Bellflower Convenience Center_LID Report_2025.12.03 — Bellflower City Council, December 3, 2025

Bellflower Convenience Center
Preliminary Low Impact Development (LID) Report

Bellflower, CA
SWC Bellflower Boulevard and Ramona Street
Bellflower, CA 90706

Prepared for:

DGSG Investment Properties, LLC
3940 Laurel Canyon Blvd #139
Studio City, CA 91604
310-491-5925

Prepared by:

Kimley-Horn and Associates, Inc.
401 B Street, Suite 600
San Diego, CA 92101
619-234-9411

1st Submittal: August 2025
2nd Submittal: 2025 December

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Table of Contents

1. Introduction…………………………………………………………………………………………………...3

1.1 Project Description and Purpose ............................................................................................... 3

2.Low Impact Development .................................................................................................................... 3

2.1 Designated Project Classification ................................................................................................. 3

2.2 Stormwater Management Requirements for Designated Projects ............................................ 4

2.3 Watershed-Based Plan Conditions ........................................................................................... 4

2.4 Potential Stormwater Pollutants ................................................................................................... 4

2.5 Feasibility of Infiltration .................................................................................................................. 4

2.6 Site Design Principles .................................................................................................................... 5

2.7 Source Control BMPs .................................................................................................................... 5

2.8 Stormwater Quality Volume Calculation ...................................................................................... 5 Table 1: 85th Percentile Storm Runoff ................................................................................................... 5

3.Best Management Practices (BMPs) .................................................................................................... 6

3.1 Structural BMPs ............................................................................................................................. 6

4.Overflow Storm Calculations ................................................................................................................ 6

4.1 Pre vs. Post Development Analysis ............................................................................................. 6

4.2 Overflow Condition and Routing ...................................................................................................... 7

5.BMP and Drainage Structures Maintenance ........................................................................................ 7

5.1 Property Ownership/Management ................................................................................................... 7

5.2 Shared Structural BMPs .................................................................................................................. 7

5.3 BMP Maintenance and Operations Plan ..................................................................................... 8 6 References .......................................................................................................................................... 8

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Figures
Figure 1: Project Location
Tables
Table 1: 85th Percentile Storm Runoff
Table 2: Existing 50-Year Flow Summary Table
Table 3: Proposed 50-Year Flow Summary Table
Appendices
Appendix A Drainage Plan
Appendix B Hydrology Maps
Appendix C HydroCalc Outputs
Appendix D BMP Sizing Calculations
Appendix E Overflow Storm Calculations
Appendix F Geotechnical Report
Appendix G Master Covenant and Agreement

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1. INTRODUCTION

1.1 Project Description and Purpose
The Bellflower Convenience Center (Project) is located at 17617, 17625, and 17639 Bellflower Blvd, Bellflower, CA 90706. The Project is located in the County of Los Angeles and is located approximately

1.1 miles West of the San Gabriel River.

The Project consists of the redevelopment of the entire Bellflower Convenience Center lot. The project area includes the following improvements: four new building pads, associated parking, and proposed landscape shown in Appendix A. Redevelopment will also incorporate drainage and stormwater BMPs.

Kimley-Horn is contracted to produce construction documents for the redevelopment. This report summarizes the Low Impact Development (LID) analyses related to the project.

Figure 1: Project Location, NTS

2. LOW IMPACT DEVELOPMENT

2.1 Designated Project Classification
The project encompasses approximately 158,192 (3.63 ac) and previously consisted of multiple vacant buildings and surrounding parking areas. The project is considered a Designated Project because it is a redevelopment project that results in creation or addition or replacement of 5,000 square feet or more of impervious surface. This project is required to adhere to all requirements set forth in the current MS4 permit and General Construction Permit.

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2.2 Stormwater Management Requirements for Designated Projects All Designated Projects must retain 100 percent of the Stormwater Quality Design Volume (SWQDv) on- site through infiltration, evapotranspiration, stormwater runoff harvest and use, or a combination thereof unless it demonstrated that is technically infeasible to do so. The Project will implement underground retention vaults to fully infiltrate the SWQDv.

2.3 Watershed-Based Plan Conditions
Under existing conditions, stormwater runoff within the project generally sheet flows in the southeasterly and northeasterly directions and sheet flows towards Ramona St. and Cedar St., where the water travels through gutters and eventually trapped by curb opening catch basins. The LA County owned storm drain system discharges to San Gabriel River Reach 2. The San Gabriel River Reach 2 enters the San Gabriel River Reach 1, the San Gabriel River Estuary, and ultimately the San Pedro Bay Near/Offshore Zones.

There are no hydromodification requirements because the project area does not discharge to a natural drainage system. The receiving waterbody and downstream waterbodies have the following impairments per the 2018 California Clean Water Act Section 303(d) list.

• San Gabriel River Reach 2: Lead, Cyanide, Water Temperature • San Gabriel River Reach 1: Water Temperature, pH
• San Gabriel River Estuary: Nickel, Dissolved Oxygen, Dioxin, Copper, Indicator Bacteria • San Pedro Bay Near/Offshore Zones: Total DDT, PCBs, Toxicity, Chlordane

2.4 Potential Stormwater Pollutants
Pollutants of concern potentially generated by the project include suspended solid/sediment; nutrients; metal; and trash and debris. Priority pollutants of concern include nutrients, and trash. BMPs as described in Sections 3 and 4 will be used to minimize and prevent these pollutants in the stormwater runoff from the project site.

2.5 Feasibility of Infiltration
Per the Geotechnical Exploration Report dated April 19, 2021, completed by Krazan & Associates, Inc., field infiltration tests found unfactored infiltration rates of 51 inches per hour at depths 8 ft below ground surface (bgs). A factor of Safety of 12 has been applied to the unfactored infiltration rate per the Geotechnical Report. The final design infiltration rate of 4.25 inches per hour will be used for the design of the proposed infiltration BMPs. Per the Geotechnical Report, the bottom of the infiltration BMP will be at 8 ft bgs. A copy of the Geotechnical Exploration Report is included in Appendix F.

Groundwater was not encountered during the geotechnical investigation. Per the geotechnical engineer, based on modern historical data, minimum groundwater depths of approximately 50 feet bgs are expected in this area. The infiltration BMP will be 42 feet above the historical groundwater depth.

Infiltration BMPs will be located on the south side of the project. These BMPs do not pose risk of pollutant mobilization, have sufficient setbacks from existing structures or foundations, would not damage existing utilities, and are further than 100 feet away from any groundwater production wells. There are no Significant Ecological Areas (SEAs) within the vicinity of the project site.

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2.6 Site Design Principles
There is no existing storm water management on site. Proposed conditions are to capture and treat all storm water on site. In addition, overall impervious areas were reduced from a 97.1% impervious site to

86.1% imperviousness.

2.7 Source Control BMPs
Source control BMPs include permanent, structural features, such as roofs over and berms around trash and recycling areas, and Operational BMPs, such as regular sweeping and “housekeeping”, that must be implemented by the site’s occupant or user. Per Table 5-1 (Source Control Measures Selections Matrix) of the LID Manual, the following source control measures should be implemented due to the proposed uses at the site:

• Storm Drain Message and Signage (S-1) – Signs with language and/or graphical icons that prohibit illegal dumping, must be posted at catch basins within project area. • Landscape Irrigation Practices (S-8) – Apply efficient irrigations practices by not allowing irrigation runoff from landscaped areas to drain directly to storm drain system; minimize use of fertilizer, pesticides, and herbicides on landscaped areas, and plan sites with sufficient landscape area and dispersal capacity.
• Building Materials (S-9) – Building materials can potentially contribute pollutants of concern to stormwater runoff through leaching. The use of alternative building materials can reduce pollutant sources in stormwater runoff by eliminating compounds that can leach into stormwater runoff.

2.8 Stormwater Quality Volume Calculation
The SWQDv was calculated in accordance with the Los Angeles County Department of Public Works Low Impact Development Standards Manual (LACDPW, 2014). Per the manual, the design storm from which the SWQDv is calculated is defined as the greater of:
• The 0.75-inch, 24-hour rain event; or
• The 85th percentile, 24-hr rain event as determined from the Los Angeles County 85th percentile precipitation isohyetal map.

The 85th percentile, 24-hr rain event for the project site was approximately 0.90 inches and was selected as the SWQDv design storm for the LID design. The project site has type 6 soils based on Los Angeles County GIS Hydrology Map. The Los Angeles County HydroCalc hydrologic calculator was used to complete the Modified Rational Method calculation process to determine the SWQDv. Table 1 shows the HydroCalc results for the 85th percentile storm for the Project limits.

Table 1: 85th Percentile Storm Runoff

Subarea ID Area
(acres)
Imperviousness
(%)
Clear Peak
Flow Rate (cfs)
24-Hour Clear
Runoff Volume
(cubic-feet)
DMA 1 0.68 87.9 0.1529 1,770
DMA 2 0.75 83.3 0.1572 1,862
DMA 3 0.85 86.2 0.1796 2,175
DMA 4 0.68 92.9 0.1503 1,858
DMA 5 0.43 77.2 0.0864 1,000
Total 3.39 86.1 0.7264 8,665

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3. BEST MANAGEMENT PRACTICES (BMPS)
LID calculations were performed to determine the effects of the proposed construction on the existing site. The feasibility calculations have been performed based on the County of Los Angeles, Low Impact Development Standards Manual (LACDPW, 2014). The layout of the proposed BMP’s can be seen in the preliminary drainage plan in Appendix A.

Infiltration based BMPs are proposed to treat the SWQDv. Runoff from the project site is captured with on-site catch basins with filter inserts to serve as pre-treatment. Runoff is then conveyed to various retention/infiltration systems to treat the stormwater volume from the project limits. The project uses three Contech Cistern retention vaults. Detention volume has been sized, is included in the calculations, and shown on plans in Appendix A. The maximum infiltration depth was calculated using the design infiltration rate of 4.25 inches per hour and the equation below. Refer to Appendix D for full BMP calculations and manufacturer’s system design output.

Where, tp = Drawdown time, max 96 hours (hr)
fd = Design infiltration rate (in/hr)

3.1 Structural BMPs
Design treatment flow from the Project will enter the detention system, Contech Cistern, via a proposed underground storm drain system and infiltrate from the permeable bottom. The infiltration system locations are indicated in the drainage plan in Appendix A. LID calculations and sizing for the system have been included in Appendix D. The Contech Cistern system will be installed with an additional pretreatment chamber to protect the media underneath the retention system from any sediment or debris. Refer to the infiltration system detail in Appendix D.

4. OVERFLOW STORM CALCULATIONS

4.1 Pre vs. Post Development Analysis
In accordance with the reviewer comments, an analysis of pre vs. post development peak discharge rates was conducted using the 24-hour, 50-year rainfall depth of 5.75 inches as determined from the LA County Hydrology Map attached in Appendix B. An Existing Drainage Exhibit has been prepared showing the drainage area delineations and is included in Appendix A. The Los Angeles County HydroCalc hydrologic calculator was used to complete the Modified Rational Method calculation process to determine the Existing Peak Discharge. Table 2 shows the HydroCalc results for the 24-hour, 50-year storm for the existing project limits. These results are also included in Appendix E.

Table 2: Existing 50-Year Flow Summary Table
Subarea ID Area
(acres)
Imperviousness
(%)
Peak Flow
Rate (cfs)
DMA 1 1.00 99.9 2.83
DMA 2 0.93 96.1 2.87
DMA 3 0.94 96.2 2.90
DMA 4 0.52 94.9 1.60
Total 3.39 97.1 10.20

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Analysis of the proposed condition was also completed using the Los Angeles County HydroCalc hydrologic calculator. Table 3 shows the HydroCalc results for the 24-hour, 50-year storm for the proposed project limits. These results are also included in Appendix E.

Table 3: Proposed 50-Year Flow Summary Table
Subarea ID Area
(acres)
Imperviousness
(%)
Peak Flow
Rate (cfs)
DMA 1 0.68 87.9 2.09
DMA 2 0.75 83.3 2.30
DMA 3 0.85 86.2 2.38
DMA 4 0.68 92.9 1.92
DMA 5 0.43 77.2 1.31
Total 3.39 86.1 9.99

As shown in the analysis of both the pre- and post-development condition, the proposed project will result in less flow exiting the project site as a result increased landscape coverage. No peak flow mitigation is required on-site.

4.2 Overflow Condition and Routing
The Project consists of three drainage areas that will be treated by three underground storm drain systems. Discharge from the site parking drainage area will enter a diversion structure that will allow the 85-percentile flow for the Project limits to enter the infiltration system via an 8 -inch storm drain. Runoff exceeding the 85-percentile storm event will stage up in the diversion structure and discharge via curb drains to Bellflower Street and Ramona St. This system allows for all runoff to be initially intercepted and stored in the underground retention structures, then once the 85th-percentile storm volume is reached, all excess flow will be diverted through parkway drains. This configuration allows for the maximum retention of flow and does not increase the flow exiting the site as the peak flow in the proposed condition is less than the existing condition.

5. BMP AND DRAINAGE STRUCTURES MAINTENANCE

5.1 Property Ownership/Management
The BMPs will be inspected and maintained by the property owner.

5.2 Shared Structural BMPs
This project is designed to include shared underground storm systems between multiple tenants. Pad 1 and Pad 2 will share underground storm detention ‘RT-1’. Pads 3 and 4 will share ‘RT-2’. The electric vehicle parking parcel will not share an underground system with any other tenants outside of the parcel and will have its own system identified as ‘RT-3’. It shall be recorded in the Project’s CC&Rs that the maintenance of each underground storm system will be at the shared cost of the tenant(s) whos e drainage runoff enters the system. A Property Management group shall be identified in the CC&Rs to manage and hold the tenant(s) responsible for future cost(s) of the system, including but not limited to maintenance.

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5.3 BMP Maintenance and Operations Plan
The BMP’s set forth in this report will be funded, implemented, and maintained by the property owner.

Fair share operation and maintenance costs are to be shared between the tenants, and responsibilities outlined in the Covenants, Codes, and Restrictions (CC&Rs) recorded to the property. If a new tenant comes into the parcel, the BMPs are to remain in place. In general, all BMPs should be inspected before and after the rainy season as well as during regular maintenance of the storm drain catch basins. A maintenance schedule will be established and retained for records. 6 REFERENC ES
Department of Environmental Analysis, California Department of Transportation (2012). “Caltrans Stormwater Statewide Program”. Water Quality Planning Tool. http://svctenvims.dot.ca.gov/wqpt/wqpt.aspx . Accessed March 2019.

Los Angeles County (2017). Guidelines for Geotechnical Investigation and Reporting Low Impact Development Stormwater Infiltration. Prepared by the Los Angeles County Department of Public Works, 2019.

Los Angeles County (1982). Hydraulic Design Manual. Prepared by the Los Angeles County Flood Control District, 2019.

Los Angeles County (2014). Low Impact Development Standards Manual. Prepared by the Los Angeles County Department of Public Works, 2019.

Los Angeles County Department of Public Works (n.d.). https://pw.lacounty.gov/fcd/StormDrain/index.cfm .

Accessed July 2019.

Los Angeles County Department of Public Works (n.d.). https://dpw.lacounty.gov/general/wells/ .

Accessed July 2019.

Stormwater Engineering Division, LA County Public Works (n.d.) “Stormwater Engineering Division”.

Hydrology Map. https://dpw.lacounty.gov/wrd/hydrologygis/ . Accessed March 2019.

Water Resources Division, Los Angeles County Department of Public Works (2006). Hydrology Manual. Accessed January 2019.

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Appendix A: Drainage Plan

lll
lll
l ll lll lll
L=230'
L=321'
L=347'
L=264'
0 GRAPHIC SCALE IN FEET
30 15 30 60
NO
R
T
H
EXISTING 50-YEAR FLOW SUMMARY TABLE

DRAINAGE
AREA AREA (AC)IMPERVIOUS (%)FLOW PATH

LENGTH (FT)
24-HR, 50-YR

RAINFALL DEPTH (IN)

PEAK FLOW
(CFS)

RUNOFF VOLUME
(CU-FT)
DMA 1 1.00 99.9 347 5.75 2.83 18616
DMA 2 0.93 96.1 321 5.75 2.87 16809
DMA 3 0.94 96.2 230 5.75 2.90 17003
DMA 4 0.52 94.9 264 5.75 1.60 9309
TOTAL 3.39 97.1 -5.75 10.20 61737
LEGEND

PROPERTY LINE/ ROW

LOT LINE

CENTERLINE

SETBACK LINE

DRAINAGE MANAGEMENT AREA

BOUNDARY

EXISTING SURFACE ELEVATION

CONTOUR

LONGEST FLOW PATH

PROPOSED LANDSCAPING
(XXXX)

EXISTING

DRAINAGE

EXHIBIT
EX-1

DRAINAGE MANAGEMENT

AREA ID

DMA AREA (ACRES)

SHEET FLOW DIRECTION

FUEL
FUEL
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FUEL
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FRONT OF EQUIPMENT
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1 15
2 76
5 2
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4 HIGH POINT

HIGH POINT

HIGH POINT
4 4
RIDGE
RIDGE
RIDGE
4 RIDGE

HIGH POINT

HIGH POINT
3 RT-1
RT-2
RT-3
RIDGE
L=298'
L=421'
L=412'
L=314'
L=186'

HIGH POINT

HIGH POINT
RIDGE

HIGH POINT

RIDGERIDGE

HIGH POINT

GRADE BREAK

GRADE BREAK GRADE BREAK

GRADE BREAK

1.3%
RIDGE
PAD 1
LOT 1
PAD 2
LOT 2
PAD 3
LOT 3
PAD 4
LOT 4
PR. LOT LINE
PR. LOT LINE
PR. LOT LINE
PR. LOT LINE
PR. LOT LINE
PR. LOT LINE
LOT 5
PR. LOT LINE
PR. LOT LINE
SD

STORM DRAIN NOTES
0 GRAPHIC SCALE IN FEET
30 15 30 60
NO
R
T
H
1 2
3 4
5 6
7 LID SUMMARY TABLE
DESIGN STORM :85TH PERCENTILE (0.9")
DRAINAGE AREA AREA (SF)IMPERVIOUS (%)SWQDV (CF)STRUCTURAL BMP BMP TYPE DETENTION

REQUIRED

DETENTION

PROVIDED
DMA 1 29,626 87.9 1,770
RT-1 UNDERGROUND RETENTION
TANK 3632 3,700
DMA 2 32,633 83.3 1,862
DMA 3 36,893 86.2 2,175
RT-2 UNDERGROUND RETENTION
TANK 4033 4,100
DMA 4 29,790 92.9 1,858
DMA 5 18,617 77.2 1,000 RT-3 UNDERGROUND RETENTION
TANK 1000 1,100
GB GB
LEGEND

PROPERTY LINE/ ROW

LOT LINE

CENTERLINE

SETBACK LINE

DRAINAGE MANAGEMENT AREA

BOUNDARY

FINISHED SURFACE CONTOUR

ELEVATION

EXISTING SURFACE ELEVATION

CONTOUR

PROPOSED PRIVATE STORM DRAIN

LONGEST FLOW PATH

GRADE BREAK (RIDGE LINE)

PROPOSED LANDSCAPING
XXXX
(XXXX)
INSTALL PVC SDR-26 STORM DRAIN PIPE.

INSTALL PRECAST JUNCTION STRUCTURE TO TRANSITION FROM ON-SITE

FLOW TO PUBLIC FLOW ENTERING PARKWAY DRAIN
CONTECH CISTERN, LID DETENTION SYSTEM. SEE DETAIL 2, SHEET C-13

INSTALL JENSEN PRECAST DROP INLET WITH FLOGARD CATCH BASIN INSERT INSTALL PRECAST DIVERSION STRUCTURE.

CURB-O-LET CURB DRAIN.

CURB-O-LET PIPE UNDER SIDEWALK.

CONCEPTUAL

STORM DRAIN
PLAN
C-11

DRAINAGE MANAGEMENT

AREA ID

DMA AREA (ACRES)

SHEET FLOW DIRECTION
GRADEXX%
PROPOSED 50-YEAR FLOW SUMMARY TABLE

DRAINAGE
AREA AREA (AC)IMPERVIOUS (%)FLOW PATH

LENGTH (FT)
24-HR, 50-YR

RAINFALL DEPTH (IN)

PEAK FLOW
(CFS)

RUNOFF VOLUME
(CU-FT)
DMA 1 0.68 87.9 298 5.75 2.09 11,495
DMA 2 0.75 83.3 314 5.75 2.30 12186
DMA 3 0.85 86.2 346 5.75 2.38 14,162
DMA 4 0.68 92.9 412 5.75 1.92 11,980
DMA 5 0.43 77.2 282 5.75 1.31 6,613
TOTAL 3.39 86.1 -5.75 9.99 56,435

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Appendix B: Hydrology Maps

LA County Hydrology Map
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Layers
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❑ Final 85th Percentile. 24 -hr
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Appendix C: HydroCalc Outputs

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Bellflower Convenience Center - DMA 1.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 1
Area (ac)0.68
Flow Path Length (ft)298.0
Flow Path Slope (vft/hft)0.01
85th Percentile Rainfall Depth (in)0.9
Percent Impervious 0.879
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in)0.9
Peak Intensity (in/hr)0.2799
Undeveloped Runoff Coefficient (Cu)0.1
Developed Runoff Coefficient (Cd)0.8032
Time of Concentration (min)20.0
Clear Peak Flow Rate (cfs)0.1529
Burned Peak Flow Rate (cfs)0.1529
24-Hr Clear Runoff Volume (ac-ft)0.0406
24-Hr Clear Runoff Volume (cu-ft)1769.6192

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Bellflower Convenience Center - DMA 2.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 2
Area (ac)0.75
Flow Path Length (ft)314.0
Flow Path Slope (vft/hft)0.01
85th Percentile Rainfall Depth (in)0.9
Percent Impervious 0.833
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in)0.9
Peak Intensity (in/hr)0.2735
Undeveloped Runoff Coefficient (Cu)0.1
Developed Runoff Coefficient (Cd)0.7664
Time of Concentration (min)21.0
Clear Peak Flow Rate (cfs)0.1572
Burned Peak Flow Rate (cfs)0.1572
24-Hr Clear Runoff Volume (ac-ft)0.0428
24-Hr Clear Runoff Volume (cu-ft)1862.3624

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Bellflower Convenience Center - DMA 3.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 3
Area (ac)0.85
Flow Path Length (ft)346.0
Flow Path Slope (vft/hft)0.01
85th Percentile Rainfall Depth (in)0.9
Percent Impervious 0.862
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in)0.9
Peak Intensity (in/hr)0.2676
Undeveloped Runoff Coefficient (Cu)0.1
Developed Runoff Coefficient (Cd)0.7896
Time of Concentration (min)22.0
Clear Peak Flow Rate (cfs)0.1796
Burned Peak Flow Rate (cfs)0.1796
24-Hr Clear Runoff Volume (ac-ft)0.0499
24-Hr Clear Runoff Volume (cu-ft)2174.5718

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Bellflower Convenience Center - DMA 4.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 4
Area (ac)0.68
Flow Path Length (ft)412.0
Flow Path Slope (vft/hft)0.01
85th Percentile Rainfall Depth (in)0.9
Percent Impervious 0.929
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in)0.9
Peak Intensity (in/hr)0.2621
Undeveloped Runoff Coefficient (Cu)0.1
Developed Runoff Coefficient (Cd)0.8432
Time of Concentration (min)23.0
Clear Peak Flow Rate (cfs)0.1503
Burned Peak Flow Rate (cfs)0.1503
24-Hr Clear Runoff Volume (ac-ft)0.0426
24-Hr Clear Runoff Volume (cu-ft)1857.7507

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Bellflower Convenience Center - DMA 5.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 5
Area (ac)0.43
Flow Path Length (ft)282.0
Flow Path Slope (vft/hft)0.01
85th Percentile Rainfall Depth (in)0.9
Percent Impervious 0.772
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in)0.9
Peak Intensity (in/hr)0.2799
Undeveloped Runoff Coefficient (Cu)0.1
Developed Runoff Coefficient (Cd)0.7176
Time of Concentration (min)20.0
Clear Peak Flow Rate (cfs)0.0864
Burned Peak Flow Rate (cfs)0.0864
24-Hr Clear Runoff Volume (ac-ft)0.023
24-Hr Clear Runoff Volume (cu-ft)999.7654

Preliminary Low Impact Development (LID) Report
12 | P a g e
Appendix D: BMP Sizing Calculations

LID SWQDV Calculations
All calculations based on the LID Standards Manual, May 2014, for the Los Angeles County Date:4-Aug-25
Calculated/ Checked by:NS
Project:Bellflower Convenience Center
Locality:Los Angeles County
State California
Drainage Area Area (sq ft) Area (acres)
Longest Flow
Path (ft)Slope (ft/ft)85th % depth
(in)
Impervious
Area (%)Soil Type SWQDV (cf)
DMA1 29,621 0.68 298 0.01 0.9 87.9%6 1,770
DMA2 32,670 0.75 314 0.01 0.9 83.3%6 1,862
DMA3 37,026 0.85 346 0.01 0.9 86.2%6 2,175
DMA 4 29,621 0.68 412 0.01 0.9 92.9%6 1,858
DMA 5 18,731 0.43 282 0.01 0.9

77.2%6 1,000
Total 128,938 3.39 -0.01 0.9 86.1%
6 8,665

REINFORCED BULKHEAD

WITH STUB

EQUALIZATION

MANIFOLD (CSP)
6 5
°
2'-6" TYP.

ACCESS RISER
3'
-
0 "
2'-6" TYP.

ACCESS RISERS
12'-0"
12'-0"
DAH
CHECKED:

DRAWN:
xxx
DESIGNED:

APPROVED:

C:
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CONTECH
DRAWING800-338-1122 513-645-7000 513-645-7993 FAX 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 12 - 144"Ø SOLID OR PERFORATED UNDERGROUND SYSTEM

SAMPLE PROJECT

ANYTOWN, USA
SITE DESIGNATION: SAMPLE TANK
The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use.

If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.
www.ContechES.com

THE UNDERSIGNED HEREBY APPROVES THE ATTACHED
(6) PAGES INCLUDING THE FOLLOWING:

CUSTOMER
·MAINLINE PIPE GAGE = 18, 16, 14, 12, 10, 8
·WALL TYPE = SOLID OR PERF
·DIAMETER = 12 - 144"
·FINISH = ALT2, POLY, GALV, ALUM
·CORRUGATION = 2 2/3x1/2, 3x1, 5x1
DATE
6REVISION DESCRIPTIONDATEMARK BY

BAND, TYPICAL
SEE DETAIL SHEET C3
NOTES
·ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE.
·ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD (EOR) PRIOR TO RELEASING FOR FABRICATION. · ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998. · ALL RISERS AND STUBS ARE 22 3" x 12" CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED.
·RISERS TO BE FIELD TRIMMED TO GRADE AS REQUIRED, BY CONTRACTOR. ·QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. ·ALL ACCESS CASTINGS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOT SUPPLIED BY CONTECH.
1/10/2019

ASSEMBLY
SCALE: 1" = 10'

TYPICAL SECTION VIEW

NOT TO SCALE
NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE

GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE

POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. 12 - 144" TYP.

VARIES"
TYP.VARIES" SEE TYPICAL

BACKFILL DETAIL
NOTES

LIMITS OF

REQUIRED

BACKFILL
20 MIL PE

IMPERMEABLE

LINER OVER

TOP OF PIPE
(IF REQUIRED)
KEY

1. RIGID OR FLEXIBLE PAVEMENT

2. GRANULAR ROAD BASE

3. 12" MIN. FOR DIAMETERS THROUGH 96"
18" MIN. FOR DIAMETERS FROM 102"

AND LARGER MEASURED TO TOP OF RIGID
OR BOTTOM OF FLEXIBLE PAVEMENT.

4. SELECT GRANULAR FILL PER AASHTO M145
A1, A2 OR A3, OR APPROVED EQUAL.

PLACED IN 8" LIFTS (COMPACTED TO MIN.
90% STANDARD DENSITY PER AASHTO T99.)

5. GRANULAR BEDDING, ROUGHLY SHAPED TO
FIT THE BOTTOM OF PIPE, 4" TO 6" IN DEPTH
3 1
2 FOUNDATION/BEDDING PREPARATION

PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED

DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, 4" - 6" OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING.

BACKFILL
THE BACKFILL SHALL BE AN A1, A2 OR A3 GRANULAR FILL PER AASHTO M145, OR A WELL-GRADED GRANULAR FILL AS APPROVED BY THE SITE ENGINEER (SEE INSTALLATION GUIDELINES). THE MATERIAL SHALL BE PLACED IN 8" LOOSE LIFTS AND COMPACTED TO 90% AASHTO T99 STANDARD PROCTOR DENSITY. WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO

MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS. THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE DETENTION SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON THE PIPE.

OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS, AS APPROVED BY SITE ENGINEER.
4 5

BACKFILL DETAIL

NOT TO SCALE
DAH
CHECKED:

DRAWN:
xxx
DESIGNED:

APPROVED:

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xxxxxxCONTRACT

CONTECH

DRAWING
1 1 8 1 5 N E G l e n n W i d i n g D r i v e , P o r t l a n d , O R 9 7 2 2 0 800-548-4667 503-240-3393 800-561-1271 FAX 12 - 144"Ø SOLID OR PERFORATED UNDERGROUND SYSTEM - ---------

SAMPLE PROJECT

1/10/2019

TYPICAL SECTION VIEW

NOT TO SCALE
NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE

GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE

VARIES"
TYP.VARIES" SEE TYPICAL

BACKFILL DETAIL
NOTES

LIMITS OF

REQUIRED

BACKFILL
20 MIL PE

IMPERMEABLE

LINER OVER

TOP OF PIPE
(IF REQUIRED)
KEY

1.) RIGID OR FLEXIBLE PAVEMENT

2.) GRANULAR ROAD BASE

3.) 12" MIN. FOR DIAMETERS THROUGH 96"
18" MIN. FOR DIAMETERS FROM 102"

AND LARGER MEASURED TO TOP OF

RIGID OR BOTTOM OF FLEXIBLE
PAVEMENT.

4.) FREE DRAINING ANGULAR WASHED
STONE 3/4" - 2" MIN. PARTICLE SIZE.

5.) GRANULAR BEDDING, ROUGHLY

SHAPED TO FIT THE BOTTOM OF PIPE,
4"- 6" IN DEPTH.

6.) CONTECH C-40 OR C-45

NON-WOVEN GEOTEXTILE

REQUIRED, WRAPPING TRENCH
ONLY.
3 1
2 FOUNDATION/BEDDING PREPARATION

PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION

MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED

AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING.

BACKFILL

THE BACKFILL MATERIAL SHALL BE FREE-DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS.

MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-

SLICING, RODDING, AIR-TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS

COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE

MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE PROJECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVEL OF COMPACTION.

INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH

THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL

BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM.

EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST

BE GIVEN TO PROVIDING ADEQUATE MINIMUM COVER FOR SUCH EQUIPMENT, AND

MAINTAINING BALANCED LOADING ON ALL PIPES IN THE SYSTEM, DURING ALL SUCH OPERATIONS.

OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED.
4 5
6 6
1 C3

BACKFILL DETAIL
SCALE: N.T.S.

DAH
CHECKED:

DRAWN:
xxx
DESIGNED:

APPROVED:

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CONTECH

DRAWING
1 1 8 1 5 N E G l e n n W i d i n g D r i v e , P o r t l a n d , O R 9 7 2 2 0 800-548-4667 503-240-3393 800-561-1271 FAX 12 - 144"Ø SOLID OR PERFORATED UNDERGROUND SYSTEM - ---------

SAMPLE PROJECT

1/10/2019

FLAT GASKET

FLAT GASKET
HUGGER
BAND

CONNECTION DETAIL
(SBBS)
2 2/3"x1/2" RE-ROLLED END HEL-COR PIPE
H-12 HUGGER BAND DETAIL

NOT TO SCALE
GENERAL NOTES:

1.JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.

2.BAND MATERIALS AND/OR COATING CAN VARY BY LOCATION. CONTACT YOUR CONTECH REPRESENTATIVE FOR AVAILABILITY.

3.BANDS ARE SHAPED TO MATCH THE PIPE-ARCH WHEN APPLICABLE.

4.BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
·12" THRU 48" 1-PIECE
·54" THRU 96" 2-PIECES
·102" THRU 144" 3-PIECES

5.BAND FASTENERS ARE ATTACHED WITH SPOT WELDS, RIVETS OR HAND WELDS.

6.ALL CMP IS REROLLED TO HAVE ANNULAR END CORRUGATIONS OF 2 2/3"x1/2"

7.DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.

8.ORDER SHALL DESIGNATE GASKET OPTION, IF REQUIRED (SEE DETAILS ABOVE).

SINGLE BAR,

BOLT AND STRAP (SBBS)
12 1/8"
10 1/4"
12"

TECHCO BAND ANGLES
1/2" DIA. BOLT
12" RISER BAND DETAIL

NOT TO SCALE

PLAIN END CMP RISER PIPE

CONNECTION DETAIL
7 1/2" TECHCO SHOWN - MAY VARY
ST
U
B

H
E
I
G
H
T
2'
-
0 "

R
E
C
O
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M
E
N
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12 "

M
I
N
.

MAINLINE
PIPE
RISER

EXTENSION FLAT BAND SHOWN,

MAY VARY (NO

GASKET)
GENERAL NOTES:

1.DELIVERED BAND STYLE AND FASTENER TYPE MAY VARY BY FABRICATION PLANT.

2.JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.

3.BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL.

4.IF RISER HAS A HEIGHT OF COVER OF 10' OR MORE, USE A SLIP JOINT.

5.BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
·12" THRU 48" 1-PIECE
·54" 2-PIECES

6.ALL RISER JOINT COMPONENTS WILL BE FIELD ASSEMBLED.

7.MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADS ARE IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS.

8.DIMENSIONS SUBJECT TO MANUFACTURING TOLERANCES.

ELEVATION VIEW

OF CMP AND RISER
DAH
CHECKED:

DRAWN:
xxx
DESIGNED:

APPROVED:

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C3
xxxxxxCONTRACT

CONTECH

DRAWING
1 1 8 1 5 N E G l e n n W i d i n g D r i v e , P o r t l a n d , O R 9 7 2 2 0 800-548-4667 503-240-3393 800-561-1271 FAX 12 - 144"Ø SOLID OR PERFORATED UNDERGROUND SYSTEM - ---------

SAMPLE PROJECT

1/10/2019

MANHOLE CAP DETAIL

NOT TO SCALE
8"
11" TYP.
2"

C
O
V
E
R
TY
P
.
1"

G
A
P

(
T
Y
P
.

A
L
L
SI
D
E
S
)
NOTES:

1.DESIGN IN ACCORDANCE WITH AASHTO, 17th
EDITION AND ACI 350.

2.DESIGN LOAD HS25.

3.EARTH COVER = 1' MAX.

4.CONCRETE STRENGTH = 4,000 psi

5.REINFORCING STEEL = ASTM A615, GRADE 60.

6.PROVIDE ADDITIONAL REINFORCING AROUND

OPENINGS EQUAL TO THE BARS INTERRUPTED,
HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE
SAME PLANE.

A
A
2" COVER
(TYP)

SECTION VIEW

ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW
Ø CMP RISER

INTERRUPTED BAR

REPLACEMENT,
SEE NOTE 6.

STANDARD

REINFORCING,

SEE TABLE

OPENING IN

PROTECTION

SLAB FOR
ACESS
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES),
SEE NOTE 7.

INTERRUPTED BAR

REPLACEMENT, SEE
NOTE 6.

OPENING IN

PROTECTION

SLAB FOR
ACCESS
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES),
SEE NOTE 7.

STANDARD

REINFORCING,

SEE TABLE

GASKET MATERIAL

SUFFICIENT TO PREVENT

SLAB FROM BEARING ON

RISER TO BE PROVIDED BY
CONTRACTOR.
2 "

C
O
V
E
R
(
T
Y
P
.
)
ØB

REINFORCING TABLE
Ø CMP
RISER A B Ø REINFORCING
**BEARING

PRESSURE
(PSF)
24"4'Ø
4'x4'26"#5 @ 10" OCEW
#5 @ 10" OCEW
2,540
1,900
30"4'-6"Ø
4'-6" x 4'-6"32"#5 @ 10" OCEW
#5 @ 9" OCEW
2,260
1,670
36"5'Ø
5' x 5'38"#5 @ 9" OCEW
#5 @ 8" OCEW
2,060
1,500
42"5'-6"Ø
5'-6" x 5'-6"44"#5 @ 8" OCEW
#5 @ 8" OCEW
1,490
1,370
48"6'Ø
6' x 6'50"#5 @ 7" OCEW
#5 @ 7" OCEW
1,210
1,270
** ASSUMED SOIL BEARING CAPACITY
1'
-
0 "
A
2" C
O
V
E
R
(TY
P
.
)
2" C
O
V
E
R
(TY
P
)

7.TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A
MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED
TO MAINTAIN BAR COVER.

8.PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND
INSTALLED BY CONTRACTOR.

9.DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND SURVEYORS, ENDWELL, NY.

ØB
36"Ø MAX., HS-25 ACCESS CASTING

WITH GRADE RINGS AS REQUIRED, TO

BE PROVIDED AND INSTALLED BY
CONTRACTOR. MAY BE TOP MOUNTED
(AS SHOWN) OR RECESSED.CMP

PROTECTION

SLAB VARIES

RIM/FINISHED
GRADE

ACCESS CASTING NOT SUPPLIED BY CONTECH
DAH
CHECKED:

DRAWN:
xxx
DESIGNED:

APPROVED:

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C4
xxxxxxCONTRACT

CONTECH

DRAWING
1 1 8 1 5 N E G l e n n W i d i n g D r i v e , P o r t l a n d , O R 9 7 2 2 0 800-548-4667 503-240-3393 800-561-1271 FAX 12 - 144"Ø SOLID OR PERFORATED UNDERGROUND SYSTEM - ---------

SAMPLE PROJECT

CONSTRUCTION LOADS

FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW.

THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC.

PIPE SPAN,
INCHES
18-50

MINIMUM COVER (FT)

AXLE LOADS
(kips)
50-75 75-110 110-150
12-42 2.0 2.5 3.0 3.0

4.03.53.048-72 3.0

3.078-120 3.5 4.0 4.0

4.54.54.0126-144 3.5
*MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.

HEIGHT OF
COVER

TEMPORARY COVER FOR

CONSTRUCTION LOADS

FINISHED
GRADE

CONSTRUCTION LOADING DIAGRAM

NOT TO SCALE
SCOPE

THIS SPECIFICATION COVERS THE MANUFACTURE AND

INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN THE PROJECT PLANS.

MATERIAL
THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE
APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929.

PIPE

THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE
APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE

PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS.

ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE
UNITED STATES.

HANDLING AND ASSEMBLY

SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE

NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA)

INSTALLATION

SHALL BE IN ACCORDANCE WITH AASHTO STANDARD
SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS
AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR

CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE
WITH THE SITE ENGINEER.

IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO
FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES.

SPECIFICATION FOR CORRUGATED STEEL PIPE-ALUMINIZED TYPE 2 STEEL

MATERIAL SPECIFICATION

NOT TO SCALE
6REVISION DESCRIPTIONDATEMARK BY

1/10/2019

* IN FIELD WELD

OR BOLT LADDER

TO BULKHEAD

AND MANHOLE
RISER
ALL STEEL PER ASTM A36
PLAN
3"
±
6"
36 "

M
A
X
1'-0"
1'-6"
1'-0"

RISER EXTENSION

STEEL PLATE

WELD OR BOLT TO
BULKHEAD (TYP.)

BULKHEAD
2'
-
0 "
TY
P
.
4'
-
0 "
MA
X
.
2'
-
0 "
TY
P
.

RISER STUB

RISER EXTENSION
∠114" x 114" x 14"

STEEL ANGLE
∠114" x 114" x 14"

STEEL ANGLE
FULLY WELDED (TYP.)

OR BOLT
4" x 4" x 3 16"
STEEL PLATE (TYP.)
RISER
4" x 4" x 3 16"

STEEL PLATE

ELEVATION
NOTE:

THIS DRAWING IS INTENDED TO APPLY TO LADDERS
INSTALLED IN RISERS HAVING A DIAMETER OF 36" OR LARGER

AND LOCATED ONE FOOT FROM THE BULKHEAD ONLY
6" FROM TOP OF LADDER TO CENTER OF RUNG.

WHEN A RISER EXTENSION IS USED, CUT THE

SIDE RAILS SO RISER JOINT TO TOP OF SIDE
RAIL IS 3" AND TOP OF SIDE RAIL TO CENTER
OF RUNG IS 3".

PROVIDE MINIMUM OF 4
ATTACHMENT ANGLES (2 ON

EITHER SIDE OF LADDER RAIL)

TO CONNECT LADDER TO

RISER EXTENSION
#4 REBAR

LADDER RUNGS
3 8" x 1 12" A36

FLAT SIDE RAIL,
TYP.

SIDE
1'-4"

ELEVATION
1'-4" ± 18"6"
1'
-
0 "
TY
P
.
6"
FABRICATION TOLERANCE: ±14"
FLAT BAR AND REBAR: MILL

TOLERANCE APPLIES
12" TYP.

CENTER TO CENTER

RUNG SPACING
3 4" (#6) REBAR CAN BE CUT FLUSH

TO OUTSIDE OF RAIL
(BAR LENGTH = 163 4") OR BAR CAN
EXTEND BEYOND RAIL 12"±
7 8" HOLE w/ 3 4" REBAR RUNG,

WELD REBAR TO RUNG ON

OUTSIDE OF STEEL RAIL
212" x 3 8" FLAT BAR SIDE RAIL
212"
SIDE

STANDARD LADDER DETAIL

NOT TO SCALE
NOTES:

1.LADDERS CAN BE MADE IN STANDARD LENGTHS AND CUT TO FIT

2.ALL MATERIAL TO MEET ASTM A36

3.LADDER TO BE HOT DIPPED GALVANIZED PER ASTM A-123 AFTER

FABRICATION IS COMPLETE

BULKHEAD
8'
-
8 "
PART No. HALAGVL16

RISER LADDER DETAIL

NOT TO SCALE
3/8"TYP.

DAH
CHECKED:

DRAWN:
xxx
DESIGNED:

APPROVED:

C:
\
U
S
E
R
S
\
D
H
O
P
K
I
N
S
\
D
E
S
K
T
O
P
\
0 0
0 0
0 0
-
0 0
1 -
C
M
P

S
A
M
P
L
E

S
O
L
I
D

P
E
R
F
.

D
W
G

3/
7 /
2 0
1 9

5 :
4 9

P
M
SHEET NO.:

OF
DATE:PROJECT No.:
----
SEQ. No.:
----
C5
xxxxxxCONTRACT

CONTECH

DRAWING
1 1 8 1 5 N E G l e n n W i d i n g D r i v e , P o r t l a n d , O R 9 7 2 2 0 800-548-4667 503-240-3393 800-561-1271 FAX 12 - 144"Ø SOLID OR PERFORATED UNDERGROUND SYSTEM - ---------

SAMPLE PROJECT

1/10/2019

Inlet
Filtration
GRATE
"ULTIMATE" BYPASS

FEATURES
GASKET

STAINLESS STEEL

SUPPORT BASKET
Fossil Rock TM

ABSORBENT POUCHES
FloGard® FILTER
-INSTALLED INTO CATCH BASIN-
LINER

SUPPORT
BASKET

CATCH BASIN
(FLAT GRATE STYLE)

DETAIL A

EXPLODED VIEW
NOTES:

Filter insert shall have a high flow bypass feature.

2. Filter support frame shall be constructed from stainless steel Type 304.

3. Filter medium shall be Fossil Rock TM, installed and maintained in accordance with manufacturer specifications.

4. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass.

U.S. PATENT # 6,00,023 & 6,877,029
FloGard®
Catch Basin Insert Filter
Grated Inlet Style
Oldcastle®
Stormwater Solutions
7921 Southpark Plaza, Suite 200 I Littleton, CO 180120 I Ph: 800.579.8819 I oldcastlestormwater.com THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT © 2010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED.

DRAWING NO.

F G P-0001
REV
G
Eco EC0-0142
JPR 7/13/16
DATE
JPR 11/3/06
SHEET 1 OF 2

O
O
9 0_
Ur
LL
U.S. PATENT # 6,00,023 & 6,877,029
"ULTIMATE" BYPASS FEATURE
(LOUVERS & OPENINGS)
SEE DETAIL C "ULTIMATE" BYPASS FEATURE
-
(LOUVERS & OPENINGS)
I I __
t
DEPTH
STANDARD = 20 INCHES
SHALLOW = 12 INCHES
*CUSTOM

DETAIL B

SECTION VIEW DETAIL C
FloGard® FILTER "ULTIMATE"
--,r
° °
-INSTALLED- BYPASS FEATURES
* MANY OTHER STANDARD & CUSTOM SIZES & DEPTHS AVAILABLE UPON REQUEST.

SPECIFIER CHART
NO.

MODEL (Data

STANDARD & SHALLOW
DEPTH
in these columes is the same for
both STANDARD & SHALLOW versions)

STANDARD DEPTH
-20 Inches-
MODEL NO.

SHALLOW DEPTH
-12 Inches-

STANDARD
DEPTH

INLET ID
Inside
Dimension
(inch x inch)

GRATE OD
Outside
Dimension
(inch x inch)
TOTAL
BYPASS

CAPACITY
(cu. ft. / sec.)
SOLIDS

STORAGE

CAPACITY
(cu. ft.)

FILTERED
FLOW
(cu. ft. / sec.)

SHALLOW
DEPTH
SOLIDS

STORAGE

CAPACITY
(cu. ft.)

FILTERED
FLOW
(cu. ft. / sec.)
FGP-12F
12 X 12
12 X 14

2.8 0.3

0.4 FGP-12F8
.15
.25
FGP-16F
16 X 16
16 X 19

4.7 0.8

0.7 FGP-16F8
.45
.4
FGP-18F
18 X 18
18 X 20

4.7 0.8

0.7 FGP-18F8
.45
.4
FGP-1824F
16 X 22
18 X24

5.0 1.5

1.2 FGP-1824F8
.85
.7
FGP-1836F
18 X 36
18 X 40

6.9 2.3

1.6 FGP-1836F8

1.3 .9
FGP-2024F
18 X 22
20 X24

5.9 1.2

1.0 FGP-2024F8
.7
.55
FGP-21F
22 X 22
22 X 24

6.1 2.2

1.5 FGP-21F8

1.25 .85
FGP-24F
24 X 24
24 X 27

6.1 2.2

1.5 FGP-24F8

1.25 .85
FGP-2430F
24 X 30
26 X 30

7.0 2.8

1.8 FGP-2430F8

1.6 1.05
FGP-2436F
24 X 36
24 X 40

8.0 3.4

2.0 FGP-2436F8

1.95 1.15
FGP-2448F
24 X 48
26 X 48

9.3 4.4

2.4 FGP-2448F8

2.5 1.35
FGP-28F
28 X 28
32 X 32

6.3 2.2

1.5 FGP-28F8

1.25 .85
FGP-30F
30 X 30
30 X 34

8.1 3.6

2.0 FGP-30F8

2.05 1.15
FGP-36F
36 X 36
36 X 40

9.1 4.6

2.4 FGP-36F8

2.65 1.35
FGP-3648F
36 X 48
40 X 48

11.5 6.8

3.2 FGP-3648F8

3.9 1.85
FGP-48F
48 X 48
48 X 54

13.2 9.5

3.9 FGP-48F8

5.45 2.25
FGP-SD24F
24 X 24
28 X 28

6.1 2.2

1.5 FGP-SD24F8

1.25 .85
®.
''•'-•='y��"''�
v\
Fl o Gard ®
Basin a Catch in Insert �i ert Filter
Catch
Oldcastle®
Stormwater Solutions
7921 Southpark Plaza, Suite 200 I Littleton, CO 180120 I Ph: 800.579.8819 I oldcastlestormwater.com THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT © 2010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED.

Inlet
Filtration Grated Inlet Style
DRAWING NO.

FGP-0001
RD/
G
ECO ECO-0142
JPR 7/13/16
DATE
JPR 11/3/06
SHEET 2 OF 2

Preliminary Low Impact Development (LID) Report
13 | P a g e
Appendix E: Overflow Storm Calculations

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Existing 50-year/Existing Bellflower Center - DMA 1.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Existing Bellflower Center
Subarea ID DMA 1
Area (ac)1.0
Flow Path Length (ft)347.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.999
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.1489
Undeveloped Runoff Coefficient (Cu)0.8327
Developed Runoff Coefficient (Cd)0.8999
Time of Concentration (min)6.0
Clear Peak Flow Rate (cfs)2.8338
Burned Peak Flow Rate (cfs)2.8338
24-Hr Clear Runoff Volume (ac-ft)0.4274
24-Hr Clear Runoff Volume (cu-ft)18615.7395

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Existing 50-year/Existing Bellflower Center - DMA 2.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Existing Bellflower Center
Subarea ID DMA 2
Area (ac)0.93
Flow Path Length (ft)321.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.961
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.4306
Undeveloped Runoff Coefficient (Cu)0.8525
Developed Runoff Coefficient (Cd)0.8981
Time of Concentration (min)5.0
Clear Peak Flow Rate (cfs)2.8655
Burned Peak Flow Rate (cfs)2.8655
24-Hr Clear Runoff Volume (ac-ft)0.3859
24-Hr Clear Runoff Volume (cu-ft)16808.6283

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Existing 50-year/Existing Bellflower Center - DMA 3.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Existing Bellflower Center
Subarea ID DMA 3
Area (ac)0.94
Flow Path Length (ft)230.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.962
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.4306
Undeveloped Runoff Coefficient (Cu)0.8525
Developed Runoff Coefficient (Cd)0.8982
Time of Concentration (min)5.0
Clear Peak Flow Rate (cfs)2.8965
Burned Peak Flow Rate (cfs)2.8965
24-Hr Clear Runoff Volume (ac-ft)0.3903
24-Hr Clear Runoff Volume (cu-ft)17002.7724

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/Existing 50-year/Existing Bellflower Center - DMA 4.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Existing Bellflower Center
Subarea ID DMA 4
Area (ac)0.52
Flow Path Length (ft)264.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.949
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.4306
Undeveloped Runoff Coefficient (Cu)0.8525
Developed Runoff Coefficient (Cd)0.8976
Time of Concentration (min)5.0
Clear Peak Flow Rate (cfs)1.6012
Burned Peak Flow Rate (cfs)1.6012
24-Hr Clear Runoff Volume (ac-ft)0.2137
24-Hr Clear Runoff Volume (cu-ft)9309.3789

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/50-year/Bellflower Convenience Center - DMA 1.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 1
Area (ac)0.68
Flow Path Length (ft)298.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.879
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.4306
Undeveloped Runoff Coefficient (Cu)0.8525
Developed Runoff Coefficient (Cd)0.8943
Time of Concentration (min)5.0
Clear Peak Flow Rate (cfs)2.0861
Burned Peak Flow Rate (cfs)2.0861
24-Hr Clear Runoff Volume (ac-ft)0.2639
24-Hr Clear Runoff Volume (cu-ft)11494.9393

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/50-year/Bellflower Convenience Center - DMA 2.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 2
Area (ac)0.75
Flow Path Length (ft)314.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.833
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.4306
Undeveloped Runoff Coefficient (Cu)0.8525
Developed Runoff Coefficient (Cd)0.8921
Time of Concentration (min)5.0
Clear Peak Flow Rate (cfs)2.2953
Burned Peak Flow Rate (cfs)2.2953
24-Hr Clear Runoff Volume (ac-ft)0.2798
24-Hr Clear Runoff Volume (cu-ft)12186.2082

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/50-year/Bellflower Convenience Center - DMA 3.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 3
Area (ac)0.85
Flow Path Length (ft)346.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.862
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.1489
Undeveloped Runoff Coefficient (Cu)0.8327
Developed Runoff Coefficient (Cd)0.8907
Time of Concentration (min)6.0
Clear Peak Flow Rate (cfs)2.384
Burned Peak Flow Rate (cfs)2.384
24-Hr Clear Runoff Volume (ac-ft)0.3251
24-Hr Clear Runoff Volume (cu-ft)14161.7631

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/50-year/Bellflower Convenience Center - DMA 4.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 4
Area (ac)0.68
Flow Path Length (ft)412.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.929
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.1489
Undeveloped Runoff Coefficient (Cu)0.8327
Developed Runoff Coefficient (Cd)0.8952
Time of Concentration (min)6.0
Clear Peak Flow Rate (cfs)1.9169
Burned Peak Flow Rate (cfs)1.9169
24-Hr Clear Runoff Volume (ac-ft)0.275
24-Hr Clear Runoff Volume (cu-ft)11979.5024

Peak Flow Hydrologic Analysis
File location: K:/SND_LDEV/7-Eleven/_z LA/Bellflower & Ramona - 1046051 - 41978/Storm Water/HydroCalc/50-year/Bellflower Convenience Center - DMA 5.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name Bellflower Convenience Center
Subarea ID DMA 5
Area (ac)0.43
Flow Path Length (ft)282.0
Flow Path Slope (vft/hft)0.01
50-yr Rainfall Depth (in)5.75
Percent Impervious 0.772
Soil Type 6
Design Storm Frequency 50-yr
Fire Factor 0
LID False
Output Results
Modeled (50-yr) Rainfall Depth (in)5.75
Peak Intensity (in/hr)3.4306
Undeveloped Runoff Coefficient (Cu)0.8525
Developed Runoff Coefficient (Cd)0.8892
Time of Concentration (min)5.0
Clear Peak Flow Rate (cfs)1.3117
Burned Peak Flow Rate (cfs)1.3117
24-Hr Clear Runoff Volume (ac-ft)0.1518
24-Hr Clear Runoff Volume (cu-ft)6612.6712

Preliminary Low Impact Development (LID) Report
14 | P a g e
Appendix F: Geotechnical Report

Project #Date 6/8/2021
Project Name
Project Address
Test No:IT-4 Total Depth (in.)96 Test Size (in)8
Depth To Water >50'Soil Classification SM Est Invert Depth (in)84 Screen Top (in)60
Reading Elasped
Time(min.)
Incremental Time
(min.)
Initial Depth To
Water(in.)
Final Depth To
Water(in.)
Incremental Fall of
Water(in.)
Unfactored
Incremental
Percolation Rate
(in/hr)
Start 0 0.00 60.00 ----
1 20.00 20.00 60.00 75.00 15.00 45.00
2 40.00 20.00 60.00 77.00 17.00 51.00
3 60.00 20.00 60.00 75.00 15.00 45.00
4 80.00 20.00 60.00 74.00 14.00 42.00
5 100.00 20.00 60.00 77.00 17.00 51.00
6 120.00 20.00 60.00 76.50 16.50 49.50
7 130.00 10.00 60.00 68.50 8.50 51.00
8 140.00 10.00 60.00 69.00 9.00 54.00
9 150.00 10.00 60.00 68.00 8.00 48.00
10 160.00 10.00 60.00 68.00 8.00 48.00
11 170.00 10.00 60.00 69.00 9.00 54.00
12 180.00 10.00 60.00 68.50 8.50 51.00
13 190.00 10.00 60.00 68.75 8.75 52.50
14 200.00 10.00 60.00 68.00 8.00 48.00

51.00 12.0

4.25 Avg. Unfactored Infiltration Rate (in/hr)
Recommended Reduction Factor (RFt*RFv*RFs)
Factored Infiltration Rate in Inches per Hour (in/hr)

RESULTS OF INFILTRATION TESTS - BORING PERCOLATION TEST 11221022
Proposed Retail
17617 Bellflower Boulevard, Bellflower, CA

0.0 20.0

40.0 60.0

80.0 0 30 60 90 120 150 180 210
Un
f
a
c
t
o
r
e
d

I
n
f
i
l
t
r
a
t
i
o
n

R
a
t
e

(i
n
c
h
e
s
/
h
o
u
r
)
Time (minutes)
IT-4
Infiltration Rate Results

UPDATED

GEOTECHNICAL ENGINEERING INVESTIGATION

PROPOSED RETAIL SHOPPING CENTER
17617 BELLFLOWER BOULEVARD

BELLFLOWER, CALIFORNIA
PROJECT No. 112-21022
MAY 26, 2021
Prepared for:

MR. ERIC SILVERMAN
SBH REAL ESTATE GROUP, INC.
606 SOUTH OLIVE STREET, SUITE 2450
Los ANGELES, CA 90014
PREPARED BY:

KRAZAN & ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING DIVISION
1100 OLYMPIC DRIVE, SUITE 103
CORONA, CALIFORNIA 92881
(951) 273-1011

IKrazan.& ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION
May 26, 2021
Mr. Eric Silverman
SBH Real Estate Group, Inc.
606 South Olive Street, Suite 2450
Los Angeles, California 90014
RE: Updated Geotechnical Engineering Investigation
Proposed Retail Shopping Center
17617 Bellflower Boulevard
Bellflower, California
Dear Mr. Silverman:

KA Project No. 112-21022
We have completed an Updated Geotechnical Engineering Investigation dated April 19, 2021 for the above -referenced site. The results of our investigation are presented in the attached report.

If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011.
s�---4- Respectfully submitted,
oR0FESS/p `V KRAZAN & ASS ES INC.
avid R. Jarosz, II
Managing Engin
RGE No. 2698
DRJ:ht
With Offices Serving the Western United States
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KhiraZa1& ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION

TABLE OF CONTENTS
INTRODUCTION 1
PURPOSE AND SCOPE 1
PROPOSED CONSTRUCTION 2
SITE LOCATION, SITE HISTORY AND SITE DESCRIPTION 2
GEOLOGIC SETTING 3
SEISMIC HAZARD ZONES 3
SEISMICITY AND LIQUEFACTION POTENTIAL 4
FAULT RUPTURE HAZARD ZONES 5
OTHER HAZARDS 5
FIELD AND LABORATORY INVESTIGATIONS 5
SOIL PROFILE AND SUBSURFACE CONDITIONS 6
GROUNDWATER 7
SOIL CORROSIVITY 7
CONCLUSIONS AND RECOMMENDATIONS 7
Administrative Summary 8
Groundwater Influence on Structures/Construction 9
Seismic Considerations 9
Site Preparation 9
Engineered Fill 11
Drainage and Landscaping 11
Utility Trench Backfill 12
Foundations 12
Floor Slabs and Exterior Flatwork 13
Lateral Earth Pressures and Retaining Walls 13
R -Value Test Results and Pavement Design 14
Seismic Parameters 2019 CBC 15
Soil Cement Reactivity 16
Compacted Material Acceptance 16
Testing and Inspection 16
LIMITATIONS 16
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-�= azan& ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION

FIGURES
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
FIGURE 5

APPENDIX A

APPENDIX B

APPENDIX C

VICINITY MAP

SITE PLAN

EARTHQUAKE ZONES OF REQUIRED INVESTIGATION MAP

HISTORICAL GROUNDWATER MAP

GEOLOGIC MAP

BORING LOGS

CONE PENETRATION TEST

LABORATORY TEST RESULTS

PERCOLATION TEST DATA

LIQUEFACTION ANALYSIS

GENERAL EARTHWORK SPECIFICATIONS

GENERAL PAVEMENT SPECIFICATIONS
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]Kraza1 & ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION
May 26, 2021 Project No. 112-21022

UPDATED GEOTECHNICAL ENGINEERING INVESTIGATION

PROPOSED RETAIL SHOPPING CENTER
17617 BELLFLOWER BOULEVARD

BELLFLOWER, CALIFORNIA

INTRODUCTION
This updated report presents the results of our Geotechnical Engineering Investigation for the proposed Retail Shopping Center, to be located at the southwest corner of Bellflower Boulevard and Ramona Street in Bellflower, California. This report supersedes the previous Geotechnical Engineering Investigation report issued on April 19, 2021. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, retaining walls, excavation stability, soil cement reactivity, and pavement design.

A Vicinity Map showing the location of the site is presented on Figure 1. A Site Plan showing the approximate boring locations is presented on Figure 2. Descriptions of the field and laboratory investigations, boring log legend and boring logs are presented in Appendix A. Appendix A contains a description of the laboratory -testing phase of this study, along with the laboratory test results.

Appendices B and C contain specifications for earthwork and flexible pavements, respectively. If conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence.

PURPOSE AND SCOPE
This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction.

Our scope of services was outlined in our proposal dated March 9, 2021 (KA Proposal No.

G21030CAC-R) and included the following:
• A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site.
• A field investigation consisting of drilling 10 borings to depths ranging from approximately 10 to 50 feet and conducting 4 percolation tests at depths of 5 to 8 feet for evaluation of the subsurface conditions at the project site.

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• Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation.

Environmental services, such as a chemical analysis of soil and groundwater for possible environmental contaminates, were not in our scope of services.

PROPOSED CONSTRUCTION
We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood the development will include the construction of a new retail shopping center consisting of four retail/commercial buildings and trash enclosures. It is anticipated the structures will utilize conventional shallow foundations and concrete slab -on -grade construction. Footing loads are anticipated to be light to moderate. On -site paved areas, adjacent street improvements, and landscaping are also associated with the development.

In the event these structural or grading details are inconsistent with the fmal design criteria, the Soils Engineer should be notified so that we may update this writing as applicable.

SITE LOCATION, SITE HISTORY AND SITE DESCRIPTION
The property site is irregular in shape and encompasses approximately 3%2 acres. The project site is located on the southwest corner of Bellflower Boulevard and Ramona Street in Bellflower, California.

The site is surrounded by residential houses and vacant land.

Site history was obtained by reviewing historical aerial photographs taken in 1952, 1963, 1972, 1994, 2004, 2010, 2016, 2017, and 2020. Review of the 1952 aerial photograph indicates that the project site consisted of buildings, a warehouse, and parking lots. The site was bordered by Ramona Street to the north, Bellflower Boulevard to the east, Cedar Street to the south, and residential developments to the west.

Review of the 1963 aerial photograph indicates that the project site conditions appeared to be relatively similar to that noted in the 1952 aerial photograph. Additional buildings were located within the western region of the site.

Review of the 1972 aerial photograph indicates that the project site conditions appeared to be relatively similar to that noted in the 1963 aerial photograph. A few of the buildings in the northern region of the site were replaced with new buildings.

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Review of the 1994 through 2016 aerial photographs indicate that the project site conditions appeared to be relatively similar to that noted in the 1972 aerial photograph.

Review of the 2017 and 2020 aerial photographs indicate that the developments at the project site had been demolished and the site had been cleared. Power poles were located within the site.

Presently, the site is predominately vacant. The site is surrounded by commercial buildings to the north and east, a mobile home park and commercial buildings to the south, and a residential development and auto service center to the west. The site is bordered by metal fencing along northern, eastern, and southern edges. The western edge of the site is bordered by a combination of metal and chain link fencing, a masonry wall, and a building. Power poles and overhead electrical lines trend north -south through the middle of the site, along the eastern and southern edges of the site, and along a portion of the western edge of the site. Buried utility lines associated with the existing, previous, and surrounding developments may be located within or along the edges of the site. The surface soils have a loose consistency. The site is relatively level with no major changes in grade.

GEOLOGIC SETTING
The subject site is located within the southwest portion of the Central Basin of the Los Angeles Coastal Plain, within the Peninsular Ranges Geomorphic Province of California. The Los Angeles Coastal Plain is situated between the Santa Monica Mountains to the northwest, the San Gabriel Mountains to the northeast, the Santa Ana Mountains to the southeast, and the Pacific Ocean to the west and south. The Los Angeles Basin is dominated by northwest -trending faults and adjacent anticlinal uplifts. The intervening deep synclinal troughs are filled with poorly consolidated Upper Pleistocene and unconsolidated Holocene sediments. Tectonism of the region is dominated by the interaction of the East Pacific Plate and the North American Plate along a transform boundary.

The near -surface deposits in the vicinity of the subject site are indicated to be comprised of Holocene alluvial soft sand, silt, silty sand, and clay of distal fan deposits associated with active local alluvial systems.

The site is located in a seismically active area of Southern California. The nearest significant active fault is the Puente Hills Fault Zone, which is approximately 7.4 mile from the site. The Anaheim Fault Zone is located approximately 7.6 miles from the site. The Newport -Inglewood Fault Zone is located approximately 8.6 miles from the site. The area in consideration shows no mapped faults on -site according to maps prepared by the California Geologic Survey and published by the International Conference of Building Officials (ICBO). No evidence of surface faulting was observed on the property during our reconnaissance.

SEISMIC HAZARDS ZONES
In 1990, the California State Legislature passed the Seismic Hazard Mapping Act to protect public safety from the effects of strong shaking, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. Specifically, the maps identify areas where soil liquefaction and Krazan & Associates, Inc.

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earthquake -induced landslides are most likely to occur. A site -specific geotechnical evaluation is required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers. The subject site is located on the State of California, Seismic Hazard Zones Map, Los Alamitos Quadrangle, dated March 25, 1999. The subject site is located in an area designated by the State of California as a Liquefaction Hazard Zone.

SEISMICITY AND LIQUEFACTION POTENTIAL
Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and fault systems. Fault patterns and density reflect relative degrees of regional stress through time, but do not necessarily indicate recent seismic activity; therefore, the degree of seismic risk must be determined or estimated by the seismic record in any given region. The Puente Hills, Anaheim, and Newport -Inglewood Faults are located approximately 7.4, 7.6, and 8.6 miles from the subject site, respectively.

Soil liquefaction is a state of soil particle suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, the following items were evaluated:
1) Soil type
2) Groundwater depth
3) Relative density
4) Initial confining pressure
5) Intensity and duration of ground shaking
The predominant soils within the project site consist of silty sand, sand, silty sand/sandy silt, clayey sand, sandy clay and sandy silt. Groundwater was encountered at a depth of 35 feet below site grades at Boring No. 1 during our site investigation. Historic groundwater information indicates groundwater exists at depths on the order of 25 to 30 feet below site grades.

The potential for soil liquefaction during a seismic event was evaluated using the LIQUEFYPRO computer program (version 5.9d) developed by CivilTech Software. For the analysis, a maximum earthquake magnitude of 7.46 was used. A peak horizontal ground surface acceleration of 0.74g was considered conservative and appropriate for the liquefaction analysis. An estimated high groundwater depth of 25 feet was used for our analysis. The computer analysis indicates that soils above a depth of 25 feet are non -liquefiable due to the absence of groundwater. The soils below a depth of 25 feet have a slight to moderate potential for liquefaction under seismic shaking.

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The analysis indicates that the estimated total seismic induced settlement is less than 1% inches.

Differential settlement caused by a seismic event is estimated to be less than 1 inch. The anticipated differential settlement is estimated over a horizontal distance of 100 feet.

FAULT RUPTURE HAZARD ZONES
The Alquist-Priolo Geologic Hazards Zones Act went into effect in March, 1973. Since that time, the Act has been amended 11 times (Hart, 2007). The purpose of the Act, as provided in California Geologic Survey (CGS) Special Publication 42 (SP 42), is to prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault -rupture".

The Act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in 1994, and at that time, the originally designated "Special Studies Zones" was renamed the "Earthquake Fault Zones." The subject site is located on the State of California, Seismic Hazard Zones Map, Los Alamitos Quadrangle. The site is not within a Fault -Rupture Hazard Zone. The Puente Hills, Anaheim, and Newport -Inglewood Faults are located approximately 7.4, 7.6, and 8.6 miles from the subject site, respectively.

OTHER HAZARDS
Rockfall, Landslide, Slope Instability, Debris Flow: The subject site is relatively flat and level. It is our understanding that there are no significant slopes proposed as part of the proposed development.

Provided the recommendations presented in this report are implemented into the design and construction of the anticipated development, rockfalls, landslides, slope instability, and debris flows are not anticipated to pose a hazard to the subject site.

Seiches: Seiches are large waves generated within enclosed bodies of water. The site is not located in close proximity to any lakes or reservoirs. As such, seiches are not anticipated to pose a hazard to the subject site.

Hydroconsolidation: The near surface soils encountered at the subject site were found to be medium dense to very dense. Provided remedial grading recommendations presented in this report are incorporated in the design and construction, hydroconsolidation is not anticipated to be a significant concern for the subject site.

FIELD AND LABORATORY INVESTIGATIONS
Subsurface soil conditions were explored by drilling 10 borings and 1 cone penetration test to depths ranging from approximately 10 to 50 feet below existing site grade, using a truck -mounted drill rig. A bulk subgrade sample was obtained from the site for laboratory R -value testing. In addition, 4 percolation tests were performed within the site at depths of 5 to 8 feet to evaluate the soils absorption characteristics. The approximate boring, bulk sample, and percolation locations are shown on the site plan. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsoils. Soil samples Krazan & Associates, Inc.

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were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A.

Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, shear strength, consolidation potential, R -value, and moisture - density relationships of the materials encountered. In addition, chemical tests were performed to evaluate the soil -cement reactivity. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final boring logs in Appendix A.

SOIL PROFILE AND SUBSURFACE CONDITIONS
Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the upper soils predominately consisted of approximately 6 to 12 inches of loose silty sand. These soils are disturbed, have moderate strength characteristics, and are slightly compressible when saturated.

Below the loose surface soils, loose to dense silty sand, clayey sand, sand, silty sand/sandy silt, or sandy silt, and firm sandy clay were encountered. These soils contained varying amounts of gravel. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance ranged from 9 to 56 blows per foot. Dry densities ranged from 91 to 103 pcf. Representative soil samples consolidated approximately 1 and 11/2 percent under a 2 ksf load when saturated.

Representative soil samples had angles of internal friction of 28 and 29 degrees. These soils extended to the depths of the borings.

For additional information about the soils encountered, please refer to the logs of borings in Appendix A.

PERCOLATION TESTING
As requested, four percolation tests were performed within the site to evaluate the soils absorption characteristics. The percolation tests were performed at a depth of 5 to 8 feet below existing site grade.

The borings drilled at the site indicated the subsurface soil conditions consisted of loose to medium dense silty sand, sand, and silty sand/sandy silt.

Infiltration rates were determined using the results of open borehole infiltration testing performed at the subject site. The infiltration test results are shown in the following table. Detailed results of the percolation test and resulting infiltration rates are attached in tabular format.

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Test No.

Depth (feet)
Infiltration Rate (in/hr)
Soil Type
1 5

1.29 Silty Sand (SM)
2 8

4.08 Silty Sand (SM)
3 5

1.65 Silty Sand (SM)
4 8

5.61 Silty Sand (SM)
The soil infiltration rates are based on tests conducted with clean water. A factor of safety should be incorporated into the design of the infiltration system to compensate for these factors as determined appropriate by the designer. In addition, routine maintenance consisting of clearing the system of clogged soils and debris should be expected.

GROUNDWATER
Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Groundwater was encountered at a depth of approximately 35 feet below site grades during the site visit to the subject site. Based on a review of the Seismic Hazard Evaluation Report for the Los Alamitos Quadrangle, historic high groundwater depths for the vicinity of the subject site are estimated to be at depths on the order of 25 to 30 feet below ground surface.

It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report.

SOIL CORROSIVITY
Corrosion tests were performed to evaluate the soil corrosivity to the buried structures. The tests consisted of minimum resistivity, sulfate content and chloride content, and the results of the tests are included as follows:

Parameter
Results
Test Method
Sulfate
246 ppm
CA 417
Min
Resistivity

1,100 ohm -cm
CA 643
Chloride
52 ppm
CA 422
pH Value

9.2 EPA 9045C

CONCLUSIONS AND RECOMMENDATIONS
Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations.

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Administrative Summary
In brief, the subject site and soil conditions, with the exception of the loose surface soils, previous, existing, and surrounding developments, appear to be conducive to the development of the project. The surface soils have a loose consistency. These soils are disturbed, have low strength characteristics and are highly compressible when saturated. Accordingly, it is recommended that the surface soils be recompacted. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation.

It is the finding of this firm that the proposed project will be safe from geotechnical hazards (i.e. landslide, settlement or slippage) and will not adversely affect adjacent properties, in compliance with Section 111 of the Los Angeles County Building Code, provided our recommendations are incorporated into the design and properly implemented during construction.

Fill material was not encountered in our borings. However, fill may be located between or beyond our borings. It is anticipated fill soils will consist of silty sands. The thickness and extent of fill material was determined based on limited test borings and visual observation. Verification of the extent of fill should be determined during site grading. It is recommended that fill soils that have not been properly compacted and certified be excavated and recompacted. Prior to backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify no additional removal is required.

Presently, the site is predominately vacant. Power poles and overhead electrical lines trend north -south through the middle of the site. The site was previously developed with several buildings. Associated with these developments may be buried structures, such as utility lines and irrigation lines that may extend into the project site. Demolition activities should include proper removal of any buried structures or loosely backfilled excavations encountered. The resulting excavations should be backfilled with Engineered Fill. It is suspected that demolition activities of the existing structures will disturb the upper soils. After demolition activities, it is recommended that these disturbed soils be removed and/or recompacted. This compaction effort should stabilize the upper soils and locate any unsuitable or pliant areas not found during our field investigation.

Following stripping, fill removal operations and demolition activities, the exposed subgrade in building, exterior flatwork and pavement areas should be excavated to a depth of at least 24 inches from existing site grade or 12 inches below planned footing elevation, whichever is deeper, worked until uniform and free from large clods, moisture -conditioned as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Limits of recompaction should extend a minimum of 5 feet beyond building areas and 2 feet beyond the edge of pavements or sidewalks. Prior to backfilling, the exposed subgrade should be proof -rolled and observed by Krazan & Associates, Inc. to verify stability. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation.

Sandy and gravelly soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavation. Shoring or sloping back trench sidewalls may be required within these sandy and gravelly soils.

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After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structure footings may be designed utilizing an allowable bearing pressure of 2,500 psf for dead -plus -live loads. Footings should have a minimum embedment of 18 inches.

Groundwater Influence on Structures/Construction
Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and pavements for the project.

Information obtained from the California Seismic Hazard Report for the Los Alamitos Quadrangle indicates that historic groundwater has existed at depths of 25 to 30 feet below site grades.

If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include:
discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations.

Seismic Considerations
Ground Shaking
Although ground rupture is not considered to be a major concern at the subject site, the site will likely be subject to at least one moderate to severe earthquake and associated seismic shaking during its lifetime, as well as periodic slight to moderate earthquakes. Some degree of structural damage due to stronger seismic shaking should be expected at the site, but the risk can be reduced through adherence to seismic design codes.

Seismic Induced Settlement
One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils. Based on site subsurface conditions and the moderate to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of the Geotechnical Engineering Investigation Report.

Site Preparation
General site clearing should include removal of concrete; vegetation and existing utilities; and structures; including foundations; basement walls and floors; existing stockpiled soil; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed.

Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas.

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Fill material was not encountered in our borings. However, fill may be located between or beyond our borings. It is anticipated fill soils will consist of silty sands. The thickness and extent of fill material was determined based on limited test borings and visual observation. Verification of the extent of fill should be determined during site grading. It is recommended that fill soils that have not been properly compacted and certified be excavated and recompacted. Prior to backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify no additional removal is required.

Presently, the site is predominately vacant. Power poles and overhead electrical lines trend north -south through the middle of the site. The site was previously developed with several buildings. Associated with these developments may be buried structures, such as utility lines, irrigation lines, septic systems, and water wells. Demolition activities should include proper removal of any buried structures. Any buried structures or loosely backfilled excavations encountered during construction should be properly removed and the resulting excavations backfilled. Excavations, depressions, or soft and pliant areas extending below planned fmish subgrade level should be cleaned to firm undisturbed soil, and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Water wells should be abandoned in accordance with county standards. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. Resulting excavations should be backfilled with Engineered Fill.

Following stripping, fill removal, tree or root removal, and demolition activities, the exposed subgrade within proposed building, exterior flatwork, and pavement areas should be excavated to a depth of at least 24 inches from existing site grade or 12 inches below planned footing elevation, whichever is deeper, worked until uniform and free from large clods, moisture -conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

Limits of recompaction should extend 5 feet beyond structural elements and 2 feet beyond flatwork and pavements. Prior to backfilling, the bottom of the excavation should be proof -rolled and observed by Krazan & Associates, Inc. to verify stability. Soft or pliant areas should be excavated to firm native ground.

It is recommended that any uncertified fill material encountered within pavement areas be removed and/or recompacted. The fill materials should be moisture -conditioned to near optimum moisture and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. As an alternative, the Owner may elect not to recompact the existing fill within paved areas. However, the Owner should be aware that the paved areas may settle which may require annual maintenance. At a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture -conditioned to a minimum of 2 percent above optimum moisture content and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

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The upper soils, during wet winter months, become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed.

A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section.

Engineered Fill
The on -site, native soils are predominately silty sands, sands, silty sand/sandy silts, and sandy silts.

These soils contained varying amounts of gravel. These soils will be suitable for reuse as Engineered Fill, provided they are cleansed of excessive organics, debris, and fragments larger than 4 inches in maximum dimension.

The preferred materials specified for Engineered Fi11 are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site at that time.

Imported Fill material should be predominately non -expansive granular material with a plasticity index less than 10 and an expansion index less than 15. Imported Fill should be free from rocks and clods greater than 4 inches in diameter. All Imported Fill material should be submitted to the Soils Engineer for approval at least 48 hours prior to delivery at the site.

Fill soils should be placed in lifts approximately 6 inches thick, moisture -conditioned as necessary, and compacted to achieve at least 90 percent maximum density as based on ASTM Test Method D1557.

Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable.

Drainage and Landscaping
The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. In accordance with Section 1804 of the 2019 California Building Code, it is recommended that the ground surface adjacent to foundations be sloped a minimum of 5 percent for a minimum distance of 10 feet away from structures, or to an approved alternative means of drainage conveyance. Swales used for conveyance of drainage and located within 10 feet of foundations should be sloped a minimum of 2 percent. Impervious surfaces, such as pavement and Krazan & Associates, Inc.

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exterior concrete flatwork, within 10 feet of building foundations should be sloped a minimum of 1 percent away from the structure. Drainage gradients should be maintained to carry all surface water to collection facilities and off -site. These grades should be maintained for the life of the project.

Utility Trench Backfill
Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards by a Contractor experienced in such work.

The responsibility for the safety of open trenches should be borne by the Contractor. Traffic and vibration adjacent to trench walls should be reduced and cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation.

Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Utility trench backfill placed in pavement areas should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations.

The Contractor is responsible for removing all water sensitive soil from the trench regardless of the backfill location and compaction requirements. The Contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction.

Foundations
After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structures may be supported on a shallow foundation system bearing on a minimum of 12 inches of Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures:

Load
Allowable Loading
Dead Load Only
1,875 psf
Dead -Plus -Live Load
2,500 psf
Total Load, including wind or seismic loads
3,200 psf
The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load.

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The total settlement associated with static loads is not expected to exceed 1 inch. Differential settlement should be less than %z inch across 30 feet. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post -construction soil movement may occur if the foundation soils are flooded or saturated. Based on the soil liquefaction analysis performed within the site, the estimated total seismic -induced settlement is less than 1'h inches. Differential settlement caused by a seismic event is estimated to be less than 1 inch. The anticipated differential settlement is estimated over a horizontal distance of 100 feet.

Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 325 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads.

Floor Slabs and Exterior Flatwork
In areas where moisture -sensitive floor coverings will be included or where moisture -sensitive materials will be stored, concrete slab -on -grade floors should be underlain by a water vapor retarder. The water vapor retarder should be installed in accordance with accepted engineering practice.

The exterior floors should be poured separately in order to act independently of the walls and foundation system. All fills required to bring the building pads to grade should be Engineered Fills.

Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab -on -grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To reduce moisture vapor intrusion, it is recommended that a vapor retarder be installed. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to reduce the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure.

Ponding of water should not be allowed adjacent to the structure. Over -irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture.

Lateral Earth Pressures and Retaining Walls
Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 40 pounds per square foot per foot of depth. Walls that are incapable of this deflection or are fully constrained against deflection may be designed for an equivalent fluid at -rest pressure of 60 pounds per square foot per foot of depth.

Expansive soils should not be used for backfill against walls. The wedge of non -expansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1 Krazan & Associates, Inc.

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(horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations, or roadways.

During grading and backfill operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand -operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils.

R -Value Test Results and Pavement Design
One R -value sample was obtained from the project site at the location shown on the attached site plan.

The sample was tested in accordance with the State of California Materials Manual Test Designation 301. The results of the test are as follows:

Sample
Depth
Description
R -Value at Equilibrium
1 12-24"
Silty Sand (SM)
33 The test results are moderate and indicate fair subgrade support characteristics under dynamic traffic loads. The following table shows the recommended pavement sections for various traffic indices.

Traffic Index
Asphaltic Concrete
Class II Aggregate Base*
Compacted Subgrade**

4.0 2.0"

5.0"

12.0"

4.5 2.5"

5.0"

12.0"

5.0 2.5"

6.0"

12.0"

5.5 3.0"

6.0"

12.0"

6.0 3.0"

8.0"

12.0"

6.5 3.5"

8.0"

12.0"

7.0 4.0"

8.5"

12.0"

7.5 4.0"

10.0"

12.0"
* 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 90% compaction based on ASTM Test Method D1557 or CAL 216 If traffic indices are not available, an estimated (typical value) index of 4.5 may be used for light automobile traffic, and an index of 7.0 may be used for light truck traffic.

The following recommendations are for light -duty and heavy-duty Portland Cement Concrete pavement sections.

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KA No. 112-21022
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PORTLAND CEMENT PAVEMENT

LIGHT DUTY
Traffic Index
Portland Cement Concrete***
Class II Aggregate Base*
Compacted Subgrade**

4.5 5.0"

6.0"

12.0"

HEAVY DUTY
Traffic Index
Portland Cement Concrete***
Class H Aggregate Base*
Compacted Subgrade**

7.0 6.5"

6.0"

12.0"
* 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 90% compaction based on ASTM Test Method D1557 or CAL 216 ***Minimum compressive strength of 3000 psi
It is recommended that any uncertified fill material encountered within pavement areas be removed and/or recompacted. The fill materials should be moisture -conditioned to near optimum moisture and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. As an alternative, the Owner may elect not to recompact the existing fill within paved areas. However, the Owner should be aware that the paved areas may settle which may require annual maintenance. At a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture -conditioned as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

Seismic Parameters — 2019 California Building Code
The Site Class per Section 1613 of the 2019 California Building Code (2019 CBC) and ASCE 7-16, Chapter 20 is based upon the site soil conditions. It is our opinion that a Site Class D is most consistent with the subject site soil conditions. For seismic design of the structures based on the seismic provisions of the 2019 CBC, we recommend the following parameters:

Seismic Item
Value
CBC Reference
Site Class
D
Section 1613.2.2
Site Coefficient Fa

1.000
Table 1613.2.3 (1)
SS

1.576
Section 1613.2.1
SMs

1.576
Section 1613.2.3
SDS

1.050
Section 1613.2.4
Site Coefficient F,,

1.736
Table 1613.2.3 (2)
S1

0.564
Section 1613.2.1
SM1

0.979
Section 1613.2.3
SD1

0.653
Section 1613.2.4
Ts

0.622
Section 1613.2
* Based on Equivalent Lateral Force (ELF) Design Procedure being used.

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Soil Cement Reactivity
Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil. HUD/FHA and CBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water.

Soil samples were obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected in these soil samples were greater than 150 ppm (246 ppm) and exceed the maximum allowable values established by HUD/FHA and CBC. It is recommended that a Type II cement be used within the concrete to compensate for sulfate reactivity with the cement.

Compacted Material Acceptance
Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction is a fill which has been compacted with an in situ moisture content significantly less than optimum moisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or flooded.

Testing and Inspection
A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork.

This activity is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor.

LIMITATIONS
Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using the most appropriate and most current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements in the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be professionally reviewed. In light of this, the Krazan & Associates, Inc.

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Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that 2 years be considered a reasonable time for the usefulness of this report.

Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made.

The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and re-evaluated.

This report is a Geotechnical Engineering Investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment.

The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites.

Krazan & Associates, Inc.

With Offices Serving the Western United States
1122]022 Updated Report (Retail Shopping Center)

KA No. 112-21022
Page No. 18
If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011.

Respectfully submitted,
KRAZAN & ASSOCIATES, INC.
cOFESSIO
MKW/DRJ:ht
Madison K. Weber, P.E.

Project Engineer
RCE No. 81935
David R. Jarosz
Managing En
RGE No. 2698
Krazan & Associates, Inc.

With Offices Serving the Western United States
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VICINITY MAP
Scale:

Not to Scale
Date:

A,ri12021

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Approved by:

DJ
Project No.
112-21022
Figure No.
1 era �i� i Krazan

GEO E HNICAL ENGINEERING

• APPROXIMATE BORING LOCATION

A APPROXIMATE PERCOLATION/INFILTRATION TEST LOCATION
0 APPROXIMATE BULK SAMPLE LOCATION
❑ APPROXIMATE CPT LOCATION
E

SITE MAP
Scale:

Not to Scale
Date:

May 2021
��
-
_�

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn
Approved by:

Project No.
112-21022
Figure No.
2 �.�

GEOTECHNICAL ENGINEERING

Has

MAP EXPLANATION
ALaUtnTFRIOLO EARTHGUAJCE. FAULT ZONES
EaAlgiseas Faulk Zones
Zone taw tones are dermalla bf staeghNlne segments; the beunaaves acme be sone eiSCOmgerlang aides Taupe Let
uaataste a paten t to arel n structures trots Palace taut Mg Or 218 deep sate that Evoldance as dem:noed t, P1hac Resources Cone Section 20 I.E.a)tioind be Malted.

Aortae Faun Trae.e
Fe.4a orCSMerea lo neve Seen salve dakn Habce-,eltne end to nave potential Tor sueare =Me: Saaa Line is Batt at
Rea Alsace Accurate Located; tang Dash V; 4 Met or boa Line in Purple seen Agorost!alott Loc Moo: Snarl Dash Mrs ask or Sons Lace M orange mere interred; Oozed Lr,e Y, State or Zond Line m Rose where Denseeee; Oueri r?S narabs aaaakr e: Hhcertaasrl'.

EAcience & nlsaatic o:3etnmca7e by year et- ter2tWeee-
as^ led event Or Toe dSpb7eMert titdSea aA saint (nett. 1�
(�
("1
dEla WC HAZARD ZONES
Uquataotloa, Zones
rAvre�.!a.s Where 1`1.1aricsh act -unwire of asuefacfan. or icoaI geabgkal. ;toteCFJ` m and ground Water CM@t1GIS 1n60nr a Wahl 04 Tor permanentgrouna alspacemerls such that ln.0Nton es defined let F1btk Resass:es Code 07700 75030, smug be muted
Eesl0WaSe- n0uoed LaMoeae Zones
Areas Wile prestos ocamr,Ce of ardaA7e movement, or #ocel 0po.Taph 7, onto -ace 1, ott[Mket and sues .dace water t andttms Maronea potntla'br nem, anent ground alotacemcnu such woe 0Yt tzeste as acmes n Put#k 000osemes Code Secaen 26931c) would berequaed.

Source: State of California Seismic Hazards Map, Los Alamitos Quadrangle w
N
$
E

EARTHQUAKE ZONES OF

REQUIRED INVESTIGATION
MAP
Scale:

Not to Scale
Date:

April 2021

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Approved by:

DJ
Project No.
112-21022
Figure No.
3 IKr
azan

GEOTECHNICAL ENGINEERING

•
36 30 e

SUBJECT SITE
•
•
•
•
•
•l
•
• Borehole Site
• 4R
•
•
•
•'
f--- Jp - Depth to ground water in feet
Source: State of California Seismic Hazard Zone Report, Bellflower Quadrangle 4 •
•
•
w
E

HISTORICAL

GROUNDWATER
Scale:

Not to Scale
Date:

April 2021

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Approved by:

DJ
Project No.
112-21022
Figure No.
4 m —

GEOTECHNICAL ENGINEERING

DESCRIPTION OF MAP UNITS

QUATERNARY DEPOSITS
8e Extensive marine and nonmerine sand deposits,
generally near the coast or desert playas
0 Alluvium, lake, playaand terrace deposits;
Lineansolideted and semi-consotrdated
tr r. i Selected large landslides
Glacial till end moraines. Found at high elevations mostly in rhot Sierra Nevada and Klamath Hounta st
goal Older alluvium, lake playa and terrace deposits
ORc] Pleistocene andlor Miocene sandstone, shale, and
gravels deposits massy loosely consolidated
ago

QUATERNARY VOLCANIC ROCKS
Recant (Hclacene) volcanic tow rooks, minor pyroUastic
deposes
Recent (Holocene) pyroclastic and vocanic muditoa
deposits
Quaternary volcanic Prow rocks, minor pyraclast!c
deposits
Quaternary pyracleetic and volcanic mudnew dapasils

SYMBOL EXPLANATION
Contact between gealog t. units - approximately mooted
e l a
Faun troves solid where well located dashed where
approximately located or inferred dotted where conceated and queried where ce ntinuahon or existence a uncertain Ball and bar on doantnrown rode (relative pi apeerent) Ar Oera mdicete direction of lateral movement lreiatrve orappa*ent)
"V`..V TTTT '0 •I' 11, -
Thrust t;tvtt rbarhs on upper plate`
Regionsstake and die of strattieo rocks
Regional str,re and dip al scathed rocks toverturnedt
Antrcknot told
Synclinal veld
tdanoUnal raid
Source: Department of Conservation: Geologic Map of California, 2010

GEOLOGIC MAP
Scale:

Not to Scale
Date:

A nri12021

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Approved by:

DJ
Project No.
112-21022
Figure No.
5 l(re
12111

GEOTECHNICAL ENGINEERING

Appendix A
Page A.1

APPENDIX A

FIELD AND LABORATORY INVESTIGATIONS
Field Investigation
The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Ten 5%2 -inch diameter exploratory borings and one cone penetration test (CPT) were advanced. The boring and CPT locations are shown on the site plan.

The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System.

Modified standard penetration tests and standard penetration tests were performed at selected depths.

These tests represent the resistance to driving a 2'h -inch and 11/2 -inch diameter split barrel sampler, respectively. The driving energy was provided by a hammer weighing 140 pounds falling 30 inches.

Relatively undisturbed soil samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings. The modified standard penetration tests are identified in the sample type on the boring logs with a full shaded in block. The standard penetration tests are identified in the sample type on the boring logs with half of the block shaded. All samples were returned to our Corona laboratory for evaluation.

Laboratory Investigation
The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered.

In -situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were completed for the undisturbed samples representative of the subsurface material. R -value tests were completed for select bag samples obtained from the auger cuttings. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material.

The logs of the exploratory borings and laboratory determinations are presented in this Appendix.

Krazan & Associates, Inc.

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UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART

COARSE -GRAINED SOILS
(more than 50% of material is larger than No. 200 sieve size.) Clean Gravels (Less than 5% fines)

GRAVELS
kb ��:
!��!
GW
Well -graded gravels, gravel -sand
mixtures, little or no fines
More than 50%
of coarse
°c
p.°,
GP
Poorly -graded gravels, gravel -sand
mixtures, little or no fines
fraction larger
Gravels with fines (More than 12% fines)
than No. 4
sieve size
�''�
101;
;
GM
Silty gravels, gravel -sand -silt mixtures
rO��
.:31'.. mixtures
GC
Clayey gravels, gravel -sand -clay
Clean
Sands (Less than 5% fines)
SANDS
:; Sw
Well -graded sands, gravelly sands,
little or no fines
50% or more
of coarse
SP
Poorly graded sands, gravelly sands,
little or no fines
fraction smaller
Sands
with fines (More than 12% fines)
than No. 4
sieve size
SM
Silty sands, sand -silt mixtures
fSC
Clayey sands, sand -clay mixtures
(5D% or more

FINE-GRAINED SOILS
of material is smaller than No. 200 sieve size.)
SILTS
AND
CLAYS
Liquid limit
less than
50%
ML
Inorganic silts and very fine sands, rock
flour, silty of clayey fine sands or clayey
silts with slight plasticity

CL
Inorganic clays of low to medium
plasticity, gravelly clays, sandy clays,
silty clays, lean clays
-_
=
CL
Organic silts and organic silty clays of
low plasticity
SILTS
AND
CLAYS
Liquid limit
50%
or greater
MH
Inorganic silts, micaceous or
diatomaceous fine sandy or silty soils,
elastic silts
�//
% /
CH
Inorganic clays of high plasticity, fat
clays
OH
Organic clays of medium to high
plasticity, organic silts
HIGHLY

ORGANIC
SOILS
'--I'
i, o
,,,,
PT
Peat and other highly organic soils

CONSISTENCY CLASSIFICATION
Description Blows per Foot
Granular Soils
Very Loose
65 Cohesive Soils
Very Soft
40 GRAIN SIZE CLASSIFICATION
Grain Type
Standard Sieve Size
Grain Size in
Millimeters
Boulders
Above 12 inches
Above 305
Cobbles
12 to 13 inches
305 to 76.2
Gravel
Coarse -grained
Fine-grained
3 inches to No. 4
3 to 3/ inches
% inches to No. 4

76.2 to 4.76

76.2 to 19.1

19.1 to 4.76
Sand
Coarse -grained
Medium -grained
Fine-grained
No. 4 to No. 200
No. 4 to No. 10
No. 10 to No. 40
No. 40 to No. 200

4.76 to 0.074

4.76 to 2.00

2.00 to 0.042

0.042 to 0.074
Silt and Clay
Below No. 200
Below 0.074

PLASTICITY CHART
PLASTICITY INDEX (PI) (%)
60 50
40 30
20 10
0 CH
PI
A LINE
= 0.73(LL-20)
CL
MH&OH
a
a
ML&OL
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (LL) (%)

Log of Boring B1
Project: Bellflower Boulevard Shopping Center
Client: SBH Real Estate Group, Inc.

Location: 17617 Bellflower Boulevard, Bellflower, California Depth to Water> 35 Feet
Initial: 35 Feet
Project No: 112-21022
Figure No.: A-1
Logged By: Angel Menchaca
At Completion: 35 Feet

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (%)
a>
Blows/ft.
0 Ground Surface
2 4—

SILTY SAND (SM)
Loose, coarse- to fine-grained with
GRAVEL; brown, dry
Medium dense below 12 inches
•
•
!
8 ''° 4'
a'

SAND (SP)
Medium dense, fine- to coarse -grained;
brown, damp

92.2 2.9
16 ■
10-,
12 ,ti
14—y
'.
�'
J
V
Y
r

SILTY SAND/SANDY SILT (SM/ML)
Medium dense, fine- to coarse -grained;
brown, moist

99.2 21.8
A
14 ■
-%
16—j.
18—
rv.
''
r,.• .r
l SILTY SAND (SM)
` Medium dense, fine- to coarse -grained;
brown, moist
,
w

14.9 ■
14 •
20 -
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5'/z Inches
Elevation: 50 Feet
Sheet: 1 of 3

Log of Boring B1
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-1
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> 35 Feet Initial: 35 Feet At Completion: 35 Feet

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (°/0)
Blows/ft.
22 24
/:

SANDY CLAY (CL)
Stiff, fine- to coarse -grained; brown,
moist

34.4 9
■
26 28-

SILTY SAND/SANDY SILT (SM/ML)
Medium dense, fine- to coarse -grained;
brown, moist

25.4 11
•
30 32
34 CLAYEY SAND (SC)
Medium dense, fine- to coarse -grained;
brown, moist

19.0 25
■
36 38

SILTY SAND/SANDY SILT (SM/ML)
Medium dense, fine- to coarse grained;
brown, moist
Saturated below 35 feet

26.8 ■
20 •
40 Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 50 Feet
Sheet: 2 of 3

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (`)/0)
a>
Blows/ft.
_
42—��.
44-
-
46-
-
48 50
I
•
r
'
'
.
,
r
i

SILTY SAND (SM)
Medium dense, fine- to coarse -grained;
brown, saturated
Dense below 47 feet

27.5 18
■

25.5 30
■

22.7 ■
56 ■
-
52-
_
54—
_
-
56—
58-
_
-
60 -
End of Borehole
Water encountered at 35 feet
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5'1A Inches
Elevation: 50 Feet
Sheet: 3 of 3

Log of Boring B2
Project: Bellflower Boulevard Shopping Center
Client: SBH Real Estate Group, Inc.

Location: 17617 Bellflower Boulevard, Bellflower, California Depth to Water> Not Encountered
Initial: N/A
Project No: 112-21022
Figure No.: A-2
Logged By: Angel Menchaca
At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
0 cn
Description
Dry Density (pcf)
Moisture (%)
I —
Blows/ft.
0 Ground Surface
-f
_ti
-\
4—,"
-
6—r
8 10
12 14—
16-`
18—;.
-(
-'
20-''
/'ti
�r.
.;fr'-
l
*.,,
e
..
'
. .

IV.
'l
/

r
r
Z
11/.
''f

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 10 feet
Water not encountered
Boring backfilled with soil cuttings
A
•

92.1 8.4
Al
15 ■

96.5 8.8.
23 ■

5.8 23
■

33.9 14
•
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B3
Project: Bellflower Boulevard Shopping Center
Client: SBH Real Estate Group, Inc.

Location: 17617 Bellflower Boulevard, Bellflower, California Depth to Water> Not Encountered
Initial: N/A
Project No: 112-21022
Figure No.: A-3
Logged By: Angel Menchaca
At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
CD
-o'
0 Dry Density (pcf)
Moisture (%)
a>
Blows/ft.
0 Ground Surface
_'`
_^•
_
2—
4—eer"
6-
8-1^
10 l
^1
;
z,
-
'^
;'^'
•
,

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 12 inches
•

99.0 17.3.
16 ■

91.0 6.0
.
21 ■
-
12—
,
14-
16-
18-
-
-
20 —
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5% Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B4
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-4
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
0 Description
Dry Density (pcf)
Moisture (%)
(1)
Blows/ft.

Ground Surface
2—
4 6-1
8 10
U
f
'
",
.

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 9 feet

92.1 22.1
A
11 ■

92.7 7.8
.
21 ■
12-
14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B5
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-5
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (%)
a)
Blows/ft.
0_,/,".,'
Ground Surface
2 4
6-/
_/
8-
10—..
12—
14 16
18 -',.'1'.'
-`°`'\''
1 20
%»
f ,�
i!/.
fv
. .ti
/
,
� j+/.
5v;,
,

: .:,1
f.
1 /`^�
"
/.
/
,
..
-
.

T
.
;,'
1 4:"
"`v
` SILTY SAND (SM)
\ Loose, fine-grained; brown, moist
v
v
Medium dense below 10 feet
Water not encountered
Boring backfilled with soil cuttings
102.1

16.0 A
11 ■
100.2

6.4 A
23 ■

6.2 12
■

33.9 15
■
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B6
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-6
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
O
Description
Dry Density (pcf)
Moisture (%)
Blows/ft.
0 Ground Surface
-
2 -
-\',
4—
-/
-\v'
-c.
6 _i\r
-r
10 •
' "•
V
..
,'fJ
v.
;h
Ur
\!f.
" 1
'
' d
'\\
`\ .
./.
\\
• \
\\
'rf
f1.
(
-

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 12 inches

92.8 2.9
.
18 ■

92.6 7.6.
23 •
12-
14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B7
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-7
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (°/0)
a)
Blows/ft.

Ground Surface
_
2-
4-1,
6_1
8 10
►
F;
i
v
.t,ti
:;;;
v
,v
r.
'

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 12 inches
•
A
100.3

1.5. 25
■

98.4 6.8.
26 •
12-
14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B8
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-8
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content r/o)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (°/0)
m
Blows/ft.
0 Ground Surface
2 4
6 8
10 12
14-
16 18-
20 I
I'
�
I
, I
`.

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 10 feet
Water not encountered
Boring backfilled with soil cuttings
•
•
103.3

12.5 15
■

93.6 7.2
.
20 ■

4.4 18
■

34.3 11
■
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5% Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B9
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-9
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (°/0)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (%)
a>
a
Blows/ft.
0 Ground Surface
_
_
2—F
_,
4 -!
-
6 -1
-,
8-
10—
12 14
16 _\,
18—`°
-
20 F .,
, I ;,.
.r.

I ,
F I
r.

iv
• ;
i .r
i•. ;,I
I
v
f• r
•- ,".,
,
�4'

SILTY SAND (SM)
Loose, fine-grained; brown, dry to moist
Medium dense below 15 feet
Water not encountered
Boring backfilled with soil cutti ngs s 27.7
•
•
�

90.9 2.4
A
10 ■

97.2 8.7
u
14 MI

9.9 12
■
12 ■
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5% Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B10
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-10
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content C/o)
10 20 30 40
Depth (ft)
0 cn
Description
Dry Density (pcf)
Moisture (%)
N
N
Blows/ft.
0 Ground Surface
2 -`
4—,.
-,
8 —
-r
-"'
10 `
ti
' `
•
'1
y.
/
;•,1
r'.

` 'r

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 9 feet

93.2 2"2
4 9
■

98.2 7.0
J
17 ■
12 14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Keh oe Testi ng and E ngi ne ering
714-901-7270
steve@kehoetesting .com
www.kehoetesting .com
Project: Krazan & Associ ates / Bellflower Shoppi ng Center Location: Be llflowe r, CA
CPT -1
Total depth: 55.26 ft, Date: 5/14/2021
Cone resistan ce
2 4
6 8
10 _
12-
14 16 _
18-
20 _
22 _
24-
r-.
26 28
30 32
34 36
38 40-^r
42-
44-
46-
48--
50 52
54--
56 2-
4 6
8 10
12 14
16 18
20 22
24 42 26
28 0.
0 30
32 34
36 38
40 42
44 46
48 50
52 54
56 Sl eeve friction
2 4
6 Pore pr essur e u
8-
10-
12-
14 16-
18-
20-
22-
24 -
e 26-
,L., 28 -
a
O 30-
32-
34 36 ----
38-
40-
42-
44-
46-
48-
50-
52-
54 56
Fri ctio n ratio Soil Behaviour Typ e
2 4
6 8
10-
12-
14-
16-
18 _
20-
22-
24 -
d ▪ ▪ 26-

0.28 O 30-
32-
34-
36 --
38-
40-
42 44 -
46-
48 -
50 -
52 -
54-
56 0 100 200 300 400 S00 0 1 2 3 4 5 -20 -10 0 10 20 0 1 2 3 4 5 6 7 8 Tip resistance (tsf) Friction (tsf) Pressure (psi) Rf (°/0) 2 4
6 8
10 12
14 16
18 20
22 24
i' 26
n 28
Iw 30
32 34
36 38
40 42
44 46
48 50
52 54
56 Sand &silty sand
Sand &silty sand —
1 Sakti &silty sand
_I
Silty sand& sandy silt
— Sand & siitysand------
Clay& silty .. clay
Clay
Clay
Clay & silty clay
Siltysand&sandy silt
_ Clay &silty clay
I Clay & silty clay
Silty sand & sandy silt t
Sand & silty sand----;
Clay &silty.clayClay & silty clay
----�Gay
Gay
Clay
Gay & silty clay
4 Gay
Clay &-stltyclay'
i Clay &silly clay
Silty sand &sandysilt :
—Silty sand&sandysilt— —
Sand &_sitysand _{
Silty sand &sandy silt l
Clay & silty clay I
Gay&sitlyclay
Silly sand & sandy silt
Silty sand& sandy silt
Clay& silly clay
Clay & silty clay
Gay & silty clay
Sand & silty sand
Silty sand & sandy silt I
Clay & silty clay
Clay &silty clay
0 2
4 6 8 10 12 14 16 18
SBT (Robertson, 2010)
CPeT-IT v .2. 3.1.9 - CPTU data presentation & interpretatio n software - Report created on: 5/17/2021, 11:27:48 AM 1 Project file: C:\CPT Project Data\Krazan-Bellflower5-21\CPT Report\Plots.cpt

Consolidation Test
Project No
Boring No. & Depth
Date
Soil Classification 1
11221022
B-1 @ 5'
3/29/2021
_ SP
Load in Kips per Square Foot
Percent Consolidation

0.1 0.00

1.00 2.00 "" -.. `� I
3,00

4.00 5.00

6.00 --
i

7.00 8.00

9.00 10.00
10 100
% Consolidation @ 2Kst: 0.9 %
__ �
Krazan Testing Laboratory

Consolidation Test
Pro ect No
Boring No. & Depth
Date
Soil Classification
11221022
B-1 @ 10'
3/29/2021
SM/ML
Load in Kips per Square Foot
Percent Consolidation

0.1 0.00

1.00 2.00

3.00 4.00

5.00 6.00

7.00 8.00

9.00 10.00
1 10
100
% Consolidation @ 2Ksf: 1.3
1 Krazan Testing Laboratory

Shear Strength Diagram (Direct Shear)
ASTM D - 30801 AASHTO T - 236
Project Number
Boring No. & Depth
Soil Type
Date
11221022
B-1 @ 5'
SP
3/26/2021

3.00 2.00
41 1.00
Cohesion: 0.1 Ksf
Angle of Internal Friction: 29 °
t

0.00 --1

0.0 1.0 2.0
Normal Load, Ksf

3.0 Krazan Testing Laboratory

.Shear Strength Diagram (Direct Shear)
ASTM D - 3080 I AASHTO T - 236
Project Number
Boring No. & Depth
Soil Type
Date
11221022
B-8 @ 5'
SM
3/26/2021

3.00 2.00
r
L

1.00 0.00
----

1.0 2.0
00 Cohesion:

Angle of Internal Friction:

Normal Load, Ksf

0.1 Ksf
28 °

3.0 Krazan Testing Laboratory

Grain Size Analysis
'`Sieve

1.s
100
Openings in
Inches 1/2
..."-.4 ....4...- ...1.41 .411"......?..
3/4 3/8
U .S. Standard
.

I
Sieve Numbers
il k -!H R
#30 #200 Hydrometer
4 I �J
O
Z
u)
a
a
I-
z
w
0 LU
a.
_. fli
1-1/2
Mil
( i #% 0100
100.0

90.0 80.0

70.0 60.0

50.0 40.0

30.0 20.0

10.0 i
0 .0
10 0 1 0.01
Grain Size in Millimeters

0.001
Gravel
Sand
Silt or Clay
Coarse
Fine
Coars e
Mediu m
Fine
(Unified Soils Classification)
Project Name
Pro je ct Number
Soil Classification
Sample Number
Bellflower
11221022
SP
B-1 @ 5'
Krazan Testing Laboratory

Grain Size Analysis
ieve Openings in Inches 1/2
U.S. Standard Sieve Numbers #30 #200 Hydrometer
• -_,L__ .
`1 . ., 104.0
1-1!2 3/4. 3li
6 I I
t
90 .0

80.0 70.0
(9

60.0 z
fli
tri
50 .0
F -
z
ILI

40.0 C)
Ili
0-

30.0 - 20.0
i

10.0 ii
0 .0
100
10 1 0 1 0.01 0.001
Grain Siz e in Millimeters
Grav el
Sand
Silt or Clay
_
Coarse Fine
Coarse I Medium
Fine
(Unified Soils Classification)
Project Name
Project Number
Soil Classification
Sample Numbe r
Bellflower
11221022
SM/ML
B-1 @ 10'
Krazan Testing L abor atory

Grain Size Analy sis
%ieve Openings in Inches 1/2
U .S. Standard Sieve Numbers
#30
#200 Hydrometer
-s
1-112
.: -a-
, 3/4
3/3
,. ._
100 .0
z
in
co
a
i-
z1
0 w

0. 90.0

80.0 70.0

60.0 50.0
40 .0
30 .0

20.0 10.0
DO
1 10
1 01 0.01
Grain Size in Millimeters

0.0 0.001
G ravel
--r -
Sand
Silt or Clay
'
i
Coarse
Fin e
Coarse
Mediu m Fine
(Unified Soils Classification)
Project Name
Project Number
So il Classificatio n
Sample Number
Bellflower
11221022
SM
B-1 @ 15'
Krazan Testing Laboratory

Grain Siz e Analysis
100
%ieve Openings in Aches 1/2
ID
U.S . Standard
Sieve Numbers
"'
#30 #200 Hydromet er
i -. .r -_ -
0 Z
D
H
z
w
O
CC
tL
14'2
3/4
3/8
M 4 -
,
1h mt

-.
100.0

90.0 80.0

70.0 60.0
I.
50 .0

40.0 30.0

20.0 10.0
10 .—...,.,...—,
1 0 1 0.01
G rain Size In Millimeters
, a .0

0.001
Gravel
Sand
Silt or Clay
Coarse
Fine
Coarse
Medium
Fine
(Unified So ils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
ML
B-1 @ 20'
Krazan T esti ng Laboratory

Grain Size Analysis
%ieve Openings in Itches 112 U .S. Standard Sie ve Numbers #30 #200 Hydromet er i* , 1 a
. , .r, a — -k .-i
1-1,2 3/4 31
_.. _
moo®
j i
100 .0
� I
90 .0
I
80 .0
70 .0
0 Z

60.0 U,
0 50.0
a-
z
w
40 .0 0
w
a
• 30.0

20.0 10.0
0 .0
100 10 1 0 1 0 .01 0.001
Grain Size in Millimeters
Gravel
Sand Silt or Clay - - _____J
��
Coarse -_ J
Fine
Coarse
I M edium
Fine
r
(Unified Soils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM/M L
B-1 @ 25'
Kra zan Te sting Laborat ory

Grai n Size Analysis
%ieve Openings in niches 1/2 U.S- Standard Sieve Numbers #30 #200 Hydr ometer . _ _ _ -1 I
i-1)2 3/4 3/8
Alle!)
;
I
100 .0
' i
I

90.0 80.0
'

70.0 k
O

60.0 z
(I)
50 .0 d
i--
z
w
40 .0 C)
-
•
a

30.0 1

1. 20.0
I
I

10.0 0.0
100 10 1 01 0 .01 0.001
Grain Size in Millimeters
Gravel
Sand
Silt or Clay
Coarse
Fine
CoarseL Medium
Fine
(Unified Soils Classificatio n)
Project Name
Project Number
Soil Classifica tio n
Sample Number
Bellflower
11221022
SM
B-1 @ 30'
Kraz an T esting Laboratory

Grain Siz e A naly sis
Sieve Openings in Inches 1/2 U .S. Standard Sieve Numbers #30 #200 Hydrometer ♦ 100.0
---------------.-41P-+
1-1/2 3/4 3/
Mt +My
.. .4--

90.0 80.0
• 70.0
CD

60.0 z
t.7)
a
a 50.0 fl .
i-
z
W

40.0 U
i
(
CC
a.
30 .0
20 .0

10.0 ,
0 .0
P
100 10 1 0 1 0.01 0.001
Grain Siz e in Millimeters
Gravel I Sand
Silt or Clay
y
i Coarse
Fine
Coarse
Medium
Fine
(Unified Soils Classificatio n)
avtla
Project Name
Project Number
Soil Classification
Sample Number
Bellflowe r
11221022
SM/ML
B-1 @ 35'
Kra za n T esting L aboratory

Grain Size Analysi s
%ieve Openings in irltch es 1/2
4F
U.S. Standard Si eve Numbers
#30 #200 Hydrometer

100 .0

90.0 80.0
70 .0
CD
z
iii
cn
4 a
I -
z
z
w
0 a
100
1-1/2
3/4
3/
_'

60.0 50 .0

40.0 ■
30 .0

20.0 i
i

10.0 0.0
10 1 0 1 0.01
Grain Size in Millimeters

0.001
Gra vel
San d
Silt or Clay
Coarse
I
(Unified Soils Classification) .. -...-
Proje ct Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM
B-1 @ 40'
Krazan T esting Laboratory

Grain Size Analysis
%ieve Openings in Aches 1/2 U.S- Standard Sieve Numbers #30 #200 Hydrometer 1 1-112 3/4 3/I
--
Mt40
I
;
I
100 .0

90.0 j
i
i
•

80.0 I
�
t
70 .0
T

80.0 Z
U)
U)

50.0 D.
z
W

40.0 V
W
a
30 .0

20.0 10.0
l !

0.0 100 10 1 0 1 0.01 0.001
Grain Size in Millimeters
Grav el
Sa nd
Silt or Clay
Coarse
Fine
Coarse
Me dium
Fine
I
1 (Unified Soils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM
B-1 @ 45'
Kra za n T esting Laboratory

Grain Size Analysis
%ieve Openings in Itches 1/2 U.S. Standard Sie ve Numbers #30 #200 Hydrometer ®r 4r _ k i -4. R )- ' 2I I I ! J

,it,-
1-112 314 3lr'
, . Rue PtGu r.II
,.d
_
100 .0
-
.,90.0
i
-
00 .0

70.0 w
Z

60.0 CO
a
0-

50.0 zI
w
{
i
IO.
40 .0 O
w

30.0 20 .0 !'

10.0 0

0.0 .., ' a , _- w... ...-
100 10 1 0 1 0.01 0.001
Grain Size in Millimeters
Gravel
Sand
Silt or Clay
Coarse
Fine
Coarse
M edium
Fine
(Unified Soils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM
B-1 @ 50'
Kraza n Testing Laboratory

Atterberq Limits Determination
ASTM D - 4318
Project Number
Project Name
Date
Sample Number
Sample Location/Depth
:11221022
: Bellflower Shopping Center
: 5/21/2021
: 20'
: B-1 @ 20'
Run Number
Plastic Limit
Licuid Limit
1 2
3 1
2 3
Weight of Wet Soil & Tare

35.40 38.41

41.30 33.14

36.84 39.41
Weight of Dry Soil & Tare

31.12 32.54

34.51 28.41

30.51 32.14
Weight of water

4.28 5.87

6.79 4.73

6.33 7.27
Weight of Tare

11.13 11.18

11.21 11.18

11.20 11.13
Weight of Dry Soil

19.99 21.36

23.30 17.23

19.31 21.01
Water Content

21.4 27.5

29.1 27.5

32.8 34.6
Number of Blows
13 15
18 Plasticity Index
Classification of < #40
Unified Soil Classification
Plastic Limit : 26.01
. 18.80
. CL
: CL
Liquid Limit : 44.81
PLASTICITY INDEX, %
0 N.) 0 0 °i W
0 0
CH
CL
OH
or
MH
OL
ML
or
CL -ML
ML
0 20
40 60
LIQUID LIMIT, %
80 100 120
Krazan Testing Laboratory

Atterberq Limits Determination
ASTM D - 4318
Project Number
Project Name
Date
Sample Number
Sample Location/Depth
:11221022
: Bellflower Shopping Center
: 5/21/2021
: 30'
: B-1 @ 30'
Run Number
Plastic Limit
Licuid Limit
1 2
3 1
2 3
Weight of Wet Soil & Tare

26.14 29.41

33.41 27.41

30.12 34.74
Weight of Dry Soil & Tare

24.12 26.11

28.57 23.84

25.21 28.11
Weight of water

2.02 3.30

4.84 3.57

4.91 6.63
Weight of Tare

11.20 11.20

11.34 11.20

11.26 11.24
Weight of Dry Soil

12.92 14.91

17.23 12.64

13.95 16.87
Water Content

15.6 22.1

28.1 28.2

35.2 39.3
Number of Blows
23 29
30 Plasticity Index
Classification of < #40
Unified Soil Classification
Plastic Limit : 21.95
. 8.95
. CL
: CL
Liquid Limit : 30.90
PLASTICITY INDEX, %
N W
7 O O O O O O
CH
CL
OH
or
MH
OL
ML
or
CL -ML
ML
0 20
40 60
LIQUID LIMIT, %
80 100 120
Krazan Testing Laboratory

Atterberq Limits Determination
ASTM D - 4318
Project Number
Project Name
Date
Sample Number
Sample Location/Depth
:11221022
: Bellflower Shopping Center
: 5/21/2021
: 40'
: B-1 @ 40'
Run Number
Plastic Limit
Liquid Limit
1 2
3 1
2 3
Weight of Wet Soil & Tare

37.41 31.12

33.44 27.74

31.62 27.86
Weight of Dry Soil & Tare

33.50 28.62

30.55 24.52

28.60 25.10
Weight of water

3.91 2.50

2.89 3.22

3.02 2.76
Weight of Tare

11.13 11.24

15.30 11.20

13.96 10.97
Weight of Dry Soil

22.37 17.38

15.25 13.32

14.64 14.13
Water Content

17.5 14.4

19.0 24.2

20.6 19.5
Number of Blows
16 22
27 Plasticity Index
Classification of < #40
Unified Soil Classification
Plastic Limit : 16.94

3.08 . ML
: ML
Liquid Limit : 20.02
PLASTICITY INDEX, %
N co A 01 m

O O O O O O O
CH
CL
OH
or
MH
OL
ML
or
CL -ML
ML
20 40 60

LIQUID LIMIT,
80 100 120
Krazan Testing Laboratory

R - VALUE TEST
ASTM D - 28441 CAL 301
Project Number
Project Name
Date
Sample Location/Curve Number
Soil Classification
11221022
Proposed Retail Bellflower
4/8/2021
B-2 @ 0-3'
SM
TEST
A
B
C
Percent Moisture @ Compaction, %

15.7 16.5

16.2 Dry Density, Ibm/cu.ft.
115.3
116.8
115.8
Exudation Pressure, psi
210
350
740
Expansion Pressure, (Dial Reading)
0 0
0 Expansion Pressure, psf
0 0
0 Resistance Value R
25 35
40 R Value at 300 PSI Exudation Pressure
R Value by Expansion Pressure (TI =): 5
( 33
Expansion Pressure nil
r
300 PSI
Cover Thickness by Stabilometer, ft
D O a -+-s N N N w w 4
D4*. O0 N 61 O .4.• 'CO N T C
100
I
--f
90 80
i
'
I
70 ;
I
60 _
i
i
,

m
41)
�
5075.
.----
...I
cc
40 "f
30 1
r
,
-N
20 i
I
10 y
i
I
�_
e
0 Q 0 d 0 0 0 0 O 0 0 O
O CD CD 1+ 0 LO .+:3' CO N •-
r Exudation Pressure, PSI
v.a,
O '�S CO N tp O et CO N t0 O
O O O ,,- r N N N C') M `cp
Cover Thick. Exp. Pressure, ft
Krazan Testing Laboratory

Appendix B
Page B.1

APPENDIX B

EARTHWORK SPECIFICATIONS

GENERAL
When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence.

SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials.

PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Soils Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified by the project Civil Engineer.

Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer or project Architect.

No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork.

The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers.

TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 90 percent relative compaction based on ASTM Test Method D1557 or CAL -216, as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix B
Page B.2
SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report.

The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the Contract documents for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work.

DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or windblown materials attributable to his work.

SITE PREPARATION
Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill.

CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Soils Engineer to be deleterious or otherwise unsuitable. Such materials shall become the property of the Contractor and shall be removed from the site.

Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree roots removed in parking areas may be limited to the upper 11/2 feet of the ground surface. Backfill of tree root excavations should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted.

SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, building or slab loads shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture -conditioned as necessary, and compacted to 90 percent relative compaction.

Loose soil areas, areas of uncertified fill, and/or areas of disturbed soils shall be moisture -conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material.

EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over -excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix B
Page B.3
FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer.

PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer.

Both cut and fill areas shall be surface -compacted to the satisfaction of the Soils Engineer prior to final acceptance.

SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill are as specified.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix C
Page C.1

APPENDIX C

PAVEMENT SPECIFICATIONS

1. DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed.

The term "Standard Specifications": hereinafter referred to is the 2018 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual.

2. SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically noted as "Work Not Included."

3. PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses.

4. UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class 2 material, 1' Y2 inches maximum size. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent.

5. AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class 2 material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix B
Page B.3

6. ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades and dimensions shown on the plans.

The viscosity grade of the asphalt shall be PG 64-10. The mineral aggregate shall be Type B, %2 inch maximum size, medium grading and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning and mixing of the materials shall conform to Section

39. The prime coat, spreading and compacting equipment and spreading and compacting mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50° F. The surfacing shall be rolled with a combination of steel wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine.

7. FOG SEAL COAT - The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 37.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Preliminary Low Impact Development (LID) Report
15 | P a g e
Appendix G: Master Covenant and Agreement

TO BE PROVIDED WITH FINAL DESIGN

Bellflower City CouncilDecember 3, 2025

Bellflower City Council
December 3, 2025