Area (sf) CN Adj Description
121,559 98 Paved parking, HSG C
* 43,517 79 Landscaped, 50-75% Grass cover, Fair, HSG C 165,076 93 83 Weighted Average, AMC Adjusted
43,517 79 62 26.36% Pervious Area, AMC Adjusted
121,559 98 94 73.64% Impervious Area, AMC Adjusted
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, City of Paso Robles minimum
Subcatchment D1: DMA D-1
Runoff
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Type I 24-hr
_95th Rainfall=1.45"
AMC=1
Runoff Area=165,076 sf
Runoff Volume=0.208 af
Runoff Depth=0.66"
Tc=6.0 min
AMC Adjusted CN=62/94
1.78 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 79 Summary for Pond LID A1: A-1 Chambers
Inflow Area = 6.074 ac, 86.00% Impervious, Inflow Depth = 0.77" for _95th event Inflow = 3.33 cfs @ 9.94 hrs, Volume= 0.389 af
Outflow = 0.06 cfs @ 24.05 hrs, Volume= 0.327 af, Atten= 98%, Lag= 846.0 min Discarded = 0.06 cfs @ 24.05 hrs, Volume= 0.327 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link A : Outlet A
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 818.57' @ 24.05 hrs Surf.Area= 0.303 ac Storage= 0.304 af Plug-Flow detention time= 1,681.4 min calculated for 0.327 af (84% of inflow) Center-of-Mass det. time= 1,593.0 min ( 2,380.0 - 787.0 ) Volume Invert Avail.Storage Storage Description
#1A 817.00' 0.417 af 51.42'W x 256.65'L x 5.50'H Field A
1.666 af Overall - 0.623 af Embedded = 1.043 af x 40.0% Voids #2A 817.75' 0.623 af ADS_StormTech MC-3500 d +Cap x 245 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 245 Chambers in 7 Rows
Cap Storage= 14.9 cf x 2 x 7 rows = 208.6 cf
1.040 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 819.00' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 819.00' / 818.50' S= 0.0143 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 817.00' 0.200 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.10' Phase-In= 0.10' Discarded OutFlow Max=0.06 cfs @ 24.05 hrs HW=818.57' (Free Discharge) 2=Exfiltration ( Controls 0.06 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=817.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 80 Pond LID A1: A-1 Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 7 rows = 208.6 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
35 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 254.65' Row Length +12.0" End Stone x 2 = 256.65' Base Length
7 Rows x 77.0" Wide + 9.0" Spacing x 6 + 12.0" Side Stone x 2 = 51.42' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 245 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 7 Rows = 27,146.8 cf Chamber Storage 72,578.5 cf Field - 27,146.8 cf Chambers = 45,431.7 cf Stone x 40.0% Voids = 18,172.7 cf Stone Storage Chamber Storage + Stone Storage = 45,319.5 cf = 1.040 af Overall Storage Efficiency = 62.4%
Overall System Size = 256.65' x 51.42' x 5.50'
245 Chambers
2,688.1 cy Field
1,682.7 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 81 Pond LID A1: A-1 Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
3 2
1 0
Inflow Area=6.074 ac
Peak Elev=818.57'
Storage=0.304 af
3.33 cfs
0.06 cfs
0.06 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 82 Summary for Pond LID A2: A-2 Bioretention
Inflow Area = 1.122 ac, 86.00% Impervious, Inflow Depth = 0.77" for _95th event Inflow = 0.62 cfs @ 9.94 hrs, Volume= 0.072 af
Outflow = 0.17 cfs @ 10.31 hrs, Volume= 0.072 af, Atten= 72%, Lag= 21.7 min Discarded = 0.17 cfs @ 10.31 hrs, Volume= 0.072 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link A : Outlet A
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 823.17' @ 10.31 hrs Surf.Area= 2,267 sf Storage= 576 cf Plug-Flow detention time= 27.4 min calculated for 0.072 af (100% of inflow) Center-of-Mass det. time= 27.4 min ( 814.4 - 787.0 )
Volume Invert Avail.Storage Storage Description
#1 821.90' 5,348 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
821.90 0 0.0 0 0
823.90 3,565 40.0 1,426 1,426
825.90 3,565 30.0 2,139 3,565
826.40 3,565 100.0 1,783 5,348
Device Routing Invert Outlet Devices
#1 Primary 825.90' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 821.90' 3.250 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00'
Discarded OutFlow Max=0.17 cfs @ 10.31 hrs HW=823.17' (Free Discharge) 2=Exfiltration ( Controls 0.17 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=821.90' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 83 Pond LID A2: A-2 Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.65 0.6
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Inflow Area=1.122 ac
Peak Elev=823.17'
Storage=576 cf
0.62 cfs
0.17 cfs
0.17 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 84 Summary for Pond LID B1a: B-1a Chambers
Inflow Area = 1.360 ac, 74.37% Impervious, Inflow Depth = 0.67" for _95th event Inflow = 0.65 cfs @ 9.94 hrs, Volume= 0.075 af
Outflow = 0.02 cfs @ 24.02 hrs, Volume= 0.075 af, Atten= 98%, Lag= 844.5 min Discarded = 0.02 cfs @ 24.02 hrs, Volume= 0.075 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 820.61' @ 24.02 hrs Surf.Area= 0.155 ac Storage= 0.055 af Plug-Flow detention time= 1,453.6 min calculated for 0.075 af (99% of inflow) Center-of-Mass det. time= 1,447.4 min ( 2,235.2 - 787.7 ) Volume Invert Avail.Storage Storage Description
#1A 819.80' 0.217 af 87.25'W x 77.40'L x 5.50'H Field A
0.853 af Overall - 0.311 af Embedded = 0.542 af x 40.0% Voids #2A 820.55' 0.311 af ADS_StormTech MC-3500 d +Cap x 120 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 120 Chambers in 12 Rows
Cap Storage= 14.9 cf x 2 x 12 rows = 357.6 cf
0.528 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 822.63' 18.0" Round Culvert L= 50.0' Ke= 0.500 Inlet / Outlet Invert= 822.63' / 822.50' S= 0.0026 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 819.80' 0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 98.80' Phase-In= 0.10' Discarded OutFlow Max=0.02 cfs @ 24.02 hrs HW=820.61' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=819.80' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 85 Pond LID B1a: B-1a Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 12 rows = 357.6 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
10 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 75.40' Row Length +12.0" End Stone x 2 = 77.40' Base Length
12 Rows x 77.0" Wide + 9.0" Spacing x 11 + 12.0" Side Stone x 2 = 87.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 120 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 12 Rows = 13,551.8 cf Chamber Storage 37,142.3 cf Field - 13,551.8 cf Chambers = 23,590.5 cf Stone x 40.0% Voids = 9,436.2 cf Stone Storage Chamber Storage + Stone Storage = 22,988.0 cf = 0.528 af Overall Storage Efficiency = 61.9%
Overall System Size = 77.40' x 87.25' x 5.50'
120 Chambers
1,375.6 cy Field
873.7 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 86 Pond LID B1a: B-1a Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.7 0.65
0.6 0.55
0.5 0.45
0.4 0.35
0.3 0.25
0.2 0.15
0.1 0.05
0 Inflow Area=1.360 ac
Peak Elev=820.61'
Storage=0.055 af
0.65 cfs
0.02 cfs
0.02 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 87 Summary for Pond LID B1b: B-1b Bioretention
Inflow Area = 0.238 ac, 87.88% Impervious, Inflow Depth = 0.78" for _95th event Inflow = 0.13 cfs @ 9.94 hrs, Volume= 0.016 af
Outflow = 0.03 cfs @ 10.41 hrs, Volume= 0.016 af, Atten= 77%, Lag= 27.7 min Discarded = 0.03 cfs @ 10.41 hrs, Volume= 0.016 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 821.94' @ 10.41 hrs Surf.Area= 667 sf Storage= 142 cf Plug-Flow detention time= 40.9 min calculated for 0.016 af (100% of inflow) Center-of-Mass det. time= 40.9 min ( 827.8 - 786.9 )
Volume Invert Avail.Storage Storage Description
#1 820.88' 1,884 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
820.88 0 0.0 0 0
822.88 1,256 40.0 502 502
824.88 1,256 30.0 754 1,256
825.38 1,256 100.0 628 1,884
Device Routing Invert Outlet Devices
#1 Primary 824.88' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 820.88' 2.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' Discarded OutFlow Max=0.03 cfs @ 10.41 hrs HW=821.94' (Free Discharge) 2=Exfiltration ( Controls 0.03 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.88' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 88 Pond LID B1b: B-1b Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.14 0.13
0.12 0.11
0.1 0.09
0.08 0.07
0.06 0.05
0.04 0.03
0.02 0.01
0 Inflow Area=0.238 ac
Peak Elev=821.94'
Storage=142 cf
0.13 cfs
0.03 cfs
0.03 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 89 Summary for Pond LID B2a: B-2a Chambers
Inflow Area = 1.200 ac, 92.04% Impervious, Inflow Depth = 0.82" for _95th event Inflow = 0.71 cfs @ 9.94 hrs, Volume= 0.082 af
Outflow = 0.02 cfs @ 24.01 hrs, Volume= 0.082 af, Atten= 97%, Lag= 844.0 min Discarded = 0.02 cfs @ 24.01 hrs, Volume= 0.082 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link B : Outlet B
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 821.32' @ 24.01 hrs Surf.Area= 0.093 ac Storage= 0.058 af Plug-Flow detention time= 1,356.6 min calculated for 0.082 af (100% of inflow) Center-of-Mass det. time= 1,356.2 min ( 2,142.8 - 786.6 ) Volume Invert Avail.Storage Storage Description
#1A 820.19' 0.131 af 22.75'W x 177.78'L x 5.50'H Field A
0.511 af Overall - 0.184 af Embedded = 0.327 af x 40.0% Voids #2A 820.94' 0.184 af ADS_StormTech MC-3500 d +Cap x 72 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 72 Chambers in 3 Rows
Cap Storage= 14.9 cf x 2 x 3 rows = 89.4 cf
0.315 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 822.19' 18.0" Round Culvert L= 30.0' Ke= 0.500 Inlet / Outlet Invert= 822.19' / 821.89' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 820.19' 0.190 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 98.79' Phase-In= 0.10' Discarded OutFlow Max=0.02 cfs @ 24.01 hrs HW=821.32' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.19' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 90 Pond LID B2a: B-2a Chambers - Chamber Wizard Field A
Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 3 rows = 89.4 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
24 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 175.78' Row Length +12.0" End Stone x 2 = 177.78' Base Length
3 Rows x 77.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 22.75' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 72 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 3 Rows = 8,005.9 cf Chamber Storage 22,244.7 cf Field - 8,005.9 cf Chambers = 14,238.8 cf Stone x 40.0% Voids = 5,695.5 cf Stone Storage Chamber Storage + Stone Storage = 13,701.5 cf = 0.315 af Overall Storage Efficiency = 61.6%
Overall System Size = 177.78' x 22.75' x 5.50'
72 Chambers
823.9 cy Field
527.4 cy Stone
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 91 Pond LID B2a: B-2a Chambers
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.75 0.7
0.65 0.6
0.55 0.5
0.45 0.4
0.35 0.3
0.25 0.2
0.15 0.1
0.05 0
Inflow Area=1.200 ac
Peak Elev=821.32'
Storage=0.058 af
0.71 cfs
0.02 cfs
0.02 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 92 Summary for Pond LID C2: C-1 Bioretention
Inflow Area = 0.223 ac, 72.91% Impervious, Inflow Depth = 0.65" for _95th event Inflow = 0.10 cfs @ 9.94 hrs, Volume= 0.012 af
Outflow = 0.04 cfs @ 10.21 hrs, Volume= 0.012 af, Atten= 66%, Lag= 16.2 min Discarded = 0.04 cfs @ 10.21 hrs, Volume= 0.012 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link C : Outlet C
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 821.06' @ 10.21 hrs Surf.Area= 509 sf Storage= 82 cf Plug-Flow detention time= 17.1 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 17.1 min ( 804.9 - 787.9 )
Volume Invert Avail.Storage Storage Description
#1 820.25' 1,884 cf Roadside Bioretention (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
820.25 0 0.0 0 0
822.25 1,256 40.0 502 502
824.25 1,256 30.0 754 1,256
824.75 1,256 100.0 628 1,884
Device Routing Invert Outlet Devices
#1 Primary 824.25' 3.6" x 1.0" Horiz. Orifice/Grate X 77.00 C= 0.600 in 18.0" x 18.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 820.25' 3.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' Discarded OutFlow Max=0.04 cfs @ 10.21 hrs HW=821.06' (Free Discharge) 2=Exfiltration ( Controls 0.04 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=820.25' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 93 Pond LID C2: C-1 Bioretention
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.115
0.11 0.105
0.1 0.095
0.09 0.085
0.08 0.075
0.07 0.065
0.06 0.055
0.05 0.045
0.04 0.035
0.03 0.025
0.02 0.015
0.01 0.005
0 Inflow Area=0.223 ac
Peak Elev=821.06'
Storage=82 cf
0.10 cfs
0.04 cfs
0.04 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 94 Summary for Pond LID D: Basin
Inflow Area = 3.790 ac, 73.64% Impervious, Inflow Depth = 0.66" for _95th event Inflow = 1.78 cfs @ 9.94 hrs, Volume= 0.208 af
Outflow = 0.01 cfs @ 24.16 hrs, Volume= 0.049 af, Atten= 99%, Lag= 853.0 min Discarded = 0.01 cfs @ 24.16 hrs, Volume= 0.049 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link D : Outlet D
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link D : Outlet D
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 814.33' @ 24.16 hrs Surf.Area= 6,392 sf Storage= 8,527 cf Plug-Flow detention time= 1,811.0 min calculated for 0.049 af (24% of inflow) Center-of-Mass det. time= 1,572.8 min ( 2,360.6 - 787.8 ) Volume Invert Avail.Storage Storage Description
#1 810.00' 35,708 cf DMA D Basin (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
810.00 4,775 0.0 0 0
812.00 4,775 40.0 3,820 3,820
814.00 4,775 30.0 2,865 6,685
815.00 9,674 100.0 7,225 13,910
816.00 10,885 100.0 10,280 24,189
817.00 12,153 100.0 11,519 35,708
Device Routing Invert Outlet Devices
#1 Primary 816.25' 3.6" x 1.0" Horiz. Orifice/Grate X 310.00 C= 0.600 in 36.0" x 36.0" Grate (86% open area)
Limited to weir flow at low heads
#2 Discarded 810.00' 0.070 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 100.00' Phase-In= 0.10' #3 Secondary 816.75' 30.0' long x 2.0' breadth Spillway_Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88
2.85 3.07 3.20 3.32
Discarded OutFlow Max=0.01 cfs @ 24.16 hrs HW=814.33' (Free Discharge) 2=Exfiltration ( Controls 0.01 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=810.00' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=810.00' TW=0.00' (Dynamic Tailwater) 3=Spillway_Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 95 Pond LID D: Basin
Inflow
Outflow
Discarded
Primary
Secondary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=3.790 ac
Peak Elev=814.33'
Storage=8,527 cf
1.78 cfs
0.01 cfs
0.01 cfs
0.00 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 96 Summary for Link A: Outlet A
Inflow Area = 7.196 ac, 86.00% Impervious, Inflow Depth = 0.00" for _95th event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link A: Outlet A
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=7.196 ac
0.00 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 97 Summary for Link B: Outlet B
Inflow Area = 2.798 ac, 83.10% Impervious, Inflow Depth = 0.00" for _95th event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link B: Outlet B
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=2.798 ac
0.00 cfs
0.00 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 98 Summary for Link C: Outlet C
Inflow Area = 0.274 ac, 77.95% Impervious, Inflow Depth = 0.17" for _95th event Inflow = 0.03 cfs @ 9.94 hrs, Volume= 0.004 af
Primary = 0.03 cfs @ 9.94 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link C: Outlet C
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
0.036
0.034
0.032
0.03 0.028
0.026
0.024
0.022
0.02 0.018
0.016
0.014
0.012
0.01 0.008
0.006
0.004
0.002
0 Inflow Area=0.274 ac
0.03 cfs
0.03 cfs
City Council Agenda November 7, 2023
2022_Ardmore Type I 24-hr _95th Rainfall=1.45", AMC=1
Prepared by Wallace Group Printed 2/17/2023
HydroCAD® 10.20-2f s/n 05444 © 2022 HydroCAD Software Solutions LLC Page 99 Summary for Link D: Outlet D
Inflow Area = 3.790 ac, 73.64% Impervious, Inflow Depth = 0.00" for _95th event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link D: Outlet D
Inflow
Primary
Hydrograph
Time (hours)
727068666462605856545250484644424038363432302826242220181614121086420 Flow (cfs)
1 0
Inflow Area=3.790 ac
0.00 cfs
0.00 cfs
City Council Agenda November 7, 2023
PRELIMINARY DRAINAGE DESIGN REPORT
For
ARDMORE INDUSTRIAL
Ardmore Road, Paso Robles, California
WG Project Number:
0751-0005 Ardmore
February 21, 2023
Prepared by:
Wallace Group
612 Clarion Court
San Luis Obispo, CA 93401
805 544-4011
Job Number: 1493-0007
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Table of Contents
Certification ................................................................................................................................ 4 I. Project Background ................................................................................................................. 5 I.A. Project Description ........................................................................................................... 5 I.B. Existing Site Conditions .................................................................................................... 7 I.C. Existing Drainage Studies ................................................................................................ 8 I.D. Soil Characteristics .......................................................................................................... 8 I.E. Proposed Site Drainage ................................................................................................... 9 I.F. Purpose of Report ...........................................................................................................12 I.G. Regional Regulations ......................................................................................................13 I.H. Design Criteria ................................................................................................................13 II. Topographic Survey and Data Sources .................................................................................13 III. Hydrologic and Hydraulic Analysis .......................................................................................14 III.A. Hydrologic Analysis .......................................................................................................14 Land Use .......................................................................................................................15 Rainfall Depth and Distribution ......................................................................................16 Drainage Management Areas ........................................................................................16 Time of Concentration ...................................................................................................16 Peak Flow Analysis and Flood Control ..........................................................................17 III.B. Hydraulic Analysis .........................................................................................................17 III.C Safe Overland Conveyance Paths .................................................................................20 Outlet A .........................................................................................................................20 Outlet B .........................................................................................................................21 Onsite Runoff (C) ..........................................................................................................21 Outlet D .........................................................................................................................21 List of Figures
Figure 1. Project Location within the City of Paso Robles .......................................................... 5 Figure 2: Offsite Properties Exhibit – Ardmore Industrial ............................................................ 6 Figure 3. Ardmore Existing Site Drainage Patterns .................................................................... 7 Figure 4: Proposed Drainage Management Areas ..................................................................... 9 Figure 5: Outlet B for DMA B1 and DMA B2 ..............................................................................11 Figure 6: Onsite Runoff (C) for DMA C ......................................................................................11 Figure 7: Safe overland escape path for offsite run-on from the south ......................................18 Figure 8: 25-year Hydraulic Analysis for Bypass Culvert - Profile ..............................................19 Figure 9: 25-year Hydraulic Analysis for Bypass Culvert – Front View ......................................19 Figure 10: Safe Overland Escape Paths ...................................................................................20 List of Tables
Table 1: Comparison of Ardmore Industrial offsite watershed run-on ......................................... 8 Table 2: Pre-development Site Conditions ................................................................................10 Table 3: Post-development Site Conditions ...............................................................................10 Table 4: Hydrologic analysis methods by project drainage area ................................................14 Table 5. Pre-Development vs. Post-Development Hydrologic Analysis .....................................15 Table 6: Design Storm Event Data - SBUH ...............................................................................16 Table 7: Design Storm Event Data - Rational Method ...............................................................16 Table 8: Offsite Run-on Peak Flow Summary ...........................................................................18
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
List of Appendices
Appendix A – Supporting Exhibits
• Existing Watersheds and Proposed Drainage Management Areas (DMA) Exhibits • Offsite Properties Exhibit
Appendix B – Excerpts from Design Standards and References • Geotechnical and soils documentation
• Site Infiltration data and Porchet Method conversion calculations • Pages from City of Paso Robles public work standards
• Time of Concentration & Rainfall data - County of San Luis Obispo Public Improvement Standards
• Rainfall data – NOAA Atlas 14, Volume 6, Version 2 excerpt (for Paso Robles, CA) Appendix C – Preliminary Drainage Design Calculations
• Existing and Proposed Hydrologic Calculations
• Existing and Proposed Land Use Data
• Time of Concentration Calculations
• HydroCAD Drainage Results – Existing Site
o 25-Year, 50-Year, and 100-Year Design Storms
• HydroCAD Drainage Results – Proposed Site
o 25-Year, 50-Year, and 100-Year Design Storms
• Ardmore Bypass Culvert analysis – 25-year and 100-year storm event Appendix D – Preliminary Storm Drain Facility Concepts
• ADS StormTech MC-3500 Chamber overview
• Roadside Bioretention concept
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Certification
Professional Engineer
This report was prepared by, or under the direction of the following Professional Engineer’s in accordance with the provisions of Section 6700 of the Business and Professions Code of the State of California.
DRAFT – FOR REVIEW ONLY
___________________________________
Tom Zehnder, PE C72702
Principal, Wallace Group
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
I. Project Background
I.A. Project Description
The Ardmore project is a planned commercial development to be located in the City of Paso Robles, off of Ardmore Road just south of Union Road. The existing property is 14.06 acres of primarily undeveloped rural grassland with two agricultural structures. The southern portion of the site slopes gently to the west while the northern portion of the site gently slopes to the northeast corner. The current site plan design includes six commercial buildings, associated parking areas, interior courtyards and a new city-maintained road segment extending from Ardmore Road through the project to the eastern boundary of the site. Proposed storm drain facilities for this project include five separate storm drain pipe networks, three underground infiltration and detention chambers, and one surface infiltration and detention basin.
As a project located within the city limits of Paso Robles, this report is intended to support issuance of entitlement by the City of Paso Robles. A project map is shown below in Figure 1 and the Offsite Properties Exhibit is shown in Figure 2, for reference.
Figure 1. Project Location within the City of Paso Robles Ardmore
Project Site
Hwy 46
Downtown
Paso Robles Union Road
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Figure 2: Offsite Properties Exhibit – Ardmore Industrial
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
I.B. Existing Site Conditions
The Ardmore Project is part of an existing 106-acre watershed that drains north towards Union Road where it is collected by the City of Paso Robles’ storm drain system. This project is located at the upstream end of this greater existing watershed encompassing approximately 69 acres of the project drainage area. The northwest corner of the site, which is about 3.27 acres of the project area, drains offsite to the northeast towards Union Road and Huer Huero Creek.
The project drainage area consists of four existing major watersheds that each drain to different discharge locations (See Appendix A for the Existing Watershed Exhibit). Existing watershed #1 (EX1 offsite) includes approximately 57 acres of undeveloped, rural grassland that flows onto the site. Existing watershed #1 (EX1 onsite) includes 7.20 acres of undeveloped onsite area.
Stormwater from this drainage area flows through shallow, natural drainage paths to two existing 24” storm drain pipe inlets along the west project boundary located on the adjacent Spurr property (Outlet A). Existing Watershed #2 (EX2) drains to an existing culvert inlet, conveying it beneath Ardmore Road to the adjacent Daniels Woodlands property (Outlet B).
Existing Watershed #3 (EX3) consists of the northeast corner of the site with stormwater flowing offsite through shallow, natural drainage paths towards Union Road and Huer Huero Creek (Outlet D). Existing Watershed #4 (EX4) is the smallest existing project watershed. Stormwater from this area flows northwest towards Ardmore Road where it is collected in a natural roadside swale and conveyed north towards Union Road (Onsite Runoff (C)).
Figure 3. Ardmore Existing Site Drainage Patterns
EX3 DRAINS NORTHEAST
TOWARDS UNION ROAD/
HUER HUERO CREEK
Project Boundary
EX1, EX2 & EX4 DRAIN NORTHWEST
TO UNION ROAD LOW POINT
EX2
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
I.C. Existing Drainage Studies
Several existing drainage studies have been completed for the surrounding offsite properties adjacent to the Ardmore Industrial site. These studies are listed in Section I.F. of this report as additional references.
During the Ardmore preliminary drainage design, the existing offsite hydrology was analyzed and compared to the drainage studies of the surrounding properties (Spurr and Daniels Woodland), both prepared by Roberts Engineering. This was to review the offsite run-on to the Ardmore site and identify the pre-developed drainage condition for the “EX1 offsite” watershed – also called “Spurr (Area B)” within the Roberts Engineering reports. This existing watershed, after crossing the Ardmore site, discharges to an existing storm drain inlet (Outlet A in this report) that is located on the adjacent Spurr property, to the west. This existing inlet will remain and serve as the proposed discharge location for DMA A of Ardmore Industrial, following historic drainage patterns.
Table 1 shows the comparison of 100-year peak flows for this existing, offsite watershed. This preliminary drainage report has been prepared using the assumption that the offsite run-on from “EX1 offsite” in the 100-yr storm event is 76.97 cfs – which is more conservative than previous studies. We also believe that the County of San Luis Obispo standard time of concentration equation (see detail H-2) is more representative of this watershed.
Table 1: Comparison of Ardmore Industrial offsite watershed run-on
I.D. Soil Characteristics
A geotechnical engineering soils report for the Ardmore Project has been prepared by Beacon Geotechnical, Inc (dated October 12, 2022).
Based on this geotechnical report, soils across the site are comprised of mostly very silty clayey sands overlain by layers of multiple silty clayey sands with gravel. Soil expansion capabilities were determined to be low, and groundwater was not encountered in any of the site borings to a depth of 20 feet. Twelve different infiltration borings and tests were completed across the site with infiltration rates recorded range from 1.50 in/hr. to 5.00 in/hr. and are directly applicable to the design of infiltration trenches and similar deep facilities. For shallow facilities with more bottom area than sidewall area, the Porchet conversion is applied to the test data to determine the applicable infiltration rate. Using the Porchet conversion method, infiltration rates ranged from 0.07 to 0.70 in/hr.
Offsite Area * Report Total Area in
Report (ac)
Calculated
tc (min) tc Method
Hydrology
Calculation
Method
100-yr Flow
(cfs)
Spurr (Area B)
Roberts, Spurr/
Daniels Wood
Reports (9/8/2020)
59.00 35.00 FAA method Rational 44.00
EX1 offsite
Wallace Group,
Ardmore Industrial
Prelim Report
(2/2023)
57.27 11.04
SLO County
Equation Rational 76.97
* These two areas represent the same drainage watershed but have different names in different drainage reports
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
NRCS web soil data identifies the soils as primarily Hydrologic Soil Group C (mostly clay and loams), which is associated with generally moderate-to-low infiltration rates and is usually due to the existence of clays within the soil complexes.
See Appendix B for excerpts from the geotechnical engineering report, NRCS web soil survey, and additional data related to onsite infiltration.
I.E. Proposed Site Drainage
The proposed site plan will be divided into five drainage management areas (DMAs) while following historic drainage patterns and discharge locations for stormwater runoff. See Figure 4 below, and Appendix A for the Proposed Drainage Management Areas Exhibit.
Figure 4: Proposed Drainage Management Areas
The proposed site plan consists primarily of impervious surface areas such as large commercial buildings, associated parking areas, a new city-maintained road extension of Ardmore Road east through the project site, and frontage improvements along the east side of the existing Ardmore Road. Tables 2 and 3 show the pre-development vs. post-development values for land use types associated with the proposed site plans.
DMA A
DMA B1 DMA B2
DMA D
DMA C
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Table 2: Pre-development Site Conditions
Table 3: Post-development Site Conditions
With limited surface area available for pervious land uses, the current drainage design will utilize surface bioretention swales, underground gravel facilities, and underground ADS StormTech chamber systems to meet post-construction stormwater requirements (PCRs) and peak flow management requirements. Further information on design calculations can be found in Section III of this report. See Appendix D for conceptual details of these proposed drainage systems.
DMA A is designed to drain runoff from 7.20 acres of mixed commercial land and new roadway area towards existing Outlet A along the west project boundary. Stormwater from the mixed commercial area will be directed to an underground StormTech chamber system via a storm drain network. This StormTech chamber system is designed to retain and infiltrate smaller storm events while detaining larger events to meter project runoff to Outlet A following historic patterns. The new right-of-way extension of Ardmore Road will drain to roadside bioretention facilities with underground gravel chambers. Runoff from larger storm events, not exceeding historic peak flow patterns will be directed to the existing Outlet A.
Existing Outlet A will also receive offsite run-on from approximately 57 acres of undeveloped, rural grassland that flows onto the site from the south and then is routed via two proposed 36” HDPE storm drain culverts, following historic drainage patterns.
DMA B1 is designed to drain runoff from 1.60 acres of mixed commercial land and the east side of Ardmore Road towards existing Outlet B along the west project boundary. The existing storm drain pipe will be maintained while the existing inlet will be replaced with a standard curb inlet connected to the proposed storm drain system associated with DMA B1. Roadside bioretention swales with underground gravel chambers will manage stormwater runoff from Ardmore Road while onsite runoff will be conveyed to an underground StormTech chamber system where historic peak flow patterns will be directed to Outlet B. See Figure 5 below for a detailed diagram of Outlet B.
DMA B2 is designed to drain runoff from 1.20 acres of mixed commercial land towards Outlet B along the west project boundary. Onsite runoff will be conveyed to an underground StormTech chamber system where historic peak flow volumes will be directed to Outlet B via a new storm drain pipe that crosses Ardmore Road. This new connection will tie in to an existing storm drain manhole just east of Ardmore Road on the Daniels Woodlands property driveway entrance. The combined stormwater runoff of DMA B1 and DMA B2 has been designed to be less than the existing drainage design volume of the Daniels Woodlands storm drain network, by Roberts Engineering. For more information of these calculations and references to the Roberts Engineering report, see Appendix C.
Land Type Total Area (sf) % of Total Area
Impervious (Imp) 3,223 0.5%
Pervious (P) 609,141 99.5%
Total Area 612,364 14.06 100.0%
Total Area (ac)
0.07 13.98
Land Type Total Area (sf) % of Total Area
Impervious (Imp) 501,730 81.9%
Pervious (P) 110,633 18.1%
Total Area 612,363 100.0%
Total Area (ac)
2.54 11.52
14.06
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Figure 5: Outlet B for DMA B1 and DMA B2
DMA C is designed to drain runoff from 0.27 acres of onsite mixed commercial land and the east side of Ardmore Road towards the northwest corner of the project. A majority of stormwater runoff from DMA C will be directed into a proposed roadside bioretention swale with underground gravel storage. Following historic drainage patterns and runoff volumes, excess flow from DMA C will be directed offsite along the east side of Ardmore Road (see Figure 6).
This designed onsite runoff with be flow northward towards Union Road via an existing roadside swale. See Appendix C for stormwater calculations of DMA C and the Onsite Runoff (C) location.
Figure 6: Onsite Runoff (C) for DMA C
Exist. SD manhole located on
Daniels Woodlands property
New SD pipe connection
(from DMA B2)
Exist SD pipe across
Ardmore Rd. (from DMA B1)
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
The northeast portion of the project site consists of DMA D which drains 3.79 acres of mixed commercial land towards the northeast and Union Road. This drainage area is connected to a separate offsite watershed that flows directly towards Huer Huero Creek, unlike the previously discussed project DMAs A, B1, B2, and C which drain to a separate low point along Union Road. Stormwater runoff from DMA D will be directed to a surface detention basin at the northeast corner of the project site. This basin will also have retention and infiltration capabilities to manage smaller storm events while onsite runoff from larger events will be metered offsite by a proposed box inlet (Outlet D) and concrete spillway towards the northeast, following historic drainage patterns.
Overall, it is expected that the combined performance of these proposed storm drain detention systems across the project will decrease stormwater run-off from the site compared to predevelopment drainage conditions. Historic discharge locations will also be maintained, and it expected that appropriate erosion control measures will be implemented to minimize downstream stormwater runoff impacts.
I.F. Purpose of Report
The purpose of this preliminary report is to assess the onsite drainage conditions and document the preliminary drainage design for the Ardmore Industrial project in support of the preliminary grading plans. This report provides relevant data and calculations to meet the requirements set out by the City of Paso Robles and County of San Luis Obispo Public Improvement Standards.
This preliminary report will address the following subjects related to Ardmore project:
• Drainage design standards
• Existing drainage patterns and proposed drainage management areas • Hydrologic methodology and hydraulic calculations
• Peak flow management and flood control
• Safe overland conveyance paths
The following future reports are anticipated:
• Final Drainage Design Report
• Final Stormwater Control Plan
Additional references :
• Daniels Woodland Commercial Facility drainage report, by Roberts Engineering Inc, dated 3/15/19 and revised 9/8/20.
• Stormwater Control Plan for Daniels Woodland Commercial Complex, by Roberts Engineering Inc, dated 3/13/19.
• Stormwater Quality Control Plan for Spurrco Commercial Development Project, by Roberts Engineering Inc, dated 5/14/18.
• Ardmore Road Public Improvement Plans (Parcel Map PR 18-0067), by Roberts Engineering Inc, record drawings dated 2/12/20.
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
I.G. Regional Regulations
The Admore project is primarily subject to the City of Paso Robles Standard Specification and Details as it lies within the City of Paso Robles jurisdiction. Where any guidance is not found within the City of Paso Robles standards, designs for this project will then follow County of San Luis Obispo Public Improvement Standards.
This project is also subject to the Stormwater Post Construction Requirements #1 - # 4 (PCRs).
A separate preliminary stormwater control plan will be prepared to review and assess the current site plan as it relates to PCR compliance.
This project does not include any impacts that would involve other governing jurisdictions such as the California Department of Fish and Wildlife (CDFW), and the Federal Emergency Management Agency (FEMA). This project does not impact waters within the jurisdiction of the US Army Corps of Engineers.
I.H. Design Criteria
The design standards used for the Ardmore drainage facilities are summarized below.
1. Peak Flow Management and Flood Control (City of Paso Robles and County of SLO) a. No significant flow increase from the existing condition for the 2-year through 100-year storms. Historic stormwater drainage patterns will be maintained.
2. Swales and open channels (City of Paso Robles)
a. 25-year storm event volume with 1-ft of freeboard
b. 100-year storm event volume shall be contained within the banks or within channel easement.
3. Closed Conduits (City of Paso Robles)
a. 25-year design storm event.
b. 100-year storm event volume shall be contained within the banks or within channel easement of secondary, safe overland escape path.
4. Overland Conveyance (City of Paso Robles)
a. Sump conditions must have safe overflow path for 100-year flow.
5. Stormwater Quality (City of Paso Robles, County of SLO and PCRs) a. Comply with Central Coast Regional Water Quality Control Board PostConstruction Stormwater Requirements #1 - #4.
II. Topographic Survey and Data Sources
The following data sources were utilized for the analysis presented in this report:
• Topographic survey prepared by North Coast Engineering, dated 11-09-2022 and 2-2-2023.
• Site visits and field observations
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
III. Hydrologic and Hydraulic Analysis
III.A. Hydrologic Analysis
A hydrologic analysis was performed as described in the City of Paso Robles Standard Specifications and Details, evaluating peak stormwater flows from each existing watershed and DMA (see Table 4). The primary analytical method used for most project drainage areas was the Santa Barbara Urban Hydrograph (SBUH) Method in the HydroCAD software. A separate Rational Method calculation was used for peak flow analysis of the “EX1 (offsite)" existing watershed due to the offsite location and undeveloped land use. It is our opinion that the Rational Method produced more consistent and realistic peak flow values compared to the SBUH Method. Section I.C of this report provides more information on the hydrologic results of “EX1 (offsite)” compared to previous drainage studies.
Table 4: Hydrologic analysis methods by project drainage area The preliminary drainage design of Ardmore Industrial utilizes the combined performance of surface bioretention swales with underground gravel retention, underground retention and detention (StormTech) chamber systems, and a surface basin with retention and detention capabilities. Each DMA will be connected to an existing drainage discharge location preserving historic drainage patterns with minimal stormwater diversion. Post-developed project peak flows for 2-year through 100-year storm events will be less than or equal to pre-developed peak flow conditions. Offsite run-on to the project from the south will be conveyed through a bypass culvert to an existing discharge location (Outlet A), following historic drainage patterns.
A summary of the existing vs. proposed hydrologic conditions is presented in Table 5. For further information on the overall hydrologic analysis see Appendix C.
EX1 (offsite) * Rational Method DMA A SBUH in HydroCAD
EX1 (onsite) SBUH in HydroCAD DMA B1 SBUH in HydroCAD
EX2 **
Peak flow data referenced from
2019 Daniels Comm. drainage
report by Roberts Eng. -- these
values were more conservative
(less than) the peak flows
calculated by Wallace Group.
DMA B2 SBUH in HydroCAD
EX3 SBUH in HydroCAD DMA C SBUH in HydroCAD
EX4 SBUH in HydroCAD DMA D SBUH in HydroCAD
Existing/ Pre-developed Hydrology Proposed/ Post-developed Hydrology
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Table 5. Pre-Development vs. Post-Development Hydrologic Analysis
Land Use
Project land uses were delineated into pervious and impervious areas. Existing land uses consist of undeveloped rural grassland with good vegetation cover and two agricultural structures across 71.33 acres of drainage area. The proposed project area of 14.06 acres will consist of a mixed commercial development, with impervious surfaces planned for approximately 85% of the site. The project minimizes excessive land disturbance and site improvements given the required project conditions, with pervious/ landscaped areas resulting in 18% of the proposed site (See Table 3).
For project calculations within the HydroCAD software, impervious areas were assigned a runoff curve number (CN) of 98, and pervious/ landscaped areas were assigned a CN of 79 (landscaped, 50-75% Grass cover, Fair, Hydrologic Soil Group C) following the standard US Natural Resources Conservation Service (NRCS) runoff curve number method.
Pre-Dev.
Total Area
(ac)
Post-Dev.
Total Area
(ac)
Storm Pre-Developed
Flow, Q (cfs)
Post-Developed
Flow, Q (cfs)
95th - -
2 YR 32.51 31.75
10 YR 61.76 59.90
25 YR 72.83 71.33
50 YR 85.55 83.41
100 YR 93.67 90.48
95th Data Unknown -
2 YR 1.02 0.04
10 YR 2.11 0.59
25 YR 2.46 1.65
50 YR 2.97 2.53
100 YR 3.54 3.42
95th 0.01 0.03
2 YR 0.15 0.07
10 YR 0.74 0.12
25 YR 1.17 0.15
50 YR 1.52 0.18
100 YR 1.89 0.20
95th - -
2 YR 0.56 -
10 YR 2.94 0.54
25 YR 4.70 1.37
50 YR 6.11 3.36
100 YR 7.62 6.81
71.33 71.33
3.27 Drainage Area Subtotal
64.43 64.46
2.80 0.27
3.79 2.82
0.80 Outlet D
Onsite Runoff (C)
Outlet B
Outlet A
Outlet Location
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Rainfall Depth and Distribution
Average annual rainfall data used in SBUH calculations was derived from the NOAA Atlas 14, Volume 6, Version 2 for the project location within Paso Robles, California (Table 6, below).
Table 6: Design Storm Event Data - SBUH
Average annual rainfall data used in Rational Method calculations was derived from County of San Luis Obispo standard details H-1 through H-4 (2022) for the project location within Paso Robles, California (Table 7, below).
Table 7: Design Storm Event Data - Rational Method
See Appendix B for selected pages of rainfall data from each respective jurisdictional agency.
Drainage Management Areas
As described earlier in the Proposed Site Drainage section, five drainage management areas (or DMAs) were delineated based upon the preliminary grading design for the Ardmore project.
Appendix A shows the delineation of the existing and proposed Ardmore DMAs.
Time of Concentration
The time of concentration (Tc) for each existing watershed and drainage management area was calculated using the County of San Luis Obispo standard detail H-2 (2022) time of concentration equation. A minimum time of concentration of 6 minutes was used in the calculations of this report, as standardized by the City of Paso Robles Section V-1.B rainfall chart.
Detailed time of concentration calculations for each existing watershed and drainage management are shown in Appendix C.
95th 1.45 inches
2 YR 2.14 inches
10 YR 3.74 inches
25 YR 4.70 inches
50 YR 5.42 inches
100 YR 6.16 inches
* See NOAA Atlas 14 Rainfall data (24-hr
storm duration)
Rainfall Event Data
2 YR 1.30 in/ hr
10 YR 2.30 in/ hr
25 YR 2.60 in/ hr
50 YR 3.00 in/ hr
100 YR 3.20 in/ hr
Rainfall Event Data
* See 2022 County of San Luis Obispo
Public Improvement Standards H-4, Table 2
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Peak Flow Analysis and Flood Control
Peak flows were calculated primarily using the Santa Barbara Urban Hydrograph (SBUH) Method analysis through the HydroCAD software for each existing watershed and proposed DMA. See Table 4 for exceptional cases related to this project. Summaries of the hydrologic analyses and corresponding results are included in Appendix C.
The proposed underground retention facilities, surface detention basin, and underground detention chambers will combine to meet all peak flow management requirements for the 2-year through 100-year storm events, as required by the City of Paso Robles and Central Coast Regional Water Quality Control Board Post-Construction Stormwater Requirements #3 and #4.
III.B. Hydraulic Analysis
Bypass Culvert
A bypass culvert consisting of two 36” HDPE storm drain pipes is proposed along the south and southwestern side of the project to collect and convey offsite run-on to existing Outlet A (see Table 8), following historic drainage patterns. These parallel culvert pipes will combine to have the capacity to convey the 2-year through 100-year storm events but will be outlet-controlled due to the limited inlet capacity of existing Outlet A. See Section I.F of this report for the additional references containing the calculations for existing Outlet A, completed by Roberts Engineering.
It is expected that stormwater will pond at existing Outlet A to a maximum elevation of 823.35’ in events larger than the 2-year storm due to limited inlet capacity, following historic drainage conditions. Due to this drainage condition at Outlet A, a constant tailwater elevation of 823.35’ has been included in the analysis of the Ardmore bypass culvert. Stormwater ponding above 823.35’ at Outlet A will escape overland to the west and flow towards Ardmore Road. See Section III.C of this report for more information on safe overland escape paths. This water surface elevation will also likely cause variable ponding to occur at the bypass culvert inlet along the southern project boundary.
A safe overland escape path for stormwater upstream of the bypass culvert is proposed along the southern property boundary (see Figure 7). As onsite grading will conform to existing offsite topography at the property line, the proposed safe overland drainage path will have a crest elevation of 823.5’. Due to the combined effects of the bypass culvert tailwater condition and the safe overland escape path crest, further ponding of stormwater onto the adjacent southern property can be expected up to an elevation of 824.5’ in the 100-year storm event.
Permanent erosion control and energy dissipation is planned to be designed at the downstream end of the bypass culvert near existing Outlet A. These calculations will be included in the final drainage design report, to be completed at a later date.
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Figure 7: Safe overland escape path for offsite run-on from the south Table 8: Offsite Run-on Peak Flow Summary
A hydraulic analysis of the bypass culvert was performed using the HY-8 software. Summary images of the hydraulic analysis are presented in Figures 8 and 9. See Appendix C for detailed, hydraulic calculations for the bypass culvert.
DMA Outlet
Location
Total Area
(sf)
Total Area
(ac) C
Land Type
Description Storm Intensity, I
(in/hr)
Flow, Q
(cfs)
2 YR 1.30 31.27
10 YR 2.30 55.32
25 YR 2.60 62.54
50 YR 3.00 72.16
100 YR 3.20 76.97
Outlet A
(Exist.
double 24"
SD pipes)
EX1
(offsite) 2,494,621 57.27 0.42
OFFSITE
RUN-ON
Undeveloped.
Rural grassland/
open space, few
trees
Crest Elev. = 823.5’
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Figure 8: 25-year Hydraulic Analysis for Bypass Culvert - Profile Figure 9: 25-year Hydraulic Analysis for Bypass Culvert – Front View
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
III.C Safe Overland Conveyance Paths
The proposed, preliminary Ardmore grading has been designed to safely direct overland conveyance of 100-year storm events away from proposed structures and downstream following historic drainage patterns. Below is a summary of each Ardmore project discharge location.
Figure 10 shows the different overland conveyance paths for each of project discharge location.
Figure 10: Safe Overland Escape Paths
Outlet A
Outlet A is comprised of two existing 24” storm drain pipes. This outlet is expected to receive stormwater flows from three contributing sources: undeveloped offsite run-on from the south via the proposed bypass culvert, onsite runoff from StormTech chambers in DMA A, and a second storm drain network in DMA A. These flows converge at a low point where the existing Outlet A is located. The existing condition and as-built construction status of this existing storm drain inlet is not completely known at the time of this report. Wallace Group was provided a design invert elevation of 816.84’ for existing Outlet A by MBS Land Surveys. Further review of Outlet A will likely be necessary to fully analyze the actual, existing storm drain infrastructure.
In large storm events, or where the two existing 24” storm drain pipes do not perform as designed by Roberts Engineering, it is expected that this area will flood to an elevation of 823.35’. The overland escape path will be northwest across the Spurr property towards Ardmore Road where three stormwater basins will capture and convey flow westward into the downstream storm drain system. This overland escape path aligns with existing, historic drainage patterns.
ARDMORE
ROAD OUTLET A OUTLET B
OUTLET D
Onsite
Runoff (C)
City Council Agenda November 7, 2023
Ardmore Industrial – Preliminary Drainage Design Report February 21, 2023
Outlet B
Outlet B is an existing storm drain manhole just east of Ardmore Road designed as a part of the Daniels Woodlands project (see Figure 5, above). Outlet B is proposed to receive stormwater from an existing 12” storm drain pipe (from DMA B1) and a new storm drain pipe connection (from DMA B2). This existing storm drain network conveys stormwater westward through the Daniels Woodlands property where it discharges into a perimeter bypass swale. Stormwater will then be conveyed around the north side of the Daniels Woodlands property towards the downstream drainage channel that flows north to Union Road.
The proposed DMAs B1 and B2 have been designed to maintain this overland escape path following historic conditions and in accordance with the existing drainage design of the Daniels Woodlands project by Roberts Engineering.
Onsite Runoff (C)
Historic drainage patterns of the northwest corner of the Ardmore Industrial site show topography that directs stormwater northwest towards Ardmore Road. Once collected along the east side of Ardmore Road, stormwater continues to flow north and discharges into an existing roadside swale. DMA C has been designed to follow this historic drainage pattern, directing excess stormwater away from developed areas of Ardmore Industrial and onto Ardmore Road.
Outlet D
Proposed Outlet D consists of a box inlet with riser within the DMA D stormwater basin. This outlet has been designed to direct stormwater runoff from the area to the northeast, following historic drainage patterns and volumes. For excess stormwater runoff from DMA D into the proposed basin, a spillway has been proposed above the designed 100-year water surface elevation. Energy dissipation and permanent erosion control measures will be necessary to minimize downstream impacts of the concentrated flow from the proposed pipe outlet and the basin spillway.
City Council Agenda November 7, 2023
APPENDIX A
Appendix A – Supporting Exhibits
• Existing Watersheds and Proposed Drainage Management Areas (DMA) Exhibits • Offsite Properties Exhibit
City Council Agenda November 7, 2023
822.5 inv 12" 18" 821.0 inv
CO
WL WL GAS GAS
UTL UTL
818
821 821
830
840
824
826
828 832
834
836
838
830
840
850
860 870 880
890
900
910
920
930
840
850
860
870
880
890
900
910
920
930
940
950 960 970
980
780
790
800
840
830
820
810
760
770
758 762 764
766
768
772
774
776
776
776
778
815
820
825
830
825
824
826
827
828
829
820
820
825
830
825
830
835 832
832
826 825
827
828
828
826
825
824
823
826
826
837
795
800
805
810
815
820
825
830
770
780
790
800
810
820
830
840
840
850
850
860
860
870
870
880
880
823
825
824
826
827
826
N
0 (IN FEET)
GRAPHIC SCALE
60 120 240
1 IN = 120 FT
ORIGINAL SCALE IS IN INCHES
FOR REDUCED PLANS
T 805 544-4011 F 805 544-4294
612 CLARION COURT
SAN LUIS OBISPO, CA 93401
DATE SIGNED
SIGNATURE
www.wallacegroup.us
PLANNING
CIVIL AND TRANSPORTATION ENGINEERING
CONSTRUCTION MANAGEMENT
LANDSCAPE ARCHITECTURE
MECHANICAL ENGINEERING
PUBLIC WORKS ADMINISTRATION
SURVEYING / GIS SOLUTIONS
WATER RESOURCES
0 1 2 3
DESIGNERS:
DRAWING NO.
DATE:
DRAWN BY:
JOB #:
OF
1 2 3 4
A
B
C
D
1 2 3 4
5 5
Copyright © Wallace Group, a California
Corporation. All rights reserved. Copies of this
drawing shall have this notice.
These plans and specifications, and the ideas and
designs incorporated herein, are instruments of
service prepared for the construction of work shown
hereon and shall not be used in whole or in part for
any other project without written authority of Wallace
Group, a California Corporation.
®
2009 COVELOP ARDMORE PROJECT DEVELOPMENT
1 12/06/2022
751-005
CD/ ZKP
ZKP
SHEETEXISTING WATERSHED EXHIBIT
1 FILE NAME: 2022_ARDMORE_DRAINAGE MANAGEMENT AREAS.DWG
ARDMORE ROAD
EXISTING CULVERT INLET
(TO BE REPLACED)
EX1 (offsite)
AREA = 2,494,621 SF
AREA = 57.27 AC
EX3
AREA = 142,459 SF
AREA = 3.27 AC
EX4
AREA = 34,918 SF
AREA = 0.80 AC
ARDMORE ROAD
UNION ROAD
EXISTING DBL. 24" STORM
DRAIN PIPE AT ADJACENT
SPURR PROPERTY
LEGEND:
ARDMORE PROJECT BOUNDARY
EXISTING WATERSHED BOUNDARY
EX2
AREA = 122,877 SF
AREA = 2.82 AC
EXISTING
AGRICULTURAL
STRUCTURES TO
BE REMOVED.
THOMAS K. ZEHNDER
C I V I L
No. 72702
NOT FOR CONSTRUCTION
FOR PLAN REVIEW ONLY
AL
A T T
S
OF E C
A
O N R I F
I
REGISTERED PROFESSIONA L ENGINE
R
EX1 (onsite)
AREA = 312,111 SF
AREA = 7.17 AC
EXISTING ONSITE
RUNOFF (FROM EX4)
NORTHWARD ALONG
ARDMORE ROAD.
EXISTING ONSITE
SURFACE RUNOFF (FROM
EX3) TO THE NORTHEAST.
City Council Agenda November 7, 2023
822.5 inv 12" 18" 821.0 inv SS SS SS SS
SS SS SS SS SS
SS SS SS SS SS SS
SS SS SS SS
SD SD SD SD SD
SD
SD SD
SD SD SD
SD
SD
SD SD SD
SD
SD
SD
WL WL WL WL WL WL WL CO FIRE
FIRE
FIRE FIRE FIRE FIRE FIRE
FIRE
GAS GAS GAS GAS GAS GAS GAS
UTL UTL UTL UTL UTL UTL SS WL WL WL WL WL
FIRE FIRE FIRE
FIRE FIRE FIRE FIRE FIRE
FIRE FIRE FIRE
1 2
3 4
5 6
821
821
815
820
825
830
825
824
826
827
828
829
820
820
825
830
825
830
835 832
832
825
826
827
828
828
825
824
823
826
826
826
837
820
825
830
823
825
824
826
827
826
825
826
825
826
818
825
821 820 819
822
825
824
826
827
827
823
827
828
828 822
828
829
828829 825 826 827
830
829
829
815
814
820
828
827
826
825
824
823 825 820
827
828
830
830
829
829
827
827
826
827
828
833
826
827
828
829
830
829
831 829 829 828828 828 827 829829
825
825
824
826
826
827
827 828 828 829 829
N
0 (IN FEET)
GRAPHIC SCALE
40 80
1 IN = 40 FT
20 ORIGINAL SCALE IS IN INCHES
FOR REDUCED PLANS
T 805 544-4011 F 805 544-4294
612 CLARION COURT
SAN LUIS OBISPO, CA 93401
DATE SIGNED
SIGNATURE
www.wallacegroup.us
PLANNING
CIVIL AND TRANSPORTATION ENGINEERING
CONSTRUCTION MANAGEMENT
LANDSCAPE ARCHITECTURE
MECHANICAL ENGINEERING
PUBLIC WORKS ADMINISTRATION
SURVEYING / GIS SOLUTIONS
WATER RESOURCES
0 1 2 3
DESIGNERS:
DRAWING NO.
DATE:
DRAWN BY:
JOB #:
OF
1 2 3 4
A
B
C
D
1 2 3 4
5 5
Copyright © Wallace Group, a California
Corporation. All rights reserved. Copies of this
drawing shall have this notice.
These plans and specifications, and the ideas and
designs incorporated herein, are instruments of
service prepared for the construction of work shown
hereon and shall not be used in whole or in part for
any other project without written authority of Wallace
Group, a California Corporation.
®
2023 COVELOP ARDMORE PROJECT DEVELOPMENT
1 2/14/2023
751-005
CD/ ZKP
ZKP
SHEETPROPOSED DRAINAGE MANAGEMENT AREAS
1 FILE NAME: 2022_ARDMORE_DRAINAGE MANAGEMENT AREAS.DWG
OUTLET B
PROPOSED CONNECTIONS TO
EXISTING DANIEL WOODLANDS
PROPERTY STORM DRAIN SYSTEM.
ARDMORE ROAD
OUTLET A
EXISTING DBL. 24" STORM DRAIN PIPE AT
ADJACENT SPURR PROPERTY (TO REMAIN)
LEGEND:
ARDMORE PROJECT BOUNDARY
PROPOSED DRAINAGE MANAGEMENT AREA (DMA)
BOUNDARY
PROPOSED DRAINAGE MANAGEMENT AREA (DMA)
(DRAINS OFFSITE OVER SURFACE)
BIORETENTION WITH UNDERGROUND GRAVEL TRENCH ARDMORE ROAD DMA C
AREA = 11,941 SF
AREA = 0.27 AC
DMA A
AREA = 313,474 SF
AREA = 7.20 AC
DMA B1
AREA = 69,586 SF
AREA = 1.60 AC
DMA B2
AREA = 52,287 SF
AREA = 1.20 AC
DMA D
AREA = 165,076 SF
AREA = 3.79 AC
OUTLET D
PROPOSED RETENTION BASIN WITH METERED
OUTLET STRUCTURE. FLOW DIRECTED TO
NORTHEAST FOLLOWING HISTORIC PATTERNS.
PROPOSED UNDERGROUND ADS
STORMTECH MC-3500 CHAMBERS
(PORCHET INFIL. RATE = 0.20 IN/HR)
PROPOSED SAFE OVERLAND
ESCAPE PATH FOR OFFSITE RUN-ON
PROPOSED STORMWATER CHANNEL
OF OFFSITE RUN-ON INTERCEPT
PROPOSED UNDERGROUND ADS
STORMTECH MC-3500 CHAMBERS
(PORCHET INFIL. RATE = 0.20 IN/HR)
THOMAS K. ZEHNDER
C I V I L
No. 72702
NOT FOR CONSTRUCTION
FOR PLAN REVIEW ONLY
AL
A T T
S
OF E C
A
O N R I F
I
REGISTERED PROFESSIONA L ENGINE
R
PROPOSED ROADSIDE
BIORETENTION SWALES
PROPOSED ROADSIDE
BIORETENTION SWALES
PROPOSED ROADSIDE
BIORETENTION SWALE
PROPOSED BIORETENTION TRENCH AREA
(PORCHET INFIL. RATE = 0.07 IN/HR)
PROPOSED UNDERGROUND ADS
STORMTECH MC-3500 CHAMBERS
(PORCHET INFIL. RATE = 0.19 IN/HR)
ONSITE RUNOFF (C)
RUNOFF FLOWS TO NORTH ALONG EAST SIDE OF
ARDMORE ROAD TOWARDS EXIST. ROADSIDE SWALE.
PROPOSED DOUBLE 30" HDPE
STORM DRAIN CULVERT FOR
OFFSITE RUN-ON BYPASS
City Council Agenda November 7, 2023
T 805 544-4011 SAN LUIS OBISPO, CA 93401
612 CLARION COURT
www.wallacegroup.us F 805 544-4294
DRAWING :
DRAWN BY:
JOB No. :
DATE :
SCALE : ®
EXHIBIT
OFFSITE PROPERTIES
ARDMORE PROJECT SITE
PASO ROBLES, CA
751-005
OFFSITE PROPS
ZKP
DEC 6, 2022
1" = 300'
N
9 SPURR AREA A - WEST
SPURR AREA B - EAST
ARDMORE ROAD - CASE FRONTAGE
ARDMORE ROAD - SPURR FRONTAGE
ARDMORE ROAD - DANIELS FRONTAGE
FLOW DIRECTION
DANIELS WOODLAND 24' WIDE BIOSWALE
1 2
3 4
5 6
7 8
ARDMORE ROAD - DANIELS FRONTAGE
TATE PROPERTY
CASE PROPERTY
DANIELS WOODLAND
UNION ROAD SAFETY & TRAINING CENTER
AUTOCRAFT
SOUTH UNION ROAD
1 2
3 4
5 6
7 8
9 10
11 12
10 11
12 HYDROLOGY BY
ROBERTS
ENGINEERING
UNION ROAD
ARDMORE ROAD ARDMORE ROAD
ARDMORE
INDUSTRIAL
ARDMORE IND.
PROJECT SITE
ARDMORE EXIST
WATERSHEDS
UNION ROAD
LOW-POINT
City Council Agenda November 7, 2023
APPENDIX B
Appendix B – Excerpts from Design Standards and References • Geotechnical and soils documentation
• Site Infiltration data and Porchet Method conversion calculations • Pages from City of Paso Robles public work standards
• Time of Concentration & Rainfall data - County of San Luis Obispo Public Improvement Standards
• Rainfall data – NOAA Atlas 14, Volume 6, Version 2 excerpt (for Paso Robles, CA)
City Council Agenda November 7, 2023
Geotechnical Engineering Report
For
Proposed Commercial Buildings and Street Improvements
2930 Union Road Lots 6 and 13
Paso Robles, California
October 12, 2022
F-103116
Prepared For
MD3 Investments
By
Beacon Geotechnical, Inc.
P.O. Box 4814
Paso Robles, California 93447
City Council Agenda November 7, 2023
October 12, 2022 F-103116
MD3 Investments
P.O. Box 13174
San Luis Obispo, CA 93406
Project: Proposed Commercial Buildings and Street Improvements 2930 Union Roads Lots 6 and 13
Paso Robles, California
Subject: Geotechnical Engineering and Infiltration Report As authorized, we have performed a Geotechnical Study for the above referenced project. The accompanying Geotechnical Engineering Report presents the results of our subsurface exploration, laboratory-testing program and conclusions and recommendations for geotechnical engineering aspects of project design. Our services were performed using the standard of care ordinarily exercised in this locality at the time this report was prepared.
Based on our study, it is our opinion that the site is suitable for the proposed developments from a geotechnical engineering standpoint provided the recommendations of this report are successfully implemented.
We have appreciated this opportunity to be of service to you on this project.
Please call if you have any questions, or if we can be of further service.
Respectfully submitted,
Beacon Geotechnical, Inc.
Greg McKay
Project Manager
Copies: 3-MD3 Investments
1-File Nicholas A. McClure
Geotechnical Engineer
City Council Agenda November 7, 2023
F-103116 October 12, 2022
2 1. INTRODUCTION
This report presents results of a Geotechnical Engineering Study performed for the proposed commercial buildings and street improvements to be located in Paso Robles, California.
1.1 Description
1.1.1. It should be noted that grading and foundation plans were not provided for the purpose of this report. Prior to any construction, this firm should review the grading and foundation plans to verify or modify the recommendations offered herein. We anticipate that the sites will be developed by cutting and filling to create level building pads.
1.1.2. The proposed structures are assumed to be one (1) or two (2) stories of wood or metal framed construction.
1.1.3. Structural considerations for maximum wall load of 1.75 kips per square foot and maximum point loads of 25.0 kips were used as a basis for the recommendations of this report. If actual loads vary significantly from these assumed loads, Beacon Geotechnical, Inc. should be notified as re-evaluation of the recommendations contained herein may be required.
2 SCOPE OF WORK
2.1 The purpose of the geotechnical investigation that led to this report was to evaluate the soil conditions of the site with respect to the proposed developments. These conditions include surface and subsurface soil types, expansion potential, settlement potential, bearing capacity, and presence or absence of subsurface water. The scope of our work included:
• Reconnaissance of the site.
• Drilling, sampling, and logging of eighteen (18) borings to investigate soils and groundwater conditions.
• Laboratory testing of soil samples obtained from subsurface exploration to determine their physical and engineering properties.
• Geotechnical analysis of the data obtained.
• Consultation with owner representatives and design professionals. • Preparation of this report.
2.2 Contained in the report are:
• Discussions on local soil and groundwater conditions. • Results of laboratory and field tests.
• Conclusions and recommendations pertaining to site grading and structural design.
City Council Agenda November 7, 2023
F-103116 October 12, 2022
3 3 SITE SETTING
3.1 The site of the proposed development is located in Paso Robles, California, with the approximate geographical coordinates 35°38’25.55” N and 120°39’05.92” W. See the Vicinity Map in Appendix A.
3.2 The proposed building sites are relatively level to slightly sloping with weeds up to one (1) foot high and a few existing structures to be removed prior to preparation of the new building pads.
4 SITE CONDITIONS
4.1 Soil Conditions
4.1.1 Evaluation of the subsurface indicates that soils are generally light brown very silty clayey sand overlain by light brown silty clayey sand with gravel, brown silty very clayey sand, and brown silty clayey sand with gravel.
4.1.2 Soils encountered at approximate bearing depths should be designed as Site Classification D in accordance with the local building code.
4.1.3 Expansion determination indicates that the bearing soils lie in the “Low” range.
4.2 Groundwater
4.2.1 Groundwater was not encountered to a depth of twenty (20) feet.
4.3 Infiltration Testing
4.3.1 Infiltration testing was done on the site in accordance with the Central Coast Low Impact Development Initiative standard. Twelve (12) infiltration borings were drilled with their locations shown on the Site Map in Appendix A. The borings were presaturated and subsequently tested. The resulting infiltration rates are as follows:
Test No. Depth (Ft.) Rate (Inch/Hour)
A 5.0’ 2.25
B 5.0’ 3.00
C 5.0’ 2.00
D 5.0’ 1.50
E 5.0’ 3.25
F 5.0’ 4.00
G 5.0’ 2.00
H 5.0’ 4.25
I 5.0’ 5.00
J 5.0’ 2.50
K 5.0’ 3.00
L 5.0’ 3.25
City Council Agenda November 7, 2023
1 A
B
C
D
2 E
F
PROJECT #: F-103116
G
H
I
J
L
K
3 4
5 6
City Council Agenda November 7, 2023
City Council Agenda November 7, 2023
Ardmore Project
Location: Paso Robles, CA
Project: 0751-0005 Ardmore
Date: 12/05/2022
By: ZKP
Porchet Method Summary - Infiltration Calculations
Geotech Boring ID
Referenced*
Proposed DMA Selection
for design
Tested Infiltration Rate
(in/hr)*
Porchett Infiltration Rate
(in/hr) **
A --- 2.25 0.07
B DMA B2 3.00 0.19
C DMA B1 2.00 0.10
D --- 1.50 0.08
E --- 3.25 0.13
F --- 4.00 0.36
G --- 2.00 0.13
H --- 4.25 Data Not Included
I --- 5.00 0.70
J --- 2.50 0.10
K --- 3.00 0.17
L DMA A 3.25 0.20
* See Geotechnical Engineering Report (page 3) by Beacon Geotechnical, dated 10/12/2022 ** See Infiltration Test Field Mesaurements by Beacon Geotechnical, dated 09/28/2022 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 887 of 1329 Page 1 of 13 City Council Agenda November 7, 2023
1 A
B
C
D
2 E
F
PROJECT #: F-103116
G
H
I
J
L
K
3 4
5 6
Site Map from Geotechnical Engineering Report, by Beacon Geotechnical Inc, dated 10/12/2022 Selected locations for
WG drainage design
City Council Agenda November 7, 2023
Infiltration Test Field Measurements
2930 Union Road
BORING NO. A
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 61 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 24.25 ---- ----
30 minutes 26.50 2.25 4.50
30 minutes 29.00 2.50 5.00
30 minutes 31.00 2.00 4.00
30 minutes 32.75 1.75 3.50
30 minutes 34.50 1.75 3.50
30 minutes 35.75 1.25 2.50
30 minutes 36.875 1.125 2.25
30 minutes 38.00 1.125 2.25
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. A
delta H 1.125 inches First Reading 3.07 ft User Input
delta T 60 minutes Last Reading 3.17 ft Calculated Values effective radius 3 inches Hole Depth 5.08 ft
H start 24.13 inches Riser Height 0
H end 23.00 inches
H ave 23.5625 inches
I
t 0.07 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 890 of 1329 Page 2 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. B
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 58 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 25.00 ---- ----
30 minutes 30.25 5.25 10.50
30 minutes 33.00 2.75 5.50
30 minutes 35.00 2.00 4.00
30 minutes 37.50 2.50 5.00
30 minutes 39.50 2.00 4.00
30 minutes 41.00 1.50 3.00
30 minutes 42.75 1.75 3.50
30 minutes 44.25 1.50 3.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. B
delta H 3.25 inches First Reading 3.42 ft User Input
delta T 90 minutes Last Reading 3.69 ft Calculated Values effective radius 3 inches Hole Depth 4.83 ft
H start 17.00 inches Riser Height 0
H end 13.75 inches
H ave 15.375 inches
I
t 0.19 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 892 of 1329 Page 3 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. C
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 60 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 24.50 ---- ----
30 minutes 27.00 2.50 5.00
30 minutes 28.50 1.50 3.00
30 minutes 30.25 1.75 3.50
30 minutes 31.50 1.25 2.50
30 minutes 32.50 1.00 2.00
30 minutes 33.75 1.25 2.50
30 minutes 35.00 1.25 2.50
30 minutes 36.00 1.00 2.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. C
delta H 3.5 inches First Reading 2.71 ft User Input
delta T 120 minutes Last Reading 3.00 ft Calculated Values effective radius 3 inches Hole Depth 5.00 ft
H start 27.50 inches Riser Height 0
H end 24.00 inches
H ave 25.75 inches
I
t 0.10 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 894 of 1329 Page 4 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. D
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 57 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 26.00 ---- ----
30 minutes 27.25 1.25 2.50
30 minutes 28.50 1.25 2.50
30 minutes 30.00 1.50 3.00
30 minutes 31.00 1.00 2.00
30 minutes 31.75 0.75 1.50
30 minutes 32.75 1.00 2.00
30 minutes 33.75 1.00 2.00
30 minutes 34.50 0.75 1.50
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. D
delta H 2.75 inches First Reading 2.65 ft User Input
delta T 120 minutes Last Reading 2.88 ft Calculated Values effective radius 3 inches Hole Depth 4.75 ft
H start 25.25 inches Riser Height 0
H end 22.50 inches
H ave 23.875 inches
I
t 0.08 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 896 of 1329 Page 5 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. E
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 59 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 26.75 ---- ----
30 minutes 29.75 3.00 6.00
30 minutes 32.00 2.25 4.50
30 minutes 34.50 2.50 5.00
30 minutes 36.50 2.00 4.00
30 minutes 38.25 1.75 3.50
30 minutes 40.00 1.75 3.50
30 minutes 41.625 1.625 3.25
30 minutes 43.25 1.625 3.25
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. E
delta H 1.625 inches First Reading 3.47 ft User Input
delta T 60 minutes Last Reading 3.60 ft Calculated Values effective radius 3 inches Hole Depth 4.92 ft
H start 17.38 inches Riser Height 0
H end 15.75 inches
H ave 16.5625 inches
I
t 0.13 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 898 of 1329 Page 6 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. F
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 62 inches
Date: September 28, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 33.25 ---- ----
30 minutes 37.50 4.25 8.50
30 minutes 39.75 2.25 4.50
30 minutes 42.50 2.75 5.50
30 minutes 44.75 2.25 4.50
30 minutes 46.75 2.00 4.00
30 minutes 49.00 2.25 4.50
30 minutes 51.00 2.00 4.00
30 minutes 53.25 2.25 4.50
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. F
delta H 6.5 inches First Reading 3.90 ft User Input
delta T 120 minutes Last Reading 4.44 ft Calculated Values effective radius 3 inches Hole Depth 5.17 ft
H start 15.25 inches Riser Height 0
H end 8.75 inches
H ave 12 inches
I
t 0.36 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 900 of 1329 Page 7 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. G
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 61 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 30.25 ---- ----
30 minutes 33.00 2.75 5.50
30 minutes 36.00 3.00 6.00
30 minutes 37.50 1.50 3.00
30 minutes 39.00 1.50 3.00
30 minutes 40.00 1.00 2.00
30 minutes 41.25 1.25 2.50
30 minutes 42.50 1.25 2.50
30 minutes 43.50 1.00 2.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. G
delta H 3.5 inches First Reading 3.33 ft User Input
delta T 120 minutes Last Reading 3.63 ft Calculated Values effective radius 3 inches Hole Depth 5.08 ft
H start 21.00 inches Riser Height 0
H end 17.50 inches
H ave 19.25 inches
I
t 0.13 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 902 of 1329 Page 8 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. H
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: inches No Available Data
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- ---- ----
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
30 minutes
City Council Agenda November 7, 2023
Test - Boring No. H
delta H 0 inches First Reading 0.00 ft User Input
delta T 0 minutes Last Reading 0.00 ft Calculated Values effective radius 3 inches Hole Depth 0.00 ft
H start 0.00 inches Riser Height 0
H end 0.00 inches
H ave 0 inches
I
t #DIV/0! inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 904 of 1329 Page 9 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. I
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 60 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 32.50 ---- ----
30 minutes 38.25 5.75 11.50
30 minutes 41.75 3.50 7.00
30 minutes 44.75 3.00 6.00
30 minutes 47.25 2.50 5.00
30 minutes 49.75 2.50 5.00
30 minutes 52.50 2.75 5.50
30 minutes 55.25 2.75 5.50
30 minutes 57.75 2.50 5.00
Range used
for Porchet
conversion
City Council Agenda November 7, 2023
Test - Boring No. I
delta H 10.5 inches First Reading 3.94 ft User Input
delta T 150 minutes Last Reading 4.81 ft Calculated Values effective radius 3 inches Hole Depth 5.00 ft
H start 12.75 inches Riser Height 0
H end 2.25 inches
H ave 7.5 inches
I
t 0.70 inches/hour
"Porchet Method"
Source: Riverside County Low Impact Development BMP Design Handbook, 2011 0751-0005_PorchetMethod_InfiltrationRate_PercTest Page 906 of 1329 Page 10 of 13 City Council Agenda November 7, 2023 Infiltration Test Field Measurements
2930 Union Road
BORING NO. J
Site Location: Paso Robles, CA F-103116
Auger Diameter: 6”
Depth: 62 inches
Date: September 29, 2022
Time (Minutes) Depth (inches) Change in Depth (Inches) Rate (Inches/Hour) ---- 30.75 ---- ----
30 minutes 32.75 2.00 4.00
30 minutes 34.75 2.00 4.00
30 minutes 37.00 2.25 4.50
30 minutes 38.50 1.50 3.00
30 minutes 40.00 1.50 3.00
30 minutes 42.00 2.00 4.00
30 minutes 43.25 1.25 2.50
30 minutes 44.50 1.25 2.50
Range used
for Porchet
conversion