Agenda packet — Gardena City Council, May 24, 2022 (part 5 of 5)

LA Testing
520 Mission Street South Pasadena, CA 91030
Tel/Fax: (323) 254-9960 / (323) 254-9982
http://www.LATesting.com / [email protected]
322119575LA Testing Order:

Customer ID: CLAR53
Customer PO:

Project ID:

T
est Report: Asbestos Analysis of Bulk Materials via EPA 600/R-93/116 Method using Polarized Light Microscopy
Sample Description Appearance % Fibrous % Non-Fibrous
Non-Asbestos Asbestos
%
Type
0420-B10-Shingle
322119575-0010
None DetectedNon-fibrous (Other)85%Synthetic15%Gray/Black Fibrous
Heterogeneous
Pump house roof-W -
Roof-rolled asphalt
core
0420-B10-Roofing
322119575-0010A
None DetectedNon-fibrous (Other)100%Black
Non-Fibrous
Homogeneous
Pump house roof-W -
Roof-rolled asphalt
core
0420-B11-Shingle
3221
19575-0011
None DetectedNon-fibrous (Other)85%Synthetic15%Gray/Black Fibrous
Heterogeneous
Pump house roof-E -
Roof-rolled asphalt
core
0420-B11-Roofing
322119575-0011A
None DetectedNon-fibrous (Other)100%Black
Non-Fibrous
Homogeneous
Pump house roof-E -
Roof-rolled asphalt
core
0420-B11-Felt
322119575-0011B
None DetectedNon-fibrous (Other)90%Glass 10%Black
Fibrous
Homogeneous
Pump house roof-E -
Roof-rolled asphalt
core
0420-B12-Shingle
322119575-0012
None DetectedNon-fibrous (Other)85%Glass 15%White/Black Fibrous
Heterogeneous
Pump house
roof-center -
Roof-rolled asphalt
core
0420-B12-Felt
322119575-0012A
None DetectedNon-fibrous (Other)80%Glass 20%Brown/Black Fibrous
Homogeneous
Pump house
roof-center -
Roof-rolled asphalt
core
0420-B13
322119575-0013
None DetectedNon-fibrous (Other)100%Gray
Non-Fibrous
Homogeneous
Pump house-filter
room - Concrete
0420-B14
322119575-0014
None DetectedNon-fibrous (Other)100%Gray
Non-Fibrous
Homogeneous
Pool deck-W -
Concrete
0420-B15
322119575-0015
None DetectedNon-fibrous (Other)100%Gray
Non-Fibrous
Homogeneous
Pool deck-E -
Concrete
0420-B16
322119575-0016
None DetectedNon-fibrous (Other)100%White
Non-Fibrous
Homogeneous
Pool tank-E - Plaster
0420-B17
322119575-0017
None DetectedNon-fibrous (Other)100%White
Non-Fibrous
Homogeneous
Pool tank-W - Plaster
0420-B18
322119575-0018
None DetectedNon-fibrous (Other)100%White/Green
Non-Fibrous
Homogeneous
Pool tank-N - Plaster
0420-B19-Ceramic Tile
322119575-0019
None DetectedNon-fibrous (Other)100%Blue
Non-Fibrous
Homogeneous
Pool tank floor -
Ceramic tile & mortar
0420-B19-Grout
322119575-0019A
None DetectedNon-fibrous (Other)100%Gray/White
Non-Fibrous
Homogeneous
Pool tank floor -
Ceramic tile & mortar
0420-B19-Mortar
322119575-0019B
None DetectedNon-fibrous (Other)100%Gray/White
Non-Fibrous
Homogeneous
Pool tank floor -
Ceramic tile & mortar
0420-B20-Ceramic Tile
322119575-0020
None DetectedNon-fibrous (Other)100%Gray
Non-Fibrous
Homogeneous
Pool tank side wall -
Ceramic tile & mortar
0420-B20-Grout
322119575-0020A
None DetectedNon-fibrous (Other)100%Gray/White
Non-Fibrous
Homogeneous
Pool tank side wall -
Ceramic tile & mortar
Initial report from: 10/28/2021 10:16:37

Page 2 of 3 ends

LA Testing
520 Mission Street South Pasadena, CA 91030
Tel/Fax: (323) 254-9960 / (323) 254-9982
http://www.LATesting.com / [email protected]
322119575LA Testing Order:

Customer ID: CLAR53
Customer PO:

Project ID:

Analyst(s)
John Talley
(29)
Tania Lopez (12)
Jerry Drapala Ph.D, Laboratory Manager
or Other Approved Signatory
LA
Testing maintains liability limited to cost of analysis . Interpretation and use of test results are the responsibility of the client. This report relates only to the samples reported above, and may not be reproduced, except in full, without written approval by LA Testing. LA T esting bears no responsibility for sample collection activities or analytical method limitations . The report reflects the samples as received. Results are generated from the field sampling data (sampling volumes and areas, locations, etc.) provided by the client on the Chain of Custody. Samples are within quality control criteria and met method specifications unless otherwise noted. The above analyses were performed in general compliance with Appendix E to Subpart E of 40 CFR (previously EPA 600/M4-82-020 “Interim Method”) but augmented with procedures outlined in the 1993 (”final”) version of the method. This report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST or any agency of the federal government. Non-friable organically bound materials present a problem matrix and therefore LA Testing recommends gravimetric reduction prior to analysis .

Unless requested by the client, building materials manufactured with multiple layers (i.e. linoleum, wallboard, etc.) are reported as a single sample. Estimation of uncertainty is available on request.

Samples analyzed by LA Testing South Pasadena, CA NVLAP Lab Code 200232-0, CA ELAP 2283 Initial report from: 10/28/2021 10:16:37

Page 3 of 3 ends

OrderID: 322119575

Page 1 ends

2 OrderID: 322119575

Page 2 ends

2 Project Name: Gardena Community Aquatic Center
Project Location: 1654 West 160th Street, Gardena, CA
CSC Project No.: 1030420

PO Box 4299, Chatsworth, CA 91313 * TEL 818-727-2553 * FAX 818-727-2556 [email protected] - www.csceng.com

APPENDIX B

XRF DATA SHEETS

CSC Project No.1030420
Project Name: Gardena Community Aquatic Center
Project Location: 1654 West 160th Street, Gardena, CA
Client: RJM Design Group
Reading No Site Room Side Component Substrate Condition Color Results PbC PbC Error Units 1 SHUTTER CALIBRATION 4.03 0 cps
2 NITON CALIBRATION - SRM 2574 GOLD Positive 0.7 0.1 mg / cm ^2 3 NITON CALIBRATION - SRM 2574 GOLD Positive 0.8 0.1 mg / cm ^2 4 NITON CALIBRATION - SRM 2574 GOLD Positive 0.7 0.1 mg / cm ^2 5 PUMP HOUSEOUTSIDE D WALL CMU POOR BLUE Negative 0 0.02 mg / cm ^2 6 PUMP HOUSEOUTSIDE D WALL WOOD POOR BLUE Negative 0 0.02 mg / cm ^2 7 PUMP HOUSEOUTSIDE D DOOR METAL POOR BLUE Negative 0 0.02 mg / cm ^2 8 PUMP HOUSESTORAGE A WALL DRYWALL INTACT WHITE Negative 0 0.02 mg / cm ^2 9 PUMP HOUSEOUTSIDE A TRIM WOOD INTACT BLUE Negative 0 0.02 mg / cm ^2 10 PUMP HOUSEOUTSIDE A TRIM WOOD INTACT BLUE Negative 0 0.02 mg / cm ^2 11 POOL TANK OUTSIDE A EDGE TILE CERAMIC INTACT BLUE Negative 0.02 0.03 mg / cm ^2 12 POOL TANK OUTSIDE A LANE LINES CERAMIC INTACT BLACK Negative 0 0.02 mg / cm ^2 13 POOL TANK OUTSIDE A LANE LINES CERAMIC INTACT BLACK Negative 0 0.02 mg / cm ^2 14 NITON CALIBRATION - SRM 2574 Positive 0.8 0.2 mg / cm ^2 15 NITON CALIBRATION - SRM 2574 Positive 0.7 0.2 mg / cm ^2 16 NITON CALIBRATION - SRM 2574 Positive 0.8 0.2 mg / cm ^2 Inspection Comments:

Inspector signature Date
LRC-00006856
CDPH Certification
Results

XRF LEAD-BASED PAINT AND LEAD-CONTAINING MATERIALS INSPECTION REPORT This XRF inspection was performed on October 21, 2021 with a Niton XLp300 series lead detector, serial no. 25374 Action Level is >0.7 mg/cm2
October 21, 2021
Clark Seif Clark, INC.

PO Box 4299, Chatsworth, California 91313
Office 818 727-2553, Fax 818 727-2556, Web: csceng.com
Project Name: Gardena Community Aquatic Center
Project Location: 1654 West 160th Street, Gardena, CA
CSC Project No.: 1030420

PO Box 4299, Chatsworth, CA 91313 * TEL 818-727-2553 * FAX 818-727-2556 [email protected] - www.csceng.com

APPENDIX C

SITE PHOTOGRAPHS

Project Name: Gardena Community Aquatic Center
Project Location: 1654 West 160th Street, Gardena, CA
CSC Project No.: 1030420

PO Box 4299, Chatsworth, CA 91313 * TEL 818-727-2553 * FAX 818-727-2556 [email protected] - www.csceng.com

Photo 1: pump house roof and penetration mastic Photo 2: pump house exterior wall

Photo 3: pump house pool heater pipes Photo 4: pump house storage room drywall wall

Photo 5: pool coping and ceramic tile

Photo 6: pool tank plaster

Project Name: Gardena Community Aquatic Center
Project Location: 1654 West 160th Street, Gardena, CA
CSC Project No.: 1030420

PO Box 4299, Chatsworth, CA 91313 * TEL 818-727-2553 * FAX 818-727-2556 [email protected] - www.csceng.com

APPENDIX D

SITE SKETCH

Project Name: Gardena Community Aquatic Center
Project Location: 1654 West 160th Street, Gardena, CA
CSC Project No.: 1030420

PO Box 4299, Chatsworth, CA 91313 * TEL 818-727-2553 * FAX 818-727-2556 [email protected] - www.csceng.com

APPENDIX E

ACCREDITATIONS AND CERTIFICATIONS

Location: 21732 Devonshire Street, Suite B ~ Chatsworth, CA 91311 Mailing Address: P.O. Box 4299 ~ Chatsworth, CA 91313
Tel 818-727-2553 fax 818-727-2556 csceng.com

Christian Goerrissen, CAC
818-402-9844

APPENDIX “C”
(Department of Community
Development – Permit Guidelines)

BLD-2600 Rev. 4/8/19

Form CD-1: Waste Management and Recycling Plan
The City of Gardena (City) requires all construction and demolition permit applicants to prepare a waste management and recycling plan in accordance with Ordinance Number 1649 (Municipal Code Chapter 8.20).

By completing this form, you are complying with the plan requirement to estimate project disposal tonnage, and identify job site practices for collection and disposition of wastes. If your project is exempt, please complete a separate Form CD-1a. If you have questions, please contact the Department of Community Development for assistance at (310) 217 -9530. The completed plan is to be submitted to the City at the time your building permit application is submitted. The diversion deposit and administrative fee i s paid directly to the Building & Safety Division. Be sure to retain your copy of this plan and the payment receipt for reimbursement. Please note that no hauler, other than WRG, may be used to transport debris and waste to disposal. Contractors are required to prepare and submit a C&D Waste Diversion Report within 60 days of completion of the project to the City for review and approval.

Job Site Address
Applicant’s Name Title
Company Telephone No.

Company Address
Fax No. Email Address
Type of Project: □ New Construction □ Demolition □ Renovation Type of Building: □ Commercial/Industrial □ Single Family Residence □ Multi-Family Residence

How will waste be handled during your project? (Please check all that apply)  Job site separation. Material will be segregated into two or more material -specific bins. For example, one bin for concrete, one bin for metals, one bin for wood, one bin for trash, etc.  Collection and delivery of mixed loads to a materials recovery facility. Clean construction and demolition material is commingled into a bin. The mixed loads are then delivered to a materials recovery facility for sorting. Trash should be collected in a separate bin and delivered to a landfill.  Green Building. The applicant is planning to construct its project using “green building” methods to reduce waste, use recycled content materials, incorporate energy conservation, and plan for deconstruction.
 WRG. The applicant will contact WRG at (310) 366-7600 to use WRG as hauler. WRG is the City of Gardena’s only authorized hauler. Failure to use WRG will result in denial of deposit refund.

How much waste do you expect to generate for disposal through your project? (Specify) ____ __ tons.

BLD-2600 Rev. 4/8/19

Unless categorically exempt, each applicant who applies for a building and/or demolition permit shall post a deposit in an amount based on square footage of the project, but not less than $5,000.

Project Value Deposit Paid
Project Sq. Footage Project Acres

I hereby certify that the information submitted is true and accurate Signature

Date

Office Use Only
□ Exempt □ Approved, Building Permit No.

Received by Date

Page 1 ends

Construction and Inspection Guide
Construction Inspections
Once a building permit has been issued , inspections for the work are required. This process helps assure that the work is being done according to building code safety and seismic standards. You or your contractor must request an inspection when the work has progressed to any of the required inspection points indicated on your permit. Do not cover anything before it is inspected.

To request INSPECTION BY PHONE, please call the Building & Safety Department at (310) 217-9510. Any request for an inspection must be made at least 24 hours in advance. Inspections are available in the morning or in the afternoon. A morning inspection will occur between the hours of 9:00 a.m. and 12:00 p.m . An afternoon inspection will occur between the hours of 1:00 p.m. and 4:00 p.m. When calling to request an inspection, please provide the following information:

1. Name and telephone number where you can be reached between 8 a.m. and 5 p.m.

2. Address of the job

3. Permit number

4. Type of inspection needed

5. Date and time preferred
Construction Debris and Other Building Materials Removal Waste Resource of Gardena (WRG) is the only authorized hauler for construction/demolition/grading projects in the City of Gardena. Using any other hauler for any construction related project listed above will result in legal action and fines. WRG's customer service number is (310) 366-7600.

Construction Hours
All construction related activity is restricted to the hours of 7:00 a.m to 6 :00 p.m., Monday through Friday, and 9:00 a.m. to 6:00 p.m. on Saturday. No construction act ivity is permitted on Sundays or any of the following legally observed holidays: Memorial Day, Fourth of July, Labor Day, Thanksgiving, Christmas Day and New Year's Day.

Construction Site Signage
Prior to the beginning of grading, demolition, or construction activity, at least one 12"X18" weatherproof sign must be posted on each street frontage of the project site a t a location acceptable to the Building Inspector that displays the working hours and the name and emergency phone number of the contractor.

Construction Site Security
All construction sites are required to be secured from unauthorized access with an eight foot (8') chain link fence covered with a windscreen.

Best Practices for Construction Activities:

1. All persons working at the site should obtain, read , and understand the Best Management Practices pamphlet for the type(s) of construction being done.

2. Stockpiles of soil, demolition debris, cement, sand, top soil, etc. must be covered with waterproof material or bermed to prevent being washed off site.

Page 2 ends

3. Fuels, oils, paints, solvents, and other liquid materials must be kept inside bermed areas. Spills must not be washed to the street.

4. Waste concrete cannot be washed into street, storm drain catch basins, or public right -of-way. All dust and slurry from concrete cutting must be removed using a wet -dry vacuum or equivalent.

5. Trash and other construction solid wastes must be placed in a covere d trash receptacle.

6. Eroded soil from disturbed slopes must be contained using berms, silt fences, setting basins, or good erosion management practices such as reseeding.

7. Wash water from cleaning construction vehicles and equipment must be kept on -site within a containment area.

Construction and
Demolition
Diversion Program
City of Gardena
Community Development Department
1700 W. 162nd Street
Gardena, CA 90247
1 In 2003, the City of Gardena (City) adopted a diversion program for construction and demo- lition wastes. The purpose of the program is to provide an incentive to encourage the diver- sion (recycling or reuse) of specific materials that represent a large percentage of the City’s overall municipal waste stream. Any contractor or builder that applies for a building permit is required to remit a diversion deposit in an amount set by resolution of the City Council (exceptions do exist, and are described below). The deposit is fully refundable if at least 65% of all wastes generated during construction and demolition are diverted from landfills, and appropriate documentation is provided to the City. This booklet will guide you through this process, and explain the amount of the deposit, the mechanism for refund, and the docu- mentation required. There are four easy steps to follow to assure compliance with the pro- gram, and to ultimately save you money through reduced waste disposal cost.

Step DETERMINE APPLICABILITY & COMPLETE FORM CD-1
Determine Applicability — Unless specifically exempted, each person (applicant) who ap- plies for a building or demolition permit must fulfill the requirements of the construction and demolition program described in this package.

See next page for CALGreen Construction Waste Reduction Requirements and Applications.

Form CD -1—Unless exempt, an applicant is required to prepare a Waste Management and Recycling Plan by completing Form CD -1 (Form CD -1 is included in this booklet). On this form, the applicant will estimate the amount of waste they expect to generate through their construction and/or demolition project. Waste materials include, but are not limited to, soil, wood, wallboard, concrete, and mixed trash. As part of the waste management and recycling plan, the applicant should decide how they intend to assure that at least 65% of the waste that the project will generate, will be diverted from landfill. Wood, concrete, asphalt, metal, glass, drywall, ceramic, brick, and many other materials are all readily recyclable (or reusable if segregated properly). Please note that submittal and approval of an accurate and complete waste management and recycling plan is a precondition to issuance of any building permit.

Submit your completed Form CD -1 to the City with your completed building permit applica- tion.

Occupancy
2016 CALGreen State Code Requirements and Applications
Effective 1/1/2017
Non–Residential Compli-
ance Methods (5.408)
≥ 65% C&D Waste Diversion of non-hazardous materials are required to sub- mit a construction waste management plan (5.408.1.1) and utilize a City ap- proved waste management company (5.408.1.2)
New Construction All newly constructed buildings.

Demolition 100% of all concrete and dirt . — 65% of all non-hazardous materials.

Addition (301.3) All structures 1000 sq ft or more.

Alterations (301.3) All structures $200,000 or more.

Tier 1 (Voluntary)
(A5.408.3.1) ≥ 80% Construction Waste Diversion
Tier 2 (Voluntary )
(A5.408.3.1.1) ≥ 95% Construction Waste Diversion

Residential Compliance
Methods (4.408)
≥ 65% C&D Waste Diversion and may be required to submit a construction waste management plan (4.408.2) and utilize a City approved waste manage- ment company (4.408.3)
Low-Rise-3 stories or less
(4.408.4) ≥ 65% C&D Waste Diversion
High-Rise-4 stories or more
(4.408.4.1) All permitted structures.

New Construction All permitted structures
Demolition 100% of all concrete and dirt. - 65% of all non-hazardous materials.

Additions (301.1) All permitted structures.

Alterations (301.1) All permitted structures.

Tier 1 (Voluntary)
(A4.408.1) ≥ 80% C&D Waste Diversion
Tier 2 (Voluntary) ≥ 95% C&D Waste Diversion

The following table contains the 2016 CALGreen Construction Waste Reduction Requirements:
2 Step

PAY YOUR DIVERSION DEPOSIT &

YOUR ADMINISTRATIVE FEE
Diversion Deposit — Unless specifically exempted by one of the project types listed un- der step 1, each person (applicant) who applies for a building and/or demolition permit shall post a cash deposit in an amount as specified in the table above, but will not exceed $15,000.

The diversion deposit will be refunded in full upon proof that at least 65% of the project waste was recycled and/or diverted . Waste Resource Management (WRG) is the only au- thorized hauler for the City of Gardena. You can contact them at 310 -366-7600. Failure to use WRG will result in denial of deposit refund.

Administrative Fee — In addition to the diversion deposit, an administrative fee must al- so be paid to the City. The fee will compensate the City for all expenses incurred in admin- istering the construction and demolition program, including site inspections, document re- view, and processing. The administrative fee is non -refundable and is calculated based on one percent (1%) of the dollar value of a project, but not to exceed $5,000. If your project is exempt, there is no administrative fee.

Deposit and administrative fee payments can be made in the form of cash, check, cashier’s check, money order, or credit card (VISA, Mastercard, or Discover Card). Payments should be made to the City of Gardena.

Make your payments when you submit your completed Form CD-1 and building permit ap- plication. If desired, a single payment can be issued to the City for both the diversion de- posit and the administrative fee.

Project Value Deposit Amount
> $50,000—$99,999 $5,000
$100,000—$249,999 $7,500
$250,000—$499,999 $10,000
$500,000 + $15,000
3 Step

DIVERT C&D WASTES

THROUGH RECYCLING OR REUSE
It is the responsibility of every owner, general contractor, subcontractor, and developer to divert the maximum amount of salvageable and reusable materials away from landfilling.

Materials diverted prior to demolition and during and after construction are equally eligible for diversion “credit.” “Divert” or “diversion” means a reduction in the amount of waste being disposed in landfills by any of the following methods: use of new construction methods that reduce the amount of waste generated, onsite reuse of waste, job site separation and deliv- ery to a recycling facility, delivery of mixed but clean materials to an approved materials re- covery facility, and other methods as approved in advance by the City. All waste diversion methods that qualify for a refund of the diversion deposit are subject to restrictions and documentation requirements set forth in the City’s Municipal Code.

Be sure to keep all weight receipts issued by any recycling facility and maintain records or logs of the volume and weight of materials reused on the job site.

To help you make decision about waste management and recycling, the City has prepared a separate booklet entitled “Recycling Practices for Construction and Demolition Projects” de- scribing methods of diversion, local outlets for materials, and hints about best management practices for recycling and reuse.

The City will monitor and evaluate each construction and demolition project to gauge the project and progress toward the diversion requirements.

4 Step

APPLY FOR DEPOSIT REFUND
At the completion, and prior to, the final inspection and issuance of any certificate of occu- pancy of the demolition and/or construction project, the applicant shall submit documents to the Building and Safety Department, which proves compliance with the diversion re- quirements of this program. The documentation shall consist of:

1. A completed Form CD -2, “Recycling and Reuse Summary Report,” summarizing the weight data of materials diverted and disposed (Form CD -2 is included in this booklet).

2. Originals or photocopies of receipts, weight tickets, or other records of measure- ment from recycling facilities, salvage companies, deconstruction contractors, waste haulers, processors, transfer stations, and landfills.

A properly completed “Recycling and Reuse Summary Report”, and all receipts, must be submitted to the City at least five day prior to a request for final inspection and issuance of a certificate of occupancy.

Deposits will not be refunded to applicants who do not meet the timely reporting require- ments of the Municipal Code. Also, failure to conform to the diversion requirements could affect approval of future permits. A deposit refund will be issued for any project where a building permit was withdrawn or cancelled before any work was begun.

What is a “green” building, and why should I care?

A green building is a sustainable building; that is, a structure designed, built, operated and reused in a resource efficient manner. Of the total expenditures owner may make over the course of the building’s service lifetime, the design and construction cost (the so-called first costs) will account for 5 to 10% of the total life cycle cost. In contrast, operations and maintenance cost will account for 60 to 80% of the total life cycle cost.

Some easy tips: 1) minimize wastewater by using ultra low-flush toilets, and incorporate hot water re-circulating systems, and self-closing nozzles on hoses; 2) reuse and recycle C&D waste onsite such as inert wastes for base material for a parking lot; 3) protect and retain ex- isting landscaping; and 4) take advantage of natural features including the use of plants that have low water and pesticide needs, and generate minimum plant trimmings.

Revised January 1, 2017

APPENDIX “D”
(Geotechnical Investigation and
Infiltration Testing Reports)

22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com November 19, 2021

RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675

Attention: Mr. Eric Chastain, LLA
Principal, Landscape Architect

Project No.: 21G242-2

Subject: Results of Infiltration Testing
Proposed Community Aquatic and Senior Center
1654 West 160th Street
Gardena, California

Reference: Geotechnical Investigation, Proposed Community Aquatic and Senior Center , 1654 West 160 th Street, Gardena , California, prepared by Southern California Geotechnical, Inc. (SCG) for RJM Design Group , SCG project No. 2 1G242-1, dated November 19, 2021.

Mr. Chastain:

In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of t he infiltration testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 21P336, dated July 28, 20 21. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the on -site soils. The infiltration testing was performed in general accordance with the Guidelines for Geotechnical Investigation and Reporting – Low Impact Development Stormwater Infiltration (GS200. 1), prepared by Los Angeles County, Department of Public Works, Geotechnical and Materials Engineering Division, dated June 30, 2021.

Site and Project Description
The site is located at the street address of 1654 West 160 th Street in Gardena, California. The site is bounded to the north by 160 th Street, to the west by Harvard Boulevard, to the south by residential fourplexes and the Gardena Gymnasium, and to the east by La Salle Avenue. The general location of the site is il lustrated on the Site Location Map, enclosed as Plate 1 in Appendix A of this report.

The site consists of multiple rectangular-shaped lots which total 0.9± acres in size. The lots are currently developed with the Primm Memorial Pool and two residential f ourplexes with two detached garage structures. The existing structures range from 900 to 2,500± ft² in size.

Several of the building s share common walls. The majority of these buildings are one- to two-

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

Page 2 ends

story structures of wood frame and stucco construction , and are presumed to be supported on conventional shallow foundations with raised wood floors . The buildings are generally surrounded by Portland cement concrete (PCC) pavements which are in poor to fair condition, with moderate to severe cracking through out. Turf grass and a few trees surround the buildings.

Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth, and visual observations made at the time of the subsurface investigation, the overall site topography is relatively flat.

Proposed Development
A preliminary conceptual site plan for the proposed development was provided to our office by the client. Based on the information provided by the client, demolition of the existing buildings, pool and pavements will be necessary to construct new development. The new development, identified as the Community Aquatics and Senior Center, will include a new L-shaped building, a 25-yard competition pool with a diving area, an activity pool, hardscape pathways, and new landscaping areas. The proposed swimming pool is expected to be 8 to 12± feet deep.

The proposed development will include on -site infiltration to dispose of storm water. We understand that the infiltration system will consists of a below-grade chamber system located in the western region of the site. The bottom of the chamber syste m is expected to be located at a depth of 10± feet below existing site grades.

Concurrent Study

Southern California Geotechnical, Inc. (SCG) concurrently performed a geotechnical investigation at the subject site, referenced above. As part of this investigation, SCG performed a total of four (4) borings advanced to depths of 20 to 25± feet below the existing site grades.

All of the borings were drilled through existing concrete slab areas. At Boring Nos. B -1 and B-2, the slabs cons ist of 3 and 3½± inches of P ortland cement concrete (PCC) pavements with no reinforcement. At Boring No s. B-3 and B -4, the slabs consist of 5± inches of PCC, reinforced with welded wire mesh. Artificial fill soils were encountered beneath the pavements at all of the boring locations. The fill soils generally consist of loose to medium dense silty fine sands and fine sandy silts, and stiff to very stiff silty clays, extending to depths of 2½± to 8± feet below the existing site grades. The fill soils possess a disturbed, mottled appearance, resulting in their classification as artificial fill. Native alluvium was encountered below the fill soils at all of the boring locations, extending to at least the maximum depth explored of 25± feet below exis ting site grades. The alluvium generally consists of loose to medium dense silty fine sand s, clayey fine sands and fine sandy silts, and medium stiff to very stiff silty clays and clayey silts.

Groundwater
Free water was encountered during drilling at Boring Nos. B -3 and B -4 at a depth of about 23½± feet below ground surface. No delayed readings were performed at the boring locations due to caving within the open borehole s after the augers were withdrawn. Based on the moisture contents of the recovered soil samples and the observations made at the time of

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drilling, the static groundwater table is considered to have existed at a depth of 23½± feet below existing site grades, at the time of the subsurface investigation.

Subsurface Exploration
Scope of Exploration
The subsurface exploration for the infiltration testing consisted of two (2) infiltration test borings advanced to a depth of 10± feet below the existing site grades. The borings were logged during drilling by a member of our staff and were advanc ed using a limited access drilling rig, equipped with 7-inch-diameter hollow stem augers. The approximate locations of the infiltration test borings (identified as I -1 and I -2) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾ -inch gravel. A sufficient length of 3 -inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾ -inch gravel was then installed in the annulus surrounding the PVC casing.

Geotechnical Conditions
Artificial fill soils were encountered at the ground surface at both of the b oring locations, extending to a depth of 5± feet below the existing site grades. The fill soils generally consist of very stiff silty clays and sandy clays. Native alluvial soils were encountered beneath the fill soils at both of the infiltration boring locations, extending to at least the maximum depth explored of 10± feet below ground surface . The native alluvial soils consist of medium dense silty sands with little clay and medium dense clayey sands and stiff sandy clays. The Boring Logs, which illustrate the conditions encountered at the infiltration test locations, are included with this report.

Groundwater

Free water was not encountered during the drilling of any of the infiltration borings. Based on the moisture content of the recovered soil samples and the lack of free water in the borings, the static groundwater table exists at a depth greater than the maximum explored depth of 10± feet below existing site grades.

As part of our research, we reviewed available groundwater data in order to determine the historic high groundwater level for the site. The primary reference used to determine the historic groundwater depths in the area of the subject site is CGS Seismic Hazard Zone Report, Open File Report 98 -18, Plate 1.3 for the Inglewood 7.5 Minute Quadrangle, which indicates that the historic high groundwater level for the site was 25± feet below the ground surface.

Infiltration Testing
As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published by the County of Los Angeles – Department of Public Works Geotechnical

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and Materials Engineering Division, titled Guidelines for Design, Inv estigation, and Reporting Low Impact Development Stormwater Infiltration, GS200.1.

Pre-soaking

Both of the infiltration test borings were pre -soaked for at least 1 hour to ensure the sand around the annulus of the perforated pipe was fully saturated. Th e pre -soaking procedure consisted of filling each test boring with clean potable water to an elevation of at least 12± inches above the bottom of each test boring. In accordance with the Los Angeles County guidelines, since the water in both of the infiltr ation test borings did not completely infiltrate within a 30-minute time period after filling each boring, a falling head test was the appropriate test method.

Infiltration Testing Procedure

After the completion of the pre -soaking process, SCG performed the infiltration testing. A sufficient amount of water was added to the test borings so that the water level was approximately 12± inches higher than the bottom of the borings and less than or equal to the water level used during the pre-soaking process. Readings were taken at 30-minute intervals at all of the infiltration test locations. A stabilized rate of drop, where the highest and lowest readings from three consecutive readings are within 10 percent of each other, was obtained for each of th e test borings. These water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates for the tests are tabulated in in ches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used for design. These rates are summarized below:

Laboratory Testing
Moisture Content
The moisture contents for selected soil samples from the trenches were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Infiltration Test
No.

Depth
(feet) Soil Description Measured Infiltration
Rate (inches/hour)
I-1 10 Light Brown Silty fine Sand, little
Clay, trace medium Sand 0.9
I-2 10 Brown Clayey fine Sand to fine
Sandy Clay, trace medium Sand 0.9

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

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Grain Size Analysis
The grain size distr ibution of selected soils collected from the base of each infiltration test trench has been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D -422 and/or ASTM D -1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of the grainsize analysis are presented on Plates C-1 and C-2 of this report.

Design Recommendations
Two (2) infiltration tests were performed at the subject site. As noted above, the measured infiltration rates at the infiltration test locat ions are 0.9 inches per hour. The Guidelines for Geotechnical Investigation and Reporting Low Impact Development Stormwater Infiltration, GS200.1 prepared by the County of Los Angeles, Department of Public Works, Geotechnical and Materials Division (GMED) on June 30, 2021 dictate that a reduction factor be utilized in the design infiltration rate. The following reduc tion factors are considered in the design infiltration rate:

Reduction Factor
Small Diameter Boring RF t = 1
Site Variability, number of tests, and thoroughness of subsurface investigation
RF v = 1
Long-term siltation plugging and maintenance RF v = 1
Total Reduction Factor, RF= RF t + RF v + RF v RF = 3
Design Infiltration Rate (DIR) = Measured Infiltration Rate (MIR)/RF DIR = 0.3

Based on the results of the infiltration testing and reduction factors, we recommend an infiltration rate of 0.3 inches per hour be used for the proposed infiltration system located in the western area of the subject site. The major factor affecting the la ck of infiltration at these locations is the presence of very fine-grained soils.

The design of the proposed storm water infiltration systems should be performed by the project civil engineer, in accordance with the City of Gardena/County of Los Angeles guidelines.

However, it is recommended that the system be constructed so as to facil itate removal of silt and clay, or other deleterious materials from any water that may enter the systems. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rates recommended above are based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rates. It should be noted that the recommended infiltration rates are based on infiltration testing at two (2) discrete locations and the overall infiltration rates of the storm water infiltration systems could vary considerably.

Infiltration Rate Considerations
The infiltration rates presented herein were determined in accordance with the Los Angeles County guidelines and are considered valid only for the time and place of the actual test. Varying subsurface conditions will exist in other areas of the site, which could alter the recommended infiltration rates

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

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presented above. The infiltration rates will decline over time between maintenance cycles as silt or clay particles accumulate on the BMP surface. The infiltration rate is highly dependent upon a number of f actors, including density, silt and clay content, grainsize distribution throughout the range of particle sizes, and particle shape. Small changes in these factors can cause large changes in the infiltration rates.

Infiltration rates are based on unsatu rated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only mo ve through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability.

Changes in soil moisture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates.

The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site.

Construction Considerations
The infiltration rates presented in this report are specific to the tested locations and tested depths.

Infiltration rates can be significant ly reduced if the soils are exposed to excessive disturbance or compaction during construction. Compaction of the soils at the bottom of the infiltration system can significantly reduce the infiltration ability of the basins. Therefore, the subgrade soil s within proposed infiltration system areas should not be over -excavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications.

We recommend that a representative from the geotechnical engineer be on -site during the construction of the proposed infiltration systems to identify the soil classification at the base of each system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein.

We recommend that scrapers and other rubber-tired heavy equipment not be operated on the basin bottom, or at levels lower than 2 feet above the bottom of the system, particularly within basins. As such, the bottom 24 inches of the infiltration systems should be excavated with non -rubber-tired equipment, such as excavators.

Location of Infiltration Systems
The use of on -site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of the subgrade soils. The proposed infiltration systems for this site should be located at least 25 f eet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building(s), it is possible that infiltrating water into the subsurface soils could have an adverse effect on th e proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore,

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

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consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration system.

The infiltration system designer should also give special consideration to the effect that the proposed infiltration syste ms may have on nearby subterranean structures, open excavations, or descending slopes. In particular, infiltration systems should not be located near the crest of descending slopes, particularly where the slopes are comprised of granular soils. Such syst ems will require specialized design and analysis to evaluate the potential for slope instability, piping failures and other phenomena that typically apply to earthen dam design. This type of analysis is beyond the scope of this infiltration test report, but these factors should be considered by the infiltration system designer when locating the infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this p roperty and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer.

The design of the infiltration system is the responsibility of the c ivil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rates contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered i n the project area are considered to be representative of the total area, some variations should be expected between trench locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, st ructural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not aff ect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and r ecommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

Proposed Community Aquatic and Senior Center – Gardena, CA Project No. 21G242-2

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Closure
We sincerely appreciate the opportunity to be of ser vice on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,

SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Oscar Sandoval
Staff Engineer

Gregory K. Mitchell, GE 2364
Principal Engineer

Distribution: (1) Addressee

Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Logs & Boring Log Legend (4 pages)
Infiltration Test Results Spreadsheets (2 pages)
Grain Size Distribution Results (2 pages)
SITE

PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER
SCALE: 1" = 2000'
DRAWN: OS
CHKD: GKM

SCG PROJECT
21G242-2
PLATE 1

SITE LOCATION MAP

GARDENA, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE INGLEWOOD
QUADRANGLE, LOS ANGELES COUNTY, CALIFORNIA, 2018.

B-1
B-2
B-3
B-4
I-1
I-2
WEST 160TH STREET

HARVARD BOULEVARD

LA SALLE AVENUE
N.A.P.

N.A.P.

PROPOSED POOL

PROPOSED BLDG
SCALE: 1" = 30'
DRAWN: OS
CHKD: GKM
PLATE 2

SCG PROJECT
21G242-2

GARDENA, CALIFORNIA

PROPOSED COMMUNITY AQUATIC AND SENIOR CENTER

INFILTRATION TEST LOCATION PLAN

PROPOSED INFILTRATION LOCATION

APPROXIMATE BORING LOCATION

GEOTECHNICAL LEGEND

SoCalGeo
NOTE: CONCEPTUAL SITE PLAN PREPARED BY RJM DESIGN GROUP.

AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION
AUGER

SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1

SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)

NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS

DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.
: Approximate shear strength of a cohesi ve soil sample as measured by pocket penetrometer.

GRAPHIC LOG
: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft 3.

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample fine r than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

LETTERGRAPH

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLSMAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS
FILL: Dark Gray Brown Silty C
lay, trace Iron oxide staining,
trace fine root fibers, very stiff-moist to very moist
ALLUVIUM: Light Brown Silty fine Sand
, little Clay, trace
medium Sand, medium dense-very moist
Boring Terminated at 10'
17 15 30
17 15
5 10

LABORATORY RESULTS

COMMENTS
TEST

BORING LOG

PASSING
#200 SIEVE
(%)

BLOW COUNT

DESCRIPTION
SURFACE ELEVATION:

MSL
LIQUID
LIMIT

PLASTIC
LIMIT
SAMPLE

FIELD RESULTS
WATER DEPTH:

Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORIN
G NO.

I-1
POCKET PEN.
(TSF)
DRILLING DATE:
10/20/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Oscar Sandoval

ORGANIC
CONTENT (%)

DRY DENSITY
(PCF)
DEPTH
(FEET)

MOISTURE
CONTENT (%)
JOB NO.: 21G2
42-2
PROJECT: Community Aquatic & Senior Center
LOCATION: Gardena, California
PLATE
B-1
TBL 21G242-2.GPJ SOCALGEO.GDT 11/19/21
FILL: Dark Brown fine Sand
y Clay, trace fine root fibers, very
stiff-moist to very moist
ALLUVIUM: Brown Clayey f
ine Sand to fine Sandy Clay, trace
medium Sand, medium dense to stiff-moist
Boring Terminated at 10'
50 16
14 5
10 LABORATORY RESULTS

COMMENTS
TEST

BORING LOG

PASSING
#200 SIEVE
(%)

BLOW COUNT

DESCRIPTION
SURFACE ELEVATION:

MSL
LIQUID
LIMIT

PLASTIC
LIMIT
SAMPLE

FIELD RESULTS
WATER DEPTH:

Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORIN
G NO.

I-2
POCKET PEN.
(TSF)
DRILLING DATE:
10/20/21
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Oscar Sandoval

ORGANIC
CONTENT (%)

DRY DENSITY
(PCF)
DEPTH
(FEET)

MOISTURE
CONTENT (%)
JOB NO.: 21G2
42-2
PROJECT: Community Aquatic & Senior Center
LOCATION: Gardena, California
PLATE
B-2
TBL 21G242-2.GPJ SOCALGEO.GDT 11/19/21

INFILTRATION CALCULATIONS
Project Name Proposed Community Aquatic and Senior Center Project Location
Project Number
Engineer
Test Hole Radius 3.50 (in)
Test Depth 10.15 (ft)
Infiltration Test Hole I-1
Start Time for Pre-Soak 8:45 AM Water Remaining in Boring (Y/N) Y Start Time for Standard 9:15 AM Time Interal Between Readings 30min Interval Number
Time
Time Interval (min)
Water Depth (ft)
Change in Water
Level (ft)
Average Head
Height (ft)
Measured
Infiltration Rate
Q (in/hr)
Reduction Factor
(RF)
Design Infiltration
Rate
Q (in/hr)
Initial 9:15 AM 8.40
Final 9:45 AM 8.95
Initial 9:45 AM 8.30
Final 10:15 AM 8.85
Initial 10:15 AM 8.20
Final 10:45 AM 8.75
Initial 10:45 AM 8.25
Final 11:15 AM 8.80
Initial 11:15 AM 8.25
Final 11:45 AM 8.80
Initial 11:45 AM 8.30
Final 12:15 PM 8.75
Design Infiltration Rate = (Measured Infiltration Rate)/(Reduction Factor) Reduction Factor (RF) = RFt+RFv+RFs
Where: Q = Measured Infiltration Rate (in inches per hour) ∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
OS
Long-term siltation, plugging, and maintenance RFs = 1 to 3 High Fow-rate RFt = 3
Grain Size Analysis Method RFt = 2 to 3
Site variability, number of tests and
thoroughness of subsurface investigation RFv = 1 to 3
Reduction Factors
Double-ring Infiltrometer
RFt = 1 to 3Shallow Test Pit
Small Diameter Boring
Large Diameter Boring

0.4 0.36 30.0 0.45 1.6 0.9 3.0
5 30.0 0.55 1.6 1.1 3.0

0.4 4 30.0 0.55 1.6 1.1 3.0 0.4
3 30.0
1 30.0

0.55 1.7 1.1 3.0

1.2 3.00.55 1.5
Gardena, CA
21G242-2

0.4 2 30.0 0.55 1.6 1.1 3.0 0.4
) 2H t(r
H(60r)Q
avg 


INFILTRATION CALCULATIONS
Project Name Proposed Community Aquatic and Senior Center Project Location
Project Number
Engineer
Test Hole Radius 3.50 (in)
Test Depth 10.25 (ft)
Infiltration Test Hole I-2
Start Time for Pre-Soak 8:16 AM Water Remaining in Boring (Y/N) Y Start Time for Standard 8:46 AM Time Interal Between Readings 30min Interval Number
Time
Time Interval (min)
Water Depth (ft)
Change in Water
Level (ft)
Average Head
Height (ft)
Measured
Infiltration Rate
Q (in/hr)
Reduction Factor
(RF)
Design Infiltration
Rate
Q (in/hr)
Initial 8:46 AM 8.80
Final 9:16 AM 9.25
Initial 9:16 AM 8.80
Final 9:46 AM 9.25
Initial 9:46 AM 8.80
Final 10:16 AM 9.15
Initial 10:16 AM 8.80
Final 10:46 AM 9.15
Initial 10:46 AM 8.80
Final 11:16 AM 9.15
Initial 11:16 AM 8.80
Final 11:46 AM 9.15
Design Infiltration Rate = (Measured Infiltration Rate)/(Reduction Factor) Reduction Factor (RF) = RFt+RFv+RFs
Where: Q = Measured Infiltration Rate (in inches per hour) ∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
Long-term siltation, plugging, and maintenance RFs = 1 to 3 High Fow-rate RFt = 3
Grain Size Analysis Method RFt = 2 to 3
Site variability, number of tests and
thoroughness of subsurface investigation RFv = 1 to 3
Reduction Factors
Double-ring Infiltrometer
RFt = 1 to 3Shallow Test Pit
Small Diameter Boring
Large Diameter Boring

0.3 6 30.0 0.35 1.3 0.9 3.0 0.3
5 30.0 0.35 1.3 0.9 3.0

0.3 4 30.0 0.35 1.3 0.9 3.0 0.3
3 30.0 0.35 1.3 0.9 3.0

3.0 0.4
2 30.0 0.45 1.2 1.1 3.0 0.4
Gardena, CA
21G242-2
OS
1 30.0 0.45 1.2 1.1
) 2H t(r
H(60r)Q
avg 

Sample Description I-1 @ 8½'
Soil Classification Light Brown Silty fine Sand, little Clay, trace medium Sand Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-2
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100

0.0010.010.1110100
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #10 0 #200

Sample Description I-2 @ 8½'
Soil Classification Brown Clayey fine Sand to fine Sandy Clay, trace medium Sand Proposed Community Aquatic and Senior Center
Gardena, CA
Project No. 21G242-2
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100

UTILITY CONTACT NUMBERS:

COMPANY CONTACT TELEPHONE NO.

CITY OF GARDENA JEFF JALOMO (310) 217-9430
P.W. TRAFFIC/ELECTRICAL
CITY OF GARDENA JOHN SCHERER (310) 217-9599
P.W. SEWER
METRO. WATER DISTRICT MARYLIN DUARTE (213) 217-7059
L.A. DEPARTMENT OF JOSE PORRAS (213) 367-1049

WATER & POWER
L.A. SANITATION DISTRICT JON GANZ (562) 908-4288
L.A. COUNTY FLOOD DARYLL CHENOWETH (626) 458-3709

CONTROL DISTRICT
CHEVRON PIPELINE CO. DAVE ZERLER (310) 669-4014
CROWN CASTLE HECTOR AGUILERA (951) 454-5111
SOUTHERN CALIFORNIA CYNTHIA CARRILLLO (310) 413-4497

EDISON COMPANY
SOUTHERN CALIFORNIA SALVADOR GONZALES (310) 970-4844

GAS COMPANY
GOLDEN STATE WATER CO. JOSEPH SALICIDO (310) 660-0320 X101 CONDE VENTURA (310) 701-2500
AT&T/SBC/PACIFIC BELL RAYMOND DOVE (310) 515-4257
TIME WARNER/SPECTRUM ARTURO FERNANDEZ (310) 750-9099

CALIFORNIA UNDERGROUND
SERVICE ALERT (USA) (800) 422-4133
GENERAL NOTES:

1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS BEFORE STARTING WORK.

2. THE ENGINEER DOES NOT WARRANT THE ACCURACY OF SCALED DIMENSIONS ON ANY PLAN. ALL DIMENSIONS SHALL BE AS DESIGNATED ON THE PLANS. THE

CONTRACTOR SHALL PROTECT ALL PUBLIC AND PRIVATE PROPERTY

3. DURING THE PERFORMANCE OF WORK DONE UNDER THE CONTRACT. THE CONTRACTOR SHALL TAKE THE NECESSARY PRECAUTIONS TO AVOID ANY DAMAGE TO ANY STRUCTURES ADJACENT TO THE PROJECT BOUNDARIES.

4. EXISTING UTILITIES SHOWN ARE BASED ON AVAILABLE RECORDS OF PARENT UTILITY COMPANIES AND MAY NOT ACCURATELY REPRESENT THEIR ACTUAL LOCATIONS.

PRIOR TO BEGINNING ANY CONSTRUCTION, THE CONTRACTOR SHALL VERIFY THE ACTUAL LOCATIONS (VERTICAL AND HORIZONTAL) OF ALL UTILITIES, IN THE FIELD OR COORDINATE SUCH INDEPENDENT VERIFICATION WITH THE PARENT UTILITY COMPANIES AND PROVIDE THE CITY WITH THE POTHOLE INFORMATION. THE

CONTRACTOR SHALL PROTECT IN PLACE OR COORDINATE WITH PARENT COMPANY FOR THE RELOCATION OF CONFLICTING UTILITIES ENCOUNTERED DURING CONSTRUCTION.

5. ADJUST UTILITY VALVE COVERS, UTILITY BOXES, TRAFFIC SIGNAL BOXES, ETC. TO FINISH GARDE. PAYMENT SHALL BE INCLUDED IN THE APPLICABLE CONSTRUCTION BID ITEM AND REFER TO CONSTRUCTION NOTE AND/OR SPECIFICATIONS.

6. PROVIDE TRAFFIC CONTROL PER TECHNICAL PROVISIONS.

7. ALL SURVEY CENTERLINE TIES AND MONUMENTS THAT ARE DAMAGED OR REMOVED SHALL BE RE-ESTABLISHED. THE SURVEYOR SHALL ALSO ESTABLISH CENTERLINE MONUMENTS AND TIES AT ALL STREET INTERSECTIONS WITHIN THE PROJECT LIMITS WHERE NONE EXISTED PRIOR TO CONSTRUCTION. SEE TECHNICAL PROVISIONS.

8. 24 HOUR NOTICE FOR ALL INSPECTIONS REQUIRED.

9. CONTRACTORS SHALL REMOVE AND DISPOSE OF ALL TRASH AND BROKEN BRANCHES BEFORE AND AFTER PAVING.

10. PRIOR TO CUTTING OF ANY ROOTS, CALL PARKS DIVISION AT (310) 217-9564 FOR APPROVAL.

11. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION, OBTAINING NECESSARY APPLICABLE PERMITS WITH LOCAL AGENCIES AND OTHER OWNERS HAVING JURISDICTION AND PREPARING REQUIRED DOCUMENTATION NECESSARY FOR PERMITTING.

12. PROTECT ALL STORM DRAINS, CATCH BASINS, ETC. WITH SAND BAGS, FABRIC, AND OTHER APPROPRIATE BEST MANAGEMENT PRACTICES.

13. THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT (USA) AT 1-800-422-4133 TWO WORKING DAYS PRIOR TO ANY EXCAVATION WORK.

SHEET INDEX
SHEET NO. SHEET DESC. FILE NO.
1 DEMOLITION PLAN D-1.012
DEMOLITION PLAN ADDITIONAL NOTES3

ROUGH GRADING PLAN
D-1.02
D-1.03
P.W.

F.D.

P.D.

C.H.
91 N.C.C

LOS ANGELES COUNTY

EL SEGUNDO BLVD

CITY OF LOS ANGELES

MAGNOLIA
AVE.

MANHATTAN
BEACH BLVD.

MARINE AVE.

ROSECRANS AVE.

REDOND BEACH BLVD.
158 th ST.
161st ST.

TORRANCE

CITY OF LOS ANGELES
ARTESIA BLVD.

GRAMERCY PL.
166 th ST.

CRENSHAW BLVD HAWTHORNE 135 th ST.

AVE.

VERMONT AVE.

NORMANDIE

WESTERN
168th ST.
170 th ST.

GARDENA BLVD
162 nd
ST.
164th ST.

VAN NESS AVE.182 nd ELECTRIC ST.

LOS ANGELES COUNTY
405
110

VICINITY MAP
N.T.S.

PROJECT

LOCATION

CITY OF GARDENA

DEMOLITION PLANS
FOR

GARDENA COMMUNITY AQUATIC AND

SENIOR CENTER PROJECT - DEMOLITION PHASE
JOB NUMBER - J.N. 978
PROJECT DIRECTORY:

COMPANY CONTACT TELEPHONE NO.

CIVTEC TOM CARCELLI (949) 463-8822
RJM DESIGN GROUP ERIC CHASTAIN (949) 493-2600
4 TITLE SHEET L-1.01

LOCATION MAP
GARDENA BLVD.
162 nd ST.

WESTERN AVE

NORMANDIE
AVE
158 th ST.

HARVARD BLVD

LA SALLE AVE

DENKER AVE

DALTON AVE

HALLDALE AVE

BRIGHTON AVE
160 th ST.

PROJECT

LOCATION

TITLE SHEET

COMMUNITY AQUATICS & SENIOR CENTER

DEPARTMENT OF PUBLIC WORKS - ENGINEERING

C I T Y O F G A R D E N A
L-1.01
DWG. NO. 5-2606SHT. OF1 4

INITAL DATE

DRAWN BY

CHECKED BY
APPROVED BY:

DATE B.M.: THE CITY OF GARDENA BENCHMARK NO. 5D-15 ELEV. = 43.508'
EC
TP
EC
APPROVEDDESCRIPTIONNO.

REVISIONS
DATE
PREPARED BY:

FILE PATH: P:\301 GARDENA\301-01 GARDENA AQUATIC & SENIOR CENTER\301-01-CD\301.01 DEMO T-1.01.DWG, PLOT TIME: 3/8/2022 11:38:54 AM FILE PATH: P:\301 GARDENA\301-01 GARDENA AQUATIC & SENIOR CENTER\301-01-CD\301.01 DEMO T-1.01.DWG PLOT TIME: 3/8/2022 11:38:54 AM
31591 Camino Capistrano
San Juan Capistrano, CA 92675
www.RJMdesigngroup.com
[949] 493-2690 fax
[949] 493-2600 phone
Signature
Renewal Date
Date
09/30/2023
3/08/2022

LICENSED

LANDSCAPE ARCHITECT

STATE OF CA L I FORNIA
L
A
R
R
Y P. RY A N L I C E NSE NO
. 250
2 03/08/2022
03/08/2022
03/08/2022

DIRECTOR OF PUBLIC WORKS
3/8/22

REVIEWED FOR CODE COMPLIANCE
Apr 02, 2022
BY:
2019 CALIFORNIA RESIDENTIAL CODE
2019 CALIFORNIA BUILDING CODE
2019 CALIFORNIA ELECTRICAL CODE
2019 CALIFORNIA MECHANICAL CODE
2019 CALIFORNIA PLUMBING CODE
2019 CALIFORNIA ENERGY CODE
2019 CALIFORNIA GREEN BUILDING STANDARDS CODE
2019 CALIFORNIA BUILDING CODE - STRUCTURAL DESIGN PROVISIONS ONLY 2019 CALIFORNIA FIRE CODE
OTHER:
_______________________________________________________

COMPLETION OF THIS REVIEW DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE OR LOCAL REGULATIONS. STAMPED DOCUMENTS SHALL REMAIN ON THE JOB SITE AT ALL TIMES. ALTERATION OF STAMPED DOCUMENTS IS UNLAWFUL

CITY OF GARDENA
USING TITLE 15 OF THE GARDENA MUNICIPAL CODE AND THE FOLLOWING:

DATE:
bpr.mberg
✔
✔
✔

DEMOLITION NOTES
REMOVE EXISTING TREE AND ROOT BALL AND DISPOSE - CONFIRM DISPOSITION PRIOR TO DEMO. WITH LANDSCAPE ARCHITECT AND CITY1 LEGEND
NOTE TO CONTRACTOR:

INSTALL 6-FOOT CHAIN LINK FENCE WITH WINDSCREEN AND GATES, WHERE NECESSARY, ALONG THE PERIMETER OF THE SITE AS NEEDED.

CONTRACTOR SHALL PROTECT THESE FENCES AND KEEP AREA FULLY SECURE DURING DEMOLITION. PROJECT FENCE, GATE, PRIVATE

SCREEN, PERIMETER WATER POLLUTION CONTROL SHALL BECOME THE

PROPERTY OF THE CITY AND SHALL REMAIN IN PLACE AT THE
COMPLETION OF DEMOLITION.

NOTE TO CONTRACTOR:

ALL UTILITIES SHOULD BE SHUT OFF AND CAPPED PER UTILITY COMPANY REQUIREMENTS.

CONTRACTOR SHALL COORDINATE WITH APPROPRIATE UTILITY
COMPANY PRIOR TO COMMENCEMENT OF WORK.

LIMITS OF DEMOLITION

PROTECT UTILITY LINE IN PLACE WITHIN DEMOLITION LIMITS
6-FOOT TALL CONSTRUCTION FENCE - LOCATION MAY

BE REVISED WITH CITY APPROVAL
NOTE TO CONTRACTOR:
· LOCATION OF EXISTING FACILITIES SHOWN HEREON ARE BASED ON THE EXISTING TOPOGRAPHIC SURVEY PERFORMED BY civTEC, INC., DATED FEBRUARY, 2021, FIELD OBSERVATION AND A SEARCH OF AVAILABLE RECORDS AND MAY NOT REPRESENT ACTUAL CONDITIONS.
· CONTRACTOR MUST FIELD LOCATE ALL UTILITIES (LOCATION AND DEPTH)

WITHIN WORK AREA AS A FIRST ITEM OF WORK AND VERIFY PROPOSED DESIGN IS VALID.
· CONTRACTOR SHALL PROTECT IN PLACE THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.

CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO THE
EXISTING UTILITY LINES.
· CONTRACTOR TO VERIFY AND INFORM THE CITY OF ANY FACILITIES

ENCOUNTERED IN THE FIELD WHICH IS NOT SHOWN ON THIS PLAN, OR DIFFERS IN LOCATION OR SIZE, PRIOR TO REMOVAL.
·

THE CITY MAY IDENTIFY AND REMOVE ANY ITEMS THEY WISH TO RETAIN PRIOR TO THE CONTRACTOR MOVE IN.

DEMOLITION PLAN
0 10 20 40
SCALE: 1" = 20'
S
W
E
NOTE TO CONTRACTOR:

CONTRACTOR TO SCHEDULE A SITE WALK WITH THE CITY PRIOR

TO START OF DEMOLITION TO VERIFY ALL ITEMS TO BE
DEMOLISHED.
3 2
5 4
6 NOT USED
SAWCUT AND REMOVE EXISTING CONCRETE CONCRETE, A.C./A.B., STAIRS OR PAD (COMPLETE) AND DISPOSE **** 7 8
9 PROTECT IN PLACE - POTHOLE AND LOCATE EXISTING UNDERGROUND UTILITY LINES TO PROTECT AS REQUIRED 10 11
12 13
REMOVE LIGHT POLE, BASE, FOOTING, PULL BOX, CONDUIT AND CONDUCTORS, ETC. (COMPLETE) - SEE ELECTRICAL PLANS FOR CONDUIT RE-ROUTING/CAPPING *
14 EXISTING ELECTRICAL/CATV/PHONE VAULT/LINE - SEE ELECTRICAL PLANS FOR CONDUIT RE-ROUTING/CAPPING 15 16
CONFIRM REMOVAL OF EXIST. MISCELLANEOUS ITEM (COMPLETE) NOTE TO CONTRACTOR:

EXACT LOCATION OF EXISTING UNDERGROUND STORM DRAIN LINES ON-SITE ARE UNKNOWN. CONTRACTOR SHALL:
· VERIFY LOCATION, SIZE, ELEVATIONS OF EXISTING STORM DRAIN AND VERIFY DESIGN AS A FIRST ITEM OF WORK. NOTIFY ENGINEER IMMEDIATELY OF ANY REQUIRED CHANGE IN DESIGN.
· CAP EXISTING STORM DRAIN AT DEMOLITION LIMITS - NOTIFY ENGINEER

OF ALL LOCATIONS, SIZES AND INVERT ELEVATIONS AT COMPLETION OF DEMOLITION.
· IF INLET PIPES ARE FOUND CONNECTING TO EXISTING GRATES THAT ARE

REMOVED DURING THE CONSTRUCTION OF THIS PROJECT (OR PIPES ARE

DAMAGED OR REMOVED DURING CONSTRUCTION) THAT RUN OUTSIDE

OF DEMOLITION LIMITS, NOTIFY ENGINEER IMMEDIATELY OF THE LOCATION AND SIZE TO INSURE CONTINUITY OF DRAINAGE UPSTREAM.

REMOVE STORM DRAIN LINE AND/OR CATCH BASIN (COMPLETE) AND DISPOSE - CAP EXISTING STORM DRAIN AT LIMITS OF DEMOLITION

AND DOCUMENT LOCATION OF EXISTING LINES - SEE ADDITIONAL NOTES THIS SHEET REMOVE EXIST. FENCE/GATE, ASSOCIATED POSTS, FOOTINGS, ETC. AND DISPOSE REMOVE EXISTING WATER LINE (COMPLETE) AND DISPOSE - CAP EXISTING WATER LINE AT THE METER BOX , CUT & PLUG AND NOTIFY G.S.W.C. -

DOCUMENT LOCATION OF EXISTING LINES - SEE ADDITIONAL NOTES THIS SHEET 160TH STREET

REMOVE EXISTING WALL AND FOOTING (COMPLETE) AND DISPOSE DEMOLISH/REMOVE EXISTING BUILDING/STRUCTURE/FOUNDATION/SUBTERRANEAN PITS AND DISPOSE **** *
**

CONDUIT RE-ROUTING/CAPPING AS REQUIRED

CAP AND REMOVE IRRIGATION LINES AS REQ'D
REMOVE EXISTING LANDSCAPE/IRRIGATION AND CAP AT LIMITS OF DEMOLITION AND DISPOSE ** 17 REMOVE EXISTING BENCH OR BLEACHER (COMPLETE) AND DISPOSE REMOVE EXISITNG POOL EQUIPMENT/SUBTERRANEAN PIT (COMPLETE) AND DISPOSE ****

REMOVE EXISTING POOL PIPING (COMPLETE) AND DISPOSE

REMOVE EXISTING POOL (COMPLETE) AS REQUIRED AND DISPOSE

REMOVE EXISTING SEWER LINE (COMPLETE) AND DISPOSE - CAP EXISTING SEWER LINE AT LIMITS OF DEMOLITION AND DOCUMENT LOCATION

OF EXISTING LINES - SEE ADDITIONAL NOTES THIS SHEET
19 REMOVE EXISTING GAS LINE AND/OR APPURTENANCE - COORD. REMOVAL WITH THE GAS COMPANY 18 24"Ø TREE1
3 1516
GAS5
LANDSCAPE IRRIGATION DEMOLITION NOTES:

THE CONTRACTOR SHALL TEMPORARILY RELOCATE ANY IRRIGATION EQUIPMENT (BACKFLOWS, MAINLINE, VALVES, CONTROLLERS, ETC.) TO ENSURE ANY EXISTING IRRIGATION, OUTSIDE THE SCOPE OF WORK, REMAINS

IN WORKING ORDER DURING THE TIME OF DEMOLITION AND CONSTRUCTION OF THE NEW FACILITIES. ALL “HIGHLINED” IRRIGATION PIPE AND WIRES SHALL BE INSTALLED ON-GRADE AND WITHIN THE CONSTRUCTION FENCING. ****
ELECTRICAL DEMOLITION NOTES:

1. ALL EXISTING ELECTRICAL WITHIN THE DEMOLITION AREA SHALL BE REMOVED AS REQUIRED TO CLEAR THE AREA. THIS WORK INCLUDES, BUT IS NOT LIMITED TO, THE FOLLOWING:

A. ALL EXISTING WIRE SHALL BE REMOVED FROM CONDUIT.

A. ALL EXISTING CONDUIT, THAT INTERFERES WITH ANY NEW CONSTRUCTION SHALL BE CUT BACK AS REQUIRED TO CLEAR NEW CONSTRUCTION.

B. FOR EXISTING CONSTRUCTION THAT IS TO BE REMOVED REMOVE ALL EXISTING EXPOSED, SURFACE, AND CONCEALED CONDUIT AND RACEWAYS. RECONNECT EQUIPMENT AND LIGHTING FIXTURES THAT REMAIN AND WHICH ARE NOW FED THROUGH THE CONDUIT AND WIRING TO BE REMOVED.

C. DO NOT REUSE SALVAGED MATERIALS AND EQUIPMENT, UNLESS SPECIFICALLY INDICATED ON PLANS OR SPECIFIED.

REMOVE FROM PREMISES AND DISPOSE OF ALL MATERIALS CONSIDERED BY ARCHITECT TO BE SCRAP.

2. DISPOSAL OF HAZARDOUS MATERIALS SUCH AS LAMPS SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL STATE AND FEDERAL REQUIREMENTS.

SEE SOILS REPORT FOR ADDITIONAL DEMOLITION REQUIREMENTS NOTE TO CONTRACTOR:

ADDITIONAL REQUIREMENTS:
· THE DEMO CONTRACTOR SHALL MAINTAIN THE EXCAVATION IN COMPLIANCE WITH THE

STORMWATER REGULATIONS AND PROVIDE PUMPING AND DESILTING DEVICES WHILE THE UNDER CONTRACT TO THE END OF THE RAINY SEASON, BEING APRIL 1. THE CITY WILL ONLY COVER PUMPING OF THE POOL EXCAVATION AFTER THE DEMO. CONTRACT NOTICE OF COMPLETION IS FILED.
· EROSION CONTROL SHALL COMPLY WITH THE LOS ANGELES COUNTY STORMWATER PERMIT FOR BMP'S AND ALL REQUIRED INSTALLED BMPS FOR THE DURATION OF THE CONTRACT. THE

CONTRACTOR SHALL PREPARE A STORM WATER PLAN FOR CITY REVIEW AND APPROVAL PRIOR

TO THE START OF CONSTRUCTION TO ENSURE COMPLIANCE WITH THE STORMWATER PERMIT REQUIREMENTS.

NOTE TO CONTRACTOR:

AT THE DEMOLITION LIMITS:

CONTRACTOR SHALL DOCUMENT THE SIZE, LOCATION, AND DEPTH OF

EXISTING SEWER, WATER, AND DRAIN LINES AND CAP FOR FUTURE CONNECTION. CONTRACTOR TO PROVIDE WRITTEN DOCUMENTATION TO THE CITY AND ENGINEER ONCE UTILITY DEMOLITION WORK IS COMPLETE. 3/08/2022
999 CORPORATE DR.

SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]

INITAL DATE

DRAWN BY

CHECKED BY
APPROVED BY:

TEC
STAFF
TEC
APPROVEDDESCRIPTIONNO.

REVISIONS
DATE
5-26064

COMMUNITY AQUATICS & SENIOR CENTER

DEPARTMENT OF PUBLIC WORKS - ENGINEERING

C I T Y O F G A R D E N A
B.M.: THE CITY OF GARDENA BENCHMARK NO. 5D-15
ELEV. = 43.508'

DATE DIRECTOR OF PUBLIC WORKS

DEMOLITION GENERAL NOTES
SEE SHEET D-1.02 FOR ADDITIONAL NOTES.

HARVARD BLVD. LA SALLE AVE.

EXIST. BUILDING
7 EXIST. BUILDING
7 EXIST. BUILDING
7 EXIST. BUILDING
EXIST. BUILDING
EXIST. BUILDING
EXIST. BUILDING
NOTE TO CONTRACTOR:

CONTRACTOR TO REFER TO "ASBESTOS CONTAINING MATERIALS

AND LEAD-BASED PAINT SURVEY REPORT GARDENA COMMUNITY
AQUATIC CENTER" BY CLARK SEIF CLARK, INC., DATED OCTOBER 29, 2021 AND THE CES ENVIRONMENTAL REPORT DATED JANUARY 10, 2020 FOR THE PRIMM POOL FACILITY BLDG AND AUGUST 12, 2021 FOR THE 2-FOURPLEX BUILDINGS AND PERFORM REQUIRED

HAZARDOUS MATERIAL REMOVALS IF RECOMMENDED IN THE
REPORT PRIOR TO DEMOLITION SHOWN HEREON.

LIMITS OF

DEMOLITION

LIMITS OF

DEMOLITION

LIMITS OF

DEMOLITION

LIMITS OF

DEMOLITION
4-FEET± NORTH OF
PROP. LINE - @ EXIST.

CONC. SCORE LINE

LIMITS OF

DEMOLITION
5POOL PUMP

HOLDING TANK

TO SEWER LINE
GAS8
10 SEWER
- UNKNOWN

LOCATION - SEE

NOTE BOTTOM
RIGHT

REGARDING

DOCUMENTATION

OF EXISTING

UTILITIES
10 4
4 4
4 4
4 44
24"Ø TREE1
10"Ø TREE1
8"Ø TREE 2
EXIST. P.P.
- CITY IS CURRENTLY
WORKING WITH S.C.E.

TO RELOCATE AND

UNDERGROUND
EXIST. P.P.
- CITY IS CURRENTLY
WORKING WITH S.C.E.

TO RELOCATE AND

UNDERGROUND
SEWER
- UNKNOW

LOCATION - SEE

NOTE BOTTOM
RIGHT

REGARDING

DOCUMENTATION

OF EXISTING

UTILITIES
10 3
3 33
3 3
3 3
3 3
3 3
6 6
3 11
17 6
6 6
6 6
6 6
6 3
SEW10
SEW10
SEW 10
4 4
4 4
4 4
STORM
DRAIN13 WATER5
I.C.V.6
SEWER
- CONFIRM NOT
SERVING EXIST.

BLDG. TO REMAIN
10 STORM DRAIN - SEE

NOTE BOTTOM RIGHT

REGARDING

DOCUMENTATION OF

EXISTING UTILITIES
13 C.B.
-TYP.13
C.B.
-TYP.13
C.B.
-TYP.13
12 12
12 12
12 1218
DIVING
BOARD 19
14 14
14 14
14 16
16 16
16 WATER9
SEWER
- UNKNOW

LOCATION
10 WATER9
4 16
8 9 10
7 118 9 10
7 118 9 10
7 118 9 10
4 6
6 6
2 D-1.01
ROOT
BALLS1
2 EA
4'±
14 5
5 SIDEWALK 5
SIDEWALK 5
SIDEWALK5
SIDEWALK5
4' MIN.

BEHIND CURBRAMP

PROVIDE GATE

PER CITY

REQUIREMENTS
14 REMOVE

ABANDONED
ELECT. FEEDER
LINE
11 CONC.

PAD5
3/8/22

REVIEWED
Apr 02, 2022

CITY OF GARDENA
FOR

CODE COMPLIANCE

CONTRACTOR'S RESPONSIBILITY

1. THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES AND/OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. APPROVAL OF THESE PLANS BY THE CITY DOES NOT

CONSTITUTE A REPRESENTATION AS TO THE ACCURACY OR COMPLETENESS OF THE LOCATION OR THE EXISTENCE OR NONEXISTENCE OF ANY UTILITY AND/OR STRUCTURE WITHIN THE LIMITS OF THIS PROJECT. THE CONTRACTOR IS

REQUIRED TO TAKE ALL DUE PRECAUTIONARY MEANS TO PROTECT THE UTILITIES OF RECORD OR NOT OF RECORD OR NOT SHOWN ON THESE PLANS.

2. RELOCATION OR REMOVAL OF ANY EXISTING UTILITIES SHALL BE PERFORMED BY THE RESPECTIVE UTILITY OWNERS, AT THE EXPENSE OF THE CONTRACTOR.

3. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS AND THE CITY.

THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN ON THESE DRAWINGS. THE CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND RESPONSIBILITY FOR THE UTILITY PIPES, CONDUITS OR STRUCTURES SHOWN OR NOT SHOWN ON THESE DRAWINGS.

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 CONTINUOUS AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE

CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND ENGINEER HARMLESS FROM ANY AND ALL LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER.

PRIVATE ENGINEERS NOTICE TO CONTRACTOR(S)DEMOLITION GENERAL NOTES

1. CONTRACTOR SHALL CONDUCT A SURVEY OF EXISTING CONDITIONS AND CORRELATE WITH REQUIREMENTS INDICATED TO DETERMINE AND VERIFY THE EXTENT OF DEMOLITION REQUIRED.

2. CONTRACTOR SHALL RECORD EXISTING CONDITIONS BY USE OF PRE-CONSTRUCTION PHOTOGRAPHS, PRE-CONSTRUCTION VIDEOTAPES, AND DRAWINGS AS APPROPRIATE.

3. A SURVEY SHALL BE PERFORMED AS WORK PROGRESSES TO DETECT HAZARDS RESULTING FROM DEMOLITION ACTIVITIES.

4. CONTRACTOR SHALL KEEP INVENTORY AND RECORD THE CONDITION OF ITEMS TO BE REMOVED.

5. LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AS THE FIRST ITEM OF WORK AND PROTECT THEM FROM DAMAGE.

NOTIFY OWNER IMMEDIATELY IF DAMAGE OCCURS AND ASSUME FULL RESPONSIBILITY FOR EXPENSE OF REPAIR OR REPLACEMENT. NOTIFY OWNER'S REPRESENTATIVE IMMEDIATELY SHOULD FIELD CONDITIONS VARY FROM THOSE SHOWN ON PLAN.

6. WHEN UNANTICIPATED ELECTRICAL, STRUCTURAL, OR OTHER ELEMENTS INCLUDING STORM DRAIN, WATER AND SEWER LINES THAT

CONFLICT WITH INTENDED DESIGN ARE ENCOUNTERED, CONTRACTOR SHALL INVESTIGATE AND MEASURE THE NATURE AND EXTENT OF CONFLICT AND CONTRACTOR SHALL PROMPTLY SUBMIT A WRITTEN REPORT TO THE CITY.

7. CONTRACTOR SHALL LOCATE, IDENTIFY, DISCONNECT, AND SEAL OR CAP OFF INDICATED UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS SERVING AREAS TO BE SELECTIVELY DEMOLISHED AND:
· SHALL ARRANGE TO SHUT OFF INDICATED UTILITIES WITH UTILITY COMPANIES. · IF SERVICES/SYSTEMS ARE REQUIRED TO BE REMOVED, RELOCATED, OR ABANDONED, BEFORE PROCEEDING WITH DEMOLITION

CONTRACTOR SHALL PROVIDE TEMPORARY SERVICES/SYSTEMS THAT BYPASS AREA OF DEMOLITION AND THAT MAINTAIN CONTINUITY OF SERVICES/SYSTEMS TO OTHER PARTS OF BUILDING AND SITE. · SHALL CUT OFF PIPE OR CONDUIT IN WALLS TO BE REMOVED. CAP, VALVE, OR PLUG AND SEAL REMAINING PORTION OF PIPE OR CONDUIT AFTER BYPASSING. WHERE ENTIRE WALL IS TO BE REMOVED, EXISTING SERVICES/SYSTEMS MAY BE REMOVED WITH REMOVAL OF THE WALL. CONTRACTOR SHALL CUT OFF PIPE OR CONDUIT SO IT WILL NOT BE VISIBLE IN FINISHED CONSTRUCTION.

9. CONTRACTOR SHALL PROTECT EXISTING SERVICES/SYSTEMS INDICATED AGAINST DAMAGE DURING DEMOLITION OPERATIONS.

10. INACTIVE OR ABANDONED UTILITIES SHALL BE DISCONNECTED, REMOVED, AND PLUGGED OR CAPPED SUBJECT TO THE LOCAL GOVERNING AGENCIES.

11. ACTIVE UTILITIES SHALL BE PROTECTED BY AND AT THE EXPENSE OF THE CONTRACTOR. KEEP ANY REQUIRED UTILITY IN OPERATING CONDITION DURING THE ENTIRE PERIOD OF WORK, INCLUDING EXISTING IRRIGATION SYSTEMS FOR LANDSCAPE MAINTENANCE.

12. DO NOT WILLFULLY PROCEED WITH CONSTRUCTION WHEN IT IS OBVIOUS THAT KNOWN OBSTRUCTIONS EXIST THAT MAY NOT HAVE BEEN KNOWN DURING DESIGN. SUCH CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER'S AUTHORIZED REPRESENTATIVE. ASSUME RESPONSIBILITY FOR ALL NECESSARY REVISION DUE TO FAILURE TO GIVE SUCH NOTIFICATION.

13. CONTRACTOR SHALL CONDUCT DEMOLITION AND DEBRIS-REMOVAL OPERATIONS TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, WALKS, WALKWAYS, AND OTHER ADJACENT OCCUPIED AND USED FACILITIES.

14. CONTRACTOR SHALL PROVIDE TEMPORARY BARRICADES AND OTHER PROTECTION REQUIRED TO PREVENT INJURY TO PEOPLE AND DAMAGE TO ADJACENT BUILDINGS AND FACILITIES TO REMAIN AND:
· SHALL PROVIDE TEMPORARY WEATHER PROTECTION, DURING THE INTERVAL BETWEEN DEMOLITION OF EXISTING CONSTRUCTION ON EXTERIOR SURFACES AND NEW CONSTRUCTION, TO PREVENT WATER LEAKAGE AND DAMAGE TO STRUCTURE AND INTERIOR AREAS. · SHALL PROTECT WORK THAT IS TO REMAIN OR THAT IS EXPOSED DURING DEMOLITION OPERATIONS. · SHALL COVER AND PROTECT EQUIPMENT THAT HAS NOT BEEN REMOVED.

15. CONTRACTOR SHALL PROVIDE AND MAINTAIN SHORING, BRACING, AND STRUCTURAL SUPPORTS AS REQUIRED TO PRESERVE STABILITY

AND PREVENT MOVEMENT, SETTLEMENT, OR COLLAPSE OF CONSTRUCTION AND FINISHES THAT REMAIN, AND TO PREVENT UNEXPECTED OR UNCONTROLLED MOVEMENT OR COLLAPSE OF CONSTRUCTION BEING DEMOLISHED. CONTRACTOR SHALL STRENGTHEN OR ADD NEW SUPPORTS WHEN REQUIRED DURING PROGRESS OF DEMOLITION.

16. DEMOLITION AND REMOVAL WORK SHALL BE CAREFULLY PERFORMED TO AVOID DAMAGE TO EXISTING TREES NOTED ON THE PLANS TO REMAIN.

17. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST ADOPTED EDITIONS OF THE UNIFORM BUILDING CODE, THE AMERICANS WITH DISABILITIES ACT, AND ALL OTHER APPLICABLE LOCAL AND STATE CODES, ORDINANCES AND REGULATIONS.

18. CONTRACTOR SHALL USE METHODS REQUIRED TO COMPLETE THE WORK WITHIN THE LIMITATIONS OF GOVERNING REGULATIONS AND AS FOLLOWS:
· SHALL NEATLY CUT OPENINGS AND HOLES PLUMB, SQUARE, AND TRUE TO DIMENSIONS REQUIRED, USING CUTTING METHODS LEAST LIKELY TO DAMAGE CONSTRUCTION TO REMAIN OR ADJOINING CONSTRUCTION. USE HAND TOOLS OR SMALL POWER TOOLS DESIGNED FOR SAWING OR GRINDING, NOT HAMMERING AND CHOPPING, TO MINIMIZE DISTURBANCE OF ADJACENT SURFACES.

TEMPORARILY COVER OPENINGS TO REMAIN.
· SHALL CUT OR DRILL FROM THE EXPOSED OR FINISHED SIDE INTO CONCEALED SURFACES TO AVOID MARRING EXISTING FINISHED SURFACES.
· SHALL NOT USE CUTTING TORCHES UNTIL WORK AREA IS CLEARED OF FLAMMABLE MATERIALS. AT CONCEALED SPACES, SUCH AS DUCT AND PIPE INTERIORS, VERIFY CONDITION AND CONTENTS OF HIDDEN SPACE BEFORE STARTING FLAME-CUTTING OPERATIONS.

MAINTAIN FIRE WATCH AND PORTABLE FIRE-SUPPRESSION DEVICES DURING FLAME-CUTTING OPERATIONS. · SHALL MAINTAIN ADEQUATE VENTILATION WHEN USING CUTTING TORCHES. · SHALL REMOVE DECAYED, TERMITE-INFESTED, VERMIN-INFESTED, OR OTHERWISE DANGEROUS OR UNSUITABLE MATERIALS AND PROMPTLY DISPOSE OF OFF-SITE.
· SHALL LOCATE DEMOLITION EQUIPMENT AND REMOVE DEBRIS AND MATERIALS SO AS NOT TO IMPOSE EXCESSIVE LOADS ON STRUCTURES TO REMAIN.

19. CLEAR THE SITE OF GRASS, WEED GROWTH, RUBBISH, DEBRIS, PAVEMENT, CONCRETE, INACTIVE OR ABANDONED FACILITIES (VERIFIED BY

THE AGENCY), THAT ARE TO BE REMOVED FOR CONSTRUCTION OF THE SITE IMPROVEMENTS TO THE LIMITS AND DEPTHS SHOWN ON THE PLANS.

20. ABANDONED UNDERGROUND FACILITIES (VERIFIED BY THE AGENCY), ROOTS THREE INCHES IN DIAMETER AND LARGER, AND ROCKS AND BROKEN MASONRY LARGER THAN 4 INCHES IN ANY DIMENSION SHALL BE REMOVED TO A MINIMUM DEPTH OF 12" BELOW FINISH GRADE.

21. ALL DELETERIOUS MATERIALS WITHIN THE LIMITS OF THE WORK SHALL BE DISPOSED OF OFF-SITE BY THE CONTRACTOR, WHO SHALL MAKE ALL NECESSARY ARRANGEMENTS AND PAY ALL RELATED COSTS.

22. CONTRACTOR SHALL REMOVE DEMOLISHED MATERIALS FROM PROJECT SITE AND LEGALLY DISPOSE OF THEM AT THE CONTRACTOR'S EXPENSE IN AN EPA-APPROVED LANDFILL AND:
· SHALL NOT ALLOW DEMOLISHED MATERIALS TO ACCUMULATE ON-SITE. · SHALL REMOVE AND TRANSPORT DEBRIS IN A MANNER THAT WILL PREVENT SPILLAGE ON ADJACENT SURFACES AND AREAS.

23. CONTRACTOR SHALL NOT BURN DEMOLISHED MATERIALS.

24. CONTRACTOR SHALL CLEAN ADJACENT STRUCTURES AND IMPROVEMENTS OF DUST, DIRT, AND DEBRIS CAUSED BY DEMOLITION OPERATIONS AND RETURN ADJACENT AREAS TO CONDITION EXISTING BEFORE DEMOLITION OPERATIONS BEGAN. 3 DEMOLITION PLAN ADDITIONAL NOTES
3/08/2022
999 CORPORATE DR.

SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]

INITAL DATE

DRAWN BY

CHECKED BY
APPROVED BY:

TEC
STAFF
TEC
APPROVEDDESCRIPTIONNO.

REVISIONS
DATE
5-26064

COMMUNITY AQUATICS & SENIOR CENTER

DEPARTMENT OF PUBLIC WORKS - ENGINEERING

C I T Y O F G A R D E N A
B.M.: THE CITY OF GARDENA BENCHMARK NO. 5D-15
ELEV. = 43.508'

DATE DIRECTOR OF PUBLIC WORKS GENERAL NOTES:

1. ALL GRADING AND CONSTRUCTION SHALL CONFORM TO THE CITY OF GARDENA BUILDING CODE AND THE 2019 CALIFORNIA BUILDING CODE AND UNLESS SPECIFICALLY NOTED ON THESE PLANS.

2. ANY MODIFICATIONS OF OR CHANGES TO APPROVED GRADING PLANS MUST BE APPROVED BY THE BUILDING OFFICIAL.

3. NO GRADING SHALL BE STARTED WITHOUT FIRST NOTIFYING THE BUILDING OFFICIAL. A PRE-GRADING MEETING AT THE SITE IS REQUIRED BEFORE THE START OF THE GRADING WITH THE FOLLOWING PEOPLE PRESENT: OWNER, GRADING CONTRACTOR, DESIGN CIVIL ENGINEER, SOILS ENGINEER, GEOLOGIST, COUNTY GRADING INSPECTOR(S) OR THEIR REPRESENTATIVES, AND WHEN REQUIRED THE ARCHEOLOGIST OR OTHER JURISDICTIONAL AGENCIES. PERMITTEE OR HIS

AGENT ARE RESPONSIBLE FOR ARRANGING PRE-GRADE MEETING AND MUST NOTIFY THE BUILDING OFFICIAL AT LEAST TWO BUSINESS DAYS PRIOR TO PROPOSED PRE-GRADE MEETING.

4. APPROVAL OF THESE PLANS REFLECT SOLELY THE REVIEW OF PLANS IN ACCORDANCE WITH THE COUNTY OF LOS ANGELES BUILDING CODES AND DOES NOT

REFLECT ANY POSITION BY THE COUNTY OF LOS ANGELES OR THE DEPARTMENT OF PUBLIC WORKS REGARDING THE STATUS OF ANY TITLE ISSUES RELATING TO THE LAND ON WHICH THE IMPROVEMENTS MAY BE CONSTRUCTED. ANY DISPUTES RELATING TO TITLE ARE SOLELY A PRIVATE MATTER NOT INVOLVING THE COUNTY OF LOS ANGELES OR THE DEPARTMENT OF PUBLIC WORKS.

5. ALL GRADING AND CONSTRUCTION ACTIVITIES SHALL COMPLY WITH COUNTY OF LOS ANGELES CODE, TITLE 12, SECTION 12.12.030 THAT CONTROLS AND RESTRICTS NOISE FROM THE USE OF CONSTRUCTION AND GRADING EQUIPMENT FROM THE HOURS OF 8:00 PM TO 6:30 AM, AND ON SUNDAYS AND HOLIDAYS. (MORE RESTRICTIVE CONSTRUCTION ACTIVITY TIMES MAY GOVERN, AS REQUIRED BY THE DEPARTMENT OF REGIONAL PLANNING AND SHOULD BE SHOWN ON THE GRADING PLANS WHEN APPLICABLE.)

6. CALIFORNIA PUBLIC RESOURCES CODE (SECTION 5097.98) AND HEALTH AND SAFETY CODE (SECTION 7050.5) ADDRESS THE DISCOVERY AND DISPOSITION OF HUMAN REMAINS. IN THE EVENT OF DISCOVERY OR RECOGNITION OF ANY HUMAN REMAINS IN ANY LOCATION OTHER THAN A DEDICATED CEMETERY, THE

LAW REQUIRES THAT GRADING IMMEDIATELY STOPS AND NO FURTHER EXCAVATION OR DISTURBANCE OF THE SITE, OR ANY NEARBY AREA WHERE HUMAN REMAINS MAY BE LOCATED, OCCUR UNTIL THE FOLLOWING HAS BEEN MEASURES HAVE BEEN TAKEN:
a. THE COUNTY CORONER HAS BEEN INFORMED AND HAS DETERMINED THAT NO INVESTIGATION OF THE CAUSE OF DEATH IS REQUIRED, AND b. IF THE REMAINS ARE OF NATIVE AMERICAN ORIGIN, THE DESCENDANTS FROM THE DECEASED NATIVE AMERICANS HAVE MADE A RECOMMENDATION FOR THE MEANS OF TREATING OR DISPOSING, WITH APPROPRIATE DIGNITY, OF THE HUMAN REMAINS AND ANY ASSOCIATED GRAVE GOODS.

7. THE LOCATION AND PROTECTION OF ALL UTILITIES IS THE RESPONSIBILITY OF THE PERMITTEE.

8. ALL EXPORT OF MATERIAL FROM THE SITE MUST GO TO A PERMITTED SITE APPROVED BY THE BUILDING OFFICIAL OR A LEGAL DUMPSITE. RECEIPTS FOR ACCEPTANCE OF EXCESS MATERIAL BY A DUMPSITE ARE REQUIRED AND MUST BE PROVIDED TO THE BUILDING OFFICIAL UPON REQUEST.

9. A COPY OF THE GRADING PERMIT AND APPROVED GRADING PLANS MUST BE IN THE POSSESSION OF A RESPONSIBLE PERSON AND AVAILABLE AT THE SITE AT ALL TIMES.

10. SITE BOUNDARIES, EASEMENTS, DRAINAGE DEVICES, RESTRICTED USE AREAS SHALL BE LOCATED PER CONSTRUCTION STAKING BY FIELD ENGINEER OR LICENSED SURVEYOR. PRIOR TO GRADING, AS REQUESTED BY THE BUILDING OFFICIAL, ALL PROPERTY LINES, EASEMENTS, AND RESTRICTED USE AREAS SHALL BE STAKED.

11. NO GRADING OR CONSTRUCTION SHALL OCCUR WITHIN THE PROTECTED ZONE OF ANY OAK TREE AS REQUIRED PER TITLE CHAPTER 22.56 OF THE COUNTY OF LOS ANGELES ZONING CODE. THE PROTECTED ZONE SHALL MEAN THAT AREA WITHIN THE DRIP LINE OF AN OAK TREE EXTENDING THERE FROM A POINT AT LEAST FIVE FEET OUTSIDE THE DRIP LINE, OR 15 FEET FROM THE TRUNK(S) OF A TREE, WHICHEVER IS GREATER.

IF AN OAK TREE PERMIT IS OBTAINED: (ADD THE FOLLOWING NOTE :) ALL GRADING AND CONSTRUCTION WITHIN THE PROTECTED ZONE OF ALL OAK TREES SHALL BE PER OAK TREE PERMIT NO. . ALL RECOMMENDATIONS IN THE PERMIT AND ASSOCIATED OAK TREE REPORT MUST BE COMPLIED WITH AND ARE A PART OF THE GRADING PLAN. A COPY OF THE OAK TREE PERMIT AND ASSOCIATED REPORTS SHALL BE MAINTAINED IN THE POSSESSION OF A RESPONSIBLE PERSON AND AVAILABLE AT THE SITE AT ALL TIMES.

12. THE STANDARD RETAINING WALL DETAILS SHOWN ON THE GRADING PLANS ARE FOR REFERENCE ONLY. STANDARD RETAINING WALLS ARE NOT CHECKED, PERMITTED, OR INSPECTED PER THE GRADING PERMIT. A SEPARATE RETAINING WALL PERMIT IS REQUIRED FOR ALL STANDARD RETAINING WALLS.

NOTE: THIS NOTE ONLY APPLIES TO STANDARD RETAINING WALLS. GEOGRID FABRIC AND SEGMENTAL RETAINING WALLS DO NOT REQUIRE A SEPARATE RETAINING WALL PERMIT. DETAILS AND CONSTRUCTION NOTES FOR ALL GEOGRID WALLS MUST BE ON THE GRADING PLAN.

13. A PREVENTIVE PROGRAM TO PROTECT THE SLOPES FROM POTENTIAL DAMAGE FROM BURROWING RODENTS IS REQUIRED PER SECTION J101.8 OF THE COUNTY OF LOS ANGELES BUILDING CODE. OWNER IS TO INSPECT SLOPES PERIODICALLY FOR EVIDENCE OF BURROWING RODENTS AND A FIRST EVIDENCE OF THEIR EXISTENCE SHALL EMPLOY AN EXTERMINATOR FOR THEIR REMOVAL.

14. WHERE A GRADING PERMIT IS ISSUED AND THE BUILDING OFFICIAL DETERMINES THAT THE GRADING WILL NOT BE COMPLETED PRIOR TO NOVEMBER 1, THE OWNER OF THE SITE ON WHICH THE GRADING IS BEING PERFORMED SHALL, ON OR BEFORE OCTOBER 1, FILE OR CAUSE TO BE FILED WITH THE BUILDING OFFICIAL AN ESCP PER SECTION J110.8.3 OF THE COUNTY OF LOS ANGELES BUILDING CODE.

15. TRANSFER OF RESPONSIBILITY: IF THE FIELD ENGINEER, THE SOILS ENGINEER, OR THE ENGINEERING GEOLOGIST OF RECORD IS CHANGED DURING GRADING,

THE WORK SHALL BE STOPPED UNTIL THE REPLACEMENT HAS AGREED IN WRITING TO ACCEPT THEIR RESPONSIBILITY WITHIN THE AREA OF TECHNICAL COMPETENCE FOR APPROVAL UPON COMPLETION OF THE WORK. IT SHALL BE THE DUTY OF THE PERMITTEE TO NOTIFY THE BUILDING OFFICIAL IN WRITING OF SUCH CHANGE PRIOR TO THE RECOMMENCEMENT OF SUCH GRADING.

GENERAL GEOTECHNICAL NOTES

16. ALL WORK MUST BE IN COMPLIANCE WITH THE RECOMMENDATIONS INCLUDED IN THE GEOTECHNICAL CONSULTANT'S REPORT(S) AND THE APPROVED PLANS AND SPECIFICATIONS.

17. GRADING OPERATIONS MUST BE CONDUCTED UNDER PERIODIC INSPECTIONS BY THE GEOTECHNICAL CONSULTANTS AS REQUIRED BY THE CITY OF GARDENA.

18. THE SOIL ENGINEER SHALL PROVIDE SUFFICIENT INSPECTIONS DURING THE PREPARATION OF THE NATURAL GROUND AND THE PLACEMENT AND COMPACTION OF THE FILL TO BE SATISFIED THAT THE WORK IS BEING PERFORMED IN ACCORDANCE WITH THE PLAN AND APPLICABLE CODE REQUIREMENTS.

19. ROUGH GRADING MUST BE APPROVED BY A FINAL ENGINEERING GEOLOGY AND SOILS ENGINEERING REPORT. AN AS-BUILT GEOLOGIC MAP MUST BE INCLUDED IN THE FINAL GEOLOGY REPORT. PROVIDE A FINAL REPORT STATEMENT THAT VERIFIES WORK WAS DONE IN ACCORDANCE WITH REPORT RECOMMENDATIONS AND CODE PROVISIONS (SECTION J105.12 OF THE COUNTY OF LOS ANGELES BUILDING CODE). THE FINAL REPORT(S) MUST BE SUBMITTED TO THE CITY OF GARDENA FOR REVIEW AND APPROVAL.

20. ALL REQUIRED THIRD-PARTY TESTING TO BE PROVIDED AT CONTRACTORS EXPENSE.

FILL NOTES

21. GRADING WORK IS TO ONLY FOLLOW THE DEMOLITION RECOMMENDATIONS IN THE SOILS REPORT. a. OVEREXCAVATION AND PREP. FOR THE FUTURE BUILDING PAD IS NOT REQUIRED FOR ROUGH GRADING.

21. ALL FILL SHALL BE COMPACTED TO THE FOLLOWING MINIMUM RELATIVE COMPACTION CRITERIA:
a. 90 PERCENT OF MAXIMUM DRY DENSITY WITHIN 40 FEET BELOW FINISH GRADE. b. 93 PERCENT OF MAXIMUM DRY DENSITY DEEPER THAN 40 FEET BELOW FINISH GRADE, UNLESS A LOWER RELATIVE COMPACTION (NOT LESS THAN 90 PERCENT OF MAXIMUM DRY DENSITY) IS JUSTIFIED BY THE GEOTECHNICAL ENGINEER.

THE RELATIVE COMPACTION SHALL BE DETERMINED BY A.S.T.M. SOIL COMPACTION TEST D1557-91 WHERE APPLICABLE: WHERE NOT APPLICABLE, A TEST ACCEPTABLE TO THE BUILDING OFFICIAL SHALL BE USED. (SECTION J107.5 OF THE COUNTY OF LOS ANGELES BUILDING CODE.)

22. FIELD DENSITY SHALL BE DETERMINED BY A METHOD ACCEPTABLE TO THE BUILDING OFFICIAL. (SECTION J107.5 OF THE COUNTY OF LOS ANGELES BUILDING CODE.) HOWEVER, NOT LESS THAN 10% OF THE REQUIRED DENSITY TEST, UNIFORMLY DISTRIBUTED, AND SHALL BE OBTAINED BY THE SAND CONE METHOD.

23. SUFFICIENT TESTS OF THE FILL SOILS SHALL BE MADE TO DETERMINE THE RELATIVE COMPACTION OF THE FILL IN ACCORDANCE WITH THE FOLLOWING MINIMUM GUIDELINES:
a. ONE TEST FOR EACH TWO-FOOT VERTICAL LIFT.
b. ONE TEST FOR EACH 1,000 CUBIC YARDS OF MATERIAL PLACED. c. ONE TEST AT THE LOCATION OF THE FINAL FILL SLOPE FOR EACH BUILDING SITE (LOT) IN EACH FOUR-FOOT VERTICAL LIFT OR PORTION THEREOF. d. ONE TEST IN THE VICINITY OF EACH BUILDING PAD FOR EACH FOUR-FOOT VERTICAL LIFT OR PORTION THEREOF.

24. SUFFICIENT TESTS OF FILL SOILS SHALL BE MADE TO VERIFY THAT THE SOIL PROPERTIES COMPLY WITH THE DESIGN REQUIREMENTS, AS DETERMINED BY THE SOIL

ENGINEER INCLUDING SOIL TYPES, SHEAR STRENGTHS PARAMETERS AND CORRESPONDING UNIT WEIGHTS IN ACCORDANCE WITH THE FOLLOWING GUIDELINES:
a. PRIOR AND SUBSEQUENT TO PLACEMENT OF THE FILL, SHEAR TESTS SHALL BE TAKEN ON EACH TYPE OF SOIL OR SOIL MIXTURE TO BE USED FOR ALL FILL SLOPES STEEPER THAN THREE (3) HORIZONTAL TO ONE VERTICAL. b. SHEAR TEST RESULTS FOR THE PROPOSED FILL MATERIAL MUST MEET OR EXCEED THE DESIGN VALUES USED IN THE GEOTECHNICAL REPORT TO DETERMINE SLOPE STABILITY REQUIREMENTS. OTHERWISE, THE SLOPE MUST BE REEVALUATED USING THE ACTUAL SHEAR TEST VALUE OF THE FILL MATERIAL THAT IS IN PLACE.
c. FILL SOILS SHALL BE FREE OF DELETERIOUS MATERIALS.

25. FILL SHALL NOT BE PLACED UNTIL STRIPPING OF VEGETATION, REMOVAL OF UNSUITABLE SOILS, AND INSTALLATION OF SUBDRAIN (IF ANY) HAVE BEEN INSPECTED AND APPROVED BY THE SOIL ENGINEER. THE BUILDING OFFICIAL MAY REQUIRE A “STANDARD TEST METHOD FOR MOISTURE, ASH, ORGANIC MATTER, PEAT OR OTHER ORGANIC SOILS” ASTM D-2974-87 ON ANY SUSPECT MATERIAL. DETRIMENTAL AMOUNTS OF ORGANIC MATERIAL SHALL NOT BE PERMITTED IN FILLS. SOIL CONTAINING SMALL AMOUNTS OF ROOTS MAY BE ALLOWED PROVIDED THAT THE ROOTS ARE IN A QUANTITY AND DISTRIBUTED IN A MANNER THAT WILL NOT BE DETRIMENTAL TO THE FUTURE USE OF THE SITE AND THE SOILS ENGINEER APPROVES THE USE OF SUCH MATERIAL.

26. ROCK OR SIMILAR MATERIAL GREATER THAN 12 INCHES IN DIAMETER SHALL NOT BE PLACED IN THE FILL UNLESS RECOMMENDATIONS FOR SUCH PLACEMENT HAVE BEEN SUBMITTED BY THE SOIL ENGINEER AND APPROVED IN ADVANCE BY THE BUILDING OFFICIAL. LOCATION, EXTENT, AND ELEVATION OF ROCK DISPOSAL AREAS MUST BE SHOWN ON AN “AS BUILT” GRADING PLAN.

27. CONTINUOUS INSPECTION BY THE SOIL ENGINEER, OR A RESPONSIBLE REPRESENTATIVE, SHALL BE PROVIDED DURING ALL FILL PLACEMENT AND COMPACTION OPERATIONS WHERE FILLS HAVE A DEPTH GREATER THAN 30 FEET OR SLOPE SURFACE STEEPER THAN 2:1. (SECTION J107.8 OF THE COUNTY OF LOS ANGELES

BUILDING CODE)

28. CONTINUOUS INSPECTION BY THE SOIL ENGINEER, OR A RESPONSIBLE REPRESENTATIVE, SHALL BE PROVIDED DURING ALL SUBDRAIN INSTALLATION. (PER THE

CITY OF GARDENA BUILDING CODE)

29. FILL SLOPES IN EXCESS OF 2:1 STEEPNESS RATIO ARE TO BE CONSTRUCTED BY THE PLACEMENT OF SOIL AT SUFFICIENT DISTANCE BEYOND THE PROPOSED FINISH SLOPE TO ALLOW COMPACTION EQUIPMENT TO BE OPERATED AT THE OUTER LIMITS OF THE FINAL SLOPE SURFACE. THE EXCESS FILL IS TO BE REMOVED PRIOR TO COMPLETION OF ROUGH GRADING. OTHER CONSTRUCTION PROCEDURES MAY BE USED WHEN IT IS DEMONSTRATED TO THE SATISFACTION OF THE BUILDING OFFICIAL THAT THE ANGLE OF SLOPE, CONSTRUCTION METHOD AND OTHER FACTORS WILL HAVE EQUIVALENT EFFECT. (SECTION J107.5 OF THE COUNTY OF LOS ANGELES BUILDING CODE.)
D-1.02
3/8/22

REVIEWED
Apr 02, 2022

CITY OF GARDENA
FOR

CODE COMPLIANCE
NOTE TO CONTRACTOR:

INSTALL 6-FOOT CHAIN LINK FENCE WITH WINDSCREEN AND GATES, WHERE NECESSARY, ALONG THE PERIMETER OF THE SITE AS NEEDED.

CONTRACTOR SHALL PROTECT THESE FENCES AND KEEP AREA FULLY SECURE DURING DEMOLITION.

NOTE TO CONTRACTOR:

ALL UTILITIES SHOULD BE SHUT OFF AND CAPPED PER UTILITY COMPANY REQUIREMENTS.

CONTRACTOR SHALL COORDINATE WITH APPROPRIATE UTILITY
COMPANY PRIOR TO COMMENCEMENT OF WORK.
4 ROUGH GRADE PLAN
0 10 20 40
SCALE: 1" = 20'
S
W
E
160TH STREET
3/08/2022
999 CORPORATE DR.

SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]

INITAL DATE

DRAWN BY

CHECKED BY
APPROVED BY:

TEC
STAFF
TEC
APPROVEDDESCRIPTIONNO.

REVISIONS
DATE
5-26064

COMMUNITY AQUATICS & SENIOR CENTER

DEPARTMENT OF PUBLIC WORKS - ENGINEERING

C I T Y O F G A R D E N A
B.M.: THE CITY OF GARDENA BENCHMARK NO. 5D-15
ELEV. = 43.508'

DATE DIRECTOR OF PUBLIC WORKS

ROUGH GRADE GENERAL NOTES
SEE SHEET D-1.02 FOR ADDITIONAL NOTES.

HARVARD BLVD. LA SALLE AVE.

EXIST. BUILDING

LIMITS OF ROUGH GRADING
6-FOOT TALL CONSTRUCTION

FENCE - LOCATION MAY BE

REVISED WITH CITY APPROVAL
NOTE TO CONTRACTOR:
· ALL GRADING AND EARTHWORK IS TO BE DONE IN ACCORDANCE

WITH THE EARTHWORK SPECIFICATION AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
· ALL COMPACTION OF NEW FILL SOILS IS TO BE DONE IN

ACCORDANCE WITH THE EARTHWORK SPECIFICATION AND AS
DIRECTED BY THE GEOTECHNICAL ENGINEER.
** NOTICE TO THE CONTRACTOR

THE ESTIMATES OF IMPROVEMENT AND GRADING QUANTITIES AS SHOWN HEREON ARE PROVIDED FOR SATISFYING PLAN CHECK INFORMATION REQUIREMENTS ONLY.

THE CONTRACTOR SHALL PERFORM AN INDEPENDENT ESTIMATE OF ALL

IMPROVEMENT QUANTITIES INCLUDING GRADING QUANTITIES, AND SHALL USE SAME AS A BASIS FOR HIS BID(S) AND CONTRACT(S).

THE GRADING CONTRACTOR SHALL BE RESPONSIBLE AND ACCOUNT FOR

DISTRIBUTING ANY EXCESS MATERIAL OR SUPPLYING ANY DEFICIENCIES TO BRING THE SITE TO DESIGN GRADE.

BASIS OF BEARINGS
BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF 162 ND STREET (FORMERLY MARKET STREET) BEING N 89° 55' 30" E SHOWN ON TRACT NO. 10901, M.B. 254/31-32.

BENCHMARK
THE CITY OF GARDENA BENCHMARK NO. 5D-15
ELEV. = 43.508'
EARTHWORK **
* THE ABOVE CUT/FILL QUANTITIES ARE FOR PERMIT PURPOSES ONLY. THIS

CALCULATION DOES NOT INCLUDE SOILS FROM BUILDING OR WALL FOOTINGS, NOR ANY UTILITY TRENCHING. CONTRACTOR SHALL REFER TO THE SOILS REPORT FOR STATEMENTS CONCERNING GRADING REQUIREMENTS.

THIS CALCULATION ALSO ASSUMES THAT THE EXISTING CONCRETE AND ASPHALT

SURFACES WILL BE REMOVED FROM THE SITE AND
NOT BE REPURPOSED FOR ONSITE FILL.

L.P.

GB
LEGEND

TELEPHONE

TOP OF WALL

WATER VALVE

WATER METER

SANITARY SEWER

TOP OF CURB

TOP OF FOOTING

TOP OF GRATE
WATERW
W.M.

W.V.

T.F.

T.W.

S
T.G.

T.C.

TEL.

CHAIN LINK FENCE

CENTERLINE

HIGH POINT

ROOF DRAIN

POWER POLE

GRADE BREAK

RIGHT OF WAY

FIRE HYDRANT

FINISHED SURFACE

FINISHED FLOOR

EDGE OF PAVEMENT

CATCH BASIN

STORM DRAIN

CURB & GUTTEREXISTING SPOT ELEVATION

FLOWLINE

GRADE BREAK LINE

EXISTING UTILITY LINE
(TYPE AND SIZE AS NOTED)
P.P.

R.O.W.

R.D.

ST.

IRR. OR IRRIG.

M.H.

STREET

IRRIGATION

LOW POINT

MANHOLE
G.B.

H.P.

H.C.

INV.

F.S.

F.H.

F.L.

HANDICAP
INVERT

FLOWLINE

EXISTING CONTOUR

PROPERTY LINE
DWY.

ELEC.

E.P.

F.F.

CONC.

C.O.

DRIVEWAY

ELECTRIC

CONCRETE

CLEANOUT
C.B.

C&G
C.L.F.

C.L.

BLDG. BUILDING

PROPOSED SLOPE
TOP OF DECKT.D.

POINT OF CONNECTIONP.O.C.

DECOMPOSED GRANITE

P/A PLANTER AREA
D.G.

D.F. DRINKING FOUNTAIN
WROUGHT IRON FENCEW.I.F.

TOP OF SUBGRADET.O.S.

B.O.W. BACK OF WALK
TOP OF HEADWALLT.H.W.

NOTE TO CONTRACTOR:

THE DEMOLITION CONTRACTOR SHALL MAINTAIN THE EXCAVATION IN

COMPLIANCE WITH THE STORMWATER REGULATIONS AND PROVIDE

PUMPING AND DESILTING DEVICES WHILE THE UNDER CONTRACT TO THE END OF THE RAINY SEASON, BEING APRIL 1. THE CITY WILL ONLY COVER

PUMPING OF THE POOL EXCAVATION AFTER THE DEMOLITION CONTRACT NOTICE OF COMPLETION IS FILED.

STOCKPILE AREA BMPS TO BE
IMPLEMENTED: WM-3
- LIMIT HEIGHT TO 10-FEET MAX.
(LOCATION, HEIGHT AND SIZE MAY

BE MODIFIED BY CONTRACTOR

WITH CITY'S APPROVAL)
SILT FENCE (SE-1)
AREA DISTURBED: 0.85± ACRES
CUT 900 CUBIC YARDS
FILL 175 CUBIC YARDS
STOCKPILE 725 CUBIC YARDS

43.3 FG
VARIES
4:1 TO
2:1 MAX.

LIMITS OF
ROUGH

GRADING

LIMITS OF
ROUGH

GRADING

LIMITS OF
ROUGH

GRADING

LIMITS OF
ROUGH

GRADING
NS-7 POTABLE WATER/IRRIGATION *
STORMWATER MITIGATION MEASURES (BMPs)
WE-1 WIND EROSION CONTROL
TC-1 STABILIZED CONSTRUCTION ENTRANCE *
WM-2 MATERIAL USE *
NS-2 DEWATERING OPERATIONS *
NS-3 PAVING OPERATIONS *
WM-1 MATERIAL DELIVERY AND STORAGE *
WM-4 SPILL PREVENTION AND CONTROL *
WM-5 SOLID WASTE MANAGEMENT *
SE-4 CHECK DAMS
SE-9 STRAW BALE BARRIERS
SE-10 STORM DRAIN INLET PROTECTION
NS-1 WATER CONSERVATION PRACTICES *
WM-6 HAZARDOUS WASTE MANAGEMENT *
WM-7 CONTAMINATED SOIL MANAGEMENT *
WM-8 CONCRETE WASTE MANAGEMENT *
NS-8 VEHICLE AND EQUIPMENT CLEANING *
NS-9 VEHICLE AND EQUIPMENT FUELING *
NS-10 VEHICLE AND EQUIPMENT MAINTENANCE *
WM-3 STOCKPILE MANAGEMENT *
THE FOLLOWING BMP'S AS OUTLINED IN, BUT NOT LIMITED TO, THE BEST MANAGEMENT PRACTICE HANDBOOK.

CALIFORNIA STORMWATER QUALITY TASK FORCE. SACRAMENTO. CALIFORNIA 2009, OR THE LATEST REVISED EDITION, APPLY DURING THE CONSTRUCTION OF THIS PROJECT. (ADDITIONAL MEASURES MAY BE REQUIRED IF DEEMED

APPROPRIATE BY CITY INSPECTORS)
SE-1 SILT FENCE
* LOCATIONS TO BE DETERMINED BY CONTRACTOR AND APPROVED BY CITY INSPECTOR NOTE:

SE-7 STREET SWEEPING AND VACUUMING
EC-1 SCHEDULING
EC-2 PRESERVATION OF EXISTING VEGETATION
EC-5 SOIL BINDERS
SE-5 FIBER ROLLS
SE-6 GRAVEL BAG BERM
TC-3 ENTRANCE OUTLET TIRE WASH *
WM-9 SANITARY-SEPTIC WASTE MANAGEMENT *
GRAVEL BAGS (SE-6)
ORIG. POOL

OUTLINE

GRAVEL BAGS
(SE-6)

GRAVEL BAGS
(SE-6)
4:1
2:1
2:1
2:1
2:1
2:1
4:1
VARIES
4:1 TO
2:1 MAX.
5'
5'

44.4 FG44.6 FG

44.0 FG

32.0± FG

38.0± FG 39.0± FG

39.0± FG33.0± FG

43.0 FG

42.8 FG

43.2 FG

43.4 FG

43.6 FG

43.3 FG

43.0 FG43.0 FG

41.5 FG

42.7 FG

43.5 FG

42.8 FG42.9 FG42.8 FG42.9 FG

43.2 FG

43.4 FG

43.4 FG 43.4 FG 43.5 FG 43.5 FG

42.8 FG
D-1.03

FILL NOTES

1. GRADING WORK IS TO ONLY FOLLOW THE DEMOLITION RECOMMENDATIONS IN THE SOILS REPORT.
a. OVEREXCAVATION AND PREP. FOR THE FUTURE BUILDING PAD IS NOT REQUIRED FOR ROUGH GRADING.

2. ALL FILL SHALL BE COMPACTED TO THE FOLLOWING MINIMUM RELATIVE COMPACTION CRITERIA:
a. 90 PERCENT OF MAXIMUM DRY DENSITY WITHIN 40 FEET BELOW FINISH GRADE.
b. 93 PERCENT OF MAXIMUM DRY DENSITY DEEPER THAN 40 FEET BELOW FINISH GRADE, UNLESS A LOWER RELATIVE COMPACTION (NOT LESS THAN 90

PERCENT OF MAXIMUM DRY DENSITY) IS JUSTIFIED BY THE GEOTECHNICAL ENGINEER.

LIMITS OF

DEMOLITION
4-FEET± NORTH OF
PROP. LINE - @ EXIST.

CONC. SCORE LINE
3/8/22

REVIEWED
Apr 02, 2022

CITY OF GARDENA
FOR

CODE COMPLIANCE

DEMOLITION ONLY
Gardena Community Aquatic and Senior Center, JN 978

Gardena City CouncilMay 24, 2022

Gardena City Council
May 24, 2022