2026-09-29; City Council; 05; Chinquapin Lift Station Improvements Project — Carlsbad City Council, September 29, 2026 (part 1 of 9)

CA Review TL
Meeting Date: Sept. 29, 2026
To: Mayor and City Council
From: Geoff Patnoe, City Manager
Staff Contacts: Sean Diaz, Utilities Senior Engineer
[email protected], 442-339-2350
Keri Martinez, Utilities Principal Engineer
[email protected], 442-339-2354
Subject: Chinquapin Lift Station Improvements Project
District: 1
Reco
mmended Action
Adopt a resolution adopting the plans, specifications and contract documents, accepting bids and awarding a contract to Mehta Mechanical Company, Inc., and appropriating additional funds in the amount of $493,000 for the construction of the Chinquapin Lift Station Improvements Project.

Executive Summary
The city operates 11 sewer lift stations that convey wastewater to higher elevations within the sewer collection system. The Chinquapin Lift Station, located on the east side of Carlsbad Boulevard north of the Agua Hedionda Lagoon, as shown in Exhibit 2, requires improvements to maintain reliable wastewater conveyance.

The Chinquapin Lift Station Improvements Project, Capital Improvement Program Project No. 5554, will construct a replacement building to house a new generator and electrical equipment, replace aging mechanical piping and valves, and replace landscaping and surface improvements. These improvements will increase the operational efficiency, safety and long-term reliability of the lift station.

Staff recommend adopting the plans, specifications, and contract documents; accepting the bids; and awarding a contract to the lowest responsible and responsive bidder, Mehta Mechanical Company Inc. in an amount not to exceed $1,284,000. To complete this project, an additional appropriation of $493,000 is required from the Sewer Replacement Fund, in which there is adequate funding available for the requested amount.

The Carlsbad Municipal Code sections 3.28.080(C), 3.28.080(E) and 3.28.080(I)(6) require the City Council to adopt the plans, specifications and contract documents and approve all formally bid construction contracts when the value exceeds $220,000.

Sept. 29, 2026
Item #5 Page 1 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF Explanation & Analysis
The Chinquapin Lift Station is equipped with an emergency generator to provide a backup power source to the pumping system during power outages. The emergency backup generator at the lift station is at the end of its service life and requires replacement to ensure the station’s operability in the event of a power outage. A reliable supply of electricity is needed at the lift station to pump wastewater flows. Power outages without generator backup could result in wastewater spills.

The existing generator and electrical equipment are near the beach and exposed to the ocean air. This marine environment with salt-laden air causes premature corrosion of the electrical equipment. The project will construct a new climate-controlled building for the generator and electrical equipment, replace aging mechanical and structural components in the existing underground vaults and replace landscaping and surface improvements. These improvements are necessary to meet the California Electrical Code and improve operational efficiency and reliability of the lift station.

On Oct. 9, 2024, the California Coastal Commission, which reserves the permitting authority for the area, reported Coastal Development Permit Waiver 6-24-0581-W. No public comment was received at the hearing.

On July 13, 2026, the City Manager authorized staff to advertise for bids to construct the project. The project’s probable construction cost estimate is $1.2 million based on an engineer’s estimate, which is an opinion of a project’s probable construction cost given by an experienced and qualified professional engineer generally familiar with the construction industry. Staff use engineer’s estimates to determine the actual costs as close as possible. The plans, specifications and contract documents are included in Exhibit 3.

On Aug. 11, 2026, nine bids were received ranging from $1,284,000 to $2,370,500. Staff evaluated bids and found Mehta Mechanical Company Inc. to be the lowest responsive and responsible bidder. Staff determined the bid to be responsive to the city’s bid request and that Mehta Mechanical Company Inc. is a responsible bidder, meeting the technical ability and experience requirements of the bidding documents.

Staff recommend adopting the plans, specifications and contract documents; accepting the bids; awarding a contract to the lowest responsive and responsible bidder on the project, Mehta Mechanical Company Inc. in an amount not to exceed $1,284,000; and authorizing an additional appropriation of $493,000 from the Sewer Replacement Fund to Capital Improvement Program Project No. 5554.

Fiscal Analysis
The total cost of $1,956,000 for Capital Improvement Program Project No. 5554 is detailed in the table below.

Appropriation from the Sewer Replacement Fund totaling $493,000 is required to fully fund the project. Sufficient funding is available in the Sewer Replacement Fund.

Sept. 29, 2026
Item #5 Page 2 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF Chinquapin Lift Station Improvements Project
Capital Improvement Project No. 5554
Total appropriation to date $1,870,000
Total expenditures and encumbrances to date -$406,058
Total available balance $1,463,942
Construction contract – Mehta Mechanical Company Inc. -$1,284,000 Construction contingency (25%) -$321,000
Construction management, inspection and testing, public outreach, engineering and administration (estimated)
-$321,000
Community outreach during construction (estimated) -$15,000 Engineering and administrative costs (estimated) -$15,000 Total estimated costs -$1,956,000
Remaining balance -$492,058
Additional appropriation requested $493,000
Carlsbad Municipal Code Section 3.28.040(C)(5) authorizes the City Manager or designee to approve change orders in the amount equal to the contingency set at the time the project is awarded. For this project, the contingency amount is a total of $321,000.

Next Steps
Once the City Council adopts the plans, specifications and contract documents, accepts the bids and awards a construction contract to Mehta Mechanical Company Inc., staff will issue a purchase order, schedule a pre-construction meeting with the contractor and issue a notice to proceed to construct the project.

Staff will engage the consultants for community outreach and construction management and inspection services during construction upon execution of the agreements for those services.

The duration of the construction contract is an estimated six months, not including rainy days and delays from change orders that may extend the contract duration. The project is expected to be completed by spring 2027. A notice of completion to release bonds issued for the project will be recorded at that time.

Environmental Evaluation
The proposed action to construct a replacement building to house a new generator and electrical equipment, replace aging mechanical piping and valves, and replace landscaping and surface improvements at Chinquapin Lift Station is categorically exempt from environmental review under California Environmental Quality Act, or CEQA, Guidelines Section 15301 because it involves the maintenance, repair or minor alteration of existing facilities with negligible or no expansion of the existing or former use. No exceptions to the categorical exemption as set forth in CEQA Guidelines Section 15300.2 or Carlsbad Municipal Code Section 19.04.070(C) apply.

Sept. 29, 2026
Item #5 Page 3 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF Exhibits

1. City Council resolution

2. Location map

3. Plans, specifications and contract documents (on file in the Office of the City Clerk) Sept. 29, 2026
Item #5 Page 4 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF Exhibit 1
RESOLUTION NO. 2026-176 .

A R

ESOLUTION OF THE CITY COUNCIL OF THE CITY OF CARLSBAD,

CALIFORNIA, ADOPTING THE PLANS, SPECIFICATIONS AND CONTRACT

DOCUMENTS, ACCEPTING BIDS AND AWARDING A CONTRACT TO MEHTA MECHANICAL COMPANY, INC. , AND APPROPRIATING ADDITIONAL FUNDS IN THE AMOUNT OF $ 493,000 FOR THE CONSTRUCTION OF THE

CHINQUAPIN LIFT STATION IMPROVEMENTS PROJECT
WHE
REAS, the City Council of the City of Carlsbad, California has determined it is necessary, desirable and in the public interest to construct the Chinquapin Lift Station Improvements Project , Capital Improvement Program, or CIP, Project No. 5554, or Project; and WHEREAS, on July 13, 2026, the City Manager authorized staff to advertise for bids to construct the Project; and
WHEREAS, on Aug. 11, 2026, staff received nine bids in response to the bid advertisement; and WHEREAS, staff evaluated the bids and found Mehta Mechanical Company, Inc., who submitted a bid in an amount of $1,284,000, to be the lowest responsive and responsible bidder; and WHEREAS, Carlsbad Municipal Code , or CMC, Section 3.28.080( C), Section 3.28.080(E) , and Section 3.28.080( I)(6) require the City Council to adopt the plans, specifications, and contract documents for construction projects and approve all formally bid contracts when the value exceeds $220,000 and such documents are incorporated herein; and WHEREAS, Carlsbad Municipal Code Section 3.28.040(C)(5) authorize s the City Manager or designee to approve change orders in an amount equal to the contingency set at the time of contract award, which is $321,000; and
WHEREAS, the Project requires an additional appropriation o f $ 493,000 from the Sewer Replacement Fund to CIP Project No. 5554, and sufficient funding is available in this fund.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Carlsbad, California, as follows:

1. That the above recitations are true and correct.

2. That the City Council has determined that t he proposed action to construct a replacement building to house a new generator and electrical equipment, replace aging mechanical piping and valves, and replace landscaping and surface improvements at Chinquapin Lift Station is categorically exempt from e nvironmental review under California Environmental Quality Act, or CEQA , Guidelines Section 15301 because it Sept. 29, 2026
Item #5 Page 5 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF involves the maintenance, repair or minor alteration of existing facilities with negligible or no expansion of the existing or former use. No exceptions to the categorical exemption as set forth in CEQA Guidelines Section 15300.2 or Carlsbad Municipal Code Section 19.04.070(C) apply.

3. That the City Council adopts the plans, specifications and contract documents for the Chinquapin Lift Station Improvements Project, CIP Project No. 5554.

4. That the bid in an amount not to exceed $1,284,000 submitted by Mehta Mechanical Company, Inc., is accepted, and the Mayor is hereby authorized to execute a contract.

5. That the City Manager or designee is hereby authorized to approve construction change orders up to $321,000.

6. That the City Manager or designee is authorized to appropriate additional funds in the amount of $493,000 from the Sewer Replacement Fund to CIP Project No. 5554.

7. That the City Manager or designee is authorized to sign all other documents necessary for regulatory compliance, to extend funding opportunities, or to otherwise implement and finalize the project, all of which are subject to review and approval as to form by the City Attorney’s office.

8. That the award of this contract is contingent upon Mehta Mechanical Company , Inc. executing the required contract and submitting the required bonds and insurance policies, as described in the contract, within 20 calendar days after adoption of this Resolution. The City Manager may grant reasonable extensions of time to execute the contract and assemble the required bonds and insurance policies.

Sept. 29, 2026
Item #5 Page 6 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF PASSED, APPROVED AND ADOPTED at a Regular Meeting of the City Council of the City of Carlsbad on the 29th day of September, 2026, by the following vote, to wit:

AYES: Blackburn, Bhat-Patel, Acosta, Burkholder, Shin.

NAYS: None.

ABSTAIN: None.

ABSENT: None.
_______
_______________________________
KEITH BLACKBURN, Mayor
_______
_______________________________
SHERRY FREISINGER, City Clerk
(SEAL)
Sept. 29, 2026
Item #5 Page 7 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF

3 2
Exhibit 2
Sept. 29, 2026
Item #5 Page 8 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF Exhibit 3

Plans, specifications and contract documents
(on file in the Office of the City Clerk)

Sept. 29, 2026
Item #5 Page 9 of 9
Docusign Envelope ID: 7E90B9F3-6387-80DB-82A1-D988842724DF Public Works
Contract Administration 1635 Faraday Avenue  Carlsbad, CA 92008  760-602-4677 t July 22, 2026
ADDENDUM NO. 1
RE: CHINQUAPIN LIFT STATION IMPROVEMENTS
PROJECT NO.: 5554
Please include the attached addendum in the Notice to Bidder/Request for Bids you have for the above project.

Please note change of date and time for the pre-bid meeting for the above-mentioned bid.

New date and time for the pre-bid meeting:

Monday, July 27, 2026 at 10 a.m.

Carlsbad Municipal Water District
5950 El Camino Real, Carlsbad, CA 92008
This addendum--receipt acknowledged--must be attached to your Request for Bid when your bid is submitted.

GRAHAM JORDAN
Contract Administrator
I ACKNOWLEDGE RECEIPT OF ADDENDUM NO. 1
__________________________________
Bidder's Signature
Exhibit 3
Contract No. 5554 - PWS27-4091UTIL 1
Addendum No. 1

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION IMPROVEMENTS

Contract No. 5554
Bid No. PWS27-4091UTIL

Addendum No. 1

From: Graham Jordan, Contract Administrator
Phone: 442-339-2462
[email protected]

No. of Pages: 1 page

Date: July 21, 2026

Bid Opening Date: August 11, 2026 - 11 a.m. (unchanged)

NOTICE:

This Addendum forms a part of the Contract Documents for the above identified project and modifies portions of the original Contract Specifications and/or Plans. Documents not specifically mentioned in this Addendum remain in full force.

Acknowledge receipt of this Addendum on the Bid Form. Failure to do so may subject bidder to disqualification.

Please note change in pre-bid meeting date for the above-mentioned bid.

New date and time for pre-bid meeting is:

Monday, July 27, 2026, 10 a.m.

ITEM NO. 1: MODIFICATIONS, DELETIONS, AND ADDITIONS TO THE NOTICE INVITING BIDS
Edit the first paragraph of Pre-Bid Meeting section of t he Notice Inviting Bids (Page 13) to read as follows:

“A pre-bid meeting will be held at the Carlsbad Municipal Water District office building located at 5950 El Camino Real, Carlsbad, CA on July 23, 2026, at 1 p.m. July 27, 2026, at 10 a.m.”

Public Works
Contract Administration 1635 Faraday Avenue  Carlsbad, CA 92008  760-602-4677 t

July 30, 2026

ADDENDUM NO. 2

RE: CHINQUAPIN LIFT STATION IMPROVEMENTS
PROJECT NO.: 5554

Please include the attached addendum in the Notice to Bidder/Request for Bids you have for the above project.

This addendum--receipt acknowledged--must be attached to your Request for Bid when your bid is submitted.

GRAHAM JORDAN
Contract Administrator

I ACKNOWLEDGE RECEIPT OF ADDENDUM NO. 2

__________________________________
Bidder's Signature

Contract No. 5554 - PWS27-4091UTIL 1
Addendum No. 2

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION IMPROVEMENTS

Contract No. 5554
Bid No. PWS27-4091UTIL

Addendum No. 1

From: Graham Jordan, Contract Administrator
Phone: 442-339-2462
[email protected]

No. of Pages: 10 pages

Date: July 30, 2026

Bid Opening Date: August 11, 2026 - 11 a.m. (unchanged)

NOTICE:

Acknowledge receipt of this Addendum on the Bid Form. Failure to do so may subject bidder to disqualification.

MODIFICATIONS, DELETIONS, AND ADDITIONS TO THE APPENDICES

ITEM NO. 1: APPENDIX A
Replace Appendix A in its entirety with the attached revised Appendix A (Attachment A).

ITEM NO. 2: APPENDIX G
Add the attached Appendix G (Attachment B) to the bid documents.

QUESTIONS AND ANSWERS
Questions relating to the project must go directly to the City’s Public Works Contract Administration Division. The City is not responsible for any information obtained through other means.

Contract No. 5554 - PWS27-4091UTIL 2
Addendum No. 2

1. [We] would like to know if the steel cover can be designed for bolt together instead of field welding? This will save time to make weldments in the shop and then deliver to powder zinc rich primer powder coat with Super Durable Top Coat powder coat.

We need clarification on the question. It’s not clear as to which “steel cover” the bidder is referring.

The trash equipment enclosure.

The only enclosure on the Plans is the generator and electrical building. The roof for the building shall be constructed as shown on the Plans or specified in the Specifications, as revised per addenda.

2. Can steel subcontractors with Los Angeles City Certification be used in lieu of AISC? This certification meets or exceeds equivalent quality safety standards.

Yes.

3. Soffit of Generator Enclosure: Note 43 on Sheet 548 -3 calls for “18 ga. HSB -36 Classic Green”; however, HSB-36 is a steel decking profile not typically available with a factory pre - finished color for exposed soffit applications —please confirm whether the s offit at the generator enclosure is intended to be constructed using HSB -36 steel decking or a pre - finished architectural standing seam metal system? If the standing seam metal system, provide the required panel profile and color and confirm whether 22 ga material is acceptable in lieu of 18 ga due to high cost and extremely long lead time considerations.

Use MBCI PBU EXPOSED FASTENING SYSTEM ROOF PANELS, GALVANUME PLUS, 22 GA, COLOR: CLASSIC GREEN in lieu of the 18 GA HSB 36. Within approximately 5 miles of the coastline, use a marine-grade coating system and verify the warranty for the environment.

Accordingly, Note 43 on A-101, Sheet 9 of the plans is changed.

4. Generator Exhaust: Detail 3 on Sheet 12 indicates the engine generator exhaust. Please confirm whether the exhaust system is being pre -purchased with the generator under the City's procurement or if it will need to be included in the Contractor's scope of work. 3.

Inspection Costs: Please confirm that the City will be responsible for all inspection costs, including any required special inspections and third-party inspection services.

There is a flexible exhaust connector and silencer provided with the unit as it’s an indoor installation. All other work items required as shown in Detail 3 on Sheet 12, connection between the provided flex connector and the silencer, as well as the connection fro m the silencer out of the building, shall be furnished and installed by the Contractor.

5. What is the operating pressure of the lift station?
Operating pressure is approximately 30 psi.

6. Please provide required force main pressure for the bypass system.

See answer to question 5. Also, refer to Technical Specification 02960 Temporary Bypass Pumping for further information. The Contractor is responsible for the design of the sewer bypass system during construction.

7. The specifications identify Owner-furnished equipment, including the pre-purchased MCC and generator. Please confirm whether any or all Owner-furnished equipment will be delivered to the project site when required for installation, or if Contractor receiving, transportation, off-site storage, and redistribution of Owner-furnished equipment is required under this contract.

Refer to Section 9-4 Bid Items, Generator Installation and Motor Control Center Installation.

Refer to Plans, Sheet 19 (Drawing E1), Pre -Purchased Items General Note. The Contractor is responsible for inspecting owner -furnished equipment at the city’s yard, 5950 El Camino Contract No. 5554 - PWS27-4091UTIL 3
Addendum No. 2
Real, loading, transport/delivery to the project site, and off -loading Owner -furnished equipment.

8. Please confirm whether temporary power requirements are limited to normal construction power and lighting, OR if temporary utility service, generators, bypass pumping support, lift station operation, fuel, monitoring, or other temporary operational systems are required under this contract.

Refer to Section 6 -2.1 Order of Work and 6 -2.2 Construction Phasing. The Contractor shall provide temporary power system(s) necessary to conduct all phases of work.

9. Section 26 24 13 references contractor responsibility for SDG&E fees and service establishment costs. Please confirm all SDG&E costs that are required to be included in Contractor scope.

SDGE electrical service exists now. The City has filed the SDGE request for service relocation; see new Appendix G – SDGE Electric Service Request. The City will pay SDGE fees related to the relocation request, including inspection fees. The Contractor will pay for repeat inspec tions, if required, or fees and costs to correct non -conforming work at no additional cost to the City.

10. Sections 40 61 21 and 40 63 43 reference the Owner's System Integrator. Please define the exact division of responsibilities between the Contractor and Owner's System Integrator.

The Contractor is responsible for all panel fabrication, materials, installation, field wiring, power, grounding, instrumentation terminations, labeling, testing support, and startup coordination necessary to provide a complete and functional installation ready for SCADA integration.

The Owner’s System Integrator will be responsible for SCADA integration into the City’s existing SCADA system, including PLC/OIT programming coordination, Ignition integration, SCADA screens, alarm/tag configuration, communications coordination, and final SCADA checkout.

The Contractor shall coordinate with the Owner and Owner’s System Integrator for FAT/WFAT, startup, loop checks, signal verification, and commissioning. The Contractor remains responsible for correcting installation, wiring, panel, instrumentation, or equi pment issues identified during testing and commissioning.

In general, the Contractor provides and installs the complete functioning panel and field installation; the Owner’s System Integrator integrates the completed installation into the City’s SCADA platform.

11. Please identify the division of responsibilities for furnishing, assembly, installation, testing, programming, startup, commissioning, and integration of the instrumentation and control system, including any Owner-furnished controls equipment.

The Owner has pre-purchased the MCC and standby generator in configurations intended to match the final design documents, control requirements, and City standardization needs.

These items will be inspected prior to site delivery.

Upon delivery to the site, the Contractor is responsible for receipt, unloading, storage, protection, assembly as required, installation, anchorage, conduit, wiring, terminations, grounding, testing, startup, commissioning support, and integration support for the Owner - furnished MCC and standby generator.

Contract No. 5554 - PWS27-4091UTIL 4
Addendum No. 2

The Contractor is also responsible for all other electrical, instrumentation, controls, and related work shown in the design documents, unless specifically identified otherwise. This includes furnishing, assembly, installation, field wiring, terminations, labeling, calibration, equipment - specific configuration/programming, loop checks, startup, commissioning, and integration support for the instrumentation and control system.

The Owner’s System Integrator responsibilities are limited to the items identified in response to Question 10, including PLC/OIT programming, SCADA integration, and testing/commissioning activities directly associated with that programming and SCADA integration scope.

In general, equipment or systems installed by the Contractor remain the Contractor’s responsibility through startup and commissioning. The Contractor shall correct installation, wiring, configuration, equipment, instrumentation, or field issues identified during testing and commissioning.

If an issue is identified with Owner-furnished equipment and is determined to be a pre-existing equipment defect or issue not caused by Contractor handling, storage, installation, wiring, configuration, or operation, the Owner will be responsible for addressing that specific issue.

12. Does the temporary path to the Agua Hedionda Lagoon Trail need to be ADA compliant or can it be stairs descending from the work site to the path? The temporary path need not be compliant with Americans with Disabilities Act (ADA) compliant, but it must be compliant with the requirements for temporary stairs in California Code of Regulations, Title 8, Section 1626 Stairwells and Stairs ( California Code of Regulations, Title 8, Section 1626. Stairwells and Stairs ) and Section 1620 for railings (California Code of Regulations, Title 8, Section 1620. Design and Construction of Railings).

The temporary stairway shall have at least one landing near mid -height of the stairway in accordance with Section 1626(b)1.

13. Does the new AC in the parking lot need a finish course per the standard or is a base pave to finish surface okay?
Yes, provide Base Course and Finish Course consisting of C2 aggregate gradation per City of Carlsbad Standard GS-28 and Greenbook Section 302-5.9.

Contract No. 5554 - PWS27-4091UTIL 5
Addendum No. 2

ATTACHMENT A

Revised Appendix A

APPROX. (200'X15')
3,000 SF

TEMPORARY

CONSTRUCTION

STAGING AREA

INSTALL TEMPORARY

FENCE TO SECURE
AREA. SEE NOTES.

GARFIELD ST. CONSTRUCTION STAGING
(OPTIONAL)
(EXHIBIT 1)
NOTES:

1. TEMPORARY CONSTRUCTION STAGING, FENCING, TRAFFIC CONTROL, AND ALL OTHER

ITEMS OF WORK SHALL BE CONSIDERED INCIDENTAL TO THE BID ITEM FOR MOBILIZATION AND OTHER ITEMS OF WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 2 . STAGING AREA SHALL BE IN PARKING SPACES, AC PAVEMENT, AND DISTURBED AREAS, AS APPROVED BY THE CITY. MAINTAIN TRAFFIC IN BOTH DIRECTIONS. ADHERE TO

REQUIREMENTS AS APPROVED BY THE CITY RIGHT OF WAY PERMIT, INCLUDING TRAFFIC CONTROL PLANS.

DATE AVE.

GARFIELD ST.

APPROX.
1,500 SF

TEMPORARY

CONSTRUCTION

STAGING AREA

INSTALL

TEMPORARY FENCE
TO SECURE AREA.

SEE NOTES.

HOME PLANT LIFT STATION

CONSTRUCTION STAGING (OPTIONAL)
(EXHIBIT 2)
NOTES:

1. TEMPORARY CONSTRUCTION STAGING, FENCING,AND ALL OTHER ITEMS OF WORK SHALL

BE CONSIDERED INCIDENTAL TO THE BID ITEM FOR MOBILIZATION AND OTHER ITEMS OF WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
2 . MAINTAIN CITY ACCESS TO NORTH GATE TO LIFT STATION AT ALL TIMES.

3. MAINTAIN ACCEES TO WESTERLY GATE FOR SDGE ACCESS AT ALL TIMES.

4. STAGING AREA SHALL BE IN AC PAVEMENT, AND DISTURBED AREAS, AS APPROVED BY THE CITY. ANY DAMAGES TO EXISTING CONDITIONS SHALL BE REPAIRED TO PREVIOUS OR BETTER CONDITION, AT THE CONTRACTOR'S COST, AND NO ADDITIONAL COST TO THE CITY.

STATE ST.

CARLSBAD BLVD.

Contract No. 5554 - PWS27-4091UTIL 6
Addendum No. 2

ATTACHMENT B

Appendix G

SDGE Electric Service Request

Additional Address Info:

PROCEDURE FOR INSTALLATION

1. PHONE DIG ALERT "811" AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES.

2. Phone Operations Assistant at 760-432-5805 for the following:
- 3 Working days prior to trenching to arrange pre-meet with inspector and initiate trenching process. - After excavation of trench, installation of conduit and service entrance equipment at meter location, CALL FOR INSPECTION. Do not cover conduit without inspector's written approval to backfill. - When trench is backfilled and compacted, CALL FOR INSPECTION. - If service entrance equipment is installed after backfill, CALL FOR INSPECTION OF THE EQUIPMENT.

3. Meter cannot be set until inspector has approved installation, including service equipment, and receipt of city/county/state inspection Metering: CT Meter Clips: 15
Utilities Maximum Contribution to Fault Current: 42000Phase: 3# of Wires: 4 Voltage: 120/240
Bend Info: 4" 90 DEG 36"R DB100Bend Type: HANDHOLE
Riser Quad: Stop Trench: from PoleLadder Arms:

Standards Page: Handhole Lid Shall Read:

Structure #: SCUSTOMER HHStation ID #: 303-470
Temp Service Charge Due $ 0.00
Assessor's Parcel Number: Additional Information:

Please call your Operations Assistant at 760-432-5805 with questions about application, inspection, construction installation and to schedule a crew.

Number/Size of Main Switch: 400Service Panel Rating: 400 Conduit Size: 1-4"Conduit Installed By: CUSTOMER
Customer Phone #: 442-339-2305Customer POC: Neil Irani
Wanted Date: ON INSPECTION
Job #:

ELECTRIC UNDERGROUND METER & SERVICE LOCATION
Customer Copy
Project Title: 4010 CARLSBAD BLVD
Notification #: 300000706400
Project Address: 4020 CARLSBAD BLVD
Customer Type: Commercial
Date Prepared: 06/24/2024
Project City: CARLSBAD
SDGE Contact: Operations Assistant Contact Info: OPERATIONS ASSISTANT,760-432-5805 Service Type: UG SERVICE REWIRE/RELOCATION
TB: -
SERVICE ATTACHMENT POINT AND/OR METER LOCATION:

Locate the new 400 amp NEMA 3R gear at location shown on sketch. Customer is to provide all excavation, trench, 1-4" conduit, backfill, compaction, 3/4" pulling and measuring tape in conduit and surface repair from customer handhole to new meter panel. Customer to provide & maintain 3'X3' clear and level workspace in front of meter, brush needs to be removed. Take conduit to within distance as instructed by SDG&E inspector. Prior to digging, please contact the Operations Assistant at 760-432- 5805 to schedule a pre-construction meeting with your trench inspector.

SDG&E Application Required-Call: 1-800-411-7343
Municipal Inspection required By: CITY OF CARLSBAD
Bend Installed By: CUSTOMER
Handhole Installed By:

Traffic Control Permit Required
Excavation/Encroachment Permits Required By: Customer
Joint Trench With: Electric
Right of Way Required
Meter height -- 4'0'' min. (3'0" min. for multiple installation) -- 6'3" max. From finish grade to centerline of meter base. Meters are required to be readily accessible 24 hours per day. Meters must be located in a safe area free of any potentially hazardous or dangerous condition.

Provide 3-ft. x 3-ft. clear and level working space in front of meter. Where meter room is proposed, contact the planner at the nearest SDG&E office. Meter bases and meter service disconnects must be located at or immediately adjacent to each other and be identified with address and unit number.

If SDG&E encounters hazardous or toxic material while performing construction of your project, SDG&E will halt work immediately and it will be your responsibility to remove and or clean up all hazardous or toxic material prior to SDG&E continuing construction. SDG&E shall have no liability or obligation whatsoever to cleanup, remove or remediate any hazardous or toxic materials discovered during the course of construction unless it is through negligence of SDG&E.

Customer-owned facilities to receive gas service are subject to all applicable local and state of California inspection authority requirements.

Building address and/or houseline must be permanently identified prior to meter set. Barrier posts may be required based on field conditions at any time prior to meter set as determined by the SDG&E Representative. Per Rule 16.A.1.a. In compliance with Section 783 of the Public Utilities Code, SDG&E will apply only those construction and design specifications, standards, terms, and conditions that are applicable to a new extension of service project for the 18 months following the date the application for a new extension of service project is approved. Keep this notice with your building permit.

All installations performed under this order must meet SDG&E standards unless a written deviation has been approved.

Planned By: Douglas Pearce Phone#: 8586540236

Public Works
Contract Administration 1635 Faraday Avenue  Carlsbad, CA 92008  760-602-4677 t

August 5, 2026

ADDENDUM NO. 3

RE: CHINQUAPIN LIFT STATION IMPROVEMENTS
PROJECT NO.: 5554

Please include the attached addendum in the Notice to Bidder/Request for Bids you have for the above project.

This addendum--receipt acknowledged--must be attached to your Request for Bid when your bid is submitted.

GRAHAM JORDAN
Contract Administrator

I ACKNOWLEDGE RECEIPT OF ADDENDUM NO. 3

__________________________________
Bidder's Signature

Contract No. 5554 - PWS27-4091UTIL 1
Addendum No. 3

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION IMPROVEMENTS

Contract No. 5554
Bid No. PWS27-4091UTIL

Addendum No. 3

From: Graham Jordan, Contract Administrator
Phone: 442-339-2462
[email protected]

No. of Pages: 59 pages

Date: August 5, 2026

Bid Opening Date: August 11, 2026 - 11 a.m. (unchanged)

NOTICE:

Acknowledge receipt of this Addendum on the Bid Form. Failure to do so may subject bidder to disqualification.

MODIFICATIONS, DELETIONS, AND/OR ADDITIONS TO SPECIFICATIONS

ITEM NO. 1: CONTRACTOR’S PROPOSAL

Replace the Contractor’s Proposal with the revised proposal in Attachment A.

ITEM NO. 2: GENERAL PROVISIONS, 9-4 BID ITEMS
Add the following bid item description as shown:

Furnish and Install Polymer Concrete Sewer Manhole
The contract price paid for this bid item shall constitute full compensation for all labor, materials, and equipment to construct sewer manhole per City of Carlsbad Standard DWG S -1 and in accordance with the city Approved Materials List, Section 03000 , and Section 03460. This bid item shall include pavement saw -cutting, sewer cleanout removal, pipe and fitting removal, demolition and disposal; excavation; dewatering and any required water disposal; preparation of subgrade beneath manhole base; base, shaft, cone, grade rings and frame and cover assemblies; placement and compaction of crushed rock bedding and soil backfill; manhole adapters, disposal of surplus materials , pavement structural section restoration , adjustment of frame and cover Contract No. 5554 - PWS27-4091UTIL 2
Addendum No. 3
assemblies to final grade , and all incidental work and services in accordance with the Contract Documents.

MODIFICATIONS, DELETIONS, AND ADDITIONS TO THE APPENDICES

ITEM NO. 3: APPENDIX G
Replace Appendix G in its entirety with the attached revised Appendix G in Attachment B.

ITEM NO. 4: APPENDIX H
Add the attached Appendix H (Attachment C) to the bid documents.

MODIFICATIONS, DELETIONS, AND/OR ADDITIONS TO THE PLANS

ITEM NO. 5: REVISED DRAWING SHEETS

Replace drawing sheets C -03, C -04, A-101, A-201, and A -501, with revised drawing sheets provided in Attachment D.

1. Ductile-Iron Pipe and Fittings Section 15056 -1.10 Corrosion Protection. C. Ductile -Iron Pipe in vault or structures shall be fusion -bonded epoxy lined and coated per Section 09961. D.

Ductile-Iron Pipe and Fittings for wastewater service shall be ceramic e poxy lined. Can you please confirm the lining and coating that is required for Ductile-Iron Pipe and Fittings? The ductile iron pipe and fittings for wastewater service shall be ceramic epoxy lined and coated per City Standard Specification 09900 2.4 PIPE AND FITTINGS – WASTEWATER SERVICE.

2. Will a plug valve specification be provided?
Plug valves shall conform with the Approved Materials List for Sewer Facilities in Volume 2 of the Carlsbad Engineering Standards. See Appendix D:

Eng_Standards_Vol2_2024.05.30.docx

3. Will a knife gate valve specification be provided?
Knife gate shall be ITT Series C67S as shown on the plans, Detail 1 of Sheet 5. See Addendum 3, revised drawing C-04 for further specification.

4. Please confirm that the staging areas shown in Exhibit 1 & 2 of Addendum 2 will be provided at no cost to the contractor. There is no additional fee to use these areas. However, see Notes 1 and 4 of Exhibits 1 & 2, Appendix A, of Addendum 2. “TEMPORARY CONSTRUCTION

STAGING, FENCING, AND ALL OTHER ITEMS OF WORK SHALL BE CONSIDERED

INCIDENTAL TO THE BID ITEM FOR MOBILIZATION AND OTHER ITEMS OF WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.” “STAGING AREA SHALL BE IN AC PAVEMENT, AND DISTURBED AREAS, AS APPROVED BY THE CITY. ANY DAMAGES

TO EXISTING CONDITIONS SHALL BE REPAIRED TO PREVIOUS OR BETTER Contract No. 5554 - PWS27-4091UTIL 3
Addendum No. 3

CONDITION, AT THE CONTRACTOR'S COST, AND NO ADDITIONAL COST TO THE CITY.”

5. Drawing E-3 shows a new 200A Meter Pedestal. The new SDG&E drawing that was received via Addendum #2 shows a 400A Meter Pedestal. Please advise if a 200A of 400A Meter Pedestal is required.

The 200A Meter per drawing E-3 is correct and is required. SD&E has updated their drawing.

See Addendum 3 for the new revised Appendix G with the correction to the SDG&E sketch and documents.

6. The SLD, note 3 mentions MCC startup. MCC startup is also mentioned in Addendum #2, answer #11. It is expected that the Electrical Contractor will be onsite to start the MCC, test, and ensure everything is working as expected. Actual MCC startup services are typically provided by the MCC manufacturer. They will send a representative out for a day or two for actual startup. Please advise if the owner is including the Manufacturers MCC startup services. Also, please confirm the manufacturer of the owner provided MCC.

The contractor shall include the Manufacturer MCC startup services in with the bid item for MCC installation, MCC Start -up services (1-Day minimum) and Virtual Witness Test (1 Day minimum). The city is not providing these services. Refer to the bid documents, Appendix F - MCC submittal, for additional manufacturer information on Rockwell Automation.

7. Is there a geotech report?
See Addendum 3 for the added Appendix H – Geotechnical Report.

Contract No. 5554 - PWS27-4091UTIL 4
Addendum No. 3

ATTACHMENT A

(Revised)
CONTRACTOR’S PROPOSAL

Contract No. 5554 - PWS27-4091UTIL 5
Addendum No. 3

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION IMPROVEMENTS
CONTRACT NO. 5554

CONTRACTOR'S PROPOSAL

City Council
City of Carlsbad
1200 Carlsbad Village Drive
Carlsbad, California 92008

The undersigned declares he/she has carefully examined the location of the work, read the Notice Inviting Bids, examined the Plans, Specifications, General Provisions, Contract Documents, and addenda thereto, and hereby proposes to furnish all labor, materials, equipment, and incidental services required to do all the work to complete Contract No. 5554 in accordance with the Plans, Specifications, General Provisions, Contract Documents, and addenda thereto and that he/she will take in full payment therefore the following unit prices for each item complete, to wit (refer to Section 9-4 for bid item descriptions):

SCHEDULE “A”

Item
No. Description
Approximate
Quantity
and Unit
Unit Price
(Figures)
Total Amount
(Figures)

1 Mobilization and Preparatory
Work (not to exceed 5% of Total
Bid)
LS $___________

2 Temporary Traffic Control LS $___________

3 Preconstruction Survey LS $___________

4 Storm Water Pollution Control
(SWPPP)
LS $___________

5 Temporary Pedestrian Detour LS $___________

6 Utility Locating and Potholing LS $___________

7 Excavation Support System LS $___________

8 Demolition – Civil/Mechanical LS $___________

9 Demolition – Electrical LS $___________

10 Temporary Sewer Bypass LS $___________
Contract No. 5554 - PWS27-4091UTIL 6
Addendum No. 3
Item
No. Description
Approximate
Quantity
and Unit
Unit Price
(Figures)
Total Amount
(Figures)

11 Furnish and Install Wet Well Roof
Slab and Hatch
LS $___________

12 Furnish and Install 4” DIP and
Appurtenances

LS $___________

13 Furnish and Install 6” DIP and
Appurtenances

LS $___________

14 Furnish and Install 8” SCH 80
PVC Pipe and Appurtenances

LS $___________

15 Furnish and Install 4” Plug Valve 2 EA $___________ $___________

16 Furnish and Install 6” Plug Valve 1 EA $___________ $___________

17 Furnish and Install 6” Plug Valve
(3-way)
1 EA $___________ $___________

18 Furnish and Install 6” Knife Gate
Valve
1 EA $___________ $___________

19 Furnish and Install 4” Check Valve 2 EA $___________ $___________

20 Furnish and Install 6" Flow Meter 1 EA $___________ $___________

21 Furnish and Install Wet Well Liner
Repairs
LS $___________

22 Furnish and Install Hatch Safety
Railing
LS $___________

23 Furnish and Install Building
Structure Expansion
LS $___________

24 Furnish and Install Electrical Work LS $___________

25 Generator Installation LS $___________

26 Motor Control Center Installation LS $___________
Contract No. 5554 - PWS27-4091UTIL 7
Addendum No. 3
Item
No. Description
Approximate
Quantity
and Unit
Unit Price
(Figures)
Total Amount
(Figures)

27 Furnish and Install Concrete and
Curb Replacement
LS $___________

28 Furnish and Install Decorative
Concrete Walkway Replacement
LS $___________

29 Furnish and Install Asphalt
Concrete
LS $___________

30 Furnish and Install Landscaping &
Irrigation
LS $___________

31 Furnish and Install 4-ft. Diameter
Polymer Concrete Sewer Manhole
LS $___________

Total amount of bid (in figures) for Schedule “A”: $

Total amount of bid (in words) for Schedule “A”:

The City shall determine the low bid based on the sum of Schedule “A”.

Price(s) given above are firm for 90 days after the date of bid opening.

Addendum(a) No(s). ___________________ has/have been received and is/are included in this proposal.

The Undersigned has carefully checked all of the above figures and understands that the City will not be responsible for any error or omission on the part of the Undersigned in preparing this bid.

The Undersigned agrees that in case of default in executing the required Contract with necessary bonds and insurance policies within twenty (20) days from the date of award of Contract by the City Council of the City of Carlsbad, the City may administratively authorize award of the contract to the second or third lowest bidder and the bid security of the lowest bidder may be forfeited.

The Undersigned bidder declares, under penalty of perjury, that the undersigned is licensed to do business or act in the capacity of a contractor within the State of California, validly licensed under license number _________________________, classification ________________ which expires on _____________________, and Department of Industrial Relations PWC registration number ___________________________________ which expires on ____________________, and that this statement is true and correct and has the legal effect of an affidavit.

A bid submitted to the City by a Contractor who is not licensed as a contractor pursuant to the Business and Professions Code shall be considered nonresponsive and shall be rejected by the City § 7028.15(e). In all contracts where federal funds are involved, no bid submitted shall be Contract No. 5554 - PWS27-4091UTIL 8
Addendum No. 3
invalidated by the failure of the bidder to be licensed in accordance with California law. However, at the time the contract is awarded, the contractor shall be properly licensed.

The Undersigned bidder hereby represents as follows:

1. That no Council member, officer agent, or employee of the City of Carlsbad is personally interested, directly or indirectly, in this Contract, or the compensation to be paid hereunder; that no representation, oral or in writing, of the City Council, its of ficers, agents, or employees has inducted him/her to enter into this Contract, excepting only those contained in this form of Contract and the papers made a part hereof by its terms; and

2. That this bid is made without connection with any person, firm, or corporation making a bid for the same work, and is in all respects fair and without collusion or fraud.

Accompanying this proposal is _____________________________ _ (Cash, Certified Check, Bond or Cashier's Check) for ten percent (10%) of the amount bid.

The Undersigned is aware of the provisions of section 3700 of the Labor Code which requires every employer to be insured against liability for workers' compensation or to undertake self - insurance in accordance with the provisions of that code and agrees to comply with such provisions before commencing the performance of the work of this Contract and continue to comply until the contract is complete.

The Undersigned is aware of the provisions of the Labor Code, Part 7, Chapter 1, Article 2, relative to the general prevailing rate of wages for each craft or type of worker needed to execute the Contract and agrees to comply with its provisions.

Contract No. 5554 - PWS27-4091UTIL 9
Addendum No. 3
IF A SOLE OWNER OR SOLE CONTRACTOR SIGN HERE:

(1) Name under which business is conducted _______________________________________

(2) Signature (given and surname) of proprietor ______________________________________

(3) Place of Business __________________________________________________________ (Street and Number)
City and State _____________________________________________________________

(4) Zip Code ___________________ Telephone No. _________________________________

(5) E-Mail ___________________________________________________________________

IF A PARTNERSHIP, SIGN HERE:

(1) Name under which business is conducted _______________________________________

(2) Signature (given and surname and character of partner) (Note: Signature must be made by a general partner)

_________________________________________________________________________

(3) Place of Business __________________________________________________________ (Street and Number)
City and State _____________________________________________________________

(4) Zip Code ___________________ Telephone No. _________________________________

(5) E-Mail ___________________________________________________________________

Contract No. 5554 - PWS27-4091UTIL 10
Addendum No. 3
IF A CORPORATION, SIGN HERE:

(1) Name under which business is conducted _______________________________________

__________________________________________________________________________

(2) _________________________________________________________________________ (Signature)

____________________________________________________________________________ (Title)

Impress Corporate Seal here

(3) Incorporated under the laws of the State of _______________________________________

(4) Place of Business __________________________________________________________ (Street and Number)
City and State _____________________________________________________________

(5) Zip Code _____________________ Telephone No. _______________________________

(6) E-Mail ___________________________________________________________________

NOTARIAL ACKNOWLEDGMENT OF EXECUTION BY ALL SIGNATORIES MUST BE

ATTACHED

List below names of president, vice president, secretary and assistant secretary, if a corporation; if a partnership, list names of all general partners, and managing partners:

____________________________________ ___________________________________

Contract No. 5554 - PWS27-4091UTIL 11
Addendum No. 3

ATTACHMENT B

(Revised)
Appendix G

SDGE Electric Service Request

Additional Address Info:

PROCEDURE FOR INSTALLATION

1. PHONE DIG ALERT "811" AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES.

3. Meter cannot be set until inspector has approved installation, including service equipment, and receipt of city/county/state inspection Metering: Self-Contained Meter Clips: 7
Utilities Maximum Contribution to Fault Current: 42000Phase: 3# of Wires: 4 Voltage: 120/240
Bend Info: 4" 90 DEG 36"R DB100Bend Type: HANDHOLE
Riser Quad: Stop Trench: from PoleLadder Arms:

Standards Page: Handhole Lid Shall Read:

Structure #: SCUSTOMER HHStation ID #: 303-470
Temp Service Charge Due $ 0.00
Assessor's Parcel Number: Additional Information:

Please call your Operations Assistant at 760-432-5805 with questions about application, inspection, construction installation and to schedule a crew.

Number/Size of Main Switch: 200Service Panel Rating: 200 Conduit Size: 1-4"Conduit Installed By: CUSTOMER
Customer Phone #: 442-339-2305Customer POC: Neil Irani
Wanted Date: ON INSPECTION
Job #:

ELECTRIC UNDERGROUND METER & SERVICE LOCATION
Customer Copy
Project Title: 4010 CARLSBAD BLVD
Notification #: 300000706400
Project Address: 4020 CARLSBAD BLVD
Customer Type: Commercial
Date Prepared: 08/11/2025
Project City: CARLSBAD
SDGE Contact: Operations Assistant Contact Info: OPERATIONS ASSISTANT,760-432-5805 Service Type: UG SERVICE REWIRE/RELOCATION
TB: -
SERVICE ATTACHMENT POINT AND/OR METER LOCATION:

Locate the new 200 amp NEMA 3R gear at location shown on sketch. Customer is to provide all excavation, trench, 1-4" conduit, backfill, compaction, 3/4" pulling and measuring tape in conduit and surface repair from customer handhole to new meter panel. Customer to provide & maintain 3'X3' clear and level workspace in front of meter, brush needs to be removed. Take conduit to within distance as instructed by SDG&E inspector. Prior to digging, please contact the Operations Assistant at 760-432- 5805 to schedule a pre-construction meeting with your trench inspector.

SDG&E Application Required-Call: 1-800-411-7343
Municipal Inspection required By: CITY OF CARLSBAD
Bend Installed By: CUSTOMER
Handhole Installed By:

Customer-owned facilities to receive gas service are subject to all applicable local and state of California inspection authority requirements.

All installations performed under this order must meet SDG&E standards unless a written deviation has been approved.

Planned By: Douglas Pearce Phone#: 8586540236

Contract No. 5554 - PWS27-4091UTIL 12
Addendum No. 3

ATTACHMENT C

(Add)
Appendix H

Geotechnical Report

KLEINFELDER
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A report prepared for:

Carlsbad Municipal Water District
5950 El Camino Real
Carlsbad, California 92008
Attn: Mr. Randy Klaahsen, Associate Engineer

LIMITED SOILS EXPLORATION

CHINQUAPIN LIFT STATION

CARLSBAD, CALIFORNIA
Kleinfelder Job No. 51-521902
Prepared by:

Kevin R. Wells
Staff Engineer
KLEINFELDER, INC.
5015ShorehamPlace
San Diego, California 92122
(619)320-2000
May 21, 1999
Rick E. Larson
Senior Engineer
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TABLE OF CONTENTS
Section Page

1.0 INTRODUCTION 1

2.0 PROJECT DESCRIPTION 2

3.0 FIELD EXPLORATION 3

4.0 LABORATORY TESTING 4

5.0 SUBSURFACE CONDITIONS 5

6.0 CONCLUSIONS 6

7.0 RECOMMENDATIONS 7

7.1 SITE PREPARATION AND EARTHWORK 7

7.1.1 Subgrade Preparation 7

7.1.2 Subgrade Preparation - Below Grade Structures 7

7.1.3 Remedial Grading Requirements 8

7.2 REVIEW OF PROPOSED PAVEMENTS/PAVEMENT SUBGRADE
PREPARATION 8

7.3 CONSTRUCTION DEWATERING 9

7.4 EXCAVATIONS 10

7.4.1 Excavations and Stability 10

7.4.2 Buried Vault and Wetwell Excavation 11

7.4.3 Pipe Bedding for Utilities 11

7.4.4 Backfill 12

7.5 SHORING '. 12

7.5.1 General 12

7.5.2 Lagging 12

7.5.3 Active Earth Pressures 13

7.5.4 Surcharge Pressures 13

7.5.5 Lateral Resistance 13

7.5.6 Estimated Lateral Displacements 14

7.6 BUILDING FOUNDATIONS AND FLOOR SLABS 14

7.6.1 Wetwell and Utility Vault Foundations and Floor Slabs 14

7.6.2 Generator Enclosure Foundation and Floor Slab 15

7.6.3 Exterior Slabs 16

7.6.4 Foundations for Free Standing Posts 16

7.7 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS 16

7.8 LATERAL EARTH PRESSURES 17

7.8.1 Lateral Earth Pressures for Utility Vault and Wetwell 17

7.8.2 Lateral Earth Pressures for Above-Grade Retaining Walls 17

7.9 BURIED UTILITY PIPE SOIL PARAMETERS 19

8.0 LIMITATIONS 20
IP*
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TABLE OF CONTENTS (continued)

P, FIGURES
fa* Figure 1 - Vicinity Map
r Figure 2 - Boring Location Plan

APPENDICES
ry Appendix A - Boring Logs
Appendix B - Laboratory Testing
Appendix C - Suggested Guidelines for Earthwork Construction C Appendix D - ASFE Insert
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2.0 PROJECT DESCRIPTION
*-< We understand that the project will consists of a new lift station to be developed at an unimproved site located at the west end of Chinquapin Avenue, adjacent to Carlsbad Boulevard. *•« The new lift station will include an at-grade electrical generator enclosure (12 feet by 14 feet in —« plan area), a valve and meter vault (10 feet deep and 8 feet by 8 feet in plan area), and a wetwell — (16 feet deep and 8 feet in diameter). In addition, a new concrete driveway, paved parking, and I-* associated hardscaped areas will be incorporated into the project. «"• We anticipate that the generator enclosure will be constructed of cast-in-place concrete or *" reinforced masonry block retaining walls set against an existing hillside in the northern part of ** the site. Wetwell and vault structures are expected to have sidewalls constructed of cast-in-place ta concrete that are tied into a conventional slab-on-grade designs. The proposed finished grade f elevation for the project is expected to be at an approximate elevation of 24 feet to 25 feet MSL.

The majority of the proposed plan area is relatively flat. An existing hillside, sloping downward f into the proposed site area, exists within the northern edge of the site.

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3.0 FIELD EXPLORATION
M A single test boring was completed at the approximate location shown on Figure 2. We had .-, intended to complete the boring to a depth of approximately 25 feet below the existing ground — surface, but we encountered effective auger refusal at a depth of 14 feet in both locations we _ attempted to drill. The test boring was advanced using an Ingersoll-Rand A-300 truck-mounted *M drill equipped with an 8-inch hollow-stem auger. Soil samples were obtained at nominal 5-foot •* intervals with a 3-inch outside diameter California sampler. The California sampler was lined *«" with 2.5-inch diameter brass sleeves. The sampler was driven 18 inches using a 140-pound m» hammer falling 30 inches.
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f» The number of blows required to drive each 6-inch increment was recorded, and the blow counts ^ for each foot of drive is reported on the boring log. In addition to the blow counts, the boring log p» describes the earth materials encountered. The boundaries between soil layers shown on the log •* are approximate because the transitions between different soil layers are likely to be gradual. 51-52190275119R258.doc Page 3 of 20 May 21,1999
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I 4.0 LABORATORY TESTING
H The geotechnical laboratory program included tests for gradation, moisture content, and dry unit _ weight. The gradation test results are included in Appendix B; the moisture content and unit m
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weight test results are also included in Appendix B.

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5.0 SUBSURFACE CONDITIONS
AH The subsurface conditions encountered during our field exploration consisted of medium dense p to dense, medium to coarse grained silty sands (SM) within the upper ten feet of subgrade.

Itf Below ten feet the subgrade primarily consists of dense, relatively clean, coarse-grained sands (SP). These soils represent the dense to very dense terrace deposits exposed along the shore.

Effective auger refusal was encountered in very dense terrace deposits at 14 feet of drilling depth. An identical refusal depth was achieved in a subsequent exploratory boring. We anticipate these terrace deposits may be partially cemented to some degree.

No groundwater was encountered within 14 feet of the ground surface at the boring location.

However, based on known elevations of the local water table, we anticipate that the local groundwater table should be at or below a depth of 18 feet (6 feet MSL), which is about 2 feet below the bottom of the wetwell. If groundwater is encountered at a higher elevation, we anticipate that it will likely be a light seepage from a localized strata within the terrace deposit. 51-521902/5119R258.doc Page5of20 May 21, 1999
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6.0 CONCLUSIONS
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if Based on limited exploration, the site appears generally suitable for the proposed projects from a geotechnical standpoint. The project can be supported on conventional foundations and floor slabs. The only anticipated impact to the construction of the project may be that the terrace deposits found below a depth of 14 feet have the potential for difficult excavation. Use of a jackhammer to break cemented portions of the terrace deposits may be required.

If seepage is encountered in the bottom of the deeper excavations, we anticipate that the flows will be low enough for use of conventional sumping. The bottom of the excavation is expected to be founded in material that should not lose any significant stability if seepage is encountered. 51-521902/5119R258.doc Page6of20 May 21, 1999
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7.0 RECOMMENDATIONS

7.1 SITE PREPARATION AND EARTHWORK
Prior to site preparation, all surficial organic material and debris should be removed in general accordance with the recommendations presented in Appendix C.

7.1.1 Subgrade Preparation
Subgrade preparation for the generator enclosure may be achieved by scarifying the top six P inches of subgrade underlying the generator slab. Scarified soils should then be moisture conditioned to within 1 percent below to 3 percent above optimum moisture content and ^* compacted to at least 90 percent of ASTM D1557. Any material encountered larger than 3 IM inches in diameter should be removed. Wall/retaining wall footings enclosing the generator pad P may be excavated into the existing native subgrade without further improvement provided that the excavated footing subgrade meets minimum bearing requirements. A Kleinfelder staff P representative should be attained by the Contractor for inspection of the excavated footings.

P 7.1.2 Subgrade Preparation — Below Grade Structures
„, Foundation subgrades for below-grade structures (i.e., wetwell and utility vault) will not require to any improvement to undisturbed soils immediately underlying the subgrade for footings and P* concrete slab support. Subgrades for these structures should be excavated to proposed footing to and slab elevations with little or no disturbance to the underlying native soil conditions. Any p. excavation below these elevations should be recompacted with on-site soils in general *• accordance with the recommendations contained in Appendix C. However, if groundwater is resent that will not allow construction of a firm, stable foundation bottom, then the underlying soils should be overexcavated to a depth of 18 inches below the foundation level. This 18 inches of additional removal should be replaced with 3/4-inch crushed drain rock (5% maximum passing the No. 4 sieve). The drain rock should be placed in two 9-inch thick lifts. Each lift should be compacted with 3 passes of a vibratory baseplate compactor to seat the drain rock. r
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7.1.3 Remedial Grading Requirements
Existing subgrades to receive fill should be scarified to a depth of 6 inches and recompacted to 90 percent of ASTM D1557. All subsequent placement of engineered fill should be placed in loose horizontal lifts no greater than eight inches in thickness, moisture conditioned between 1 percent above to 3 percent above optimum moisture content, and compacted to a minimum of 90 t* percent relative compaction. The exposed faces of fill slopes should be constructed at a slope of 2 horizontal to 1 vertical or flatter. Free standing permanent cut slopes should be cut back at a slope f* of 2 horizontal to 1 vertical, or flatter. Steeper cut slopes may require construction of retaining walls and/or a specific case-by-case slope stability analysis. r
L When properly moisture conditioned, the on-site soils can be used as engineered fill. If import fill is ^ required, we recommend that it be a granular soil meeting the following requirements:
f* Liquid Limit: Less than 30
Plasticity Index: Less than or equal to 15
i Percent passing No. 200 sieve: Less than 30
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Maximum particle dimension: Less than three inches
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Proposed import fill should be submitted to the geotechnical engineer for review and testing to verify conformance to these requirements. All imported fill should be compacted to the general recommendations provided for engineered fill.

All site preparation and fill placement should be observed and tested by a representative of our firm.

This is especially true during the scarification process so that we cai undesirable material or conditions are encountered in the construction area.

I This is especially true during the scarification process so that we can observe whether anyIw rL

7.2 REVIEW OF PROPOSED PAVEMENTS/PAVEMENT SUBGRADE PREPARATION *»
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** The proposed pavement sections (4-inch asphaltic concrete over 6 inches Class 2 aggregate base P as referenced in the Construction Plans for the Chinquapin Sewer Lift Station - Sheet No. 7) p
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should be adequate to support wheel loads for driveway and parking areas provided that subgrade soil are consistent with what we encountered in our test boring.

Pavement subgrades founded on native material or engineered fill soils should be processed to a depth of 6 inches below grade and should consist of soils exhibiting a low expansion potential.

Subsequent compaction of subgrade soils should be placed in lifts no greater than eight-inch uniform loose thickness and compacted to a minimum of 95 percent of ASTM D1557 maximum dry density at a moisture content of 1 percent below to 3 percent above optimum.

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Asphalt concrete pavement and aggregate base materials used should conform to Section 02510, IP Parts 2 and 3 of the standard specification referred in Section 1.4 of the Standard Specifications for Construction of Public Works (Green Book), current edition.

7.3 CONSTRUCTION DEWATERING
Based on the information provided, the maximum depth of excavation for the wetwell is I expected to be about 16 feet. Since we anticipate groundwater will be at or below a depth of 18 In
feet we do not expect that groundwater should be a significant issue. Excavations which extend i near or below the site groundwater level (currently estimated to be at approximately 18 feet to 19 feet below existing grade, but subject to future variations) may need to be dewatered in order to f" . .i maintain the stability of the excavation bottom. If at the time of excavation of below-grade structures the stability of the excavated bottom is compromised, groundwater levels should be IP*f drawn down a minimum of two feet below the lowest portion of the excavation. The groundwater level should be maintained below the recommended level until the backfill has been f*»| completed to an elevation of at least five feet above the pre-dewatering elevation.

Analysis of contractor dewatering needs or the design of contractor dewatering systems were not within the scope of our services. This work is best accomplished by a competent dewatering contractor. However, we have included some discussions of potential dewatering methods in the following paragraphs.
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The most common method of dewatering used in the removal of nuisance seepage water from terrace deposits/formations is conventional sump pumping. The method ultimately selected is dependent on a number of factors, e.g., quantity of groundwater to be removed, cone of depression (zone of influence) of dewatering measures within the excavation, stability of the silty sands, the presence of potential seepage zones which will pipe water from distant sources after the groundwater table is lowered, and cost.

The Regional Water Quality Control Board is likely to restrict the discharge of water pumped from excavations. Temporary construction dewatering will require an NPDES permit for discharge unless the water is discharged to a sanitary sewer system, which will still require approval from the City.

L 7.4 EXCAVATIONS
i 7.4.1 Excavations and Stability
IP* All excavation work should comply with the current requirements of OSHA. The onsite soils are •» generally classified as the Type B soils for evaluating OSHA sloping or shoring requirements. ^I
*• All discussion in this section regarding stable excavation slopes assumes minimal equipment f« vibration and adequate setback of excavated materials and construction equipment from the •* foundation excavation. We recommend the minimum setback distance from the near edge of he excavation be equivalent to the adjacent excavation depth. If excavated materials are stockpiled adjacent to the excavation, the weight of this material should be considered as a surcharge load f* for lateral earth pressure calculations. Configuration values presented in the OSHA regulations I** assume that the soils in the cut face do not change in moisture content significantly. Slope f" configuration estimates should not be considered applicable for personnel safety. The contractor must determine slopes for safety of personnel and meet all regulations covering excavation stability and safety.
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7.4.2 Buried Vault and Wetwell Excavation
Excavations made below a depth of 14 feet may be difficult for light to medium backhoes and may require jacking or ripping. If wet or unstable subgrade conditions are encountered at the bottom of the excavation, we recommend the bottom of the vault or wetwell area be overexcavated by at least 18 inches below the design elevation of the bottom of the structure.

P The bottom of the excavation should then be cleaned of any loose debris and backfilled with 3/4-inch crushed aggregate drain rock as described earlier. The 3/4-inch drain rock should be P placed in two 9-inch thick loose lifts and compacted with three passes of a vibratory base plate compactor. The vibrating compactor should have a minimum weight of 200 pounds and a P minimum vibrating frequency of 1,600 cycles per minute. The initial lift may be increased to 12 inches if "pumping" of the aggregate base occurs during initial compaction.

7.4.3 Pipe Bedding for Utilities
f»
i» Granular pipe bedding should be sand, gravel, or crushed aggregate with a sand equivalent of not p. less than 30. Onsite materials are generally too silty to meet this requirement. Bedding should be i* extended the full width of the trench to one foot above the top of the pipe. The pipe bedding should pi be densified to 90 percent relative compaction prior to backfilling. Densification of pipe bedding i
^ can be accomplished by either jetting with water or by mechanical compaction. If water jetting is P» permitted, the size and length of jet pipe, quantities of water, and jetting locations should be •• established in the field at the time of construction and should be sufficient to thoroughly saturate P» and densify the bedding material around the pipe. Jetting should be accomplished by use of a jet •* pipe (1-1/2 inch minimum diameter pipe) to which a minimum 2-inch diameter hose is attached f» carrying a continuous supply of water under pressure. The bedding should be allowed to drain •* thoroughly until the surface of the bedding is in a firm and unyielding condition prior to commencement of any subsequent improvements. The specifications should require the contractor to provide an sump and pump to remove any accumulated water which remains. Compaction of the pipe bedding by mechanical means is acceptable provided the specifications require compacting with pneumatic "powder puffs" and periodic density testing (which will require the contractor to provide special excavation for access and shoring).

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7.4.4 Backfill
The onsite soils can be used as backfill above the pipe zone; however, the soils excavated from below the water table may be too moist in their present condition to allow proper compaction f" within deep excavations without allowing them to dry out. If imported backfill is required, we •w recommend that it meet the following requirements:

F*i
Liquid Limit: Less than 30%
** Plasticity Index: Less than or equal to 15%
to
Percent Soil Passing No. 200 Sieve: Less than 30%
f" Maximum Particle Dimension: Less than 3 inches
UBC Expansion Index: Less than 30
r Soluble Sulfates: Less than 0.10%
IM
P Trench backfill should be placed in uniform layers not exceeding 8 inches in loose thickness, moisture conditioned to within two percentage points of optimum, and mechanically compacted. f* The relative compaction should be to at least 90 percent. f 7.5 SHORING
IP* 7.5.1 General
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Shoring may be required where space or other restrictions do not allow a sloped embankment. A rL conventional shoring system consisting of closely spaced soldier piles or sheet piles may be used.

7.5.2 Lagging
f*
L Timber lagging may be used between the soldier piles to support loose or soft soils. If lagging is to f™ be left in place, treated lumber should be used. Lagging should be designed for the full lateral pressure recommended below. If possible, structural walls should be cast directly against the shoring, eliminating the need for backfilling a narrow space. However, special provisions for wall c
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drainage (such as the use of prefabricated composite drain) may be required where this type of construction is used.

7.5.3 Active Earth Pressures
Cantilevered shoring systems should be designed to resist an active earth pressure equivalent to a fluid weighing 35 pounds per cubic foot (pcf). Braced excavations should be designed to resist a uniform horizontal soil pressure of 22H (in pounds per square foot, psf), where H is the wall height in feet.

7.5.4 Surcharge Pressures
_. Thirty percent of any area surcharge placed adjacent to the shoring may be assumed to act as a L uniform horizontal pressure against the shoring. Special cases such as combinations of sloping and p» shoring or other surcharge loads (not specified above) may require an increase in the design values i
i» recommended above. These conditions should be evaluated by the project geotechnical engineer on p. a case-by-case basis.

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P. The above pressures do not include hydrostatic pressures; it is assumed that temporary hydrostatic •» pressures will be relieved by dewatering outside the excavation or that drainage will be provided by weep holes or spaces in the lagging.

P» 7.5.5 Lateral Resistance
!•
All soldier or sheet piles should extend to a sufficient depth below the excavation bottom to rL provide the required lateral resistance. We recommend required, embedment depths be calculated using methods for evaluating sheet pile walls and based on the principles of force and moment equilibrium. For this method, the allowable passive pressure against soldier piles which extend below the level of excavation may be assumed to be equivalent to a fluid weighing 250 pcf above the groundwater table and 125 pcf below the groundwater table. To account for three- dimensional effects, the passive pressure may be assumed to act on an area two times the width of the embedded portion of the pile, provided adjacent piles are spaced at least three diameters, mI 51-521902/5119R258.doc Page 13 of 20 May 21,1999
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center-to-center. Additionally, we recommend a factor of safety of 1.2 to be applied to the calculated embedment depth and that the passive pressure be limited to 2,500 psf.

Alternatively, lateral capacity of a soldier pile extending below the excavation bottom may be evaluated using the "Pole Formula" given in Section 1806.8 of the Uniform Building Code, 1997 edition. For this method, we recommend a lateral soil bearing pressure of 150 pounds per square foot of embedment may be used to estimate the required embedment depth. The 100 percent increase allowed by the Code for isolated poles (which are not adversely affected by a 1/2 inch horizontal deflection at the ground surface due to short-term lateral loads) may be used.

7.5.6 Estimated Lateral Displacements
f* Lateral movement of a shored excavation will depend on the type and relative stiffness of the system used and other factors beyond the scope of this study. However, based on our experience f" with projects with similar shoring requirements, we anticipate maximum lateral movement of the shoring system should generally be less than two inches. r
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7.6 BUILDING FOUNDATIONS AND FLOOR SLABS
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J*» 7.6.1 Wetwell and Utility Vault Foundations and Floor Slabs 1 Conventional spread footings supported on native soils compacted as recommended in Section

7.3.2 can be sized using a nominal bearing pressure of 2,000 psf. This value may be increased r[ by one third for seismic or wind loads. The foundations should be a minimum of 12 inches wide.

The allowable soil bearing pressure may be increased by 1/3 for wind and seismic loading. i Unless the average applied load of the structure exceeds the weight of the displaced soil significantly, we do not anticipate static settlement in excess of 1/2 to one inch. We recommend that the footings be provided with at least minimal reinforcement consisting of four No. 4 reinforcing bars, two placed at the top and two at the bottom.

Resistance to lateral loads on foundation footings may be calculated using a passive equivalent fluid unit weight of 250 pcf and a coefficient of friction of 0.35. Uplift resistance may be 51-521902/5119R258.doc Pagel4of20 May 21, 1999
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calculated using the dead weight of the structure plus the friction along the walls of the structure.

An average value of 500 psf can be used to calculate frictional resistance to uplift. In actuality, the frictional resistance increases in a triangular fashion with depth to a critical point below which the frictional resistance is assumed to be constant. However, for general design purposes, the recommended average value can be used regardless of depth. The surface area of the upper two feet of the structure should be neglected in these calculations. , We recommend the concrete floor slabs for buried structures be at least five inches thick and be ?*jy reinforced with at least No. 3 steel reinforcing bars at 18-inch centers (both ways) or No. 4 steel reinforcing bars at 24-inch centers (both ways). These reinforcement guidelines should not L supercede the reinforcement requirements calculated by the structural engineer. ^ 7.6.2 Generator Enclosure Foundation and Floor Slab
', Conventional shallow spread footings may be used to support the intended foundation loads.

Footings and sidewalls for the north and east sides of the enclosure are expected to be of F* retaining wall type. Footings may be designed for support upon engineered fill using an allowable soil contact pressure of 2,000 pounds per square foot for dead load plus normal live j load. This value may be increased by one third for seismic or wind loads. Resistance to lateral forces may be computed using lateral bearing and lateral sliding combined. Lateral bearing may | be computed as 150 pounds per square foot per foot of depth below natural grade. Lateral sliding resistance can be obtained by multiplying 0.35 by the dead load.

I
All footings should be trenched at least 12 inches below the lowest adjacent finished grade and i should be a minimum of 1 foot in width. Reinforcement steel requirements for foundations should be designed by the structural engineer. As a minimum, we recommend that continuous [ footing reinforcement consist of at least two No. 4 bars placed at the top and two placed at the bottom of the foundation. These reinforcement guidelines should not supersede the•»-» [ reinforcement requirements calculated by the structural engineer. rL
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Total and differential static settlements are expected to be less than 1/2 inch for these loading conditions. We further expect that settlements will occur rather quickly as the loads are applied.

Therefore, the majority of the settlement should occur during the construction phase when the loads on the structures often reach their average maximum.

The floor slab for the generator enclosure should be prepared in accordance with the recommendations presented in Section 7.5.3.
y 7.6.3 Exterior Slabs
P Exterior concrete non-vehicular hardscape areas supported on select soil, as specified earlier in this report, should be at least 5 inches thick and reinforced with No. 3 rebars at 18-inch spacing f" in both directions. To reduce the effects of cracking, we recommend that expansion relief joints be placed at maximum distances of approximately 15 feet in both directions in large sections f" (such as courtyards), and every 5 feet for narrow sections (such as sidewalks). Use of a slab h. underlay, as described above for interior slabs, would only be required if moisture-sensitive slab I treatments are used.
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| 7.6.4 Foundations for Free Standing Posts
P« Construction employing posts or poles as columns embedded in earth or embedded in concrete ** footings in the earth to resist both axial and lateral loads (such as for light standards) can be P" designed in general accordance with Section 1806.8 of the Uniform Building Code. However, we l- recommend that a lateral soil-bearing pressure of 200 psf per foot of depth below natural grade be p« used for parameter Si and 83 rather than one of the values given in Table 18-I-A. An allowable soil- ** bearing pressure of 2,500 psf may be used to support vertical loads. ^ 7.7 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS
^ Since this site is located in the seismically active Southern California region, we recommend that, as a minimum, the proposed development be designed in accordance with the requirements ^ of the latest (1997) edition of the Uniform Building Code (UBC) for Seismic Zone 4. We L
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recommend that a soil profile factor of SD be used with the UBC design procedure (Table 16-J).

Near source seismic coefficients for acceleration and velocity, Na=1.0 and Nv=l.l (UBC Tables 16-S and 16-T), should be used in design.

7.8 LATERAL EARTH PRESSURES

7.8.1 Lateral Earth Pressures for Utility Vault and Wetwell L
_ Lateral earth pressures acting against buried walls can be calculated assuming that the retained ^^
IH soils act as a fluid. The equivalent fluid weight (efw) for walls which are restrained at the top or p. are sensitive to movement and tilting should be designed for the at-rest efw. If on-site or L imported non-expansive sandy soils with a Unified Soil Classification of SP, SM, or SC are used p. as backfill, an at-rest efw value of 60 pcf can be used above the water table and 90 pcf below the in water table (if encountered).
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*• Fifty and thirty percent of any uniform area surcharge placed at the top of the wall may be _ assumed to act as a uniform horizontal pressure over the entire wall. We should be contactedi *• where point or live loads are expected so we can provide recommendations for additional wall *• stresses. Also, permanent walls should be designed for seismic loading. The resultant seismic >*• force (in pounds) can be calculated as 13H2 where H is the height of the wall (in feet) above its P» base. The resultant seismic force acts at 0.6H above the wall base. For combined effects of **• static and seismic forces, a minimum factor of safety of 1 .2 is recommended. r*
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•* 7.8.2 Lateral Earth Pressures for Above-Grade Retaining Walls For planning purposes, the following lateral earth pressures values for. level or sloping backfill are provided for walls backfilled with drainage materials and imported nonexpansive soils. 51-52190275119R258.doc Pagel7of20 May 21, 1999
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EQUIVALENT FLUID WEIGHT (pcf)
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Conditions
Active
At-Rest
Passive (Fill Soils)
Passive
(Formational Materials)
'"'•"<' LeveP-'
35 55
300
(Maximum of 3 ksf)
400
(Maximum of 3 ksf)
2:1 Slope
50 70
150*
200*
3:1 Slope
45 65
200*
300*
Passive values for slope conditions are for a descending (sloping down) slope condition.

Unrestrained (yielding) cantilever walls should be designed for an active equivalent fluid weight value provided above. In the design of restrained (nonyielding) walls where the top of the wall is not expected to move laterally more than 0.001H, (where H is the unbalanced wall height), the at-rest pressures should be used. The above values assume nonexpansive backfill and free- draining conditions. The native silty sands should be suitable for wall backfill provided they meet the general backfill requirements presented in Section 7.1.3.

All retaining wall structures should be provided with appropriate drainage. Since the design retaining walls are to enclose the generator slab area, drainage design may incorporate the use of a manufactured drain panel behind the retaining wall in addition to normal waterproofing. This system generally consists of a drain panel lined with filter fabric. At the wall base, we recommend that a minimum of the bottom 24 inches of the drain panel and the gravel surrounding the perforated PVC drain be wrapped in filter cloth (Mirafi 140N or equivalent).

The pipe should be surrounded by approximately two cubic feet of clean gravel per foot of wall length. The pipe should be sloped to drain to a suitable outlet or cleanouts should be provided at appropriate intervals.

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Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction in accordance with ASTM D1557.

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Retaining walls that incorporate slab-on-grade support for the general enclosure may be designed for support upon engineered fill using an allowable soil contact pressure of 2,000 pound per square foot for dead load plus normal live load. This value may be increased by one third for 51-521902/5119R258.doc
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seismic or wind loads. Resistance to lateral forces may be computed using lateral bearing and lateral sliding combined. Lateral bearing may be computed as 150 pounds per square foot per foot of depth below natural grade. Lateral sliding resistance can be obtained by multiplying 0.35 by the dead load.
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Surcharge loading may be calculated according to the City of San Diego Building Inspection Department Newsletter 23-3 or other equivalent methods. We should be contacted if unusual surcharge loadings are anticipated. Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with local codes and structure considerations.

7.9 BURIED UTILITY PIPE SOIL PARAMETERS
We recommend the following soil parameters for use in buried utility pipe design:

Total soil unit weight, yt =
Modulus of soil reaction, E' =
HOpcf
1,000 psi for pipe provided with gravel bedding (4 inch minimum thickness) and gravel pipe zone to one foot
over pipe.
400 psi where the pipe is constructed on native fill
without the gravel pipe zone and bedding.

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8.0 LIMITATIONS
Recommendations contained in this report are based on our literature research, field observations, data from the field exploration, laboratory tests, and our present knowledge of the proposed construction. It is possible that soil conditions could vary between or beyond the points explored. If soil conditions are encountered during construction which differ from those described herein, our firm should be notified immediately in order that a review may be made and any supplemental recommendations provided.

P» If the scope of the proposed construction, including the proposed loads or structural locations, •• changes from that described in this report, we should also review our recommendations. f» Additionally, if information from this report is used in a way not described under the project "• description portion of this report, it is understood that it is being done at the designer's and P* owner's own risk.

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*•• Our firm has prepared this report for the use of Carlsbad Municipal Water District, on this •" project in substantial accordance with the generally accepted geotechnical engineering practice •• as it exists in the site area at the time of our study. No warranty is made or intended. The recommendations provided in this report are based on the assumption that an adequate program F« of tests and observations will be conducted by our firm during the construction phase in order to evaluate compliance with our recommendations.

This report may be used only by the client and only for the purposes stated, within a reasonable ^* time from its issuance. Land use, site conditions (both on-site and offsite) or other factors may change over time, and additional work may be required with the passage of time. Based on the ^ intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or f* anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party.
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Pacific
Ocean

AGUA HEDIONDA
LAGOON

PALOMAR

COLLEGE
BLVD

APPROXIMATE GRAPHIC SCALE
(FEET)

VICINITY MAPKLEINFELDEU

CHINQUAPIN SEWER LIFT STATION

CARLSBAD MUNICIPAL WATER DISTRICT

CARLSBAD, CALIFORNIA
5015 SHOREHAM PLACE
SAN DIEGO, CALIFORNIA 92122
CHECKED BY:

DATE: . 5/20/99PROJECT NO. 51-4219-01
i i f i ii r i f i f i r i r i i i n 'i n ri rt

GENERATOR

ENCLOSURE METER AND

VALVE VAULT

LIFT STATION

WET WELL
Carlsbad Blvd.
100 200

APPROXIMATE GRAPHIC SCALE
(FEET)
LEGEND:

APPROXIMATE BORING LOCATION

KLEINFELDER
5015 SHOREHAM PLACE
SAN DIEGO, CALIFORNIA 92122
CHECKED BY: : 5219SITE-1
PROJECT NO. 51-5219-01 [DATE: 5/20/99

SITE PLAN

CHINQUAPIN SEWER LIFT STATION

CARLSBAD MUNICIPAL WATER DISTRICT

CARLSBAD, CALIFORNIA
FIGURE
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APPENDIX A
PROJECT NO.
51-5219-01 LOG OF BORING LEGEND SHEET 1 OF 1

DRILLING

EQUIPMENT

PROJECT NAME

PUMP STATION - CHINQUAPIN SITE

LOCATION
TYPE OF BIT HAMMER DATA: WT. LBS. DROP INCHES SURFACE

ELEVATION

TOP OF CASING

ELEVATION
STARTED:

COMPLETED:

BACKFILLED:

DRILLING AGENCY

LOGGED BY

SURFACE CONDITIONS

GROUNDWATER

ELEVATION DATE

SOIL DESCRIPTION
SAMPLE
NO. imo oo
NOTES
5-
6-
7-
8-
9-
10-
11-
12-
13-
14-
15-
16-
17-
18-
19-
20-
21-
22-
23-
24-
25-
26-
27-
28-
29-
•30-
FN: 5219LOG

WELL-GRADED GRAVELS AND GRAVEL-SAND

MIXTURES, LITTLE OR NO FINES

POORLY GRADED GRAVELS AND GRAVEL-SAND

MIXTURES, LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES

CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES

WELL-GRADED SANDS AND GRAVELLY SANDS,

LITTLE OR NO FINES

POORLY GRADED SANDS AND GRAVELLY SANDS,

LITTLE OR NO FINES

SILTY SANDS, SAND-SILT MIXTURES

CLAYEY SANDS, SAND-CLAY MIXTURES

INORGANIC SILTS, VERY FINE SANDS, ROCK

FLOUR, SILTY OR CLAYEY FINE SANDS

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 SANDS OR SILTS, ELASTIC SILTS

INORGANIC CLAYS OF HIGH PLASTICITY,

FAT CLAYS

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY

PEAT, MUCK AND OTHER HIGHLY

ORGANIC SOILS
\7ATD WATER LEVEL AT TIME OF DRILLING
•= - WATER LEVEL MEASURED IN WELL
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT

BENTONITE
CAVED
AREA
CEMENT

CONCRETE

NATURAL

BACKFILL

BENTONITE
PACKER
SAND

BACKFILL
SAND

VOLCLAY
GROUT
PIPE

SLOTTED
PIPE

CONTINUOUS

SAMPLER
GRAB
SAMPLE

CALIFORNIA

I SAMPLER

MODIFIED

CALIFORNIA

SAMPLER
NO

RECOVERY

PITCHER

SAMPLER
SHELBY
TUBE

SAMPLER

STANDARD

PENETRATION

SAMPLER

KLEINFELDER
5015 SHOREHAM PLACE
SAN DIEGO, CALIFORNIA 92122 FIGURE NO. A1
PROJECT NO.
51-5219-01 LOG OF BORING 1 SHEET 1 OF

DRILLING

EQUIPMENT
IR A-300

PROJECT NAME

PUMP STATION - CHINQUAPIN SITE

LOCATION

SEE SITE PUN
TYPE OF BIT 8" HSA HAMMER DATA: WT. 1 40 LBS. DROP 30 INCHES SURFACE ELEVATION -24.5'

TOTAL DEPTH
OF HOLE 14'
STARTED: 4/27/99
COMPLETED: 4/27/99
BACKFILLED: 4/27/99

DRILLING AGENCY SCOTT'S DRILLING

LOGGED BY RMG

SURFACE CONDITIONS

BARE GOUND

GROUNDWATER

DEPTH DATE
Om
I
-0-
1-
2-
3-
4-
5-
6-
7-
8-
9-
10-
11-
12-
13-
14-
15-
16-
17-
18-
19-
20-
21-
22-
23-
24-
25-
26-
27-
28-
29-
'30-
FN: 5219LOG

LOG OF MATERIAL
SAMPLE
NO. m oo
LJ|
co 2:-:
00 NOTES
SILTY SAND, brown, moist, dense, medium to
coarse grained
SM
52 Medium dense, medium grained 31
SAND, yellow brown, moist, dense, with trace
gravel, coarse grained
Hard drilling noted @ 13 ft. (grinding on auger)
SP 45
Bottom of borehole @ 14' (refusal)
No free water observed
No caving observed
Boring backfilled with soil cuttings

KLEINFELDER
5015 SHOREHAM PLACE
SAN DIEGO, CALIFORNIA 92122 FIGURE NO.: A2

KLEINFELDER

APPENDIX B

LABORATORY TESTING
Chinquapin Lift Station
Carlsbad, California

GENERAL
Laboratory tests were performed on selected, representative samples as an aid in classifying the soils and to evaluate physical properties of the soils which may affect foundation design and construction procedures. A description of the laboratory testing program is presented below.

MOISTURE AND DENSITY
Moisture content and dry unit weight tests were performed on a number of samples recovered from the test borings. Moisture content and dry unit weight were evaluated in general accordance with ASTM Test Methods D2216 and D2937, respectively. Results of these tests are presented on the test boring logs in Appendix A.

SIEVE ANALYSES
Sieve analyses were performed on thirteen samples of the materials encountered at the site to evaluate the gradation characteristics of the soils and to aid in their classification. Tests were performed in general accordance with ASTM Test Method D422. Results of these tests are presented on Figures Bl through B13.
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TABLE B-l

MOISTURE CONTENT AND DRY UNIT WEIGHT
ASTM D216 AND D2937
Sample
B1-1C
Description
Tan Silty Sand
Moisture (%)

13.9 Dry Density (pcf)
110.0
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PERCENT FINER BY WEIGHT |
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•
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100
9 5
90 85
80 75
70 65
60 55
50 45
40 35
30 25
20 15
10 5
0 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/8 3 4. 6 810 14 16 20 30 40 50 60 100140200 I I
\
!
-^
^ \i
\
1 \
\
\
\
\
\
1 '
\\
\
\
\
V.1
100 10 1 0.1 0.01

GRAIN SIZE IN MILLIMETERS

COBBLES GRAVEL
coarse fine
SAND
coarse medium fine SILT OR CLAY
Sample ID Depth
B1 8.0
Sample ID Depth
B1 8.0
Classification

BROWN, MEDIUM GRAINED SAND (SP-SM)
D100

4.75 D60

0.398
D30

0.258
••_• Kiel nfelder, Inc.

HdfH 5015 Shoreham Place
•>m-™ San Diego, CA 92122
Telephone: (619)320-2000
Fax: (619)320-2001
D10

0.152
LL PL
%Gravel %Sand

0.0 94.3
PI Cc

1.11 %Silt

0.001
Cu

2.63 %Clay

5.6 GRAIN SIZE DISTRIBUTION

CHINQUAPIN SEWER LIFT STATION FIGURE
CARLSBAD, CALIFORNIA _.

PROJECT NUMBER: 51-5219-02

KLEINFELDER

APPENDIX C

SUGGESTED GUIDELINES FOR EARTHWORK CONSTRUCTION
Chinquapin Lift Station
Carlsbad, California

1.0 GENERAL

1.1 Scope - The work done under these specifications shall include clearing, stripping, removal of unsuitable material, excavation, installation of subsurface drainage, preparation of natural soils, placement and compaction of on-site and imported fill material, and placement and compaction of pavement materials.

1.2 Contractor's Responsibility - A geotechnical investigation was performed for the project by Kleinfelder and presented in a report dated May 21, 1999.

The Contractor shall attentively examine the site in such a manner that he can correlate existing surface conditions with those presented in the geotechnical investigation report. He shall satisfy himself that the quality and quantity of exposed materials and subsurface soil or rock deposits have been satisfactorily represented by the Geotechnical Engineer's report and project drawings. Any discrepancy of prior knowledge to the Contractor or that is revealed through his investigations shall be made known to the Owner. It is the Contractor's responsibility to review the report prior to construction. The selection of equipment for use on the project and the order of work shall similarly be the Contractor's responsibility. The Contractor shall be responsible for providing equipment capable of completing the requirements included hi following sections.

1.3 Geotechnical Engineer - The work covered by these specifications shall be observed and tested by Kleinfelder, the Geotechnical Engineer, who shall be hired by the Owner. The Geotechnical Engineer will be present during the 51-521902/5119R258.doc
Copyright 1999 Kleinfelder, Inc.

PageC-1 May 21, 1999

KLEINFELDER
site preparation and grading to observe the work and to perform the tests necessary to evaluate material quality and compaction. The Geotechnical Engineer shall submit a report to the Owner, including a tabulation of tests performed. The costs of retesting unsuitable work installed by the Contractor shall be deducted by the Owner from the payments to the Contractor.

1.4 Standard Specifications - Where referred to in these specifications, "Standard Specifications" shall mean the current State of California Standard Specifications for Public Works Construction, 1994 Edition, with Regional Supplement Amendments.

1.5 Compaction Test Method - Where referred to herein, relative compaction shall mean the in-place dry density of soil expressed as a percentage of the maximum dry density of the same material, as determined by the ASTM D1557 Compaction Test Procedure. Optimum moisture content shall mean the moisture content at the maximum dry density determined above.

2.0 SITE PREPARATION

2.1 Clearing - Areas to be graded shall be cleared and grubbed of all vegetation and debris. These materials shall be removed from the site by the Contractor.

2.2 Stripping - Surface soils containing roots and organic matter shall be stripped from areas to be graded and stockpiled or discarded as directed by the Owner. In general, the depth of stripping of the topsoil will be approximately 6 inches. Deeper stripping, where required to remove weak soils or accumulations of organic matter, shall be performed when determined necessary by the Geotechnical Engineer. Stripped material shall be removed from the site or stockpiled at a location designated by the 51-521902/5119R258.doc Page C-2 May 21, 1999
Copyright 1999 Kleinfelder, Inc.

KLEINFELDER
Owner. Material should be evaluated for petroleum hydrocarbon impact.

After such analyses, the material should be handled as directed by the regulating authority.

2.3 Removal of Debris- Any existing, trash and debris encountered in the areas to be graded shall be removed prior to the placing of any compacted fill.

Portions of any existing fills that are suitable for use in new compacted fill may be stockpiled for future use. All organic materials, topsoil, expansive soils, oversized rock, or other unsuitable material shall be removed from the site by the Contractor or disposed of at a location on-site, if so designated by the Owner. Material should be evaluated for petroleum hydrocarbon impact and handled as directed by the regulating authority after such evaluation.

2.4 Ground Surface - The ground surface exposed by stripping shall be scarified to a depth of 6 inches, moisture conditioned to the proper moisture content for compaction, and compacted as required for compacted fill. Ground surface preparation shall be approved by the Geotechnical Engineer prior to placing fill.

3.0 EXCAVATION

3.1 General - Excavations shall be made to the lines and grades indicated on the plans.

The data presented in the Geotechnical Engineer's report is for information only and the Contractor shall make his own interpretation with regard to the methods and equipment necessary to perform the excavation and to obtain material suitable for fill.

3.2 Materials - Soils which are removed and are unsuitable for fill shall be placed in nonstructural areas of the project, or in deeper fills at locations 51 -521902/5119R258.doc Page C-3 May 21,1999
Copyright 1999 Kleinfelder, Inc.

KLEINFELDER
designated by the Geotechnical Engineer, provided the soils have been evaluated for petroleum hydrocarbon impact, and such soil is handled in accordance with the directions of the regulating authority.

3.3 Treatment of Exposed Surface - The ground surface exposed by excavation shall be scarified to a depth of 6 inches, moisture conditioned to the proper moisture content for compaction, and compacted as required for compacted fill. Compaction shall be approved by the Geotechnical Engineer prior to placing fill.

3.4 Rock Excavation - Where solid rock is encountered in areas to be excavated, it shall be loosened and broken up so that no solid ribs, projections, or large fragments will be within 6 inches of the surface of the final subgrade.

4.0 COMPACTED FILL

4.1 Materials - Fill material shall consist of suitable on-site or imported soil. All materials used for structural fill shall be reasonably free of organic material, have a liquid limit less than 30, a plasticity index less than 15, 100% passing the 3 inch sieve and less than 30 percent passing the #200 sieve.

4.2 Placement - All fill materials shall be placed in layers of 8 inches or less in loose thickness and uniformly moisture conditioned. Each lift should then be compacted with a sheepsfoot roller or other approved compaction equipment to at least 90 percent relative compaction in areas under structures, utilities, roadways and parking areas, and to at least 85 percent in undeveloped areas. No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable weather conditions.

4.3 Benching - Fill placed on slopes steeper than 5 horizontal to 1 vertical shall be keyed into firm, native soils or rock by a series of benches. Benching can 51-521902/5119R258.doc Page C-4 May 21,1999
Copyright 1999 Kleinfelder, Inc.
** Ml KLEI NFELDER
m
be conducted simultaneously with placement of fill. However, the methodm and extent of benching shall be checked by the Geotechnical Engineer.

4.4 Compaction Equipment - The Contractor shall provide and use sufficient equipment of a type and weight suitable for the conditions encountered in the field. The equipment shall be capable of obtaining the required compaction in all areas.m

4.5 Recompaction - When, in the judgment of the Geotechnical Engineer, sufficient compactive effort has not been used, or where the field density Pi
,y tests indicate that the required compaction or moisture content has not been obtained, or if pumping or other indications of instability are noted, the fill pn
j^ shall be reworked and recompacted as needed to obtain a stable fill at the required density and moisture content before additional fill is placed.

4.6 Responsibility - The Contractor shall be responsible for the maintenance and M
• protection of all embankments and fills made during the contract period and shall bear the expense of replacing any portion which has become displaced ta due to carelessness, negligent work, or failure to take proper precautions. ta 5.0 UTILITY TRENCH BEDDING AND BACKFILL
m 5.1 Material - Pipe bedding shall be defined as all material within 4 inches of the perimeter and 12 inches over the top of the pipe. Material for use as bedding m shall be clean sand, gravel, crushed aggregate, or native free-draining material, having a Sand Equivalent of not less than 30. •
m Backfill should be classified as all material within the remainder of the M trench. Backfill shall meet the requirements set forth in Section 4.1 for _ compacted fill.
51-521902/5119R258.doc PageC-5 May 21, 1999
Copyright 1999 Kleinfeider, Inc.

KLEI NFELDER
V 5.2 Placement and Compaction - Pipe bedding shall be placed in layers not exceeding 8 inches in loose thickness, conditioned to the proper moisture p*
content for compaction, and compacted to at least 90 percent relative compaction. All other trench backfill shall be placed and compacted in pi
accordance with Section 306-1.3.2 of the Standard Specifications forM V Mechanically Compacted Backfill. Backfill shall be compacted as required m
for adjacent fill. If not specified, backfill shall be compacted to at least 90 percent relative compaction in areas under structures, utilities, and concrete m
flatwork, to 85 percent relative compaction in undeveloped areas, and at least 95 percent relative compaction under roadways and pavements. 51-521902/5119R258.doc PageC-6 May 21, 1999
Copyright 1999 Kleinfelder, Inc.

APPENDIX D
I
I

IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL

ENGINEERING REPORT
As the client of a consulting geotechnical engineer, you should know that site subsurface conditions cause more
construction problems than any other factor. ASFE/The
Association of Engineering Firms Practicing in the
Geosciences offers the following suggestions and
observations to help you manage your risks.

A GEOTECHNICAL ENGINEERING REPORT IS BASED

ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS
Your geotechnical engineering report is based on a
subsurface exploration plan designed to consider a
unique set of project-specific factors. These factors
typically include: the general nature of the structure
involved, its size, and configuration; the location of the structure on the site; other improvements, such as
access roads, parking lots, and underground utilities;
and the additional risk created by scope-of-service
limitations imposed by the client. To help avoid costly problems, ask your geotechnical engineer to evaluate
how factors that change subsequent to the date of the
report may affect the report's recommendations.

Unless your geotechnical engineer indicates otherwise,
do not use your geotechnical engineering report:
when the nature of the proposed structure is
changed, for example, if an office building will be
erected instead of a parking garage, or a refrigerated
warehouse will be built instead of an unrefrigerated
one;
when the size, elevation, or configuration of the
proposed structure is altered;
when the location or orientation of the proposed
structure is modified;
when there is a change of ownership; or
for application to an adjacent site.

Geotechnical engineers cannot accept responsibility for problems that may occur if they are not consulted after factors considered in their report's development have
changed.

SUBSURFACE CONDITIONS CAN CHANGE
A geotechnical engineering report is based on condi-
tions that existed at the time of subsurface exploration.

Do not base construction decisions on a geotechnical
engineering report whose adequacy may have been
affected by time. Speak with your geotechnical consult- ant to learn if additional tests are advisable before
construction starts.Note, too, that additional tests may be required when subsurface conditions are affected by
construction operations at or adjacent to the site, or by natural events such as floods, earthquakes, or ground
water fluctuations. Keep your geotechnical consultant
apprised of any such events.

MOST GEOTECHNICAL FINDINGS ARE

PROFESSIONAL JUDGMENTS
Site exploration identifies actual subsurface conditions only at those points where samples are taken. The data
were extrapolated by your geotechnical engineer who
then applied judgment to render an opinion about
overall subsurface conditions. The actual interface
between materials may be far more gradual or abrupt
than your report indicates. Actual conditions in areas
not sampled may differ from those predicted in your
report. While nothing can be done to prevent such
situations, you and your geotechnical engineer can work together to help minimize their impact. Retaining your
geotechnical engineer to observe construction can be
particularly beneficial in this respect.

A REPORT'S RECOMMENDATIONS

CAN ONLY BE PRELIMINARY
The construction recommendations included in your
geotechnical engineer's report are preliminary, because they must be based on the assumption that conditions
revealed through selective exploratory sampling are
indicative of actual conditions throughout a site.

Because actual subsurface conditions can be discerned
only during earthwork, you should retain your geo-
technical engineer to observe actual conditions and to
finalize recommendations. Only the geotechnical
engineer who prepared the report is fully familiar with the background information needed to determine
whether or not the report's recommendations are valid
and whether or not the contractor is abiding by appli-
cable recommendations. The geotechnical engineer who
developed your report cannot assume responsibility or
liability for the adequacy of the report's recommenda-
tions if another party is retained to observe construction.

GEOTECHNICAL SERVICES ARE PERFORMED

FOR SPECIFIC PURPOSES AND PERSONS
Consulting geotechnical engineers prepare reports to
meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer.

Unless indicated otherwise, your geotechnical engineer
prepared your report expressly for you and expressly for purposes you indicated. No one other than you should
apply this report for its intended purpose without first conferring with the geotechnical engineer. No party
should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer.

GEOENVIRONMENTAL CONCERNS

ARE NOT AT ISSUE
Your geotechnical engineering report is not likely to
relate any findings, conclusions, or recommendations
about the potential for hazardous materials existing at the site. The equipment, techniques; and personnel
used to perform a geoenvironmental exploration differ
substantially from those applied in geotechnical
engineering. Contamination can create major risks. If
you have no information about the potential for your
site being contaminated, you are advised to speak with
your geotechnical consultant for information relating to geoenvironmental issues.

A GEOTECHNICAL ENGINEERING REPORT IS

SUBJECT TO MISINTERPRETATION
Costly problems can occur when other design profes-
sionals develop their plans based on misinterpretations of a geotechnical engineering report. To help avoid
misinterpretations, retain your geotechnical engineer to work with other project design professionals who are
affected by the geotechnical report. Have your geotech- nical engineer explain report implications to design
professionals affected by them, and then review those
design professionals' plans and specifications to see
how they have incorporated geotechnical factors.

Although certain other design professionals may be fam- iliar with geotechnical concerns, none knows as much
about them as a competent geotechnical engineer.

BORING LOGS SHOULD NOT BE SEPARATED

FROM THE REPORT
Geotechnical engineers develop final boring logs based
upon their interpretation of the field logs (assembled by site personnel) and laboratory evaluation of field
samples. Geotechnical engineers customarily include
only final boring logs in their reports. Final boring logs should not under any circumstances be redrawn for
inclusion in architectural or other design drawings,
because drafters may commit errors or omissions in the
transfer process. Although photographic reproduction
eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs, delays, disputes, and unanticipated costs are the all-too-frequent result.

To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete
geotechnical engineering report prepared or authorized
for their use. (If access is provided only to the report prepared for you, you should advise contractors of the
report's limitations, assuming that a contractor was not one of the specific persons for whom the report was
prepared and that developing construction cost esti-
mates was not one of the specific purposes for which it was prepared. In other words, while a contractor may
gain important knowledge from a report prepared for
another party, the contractor would be well-advised to
discuss the report with your geotechnical engineer and
to perform the additional or alternative work that the
contractor believes may be needed to obtain the data
specifically appropriate for construction cost estimating purposes.) Some clients believe that it is unwise or
unnecessary to give contractors access to their geo-
technical engineering reports because they hold the
mistaken impression that simply disclaiming responsi-
bility for the accuracy of subsurface information always insulates them from attendant liability. Providing the
best available information to contractors helps prevent costly construction problems. It also helps reduce the
adversarial attitudes that can aggravate problems to
disproportionate scale.

READ RESPONSIBILITY CLAUSES CLOSELY
Because geotechnical engineering is based extensively
on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical
engineers. To help prevent this problem, geotechnical
engineers have developed a number of clauses for use in their contracts, reports, and other documents. Responsi- bility clauses are not exculpatory clauses designed to
transfer geotechnical engineers' liabilities to other
parties. Instead, they are definitive clauses that identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action.

Some of these definitive clauses are likely to appear in your geotechnical engineering report. Read them
closely. Your geotechnical engineer will be pleased to
give full and frank answers to any questions.

RELY ON THE GEOTECHNICAL ENGINEER

FOR ADDITIONAL ASSISTANCE
Most ASFE-member consulting geotechnical engineer-
ing firms are familiar with a variety of techniques and approaches that can be used to help reduce risks for all parties to a construction project, from design through
construction. Speak with your geotechnical engineer not only about geotechnical issues, but others as well, to
learn about approaches that may be of genuine benefit.

You may also wish to obtain certain ASFE publications.

Contact a member of ASFE or ASFE fora complimentary
directory of ASFE publications.

PROFESSIONAL

FIRMS PRACTICING

IN THE GEOSCIENCES
8811 COLESVILLE ROAD/SUITE G106/SILVER SPRING, MD 20910 TELEPHONE: 301/565-2733 FACSIMILE: 301/589-2017
Copyright 1992 by ASFE, Inc. Unless ASFE grants specific permission to do so, duplication of this document by any means whatsoever is expressly prohibited.

Re-use of the wording in this document, in whole or in part, also is expressly prohibited, and may be done only with the express permission of ASFE or for purposes of review or scholarly research.

IIGR0294
Contract No. 5554 - PWS27-4091UTIL 13
Addendum No. 3

ATTACHMENT D

(Revised)

DRAWING SHEETS

(P) 48"X48" SINGLE LEAF
ALUMINUM HATCH. BILCO

TYPE JD-AL, OR EQUAL,
WITH LIFT ASSIST. RUN

HATCH DRAIN TO CURB
10' DIAMETER WET WELL SLAB.

REMOVE EXISTING CONCRETE

AND REPLACE WITH NEW

POLYMER CONCRETE, OLSEN

POLYMER ROCK HARD OR
EQUAL. SEE DETAIL 4.
(RR) EXISTING CONCRETE WITH NEW

CONCRETE PER CITY STANDARDS
(RR) EXISTING CURB WITH
NEW 6" CONCRETE CURB
PER SDRSD G-1(P) NEW BUILDING
TOTAL 240SF. SEE
STRUCTURAL PLANS.
(RR) 4-INCH THICK AC

PAVEMENT
(E) BUILDING
STRUCTURE 160SF

20.0'
13'4"
38'3"
(E) 22' DRIVEWAY
18'3.25"
(RR) 4-INCH THICK AC

PAVEMENT PER CITY
STANDARD GS-24
THROUGH GS-28
(P) CONTRACTOR SHALL DESIGN

AND INSTALL TEMPORARY

ACCESS PATH AND STAIRCASE

FOR SAFE ACCESS DURING
CONSTRUCTION. TEMPORARY

ACCESS TO BE REMOVED UPON
PROJECT COMPLETION.

RR (E) FENCE FOR

TEMPORARY ACCESS
PATH. REPLACE IN KIND

TO MATCH EXISTING

EXISTING ACCESS

PATH TO LAGOON DETOUR ACCESS PATH

TO LAGOON

TEMPORARY SITE FENCING (TYP)

PEDESTRIAN ACCESS PATH DETOUR

AND STAIRCASE SHALL BE INSTALLED

PRIOR TO RESTRICTING ACCESS
THROUGH SITE.
(P) NEW BUILDING WITH
ADDITIONAL 80 SF
(PIP) EXISTING

CITY SURVEY

CONTROL

STATION
(RR) EXISTING

BACKFLOW WITH

ENCLOSURE PER
CMWD DWG W-6.

SEE L-SHEETS.
(RR) EXISTING CONCRETE WALKWAY JOINT

TO JOINT WITH NEW ENHANCED CONCRETE
(SCOFIELD C-15 COACHELLA SAND COLOR,
MEDIUM SANDBLAST FINISH, WITH 6" SMOOTH

TROWL BANDS) TO MATCH EXISTING
(RR) REMOVE EXISTING SEWER CLEAN OUT
(RIM=24.50'; IE=14.27' PER DWG 124-6A)
INSTALL NEW 4-FT DIA SEWER MANHOLE PER
MODIFIED CITY STANDARD S-1 AND CITY
SPECIFICATION SECTION 03460. CONSTRUCT
CENTERLINE OF MANHOLE 1-FT OFFSET FROM
EXISTING PIPE BEND AT SCO. CONSTRUCT SMOOTH
LONG RADIUS CHANNEL TO ACCOMMODATE OFFSET.
1'
4'

6.64'
(PIP) EXISTING 12"

AC WATER MAIN
(PIP) EXISTING 6"

SEWER FM

PIPE SHELLNOTES

1. ALL PRESSURE GAUGE ASSEMBLY, PIPE, VALVES SHALL BE TYPE 316 SS.

STAINLESS STEEL PRESSURE
GAUGE (MIN. 3-1/2" DIA.

CALIBRATED IN APPLICABLE

UNITS) OR PRESSURE SWITCH

DIAPHRAGM SEAL, WITH

STAINLESS STEEL DIAPHRAGM

AND LOWER HOUSING
1" SCH. 80 S.S. NIPPLE (TYP.)
1" SCH. 80 S.S. BALL VALVE
1" SS DIELECTRIC UNION

COAT WITH EPOXY
1 2" BALL VALVE
1 4" SCH. 80 S.S. BALL VALVE
1 4" SCH. 80 S.S. NIPPLE

CONNECTION FOR OIL FILL
DIP SPOOL CLASS 53

WITH THREADED OUTLET
NOTES

1. INSIDE DIAMETER OF EACH WALL OPENING SHALL BE OF

THE SIZE RECOMMENDED BY THE SEAL MANUFACTURER TO

FIT THE PIPE OR CONDUIT AND TO ENSURE A WATER-TIGHT
JOINT.

2. WALL SEAL ASSEMBLY SHALL BE OF THE MODULAR

MECHANICAL TYPE, CONSISTING OF INTERLOCKING

SYNTHETIC RUBBER LINKS SHAPED TO FILL THE ANNULAR
SPACE BETWEEN THE PIPE AND THE WALL OPENING. A

PRESSURE PLATE SHALL BE PROVIDED UNDER EACH BOLT

HEAD AND NUT, WITH THE SEAL CONSTRUCTED TO

PROVIDE ELECTRICAL INSULATION BETWEEN WALL AND
PIPE. WALL SEAL ASSEMBLY SHALL BE LINK SEAL AS

MANUFACTURED BY GPT INDUSTRIES OR APPROVED
EQUAL. ALL HARDWARE SHALL BE STAINLESS STEEL,
GRADE 316.

3. FOR PENETRATIONS THROUGH THE EXISTING WET WELL

WALL, THE INTERIOR WALL LINER SHALL BE REPAIRED

AFTER THE WALL PENETRATION PER SPECIFICATION
SECTION 06621.
(E) INTERIOR

CONCRETE
WALL

BOLT AND NUT,
TYPE 316 SS
MODEL "C" LINK-SEAL

MODULAR SEAL

MANUFACTURED BY

GPT INDUSTRIES OR

APPROVED EQUAL

WALL SEAL

ASSEMBLYNON-SHRINK

GROUT (TYP)

PIPE OR

CONDUIT

CORE DRILL
(E) EXTERIOR

CONCRETE
WALL

INSTALL PUMP GUIDE RAIL TO CLEAR HATCH

SUPPORT SHELF PER MANUFACTURER'S
RECOMMENDATIONS; MOUNTING HARDWARE
SHALL BE 316 STAINLESS STEEL
10' DIAMETER REINFORCED POLYMER
CONCRETE PRECAST TOP SLAB. MATCH
EXISTING TOP SLAB THICKNESS. TO BE
DESIGNED BY MANUFACTURER, H20-RATED,
OLSON PRECAST OR APPROVED EQUAL.
1 4" ALUMINUM

CHANNEL FRAME

WITH RECESSED

ANCHORS (TYP)

AUTOMATIC HOLD OPEN ARM

REMOVABLE COVER PLUG

REMOVABLE SQUARE KEY WRENCH
4' X 4' SINGLE LEAF HINGED H20-RATED HATCH (BILCO
TYPE J-AL CUSTOM SIZE) WITH TYPE 316 STAINLESS
STEEL HARDWARE. HATCH TO DRAIN TO CURB.

HEAVY DUTY FORGED 316 STAINLESS STEEL
HINGES WITH 316 STAINLESS STEEL PINS
316 STAINLESS STEEL LIFTING

MECHANISM WITH REINFORCED

COMPOSITE TUBES AND

COMPRESSION SPRINGS
1 4" SUPPORT PLATE

WELDED TO FRAME
(PIP) EXISTING WET WELL
(PIP) EXISTING WET WELL LINER;

REPAIR ALL LINER DAMAGES PER
SPEC SECTION 06621. SEE C-04
DETAIL 2 FOR LINER REPAIR DETAIL.

REPAIR LINER PER SPEC
SECTION 06621; TURN BACK
LINER AT LEAST 2 INCHES (TYP)
APPLY SIKA 31 HI MOD GEL JOINT

SEALANT OR APPROVED EQUAL PER

MANUFACTURER'S RECOMMENDATIONS

BETWEEN POLYMER CONCRETE SLAB

AND EXISTING WET WELL WALL PER
ASTM C990 (TYP)

HEAVY DUTY CHECK CHAIN

SLAM LOCK
MIN 2"
48"

FRAME CLEAR

OPENING
12" 24"24"
8" SCHEDULE 80 PVC PIPE BLIND FLANGE
A
-
4' X 4' SINGLE LEAF
HATCH. SEE SECTION A.

POLYMER CONCRETE SLAB TO BE
DESIGNED BY MANUFACTURER;
H-20-RATED; OLSON PRECAST OR

APPROVED EQUAL
TOP SLAB 10'

DIAMETER
WET WELL 8' DIAMETER
29"
36"
43"
36"
8" SCHEDULE 80 PVC

PIPE BLIND FLANGE
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
4 38

SITE PLAN

AND DETAILS
NI/ZT
SD
KM
C-03

CHINQUAPIN LIFT STATION CIVIL SITE PLAN
SCALE: 1" = 5'1
N

TOP SLAB AND HATCH FOR WET WELL SECTION VIEW
SCALE: NTSA

WALL PENETRATION
SCALE: NTS2 PRESSURE GAUGE WITH DIAPHRAGM SEAL
SCALE: NTS3

TOP SLAB AND HATCH FOR WET WELL PLAN VIEW
SCALE: NTS4
N
Q:\Public Works\PW Common\Capital Improvement Program Projects\5554 Chinquapin Lift Station\Design\CAD\Design_Template_Addendum 1.dwg Aug 05, 2026 - 8:12am
FILE:

PLOT:
08/05/26 BC ADDENDUM 3 08/05/26 SD 08/05/26 KM

RR (E) PRESSURE GAUGE.

SEE SHEET C-03 DETAIL 3
18"
PIP (E) PUMP (TYP OF 2). COORDINATE

WITH CITY OPERATIONS TO APPROVE

OF REMOVAL, HANDLING, AND
STORAGE DURING CONSTRUCTION.

RR (E) 4" DIP

DISCHARGE PIPE AND
FITTINGS (TYP OF 2)
PUMP GUIDE RAIL SYSTEM (TYP OF 2)
WITH 316 STAINLESS STEEL GUIDE RAIL,

MOUNTING KIT, AND HARDWARE PER
FLYGT. INSTALL PER MANUFACTURER'S

RECOMMENDATIONS AND VERTICALLY
PLUMB.

RR (E) MOUNTING ASSEMBLY (TYP
OF 2). REPAIR CONCRETE AND

WET WELL LINER AS REQUIRED

RR (E) DISCHARGE ELBOWS
WITH NEW FLYGT #540-13-05,
4" DISCHARGE ELBOW
CONNECTIONS (TYP OF 2)
2'-7"
10'-2"
95"
8'
18'-5"
CHECK VALVE (TYP OF 2)
316 SS PIPE SUPPORT 4" PER
DETAIL 3 (TYP OF 2)
316 SS PIPE SUPPORT 6" PER
DETAIL 3 (TYP OF 3)
21"
IE 14.00'4" PLUG VALVE (TYP OF 2)
REPAIR EXISTING WET WELL LINER.

SEE DETAIL 2 (TYP).

SEE SHEET C-03
DETAIL 2 FOR WALL

PENETRATION (TYP)
3'-11"
1'-5"
315 SS WALL BRACKET

MOUNT PIPE BRACING
(TYP OF 2)
SEE SHEET C-01 DETAIL 1 FOR

HATCH GUARDRAILS
4" VICTAULIC

COUPLING
(TYP OF 4)
A
C-04
(E) WEST PUMP (WP)
(E) EAST PUMP (EP)
6" DIP (PE X GE/VIC) WITH
VIC FLANGE STYLE 341
6" FLOW METER ENDRESS
& HAUSER PROLINE
PROMAG W400 OR EQUAL

WITH INSULATING
FLANGE KIT PER WC-3
6" X 4" DI TEE (FL)
6" DIP (GE/VIC X GE/VIC)
6 X 4 REDUCING 90 BEND
RR (E) 4" DIP (PE X FL)
(TYP OF 2)
SEE SHEET C-03 DETAIL 4 FOR

TOP SLAB AND HATCH
4" ECCENTRIC

PLUG VALVE
(TYP OF 2)
4" CHECK VALVE SURGEBUSTER BY
VAL-MATIC OR EQUAL (TYP OF 2)
4" VICTAULIC
COUPLING STYLE 341
(TYP OF 4)
6" DIP TEE WITH 6" PLUG

VALVE AND BLIND FLANGE

94.75"
24" 44.5"26.25"
4" DIP (PE

X GE/VIC)
(TYP OF 2)
SEE SHEET C-03 DETAIL 2 FOR
WALL PENETRATION (TYP OF 6)

REPAIR EXISTING WET WELL
LINER. SEE DETAIL 2 (TYP)
4" DIP (FL X GE/VIC) (TYP OF 2)
3-WAY PLUG VALVE (FL)
6" VIC FLANGE STYLE 3416" DIP (FL X GE/VIC)

WITH BLIND FLANGE
6" DIP TEE (FL X FL)
8" SCHEDULE 80 PVC PIPE BLIND FLANGE.

SEE DETAIL 4 FOR SUCTION PIPE DETAIL.
12"
6" VIC FLANGE STYLE 341

PIP (E) LADDER
6" RESTRAINED COUPLING PER

ROMAC ALPHA OR EQUAL
(E) 6" PVC
PRESSURE GAUGE (TYP OF 2)
12"
316 SS PIPE SUPPORT 6"
PER DETAIL 3 (TYP OF 3)
316 SS PIPE SUPPORT 4"
PER DETAIL 3 (TYP OF 2)
B
C-04

5.25"
6" DIP 90 BEND
6" ECCENTRIC PLUG

VALVE WITH BLIND
FLANGE
3-WAY PLUG

VALVE (FL)
316 SS PIPE
SUPPORT 6"
PER DETAIL 36" DIP TEE (FL X FL)
NOTES:

1. UNDER VALVES, METERS, OR OTHER SPECIAL

APPURTENANCES A FABRICATED SUPPORT PIECE MAY
BE BE UTILIZED AS ACCEPTABLE TO ENGINEER.

2. WHERE SHOWN UNDER PIPE OR VALVE FLANGE,

PROVIDE FLANGE CRADLE SUPPORT BY MATERIAL
RESOURCES OR ENGINEER APPROVED EQUAL.

3. PROVIDE TYPE 316 STAINLESS STEEL UNITS.

4. SIZE OF SUPPORT COMPONENTS AND THEIR

CONNECTIONS SHOWN FOR PIPE, DUCT, HVAC, AND

EQUIPMENT ANCHORAGE SYSTEM ARE MINIMUM

REQUIREMENTS (INCLUDING ANCHOR BOLT SIZE,
SPACING, AND EMBEDMENT LENGTH). CONTRACTOR

SHALL DESIGN ALL SUPPORT COMPONENTS AND THEIR

CONNECTIONS PER SPECIFICATIONS AND INCREASE
SIZES AS REQUIRED BY DESIGN CALCULATIONS.

5. AS AN ALTERNATIVE, CONTRACTOR MAY USE

ADJUSTABLE PIPE SUPPORT WITH BASE BY PIPELINE

PRODUCTS, MODEL PS-S

ADJUSTABLE PIPE SUPPORT
150 LB. THREADED

REDUCING FLANGE,

GALVANIZED

SS ANCHOR BOLT OR SS

ADHESIVE CAPSULE ANCHOR
WITH (2) NUTS EACH, SIZE TO
SUIT FLANGE. TYPICAL OF (4)

ADJUSTABLE PIPE SUPPORT

APPROXIMATE DIMENSION IN INCHES
PIPE

SIZE A B C D
MIN
D
MAX
4" & 6" 3 2 1/2 9 11 5/8 15 1/4

PIPE SIZE
18'-5"
24"
316 SS OFFSET PIPE

CLAMP AND

FASTENERS PER ANVIL

INTERNATIONAL OR

APPROVED EQUAL
(TYP OF 2)
8" SCHEDULE
80 PVC PIPE
8" SCHEDULE
80 PVC PIPE

BLIND FLANGE
8" SCHEDULE
80 PVC FITTING
45° BEND
2"
10" DIAMETER PIPE
OPENING WITH LINK SEAL.

EPOXY SEAL UNDER SLAB
PER SIKADUR 31 OR EQUAL
4"
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
5 38

WET WELL AND VALVE VAULT

IMPROVEMENTS AND DETAILS
NI/ZT
SD
KM
C-04

PLAN VIEW
SCALE: 1" = 2'1

SECTION VIEW
SCALE: 1" = 2'A
NOTE:

DIMENSIONS PROVIDED FOR REFERENCE ONLY.

CONTRACTOR TO FIELD VERIFY ALL
DIMENSIONS PRIOR TO ORDERING MATERIALS.

LINER REPAIR DETAILS
SCALE: NTS2
LINER REPAIR NOTES:

1. REPAIR EXISTING T-LOCK PVC LINER PER LINABOND REPAIR PRODUCTS OR APPROVED EQUAL. REPAIR ALL LINER OPEN SEAM TEARS, PIPE PENETRATIONS,

PIPE BRACING, LINER TURNBACK UNDER NEW TOP SLAB, AND OTHER LINER DEFECTS, IN ACCORDANCE WITH SPECIFICATIONS AND MANUFACTURER'S RECOMMENDATIONS. SEE LINER REPAIR DETAILS.

2. CONTRACTOR SHALL INSPECT WET WELL, IDENTIFY ALL REPAIRS, AND SUBMIT REQUIRED PRODUCT AND INSTALLATION INFORMATION FOR CITY APPROVAL.

ADJUSTABLE PIPE SUPPORT
SCALE: NTS3

SUCTION PIPE
SCALE: NTS4

SECTION VIEW
SCALE: 1" = 2'B
6" FABRICATED KNIFE GATE PER ITT SERIES C67S, ANSI CLASS 150# LUG STYLE ENDS, CAST 316SS BODY, 304SS STEM, 316SS GATE, EPDM SEAT, 18-8SS FASTENERS, ACRYLIC/ SILICONE PACKING, 304SS UNIVERSAL YOKE, 150 PSI BI-DIRECTIONAL OR EQUAL 08/05/26 BC ADDENDUM 3 08/05/26 SD 08/05/26 KM

A
1 4
A-2012
A-201 4
A-201
3 A-201
5 20' - 0"
V.I.F
1 2' - 0"
6 A-201
______________
7 A-201
______________
D1
DIESEL

GENERATOR
ROOM
101
4' - 2" 10' - 10" 5' - 0"
31 32
35 39
01 31
B
33 DIESEL

GENERATOR
51 3
2 01
1' - 6" 9' - 4" 1' - 6"
05 0.5%
SLOPE
30 52
52 3137 54
38 55
TYP.

0.5%
SLOPE
57 57
57 59
59 60
61 7' - 10"
7' - 4"2' - 7"
3' - 8" 4' - 2"

GENERAL NOTES

1. SEE SHEET G-100 FOR ADDITIONAL NOTES AND ABBREVIATIONS.

2. PARTITIONS DIMENSIONED TO FINISH FACE U.N.O. DO NOT ADJUST DIMENSIONS INDICATED AS “CLEAR” WITHOUT WRITTEN DIRECTION FROM ARCHITECT. DRAWINGS SHALL NOT BE SCALED. VERIFY ALL DIMENSIONS AND EXISTING AS BUILT FIELD CONDITIONS, INCLUDING

FIELD MEASUREMENTS PRIOR TO START OF WORK, NOTIFY ARCHITECT WHERE DISCREPANCIES OCCUR.

3. LARGE SCALE DRAWINGS TAKE PRECEDENCE OVER SMALL SCALE DRAWINGS. DETAILS

TAKE PRECEDENCE OVERALL, NOTIFY ARCHITECT IN WRITING WHERE DISCREPANCIES OCCUR.

4. PATCH FLOOR AND WALL AREAS DAMAGED DUE TO NEW CONSTRUCTION OR WHERE PENETRATIONS HAVE BEEN MADE FOR MECHANICAL, ELECTRICAL AND PLUMBING WORK.

FIRESAFE AT UL RATED ASSEMBLIES CONSISTENT WITH EXISTING UL RATING.

5. WHERE EXISTING RATED ASSEMBLIES ARE SHOWN, CONTRACTOR IS REQUESTED TO FIELD VERIFY AS BUILT FIELD CONDITIONS TO CONFIRM RATINGS SHOWN. IF NON-COMPLIANT

CONDITIONS ARE FOUND, REPORT FINDINGS TO OWNER/ARCHITECT IN WRITING WHO WILL PROVIDE WRITTEN DIRECTION.

6. PATCH AND REPAIR ALL EXISTING CONCRETING, SLABS, WALLS, CURBS & OTHER PORTION

OF THE STRUCTURE, REPAIR & LEVEL WITH TWO COMPONENT POLYMER MODIFIED, PORTLAND CEMENT BASED MORTAR. USE SIKA TOP-122 PLUS OR EQUAL AFTER DEMOLITION WHERE DAMAGE HAS OCCURRED AT UNPROTECTED LOCATIONS. PLEASE

NOTE THAT DEMOLITION ACTIVITY MAY OCCUR BEYOND WORK LIMITS SHOWN ON DEMOLITION PLAN DUE TO CONCEALED CONDITIONS.

7. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL INSPECTIONS AND APPROVAL REQUIRED BY THE APPLICABLE DEPARTMENTS OF THE CITY OF CARLSBAD.

8. CONTRACTOR TO MAINTAIN PUBLIC ACCESS TO THE TRAIL DURING CONSTRUCTION.

EXISTING CMU WALL TO REMAIN
LEGEND

KEYNOTE TAGX

DOOR TAGXX

NEW CMU WALL, SEE STRUCTURAL PLANS

NEW CONCRETE SLAB, SEE STRUCTURAL PLANS
A
1 4
6 A-201
______________
7 A-201
______________
DIESEL

GENERATOR
ROOM
101
B
3 2
08 TYP.
4349
5' - 4" 5' - 1"
6' - 0" 7' - 5" 5' - 3"
2' - 6" 5' - 8" 2' - 7"
A
1 4
A-2012
A-201 4
A-201
3 A-201
5 6
A-201
______________
7 A-201
______________
1' - 6" 1 2' - 0" 1' - 6"
B
43 3
2 1' - 6" 20' - 0" 1' - 6"
43 15' - 0"
23' - 0"
59 59
SLOPE

DIESEL TANK VENTING NOTES

1. VENT PIPE OUTLETS FOR TANKS STORAGE CLASS-I, II OR III-A LIQUIDS SHALL BE LOCATED SUCH THAT THE VAPORS ARE RELEASED AT A SAFE POINT OUTSIDE OF BUILDINGS AND NOT LESS THAN 12 FEET ABOVE THE ADJACENT GROUND LEVEL. VAPORS SHALL BE DISCHARGED UPWARD AWAY FROM CLOSELY ADJACENT WALLS TO ASSIST IN VAPOR DISPERSION. VENT OUTLETS SHALL BE LOCATED SUCH THAT FLAMMABLE VAPORS WILL NOT BE TRAPPED BY EAVES OR OTHER OBSTUCTIONS AND SHALL BE AT LEAST 5 FEET FROM BUILDING OPENINGS OR PROPERTY LINES OF PROPERTIES THAT CAN BE BUILT ON. TERMINATE THE VENT OUTLETS WITH AN OPW 623V PRESSURE VACUUM VENT

2. TANK VENTS FOR NORMAL AND EMERGENCY VENTING SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH CALIFORNIA FIRE CODE -2022, NFPA-30 AND WITH LOCAL AUTHORITY HAVING JURISDICTION.

3. NORMAL AND EMERGENCY VENT OUTLETS SHALL BE ATLEAST 10 FEET AWAY FROM ANY FRESH AIR INTAKE FROM MECHANICAL EQUIPMENT. COORDINATE WITH MECHANICAL CONTRACTOR.

4. VENT PIPES SHALL BE INSTALLED SUCH THAT THEY WILL DRAIN TOWARD THE TANK WITHOUT SAGS OR TRAPS IN WHICH LIQUID CAN COLLECT. VENT PIPES SHALL BE INSTALLED IN SUCH A MANNER AS TO NOT BE SUBJECT TO PHYSICAL DAMAGE OR VIBRATION.

5. NORMAL AND EMERGENCY VENT PIPE SIZES, PIPE MATERIALS AND PIPE FITTINGS , FUEL OIL SYSTEM DESIGN SHOP DRAWINGS AND SPECIFICATIONS (DESIGNED BY OTHERS) AND DIESEL TANK MANUFACTURER'S SPECIFICATIONS (DESIGNED BY OTHERS).

6. VENTING DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH THEIR LISTINGS AND DIESEL TANK MANUFACTURER'S SPECIFICATIONS. USE OF FLAME ARRESTERS IN PIPING SYSTEMS SHALL BE IN ACCORDANCE WITH NATIONALLY RECOGNIZED CODES AND STANDARDS.

7. TANK INSTALLATION, PIPE MATERIAL AND FITTINGS, VENTING, FUEL OIL SYSTEM DESIGN SHOP DRAWINGS/SPECIFICATIONS AND MANUFACTURER'S SPECIFICATIONS SHALL BE APPROVED BY FIRE MARSHALL AND LOCAL FIRE AUTHORITY.

8. FUEL OIL SYSTEM PIPE MATERIAL SHALL COMPLY WITH CITY OF CARLSBAD FIRE DEPARTMENT MATERIALS AND INSTALLATION REQUIREMENT AND SUBJECT TO APPROVAL WITH AUTHORITY HAVING

JURISDICTION

FUEL OIL TANK VENT PIPING
A. STEEL PIPE: ASTM A53 OR ASME B36.10, SCHEDULE 40 BLACK. OUTDOOR RATED CORROSION RESISTANCE COATING FOR OUTDOOR PIPE ONLY.

1. FITTINGS: ASTM B16.3, BLACK MALLEABLE IRON, CLASS 150 (300 LB. WOG), THREADED.

2. JOINTS: NFPA 30, THREADED ANSI B31.4.

3. THREAD SEALANT: MAKE UP ALL THREADED CONNECTIONS UTILIZING SEALANT THAT IS COMPATIBLE WITH INTENDED SERVICE.

4. PIPE SHALL BE LABELED WITH PLASTIC WRAP AROUND LABELS IN ACCORDANCE WITH ANSI A13.1. THE LABELS SHALL HAVE PROPER IDENTIFICATION FOR FUEL OIL VENT, FUEL OIL FILL AND FUEL OIL DRAIN, ETC.

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REBLISHP
No. C 15573
REN. 7-31-27
PROJECT NO.

PUBLIC WORKS DEPARTMENT
IMPROVEMENT PLANS FOR:

REVIEWED BY:

INSPECTOR: DATE
P.E. EXP. DATE
APPROVED: KERI MARTINEZ

PRINCIPAL ENGINEER
DWN BY:

CHKD BY:

RVWD BY:

DATE INITIAL

ENGINEER OF WORK
SHEETS
DATE
DRAWING No.

SHEET
EF
AB

ENGINEER/ARCHITECT
IDS
1 PETERS CANYON ROAD, SUITE 130
IRVINE, CA. 92606
TEL: 949-387-8500, FAX: 949-387-0800
02212024
04092024
30% Client Review
06122024
Project# 22X005.05
60% Client Review

REVISION DESCRIPTION OTHER APPROVAL

DATE INITIAL DATE INITIAL
CITY APPROVAL CIP 5554
"AS BUILT"

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION

IDS GROUP

PROPOSED PLANS
A-101
1/4" = 1'-0"GENERATOR ENCLOSURE PLAN 1

KEYNOTES
V

ALUE DESCRIPTIONS
01 EXISTING 8" THICK CMU RETAINING WALL TO REMAIN, PATCH & REPAIR AS REQUIRED. APPLY SMOOTH PLASTER FINISH; COLOR: ICY WHITE DEHW 10

MATTE OR EQUAL & ELASTOMERIC SEALANT ON THE EXTERIOR SIDE 05 PORTION OF EXISTING CONCRETE SLAB TO REMAIN. PATCH & REPAIR AS

REQUIRED, LEVEL WITH TWO-COMPONENT POLYMER-MODIFIED,
PORTLAND CEMENT BASED MORTAR. USE SIKA TOP-122 PLUS OR EQUAL.

0.5% SLOPE V.I.F
08 NEW LIGHTING FIXTURE. SEE ELECTRICAL DRAWINGS.
30 NEW CONCRETE SLAB TO RECEIVE CONCRETE SEALER. 0.5% SLOPE. SEE

STRUCTURAL PLANS
31 NEW 8" THK CMU WALL PER STRUCTURAL PLANS. APPLY SMOOTH PLASTER; COLOR: ICY WHITE DEHW 10 MATTE OR EQUAL & ELASTOMERIC

SEALANT ON THE EXTERIOR SIDE
32 NEW DIESEL EMERGENCY GENERATOR & FUEL TANK ON A CONCRETE SLAB PER STRUCTURAL PLANS. CITY TO SUPPLY GENERATOR (20KW REHLKO/KOHLER, 20REOZK, OPEN UNIT SKID, 53 GALLON
TANK)CONTRACTOR TO INSTALL. SEE ELECTRICAL & STRUCTURAL PLANS 33 NEW MCC UNIT ON HOUSE KEEPING PAD PER ELECTRICAL PLANS 35 NEW SCADA CABINET ON HOUSE KEEPING PAD PER ELECTRICAL PLANS 37 RELOCATED EXISTING IRRIGATION CONTROL SYSTEM. SEE ELECTRICAL PLANS
38 NEW ATS PER ELECTRICAL PLANS
39 NEW HOLLOW METAL DOOR, SEE DOOR SCHEDULE ON SHEET A-300 43 NEW MBCI PBU EXPOSED FASTENING SYSTEM ROOF PANELS,
GALVANUME PLUS, 22 GA, COLOR: CLASSIC GREEN, PROVIDE

MARINE-GREEN COATING SYSTEM FOR MARINE ENVIRONMENT ON METAL PANELS OVER 18GA HSB-36 METAL ROOF DECK PER STRUCTURAL PLANS.

SEE DETAIL 8/A-501
49 OPEN CEILING
51 PROVIDE NEW HOSE BIBB WITH VACUMM BREAKER, EXTEND EXISTING

COLD WATER LINE TO NEW HOSE BIBB LOCATION
52 16"X12" CMU PILASTER PER STRUCTURAL PLANS
54 NEW DARK ANODIZED - GRAY, 30" WIDE x 36" HIGH RADIATOR LOUVER

WITH INSECT SCREEN
55 NEW HSS POST ABOVE PER STRUCTURAL PLANS
57 ELECTRICAL UNITS PER ELECTRICAL PLANS
59 3" DIESEL TANK VENT UP THROUGH ROOF. REFER TO VENTING NOTES BELOW AND DETAIL 6/A-501
60 GALVANIZED SHEET METAL RADIATOR DISCHARGE DUCT WITH FABRIC FLEX CONNECTOR REFER TO DETAIL 2/A-501
61 ENGINE EXHAUST, REFER TO DETAIL 3/A-501
1/4" = 1'-0"REFLECTED CEILING PLAN 4
1/4" = 1'-0"ROOF PLAN 2
9 1
08/05/26 SD 08/05/26 KM

TOP OF (E) CMU
8' - 0"
1 FINISH FLOOR LEVEL
0"
4 TOP OF BEAM
10' - 6"
39 3 2
434531

TOP OF CMU
7' - 6"
41 3146
B C
5757 57
A

FINISH FLOOR LEVEL
0"

TOP OF BEAM
10' - 6"
B
314143 15
A

TOP OF CMU
7' - 6"
4554
D
1"
56 56
37 61
PER GEN. SET RQT.
+/- 2' - 0"

TOP OF (E) CMU
8' - 0"
1 FINISH FLOOR LEVEL
0"
4 TOP OF BEAM
10' - 6"
10' - 6"
V.I.F
8' - 0" 2' - 6"
01 31
32 4345

EXISTING
1 3' - 4 1/2"
NEW
6' - 7 3/4"
35'
30'
58 61

TOP OF (E) CMU
8' - 0"
A

FINISH FLOOR LEVEL
0"

TOP OF BEAM
10' - 6"
B
0115 4345
35'
28'
31 FINISH FLOOR LEVEL.
0"

TOP OF (E) CMU
8' - 0"
A

TOP OF BEAM
10' - 6"
B
32 39
4341 45

TOP OF CMU
7' - 6"
46 31
01 TOP OF (E) CMU
8' - 0"
1 FINISH FLOOR LEVEL
0"
4 TOP OF BEAM
10' - 6"

SLOPE (TYP)
01 01 3532
3 2
2%
4345 31
TYP. TYP.
31 TOP OF CMU
7' - 6"
A-501
1 TYP
LEGEND
X LOUVER TAG, SEE SHEET A-300 FOR MORE INFORMATION
TE

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REBLISHP
No. C 15573
REN. 7-31-27
PROJECT NO.

PUBLIC WORKS DEPARTMENT
IMPROVEMENT PLANS FOR:

REVIEWED BY:

INSPECTOR: DATE
P.E. EXP. DATE
APPROVED: KERI MARTINEZ

PRINCIPAL ENGINEER
DWN BY:

CHKD BY:

RVWD BY:

DATE INITIAL

ENGINEER OF WORK
SHEETS
DATE
DRAWING No.

SHEET
EF
AB

ENGINEER/ARCHITECT
IDS
1 PETERS CANYON ROAD, SUITE 130
IRVINE, CA. 92606
TEL: 949-387-8500, FAX: 949-387-0800
02212024
04092024
30% Client Review
06122024
Project# 22X005.05
60% Client Review

REVISION DESCRIPTION OTHER APPROVAL

DATE INITIAL DATE INITIAL
CITY APPROVAL CIP 5554
"AS BUILT"

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION

IDS GROUP

PROPOSED ELEVATIONS AND SECTIONS
A-2011/4" = 1'-0"SOUTH ELEVATION 2
1/4" = 1'-0"WEST ELEVATION 3
1/4" = 1'-0"NORTH ELEVATION 4
1/4" = 1'-0"EAST ELEVATION 5
1/4" = 1'-0"SECTION - B 6
1/4" = 1'-0"SECTION A 7

KEYNOTES
V

ALUE DESCRIPTIONS
01 EXISTING 8" THICK CMU RETAINING WALL TO REMAIN, PATCH & REPAIR AS REQUIRED. APPLY SMOOTH PLASTER FINISH; COLOR: ICY WHITE DEHW 10 MATTE OR EQUAL & ELASTOMERIC SEALANT ON THE

EXTERIOR SIDE
15 EXISTING RAILING TO REMAIN.
31 NEW 8" THK CMU WALL PER STRUCTURAL PLANS. APPLY SMOOTH PLASTER; COLOR: ICY WHITE DEHW 10 MATTE OR EQUAL &

ELASTOMERIC SEALANT ON THE EXTERIOR SIDE
32 NEW DIESEL EMERGENCY GENERATOR & FUEL TANK ON A CONCRETE SLAB PER STRUCTURAL PLANS. CITY TO SUPPLY GENERATOR (20KW REHLKO/KOHLER, 20REOZK, OPEN UNIT SKID, 53 GALLON
TANK)CONTRACTOR TO INSTALL. SEE ELECTRICAL & STRUCTURAL PLANS
35 NEW SCADA CABINET ON HOUSE KEEPING PAD PER ELECTRICAL PLANS
37 RELOCATED EXISTING IRRIGATION CONTROL SYSTEM. SEE

MARINE-GREEN COATING SYSTEM FOR MARINE ENVIRONMENT ON
METAL PANELS OVER 18GA HSB-36 METAL ROOF DECK PER
STRUCTURAL PLANS. SEE DETAIL 8/A-501
45 NEW HSS BEAM TO BE PAINTED. COLOR; BLACK. SEE STRUCTURAL PLANS
46 NEW HSS POST TO BE PAINTED. COLOR; BLACK. SEE STRUCTURAL PLANS
54 NEW DARK ANODIZED - GRAY, 30" WIDE x 36" HIGH RADIATOR LOUVER

WITH INSECT SCREEN
56 NEW 5" WIDE X 3"HIGH WEEP HOLES WITH RODENT SCREEN
57 ELECTRICAL UNITS PER ELECTRICAL PLANS
58 TOP UP WITH GROUT FROM THE LAST CMU MODULE TO THE BOTTOM

OF STRUCTURAL BEAM
61 ENGINE EXHAUST, REFER TO DETAIL 3/A-501
10 08/05/26 SD 08/05/26 KM

EXTERIOR INTERIOR

HEAD DETAIL

SILL DETAIL

SMOOTH PLASTER &

ELASTOMERIC

SEALANT

CMU WALL PER

STRUCTURAL
PLANS

HSS BEAM PER

STRUCTURAL
PLANS

NEW METAL ROOF
DECK

JAMB DETAIL

NEW DARK ANODIZED - GRAY ALUMINUM

LOUVERS WITH INSECT SCREEN

INSTALL PER MAUFACTURER

RECOMMENDATIONS
SLOPE

HSS COLUMN & STEEL

PLATE PER

STRUCTURAL PLANS

NEW DARK ANODIZED - GRAY
A

LUMINUM LOUVERS WITH
INSECTS SCREEN.

FREE AREA > 45%.

INSTALL PER MAUFACTURER

RECOMMENDATIONS

EZ CLIP PER

MANUFACTURER

RECOMMENDATION

CMU WALL PER

STRUCTURAL PLANS

EZ CLIP PER

MANUFACTURER

RECOMMENDATION

EZ CLIP OR CAULKING

PER MANUFACTURER

RECOMMENDATION

J-MOLDING
2" MIN. @ PAVING
4" MIN.

SMOOTH PLASTER &

ELASTOMERIC

SEALANT
(E) LANDSCAPE TO
REMAIN

CMU WALL PER

STRUCTURAL
PLANS

GALVANIZED

METAL SCREED

EXTERIOR INTERIOR

SILL DETAIL

SMOOTH PLASTER &

ELASTOMERIC

SEALANT

CMU WALL PER

STRUCTURAL
PLANS

NEW DARK ANODIZED - GRAY ALUMINUM

LOUVERS WITH INSECT SCREEN

INSTALL PER MAUFACTURER

RECOMMENDATIONS
SLOPE

EZ CLIP PER

MANUFACTURER

RECOMMENDATION

EZ CLIP OR CAULKING

PER MANUFACTURER

RECOMMENDATION

SMOOTH PLASTER &

ELASTOMERIC

SEALANT

CMU WALL PER

STRUCTURAL
PLANS

J-MOLDING

HEAD/JAMB DETAIL
NOTE:

THE ENGINE EXHAUST WILL COMPLY WITH NFPA 37 SECTION 8.2.3.1.

SECTION 8.2.3.1
PER NFPA 37
C
BA A. INSTALL A FABRIC FLEX CONNECTION

BETWEEN RADIATOR DISCHARGE FLANGE

AND SHEET METAL DUCT TO ISOLATE
VIBRATION.

B. USE A GRADUAL TRANSITION TO THE
LOUVER OPENING.

C. MOUNT AFJ-120 LOUVER WITH INSECT
SCREEN (REMOVEABLE).PRESSURE LOSS CALCULATION:

MAX. RESTRICTION OF COOLING AIR, INTAKE AND DISCHARGE : O.5 IN.WG.

RADIATOR-COOLED COOLING AIR (CFM): 1300 SCFM
FREE AREA OF AFJ-120 30"X36" : 1.36 SQFT
LOUVER FREE-AREA VELOCITY: V=1300/1.36 , V=956 FPM
BASED ON AIRFLOW RESISTANCE GRAPH FOR GREENHECK AFJ-120 LOUVER: STATIC PRESSURE DROP FOR LOUVER IS 0.085 IN.WG.

AVERAGE AIRFLOW RESISTANCE PERCENTAGE INCREASE FOR INSECT SCREEN : 17% THE TOTAL PRESSURE LOSS FOR LOUVER PLUS INSECT SCREEN : 0.1 IN.WG.

THIS IS BELOW THE GENERATOR ALLOWABLE EXTERNAL STATIC RESTRICTION OF 0.5 IN.WG.,LEAVING APPROXIMATELY 0.4 IN.WG. AVAILABLE FOR DUCT STRAIGHT RUN AND TRANSITIONS.

B. PENETRATION @ RIB ( FLASHING)
A. ROOF JACK
NOTE:
• CONTRACTOR TO VERIFY IN THE FIELD THE EXACT LOCATION OF THE VENT ON THE ROOF • DIESEL TANK VENT SHALL COMPLY WITH NFPA 30
• SEE DIESEL TANK VENTING NOTES ON SHEET A-101
PER NFPA 30 REQUIREMENTS

TERMINATE THE VENT OUTLETS WITH AN OPW
623V PRESSURE VACUUM VENT

HIGH SIDE EAVE TRIM

ROOF PANEL TO BE INSTALLED PER
MANUFACTURER RECOMMENDATIONS.

PROVIDE CLOSURES & TRIMS AS

REQUIRED

ROOF DECK PER STRUCTURAL
PLANS

HSS BEAM PER STRUCTURAL
PLANS

HIGH EAVE

ROOF PANEL TO BE INSTALLED PER
MANUFACTURER RECOMMENDATIONS.

PROVIDE CLOSURES & TRIMS AS

REQUIRED

ROOF DECK PER

STRUCTURAL PLANS

LOW SIDE EAVE TRIM

HSS BEAM PER STRUCTURAL PLANS

RAKE TRIM

ROOF PANEL TO BE INSTALLED PER
MANUFACTURER RECOMMENDATIONS.

PROVIDE CLOSURES & TRIMS AS

REQUIRED

ROOF DECK PER STRUCTURAL
PLANS

RAKELOW EAVE

HSS BEAM PER STRUCTURAL
PLANS
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A L I FOF C
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REBLISHP
No. C 15573
REN. 7-31-27
PROJECT NO.

PUBLIC WORKS DEPARTMENT
IMPROVEMENT PLANS FOR:

REVIEWED BY:

INSPECTOR: DATE
P.E. EXP. DATE
APPROVED: KERI MARTINEZ

PRINCIPAL ENGINEER
DWN BY:

CHKD BY:

RVWD BY:

DATE INITIAL

ENGINEER OF WORK
SHEETS
DATE
DRAWING No.

SHEET
EF
AB

ENGINEER/ARCHITECT
IDS
1 PETERS CANYON ROAD, SUITE 130
IRVINE, CA. 92606
TEL: 949-387-8500, FAX: 949-387-0800
02212024
04092024
30% Client Review
06122024
Project# 22X005.05
60% Client Review

REVISION DESCRIPTION OTHER APPROVAL

DATE INITIAL DATE INITIAL
CITY APPROVAL CIP 5554
"AS BUILT"

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION

IDS GROUP

CITY OF CARLSBAD - CHINQUAPIN LIFT STATION IMPROVEMENT
548-3
60% Resubmittal
JS
09182025 90% Resubmittal
38 02182026 100% CD Set & Plan Check ResponsesA
03252026 Plan Check ResubmittalB
RCE 57189 EXPIRES 12/31/27
05112026 Bid Set
07302026 1 Addendum on Bid Set
DETAIL
A-5013" = 1'-0"LOUVER - HEAD/JAMB & SILL DETAIL 4 3" = 1'-0"WALL BASE 13" = 1'-0"LOUVER - HEAD/JAMB & SILL DETAIL 7 12 12" = 1'-0"ENGINE EXHAUST DETAIL 3
1/4" = 1'-0"RADIATOR DISCHARGE DETAIL 2
12" = 1'-0"VENT THROUGH ROOF DETAILS 6
1 1/2" = 1'-0"ROOF EAVE 8
1 08/05/26 SD 08/05/26 KM
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
1 38

TITLE SHEET
NI/ZT
SD
KM

VICINITY MAP

AVECOSTA
LA
BLVD

CARLSBAD
RD
ALGA

PALOMAR AIRPORT
RD
EL
CAMINO
REAL
RANCHO

SANTA FE
RD

POINSETTIA
LANE

ALICANTE
RD
EL
FUERTE
OLIVENHAIN RD.

MELROSE
DR.

FARADAY

COLLEGE
BLVD
PASEO
DEL
NORTE
AVE

AVENIDA

ENCINAS

CANNON RD
MONROE
ST

CARLSBAD

VILLAGE DR
MARRON

TAMARACK
AVE
RD
LAKE

CALAVERABUENA
VISTA
LAGOON

AGUA HEDIONDA
LAGOON

BATIQUITOSLAGOON
AVIARA
PKWY

POINSETTIA
LANE

LOCATION MAP

PROJECT SITE

CHINQUAPIN LIFT STATION IMPROVEMENTS
CIP 5554

CONSTRUCTION PLANS

FOR THE

CARLSBAD, CALIFORNIA

CITY OF CARLSBAD, UTILITIES DEPARTMENT

KEITH BLACKBURN - MAYOR

CITY COUNCIL MEMBERS

GEOFF PATNOE

PAZ GOMEZ
JUNE 2026

CITY MANAGER

DEPUTY CITY MANAGER, PUBLIC WORKS
TERESA ACOSTA - DISTRICT 4
PRIYA BHAT-PATEL - DISTRICT 3
MELANIE BURKHOLDER - DISTRICT 1
KEVIN SHIN - DISTRICT 2

PROJECT SITE
Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026
5'
5'

GATE OPENING

WET WELL

9.5'

GATE OPENING

VALVE VAULT
42"

3.5" MIN TOEBOARD
(P) SUCTION PIPE

4.5'
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
LEGEND

DESCRIPTION SYMBOL

ABBREVIATIONS

DESCRIPTION ABBREVIATION
2 38

CIVIL NOTES, LEGEND AND

ABBREVIATIONS
NI/ZT
SD
KM
C-01
NOTES:

1. CONTRACTOR SHALL DESIGN AND INSTALL IN ACCORDANCE WITH OSHA: 1910:29 - FALL PROTECTION SYSTEMS AND FALLING OBJECT PROTECTION-CRITERIA AND PRACTICES. SUBMIT SAFETY RAIL SYSTEM FOR APPROVAL. TUBE SHALL BE ALUMINUM TUBE, SCHEDULE 40, 1-1/2 INCHES, 1.90 INCHES (48 MM) OD.

FITTINGS, INCLUDING ELBOWS, CROSSOVERS, FLANGES, TEES, CLAMPS, COUPLINGS: SHALL BE ALUMINUM ALLOY FITTINGS ASTM A356 T-6, KEE LITE STRUCTURAL PIPE FITTINGS, OR APPROVED EQUAL. ALL BOLTING AND FASTENERS SHALL BE 316 STAINLESS STEEL.

2. DESIGN PARAMETERS SHALL BE:
· TOP RAIL: 42-INCHES ABOVE THE WORKING LEVEL
· MID RAIL: REQUIRED HALFWAY BETWEEN THE TOP RAIL AND THE FLOOR/ROOF · STRENGTH: THE RAILING MUST WITHSTAND A FORCE OF AT LEAST 200

POUNDS APPLIED IN ANY DIRECTION TO THE TOP RAIL
· MAXIMUM LENGTH: MAXIMUM SINGLE RAIL LENGTH OF 8 FEET BETWEEN

STANCHIONS
· TOEBOARDS: AT LEAST 3.5-INCHES HIGH

HATCH GUARDRAIL
SCALE: NTS1
Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026
(E) WET WELL WALL

STRUCTURE TO

REMAIN(E) VALVE VAULT

STRUCTURE, LADDER,

AND HATCH TO REMAIN

ITEM REMOVED

BY OTHERS

REMOVE AND DISPOSE

OF ALL ITEMS, EXCEPT

PUMPS AND SUMP

DISCHARGE PIPE
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
3 38

LOCATION MAP, CIVIL SITE PLAN

AND DEMOLITION PLAN
NI/ZT
SD
KM
C-02

CARLSBAD BLVD

PROJECT SITE,
SEE SHEET C-03

FOR SITE PLAN CITY OF CARLSBAD R/W

EXISTING SEWER AND LOCATION MAP
SCALE: 1" = 20'2

CHINQUAPIN LIFT STATION (EXISTING) CIVIL SITE MAP
SCALE: 1" = 10'1

CHINQUAPIN LIFT STATION GENERATOR AND
ENCLOSURE IMPROVEMENTS. SEE ELECTRICAL,

STRUCTURAL, AND ARCHITECTURAL SHEETS,

SERIES G, D, A, S & E

CHINQUAPIN LIFT STATION WET WELL AND
CHECK VALVE VAULT IMPROVEMENTS. SEE

CIVIL SHEETS, SERIES C

CHINQUAPIN LIFT STATION LANDSCAPE AND
IRRIGATION IMPROVEMENTS. SEE LANDSCAPE

SHEETS, SERIES L

SITE MAP LEGEND
65'1
2"
N N
(E) LIFT STATION

WET WELL
(E) LIFT STATION

VALVE VAULT
(E) SEWER MH 16C-75
(E) 8" VCP SEWER
(E) 8" VCP SEWER
(E) SEWER MH 16C-84

WET WELL AND VALVE VAULT PLAN VIEW
SCALE: 1" = 4'3
DEMOLITION NOTES:

1. REMOVE ALL MECHANICAL ITEMS WITHIN

THE LIMITS HATCHED AS SHOWN AND
OTHER ITEMS INDICATED FOR DEMOLITION.

2. SEE SHEET C-03 FOR OTHER SURFACE
DEMOLITION AND REPLACEMENT LIMITS.

3. PROTECT ALL OTHER ITEMS NOT INDICATED

FOR DEMOLITION

WET WELL AND VALVE VAULT SECTION VIEW
SCALE: 1" = 4'A

REMOVE AND DISPOSE

OF ALL DISCHARGE

PIPING AND VALVES

EXCEPT SUMP PUMP

REMOVE AND DISPOSE OF

ALL ITEMS EXCEPT PUMPS,

WET WELL, AND SUMP

DISCHARGE PIPE

WET WELL DEMOLITION

VALVE VAULT DEMOLITION

WET WELL SLAB DEMOLITION

REMOVE AND DISPOSE

OF CONCRETE TOP SLAB,

HATCH, CONTROL

EQUIPMENT, AND

CONCRETE CURB

SEWER GRAVITY FLOW

DIRECTION (TYP)

FORCE MAIN FLOW

DIRECTION
Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026
(P) 48"X48" SINGLE LEAF
ALUMINUM HATCH. BILCO

TYPE JD-AL, OR EQUAL,
WITH LIFT ASSIST. RUN
HATCH DRAIN TO CURB 10' DIAMETER WET WELL SLAB.

REMOVE EXISTING CONCRETE

AND REPLACE WITH NEW

POLYMER CONCRETE, OLSEN

POLYMER ROCK HARD OR
EQUAL. SEE DETAIL 4.
(RR) EXISTING CONCRETE WITH NEW

CONCRETE PER CITY STANDARDS
(RR) EXISTING CURB WITH NEW 6"
CONCRETE CURB PER SDRSD G-1
(RR) EXISTING CONCRETE WALKWAY JOINT

TO JOINT WITH NEW ENHANCED CONCRETE
(SCOFIELD C-15 COACHELLA SAND COLOR,
MEDIUM SANDBLAST FINISH, WITH 6" SMOOTH

TROWL BANDS) TO MATCH EXISTING
(P) NEW BUILDING TOTAL
240SF. SEE STRUCTURAL
PLANS.
(RR) 4-INCH THICK AC

PAVEMENT
(E) BUILDING
STRUCTURE 160SF

20.0'
13'4"
38'3"
(E) 22' DRIVEWAY
18'3.25"
(RR) 4-INCH THICK AC

PAVEMENT PER CITY
STANDARD GS-24
THROUGH GS-28
(P) CONTRACTOR SHALL DESIGN

AND INSTALL TEMPORARY

ACCESS PATH AND STAIRCASE

FOR SAFE ACCESS DURING
CONSTRUCTION. TEMPORARY

ACCESS TO BE REMOVED UPON
PROJECT COMPLETION.

RR (E) FENCE FOR

TEMPORARY ACCESS
PATH. REPLACE IN KIND

TO MATCH EXISTING

EXISTING ACCESS

PATH TO LAGOON DETOUR ACCESS PATH

TO LAGOON

TEMPORARY SITE FENCING (TYP)

PEDESTRIAN ACCESS PATH DETOUR

AND STAIRCASE SHALL BE INSTALLED

PRIOR TO RESTRICTING ACCESS
THROUGH SITE.
(P) NEW BUILDING WITH
ADDITIONAL 80 SF
(PIP) EXISTING

CITY SURVEY

CONTROL

STATION
(RR) EXISTING

BACKFLOW WITH

ENCLOSURE PER
CMWD DWG W-6.

SEE L-SHEETS.

PIPE SHELLNOTES

1. ALL PRESSURE GAUGE ASSEMBLY, PIPE, VALVES SHALL BE TYPE 316 SS.

STAINLESS STEEL PRESSURE
GAUGE (MIN. 3-1/2" DIA.

CALIBRATED IN APPLICABLE

UNITS) OR PRESSURE SWITCH

DIAPHRAGM SEAL, WITH

STAINLESS STEEL DIAPHRAGM

AND LOWER HOUSING
1" SCH. 80 S.S. NIPPLE (TYP.)
1" SCH. 80 S.S. BALL VALVE
1" SS DIELECTRIC UNION

COAT WITH EPOXY
1 2" BALL VALVE
1 4" SCH. 80 S.S. BALL VALVE
1 4" SCH. 80 S.S. NIPPLE

CONNECTION FOR OIL FILL
DIP SPOOL CLASS 53

WITH THREADED OUTLET
NOTES

1. INSIDE DIAMETER OF EACH WALL OPENING SHALL BE OF

THE SIZE RECOMMENDED BY THE SEAL MANUFACTURER TO

FIT THE PIPE OR CONDUIT AND TO ENSURE A WATER-TIGHT
JOINT.

2. WALL SEAL ASSEMBLY SHALL BE OF THE MODULAR

MECHANICAL TYPE, CONSISTING OF INTERLOCKING

SYNTHETIC RUBBER LINKS SHAPED TO FILL THE ANNULAR
SPACE BETWEEN THE PIPE AND THE WALL OPENING. A

PRESSURE PLATE SHALL BE PROVIDED UNDER EACH BOLT

HEAD AND NUT, WITH THE SEAL CONSTRUCTED TO

PROVIDE ELECTRICAL INSULATION BETWEEN WALL AND
PIPE. WALL SEAL ASSEMBLY SHALL BE LINK SEAL AS

MANUFACTURED BY GPT INDUSTRIES OR APPROVED
EQUAL. ALL HARDWARE SHALL BE STAINLESS STEEL,
GRADE 316.

3. FOR PENETRATIONS THROUGH THE EXISTING WET WELL

WALL, THE INTERIOR WALL LINER SHALL BE REPAIRED

AFTER THE WALL PENETRATION PER SPECIFICATION
SECTION 06621.
(E) INTERIOR

CONCRETE
WALL

BOLT AND NUT,
TYPE 316 SS
MODEL "C" LINK-SEAL

MODULAR SEAL

MANUFACTURED BY

GPT INDUSTRIES OR

APPROVED EQUAL

WALL SEAL

ASSEMBLYNON-SHRINK

GROUT (TYP)

PIPE OR

CONDUIT

CORE DRILL
(E) EXTERIOR

CONCRETE
WALL

INSTALL PUMP GUIDE RAIL TO CLEAR HATCH

CHANNEL FRAME

WITH RECESSED

ANCHORS (TYP)

AUTOMATIC HOLD OPEN ARM

REMOVABLE COVER PLUG

REMOVABLE SQUARE KEY WRENCH
4' X 4' SINGLE LEAF HINGED H20-RATED HATCH (BILCO
TYPE J-AL CUSTOM SIZE) WITH TYPE 316 STAINLESS
STEEL HARDWARE. HATCH TO DRAIN TO CURB.

HEAVY DUTY FORGED 316 STAINLESS STEEL
HINGES WITH 316 STAINLESS STEEL PINS
316 STAINLESS STEEL LIFTING

MECHANISM WITH REINFORCED

COMPOSITE TUBES AND

COMPRESSION SPRINGS
1 4" SUPPORT PLATE

WELDED TO FRAME
(PIP) EXISTING WET WELL
(PIP) EXISTING WET WELL LINER;

REPAIR ALL LINER DAMAGES PER
SPEC SECTION 06621. SEE C-04
DETAIL 2 FOR LINER REPAIR DETAIL.

REPAIR LINER PER SPEC
SECTION 06621; TURN BACK
LINER AT LEAST 2 INCHES (TYP)
APPLY SIKA 31 HI MOD GEL JOINT

SEALANT OR APPROVED EQUAL PER

MANUFACTURER'S RECOMMENDATIONS

BETWEEN POLYMER CONCRETE SLAB

AND EXISTING WET WELL WALL PER
ASTM C990 (TYP)

HEAVY DUTY CHECK CHAIN

SLAM LOCK
MIN 2"
48"

FRAME CLEAR

OPENING
12" 24"24"
8" SCHEDULE 80 PVC PIPE BLIND FLANGE
A
-
4' X 4' SINGLE LEAF
HATCH. SEE SECTION A.

POLYMER CONCRETE SLAB TO BE
DESIGNED BY MANUFACTURER;
H-20-RATED; OLSON PRECAST OR

APPROVED EQUAL
TOP SLAB 10'

DIAMETER
WET WELL 8' DIAMETER
29"
36"
43"
36"
8" SCHEDULE 80 PVC

PIPE BLIND FLANGE
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
4 38

SITE PLAN

AND DETAILS
NI/ZT
SD
KM
C-03

CHINQUAPIN LIFT STATION CIVIL SITE PLAN
SCALE: 1" = 5'1
N

TOP SLAB AND HATCH FOR WET WELL SECTION VIEW
SCALE: NTSA

WALL PENETRATION
SCALE: NTS2 PRESSURE GAUGE WITH DIAPHRAGM SEAL
SCALE: NTS3

TOP SLAB AND HATCH FOR WET WELL PLAN VIEW
SCALE: NTS4
N
Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026

RR (E) PRESSURE GAUGE.

SEE SHEET C-03 DETAIL 3
18"
PIP (E) PUMP (TYP OF 2). COORDINATE

WITH CITY OPERATIONS TO APPROVE

OF REMOVAL, HANDLING, AND
STORAGE DURING CONSTRUCTION.

RR (E) 4" DIP

DISCHARGE PIPE AND
FITTINGS (TYP OF 2)
PUMP GUIDE RAIL SYSTEM (TYP OF 2)
WITH 316 STAINLESS STEEL GUIDE RAIL,

MOUNTING KIT, AND HARDWARE PER
FLYGT. INSTALL PER MANUFACTURER'S

RECOMMENDATIONS AND VERTICALLY
PLUMB.

RR (E) MOUNTING ASSEMBLY (TYP
OF 2). REPAIR CONCRETE AND

WET WELL LINER AS REQUIRED

SEE DETAIL 2 (TYP).

SEE SHEET C-03
DETAIL 2 FOR WALL

PENETRATION (TYP)
3'-11"
1'-5"
315 SS WALL BRACKET

MOUNT PIPE BRACING
(TYP OF 2)
SEE SHEET C-01 DETAIL 1 FOR

HATCH GUARDRAILS
4" VICTAULIC

COUPLING
(TYP OF 4)
A
C-04
(E) WEST PUMP (WP)
(E) EAST PUMP (EP)
6" DIP (PE X GE/VIC) WITH
VIC FLANGE STYLE 341
6" FLOW METER ENDRESS
& HAUSER PROLINE
PROMAG W400 OR EQUAL

WITH INSULATING
FLANGE KIT PER WC-3
6" X 4" DI TEE (FL)
6" DIP (GE/VIC X GE/VIC)
6 X 4 REDUCING 90 BEND
RR (E) 4" DIP (PE X FL)
(TYP OF 2)
SEE SHEET C-03 DETAIL 4 FOR

TOP SLAB AND HATCH
4" ECCENTRIC

PLUG VALVE
(TYP OF 2)
4" CHECK VALVE SURGEBUSTER BY
VAL-MATIC OR EQUAL (TYP OF 2)
4" VICTAULIC
COUPLING STYLE 341
(TYP OF 4)
6" DIP TEE WITH 6" PLUG

VALVE AND BLIND FLANGE

94.75"
24" 44.5"26.25"
4" DIP (PE

X GE/VIC)
(TYP OF 2)
SEE SHEET C-03 DETAIL 2 FOR
WALL PENETRATION (TYP OF 6)

REPAIR EXISTING WET WELL
LINER. SEE DETAIL 2 (TYP)
4" DIP (FL X GE/VIC) (TYP OF 2)
3-WAY PLUG VALVE (FL)
6" VIC FLANGE STYLE 3416" DIP (FL X GE/VIC)

WITH BLIND FLANGE
6" DIP TEE (FL X FL)
8" SCHEDULE 80 PVC PIPE BLIND FLANGE.

SEE DETAIL 4 FOR SUCTION PIPE DETAIL.
12"
6" VIC FLANGE STYLE 341

PIP (E) LADDER
6" RESTRAINED COUPLING PER

ROMAC ALPHA OR EQUAL
(E) 6" PVC
PRESSURE GAUGE (TYP OF 2)
12"
316 SS PIPE SUPPORT 6"
PER DETAIL 3 (TYP OF 3)
316 SS PIPE SUPPORT 4"
PER DETAIL 3 (TYP OF 2)
6" KNIFE GATE FABRI-VALVE C67

BI-DIRECTIONAL VALVE OR EQUAL
B
C-04

5.25"
6" DIP 90 BEND
6" ECCENTRIC PLUG

VALVE WITH BLIND
FLANGE
3-WAY PLUG

VALVE (FL)
316 SS PIPE
SUPPORT 6"
PER DETAIL 36" DIP TEE (FL X FL)
NOTES:

1. UNDER VALVES, METERS, OR OTHER SPECIAL

APPURTENANCES A FABRICATED SUPPORT PIECE MAY
BE BE UTILIZED AS ACCEPTABLE TO ENGINEER.

2. WHERE SHOWN UNDER PIPE OR VALVE FLANGE,

PROVIDE FLANGE CRADLE SUPPORT BY MATERIAL
RESOURCES OR ENGINEER APPROVED EQUAL.

3. PROVIDE TYPE 316 STAINLESS STEEL UNITS.

4. SIZE OF SUPPORT COMPONENTS AND THEIR

CONNECTIONS SHOWN FOR PIPE, DUCT, HVAC, AND

EQUIPMENT ANCHORAGE SYSTEM ARE MINIMUM

REQUIREMENTS (INCLUDING ANCHOR BOLT SIZE,
SPACING, AND EMBEDMENT LENGTH). CONTRACTOR

SHALL DESIGN ALL SUPPORT COMPONENTS AND THEIR

CONNECTIONS PER SPECIFICATIONS AND INCREASE
SIZES AS REQUIRED BY DESIGN CALCULATIONS.

5. AS AN ALTERNATIVE, CONTRACTOR MAY USE

ADJUSTABLE PIPE SUPPORT WITH BASE BY PIPELINE

PRODUCTS, MODEL PS-S

ADJUSTABLE PIPE SUPPORT
150 LB. THREADED

REDUCING FLANGE,

GALVANIZED

SS ANCHOR BOLT OR SS

ADHESIVE CAPSULE ANCHOR
WITH (2) NUTS EACH, SIZE TO
SUIT FLANGE. TYPICAL OF (4)

ADJUSTABLE PIPE SUPPORT

APPROXIMATE DIMENSION IN INCHES
PIPE

SIZE A B C D
MIN
D
MAX
4" & 6" 3 2 1/2 9 11 5/8 15 1/4

PIPE SIZE
18'-5"
24"
316 SS OFFSET PIPE

CLAMP AND

FASTENERS PER ANVIL

INTERNATIONAL OR

APPROVED EQUAL
(TYP OF 2)
8" SCHEDULE
80 PVC PIPE
8" SCHEDULE
80 PVC PIPE

BLIND FLANGE
8" SCHEDULE
80 PVC FITTING
45° BEND
2"
10" DIAMETER PIPE
OPENING WITH LINK SEAL.

EPOXY SEAL UNDER SLAB
PER SIKADUR 31 OR EQUAL
4"
IMPROVEMENT PLAN FOR:

CIP 5554 548-3

CHINQUAPIN LIFT STATION IMPROVEMENTS
5 38

WET WELL AND VALVE VAULT

IMPROVEMENTS AND DETAILS
NI/ZT
SD
KM
C-04

PLAN VIEW
SCALE: 1" = 2'1

SECTION VIEW
SCALE: 1" = 2'A
NOTE:

DIMENSIONS PROVIDED FOR REFERENCE ONLY.

CONTRACTOR TO FIELD VERIFY ALL
DIMENSIONS PRIOR TO ORDERING MATERIALS.

LINER REPAIR DETAILS
SCALE: NTS2
LINER REPAIR NOTES:

1. REPAIR EXISTING T-LOCK PVC LINER PER LINABOND REPAIR PRODUCTS OR APPROVED EQUAL. REPAIR ALL LINER OPEN SEAM TEARS, PIPE PENETRATIONS,

PIPE BRACING, LINER TURNBACK UNDER NEW TOP SLAB, AND OTHER LINER DEFECTS, IN ACCORDANCE WITH SPECIFICATIONS AND MANUFACTURER'S RECOMMENDATIONS. SEE LINER REPAIR DETAILS.

2. CONTRACTOR SHALL INSPECT WET WELL, IDENTIFY ALL REPAIRS, AND SUBMIT REQUIRED PRODUCT AND INSTALLATION INFORMATION FOR CITY APPROVAL.

ADJUSTABLE PIPE SUPPORT
SCALE: NTS3

SUCTION PIPE
SCALE: NTS4

SECTION VIEW
SCALE: 1" = 2'B
Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026
ALIGN

AFF ABOVE FINISHED FLOOR
A.G. ACCESSORY GROUP
A.D. ACCESS DOOR

ACOUS ACOUSTICAL
ACT. ACOUSTICAL TILE

ADD ADDENDUM

ADJ ADJACENT
A.C. AIR CONDITION

ALT ALTERNATE

ALUM ALUMINUM
A.B. ANCHOR BOLT

APPROX APPROXIMATE

ARCH ARCHITECTURAL

AD AREA DRAIN

AUTO AUTOMATIC

ASL ABOVE SEA LEVEL
B.E.J. BRICK EXPANSION JOINT

BSMT BASEMENT
B.T. BATH TUB

BM BEAM

BRG BEARING
B.M. BENCH MARK

BET BETWEEN

BIT BITUMINOUS

BLK BLOCK

BLKG BLOCKING

BD BOARD

BS BOTH SIDES

BOT BOTTOM

BRK BRICK
B.C. BRICK COURSE

BLDG BUILDING

BUR BUILT-UP ROOFING
B.O. BY OWNER

CAB CABINET
C.H. CABINET HEATER

CHNL CHANNEL
C.O. CLEAN OUT
C.O. CLEAN OUT
CO2 CARBON DIOXIDE
CARP. CARPET
C.W. CASEWORK
C.I. CAST IRON
C.B. CATCH BASIN

CEM CEMENT

CM CENTIMETER

CT CERAMIC TILE

CHBD CHALK BOARD
CLG. CEILING

CLR CLEAR

COL COLUMN
CONC. CONCRETE

CMU CONCRETE MASONRY UNIT

COND CONDUCTIVE
C.S.V CONDUCTIVE SHEET VINYL
CONT. CONTINUOUS

CLL CONTRACT LIMIT LINE

CONTR CONTRACTOR
C.J. CONTROL JOINT

CONV CONVECTOR
C.G. CORNER GUARD

CORR CORRIDOR
C.S. COUNTER SINK

CRS COURSE
C.R. CURTAIN ROD
C.R.-1 CRASH RAIL

DEM DEMOLISH/DEMOLITION
DET. DETAIL

DIAG DIAGONAL
DIA. DIAMETER
DIFF. DIFFUSER
DIM. DIMENSION
DISP. DISPENSER

DO DITTO

DR DOOR

DBL DOUBLE

DN DOWN

DS DOWNSPOUT
DWG. DRAWING
D.F. DRINKING FOUNTAIN

EA EACH
ELEC. ELECTRICAL
ELEC. CAB ELECTRIC CABINET

EPNL ELECTRIC PANEL

EWC ELECTRIC WATER COOLER

EL ELEVATION
ELEV. ELEVATOR

EQ EQUAL
E.O. EQUIPMENT BY OWNER

EX EQUIPMENT, X-RAY
EX.F EXHAUST FAN
(E) EXISTING
EXP. JT. EXPANSION JOINT

EXP'D EXPOSED

EXT EXTERIOR
E.I.F.S. EXTERIOR INSULATION
& FINISH SYSTEM

FB FACE BRICK
F.C.U. FAN COIL UNIT
F.D.C. FIRE DEPARTMENT

CONNECTIONS
F.N.V. FEM. NAPKIN VENDOR
FIN.RAD. FIN TUBE RADIATION

FIN FINISH
F.A. FIRE ALARM

FEC FIRE EXTINGUISHER CAB

FHC FIRE HOSE CABINET
F.H. FIRE HYDRANT
F.P. FIRE PROOFING
FHMS FLAT HEAD MACH.SCREW

FHWS FLAT HEAD WOOD SCREW
FL. FLOOR
F.D. FLOOR DRAIN

FR FRAME
F.S. FINISH SLAB

FT FOOT

FTG FOOTING

FDTN FOUNDATION

FUR FURRING
FUR. CH. FURRING CHANNEL/S
F.W. FULL WIDTH
F.W.C. FABRIC WALL COVERING

GAL GALLON
GALV. GALVANIZED

GI GALVANIZED IRON

GA GAGE
G.C. GENERAL CONTRACT

GL GLASS
G.B. GRAB BAR

GSF GROSS SQUARE FEET
G.W.B. GYPSUM WALL BOARD
HR-1 HANDRAIL

HDNR HARDENER

HDW HARDWARE
HD.WD. HARDWOOD

HTR HEATER

HTG HEATING

HVAC HEATING, VENTILATION
& AIR CONDITIONING

HT HEIGHT

HC HOLLOW CORE

HM HOLLOW METAL

HORIZ HORIZONTAL

HB HOSE BIBB
H.C. HOSE CABINET
H.C.U. HOSPITAL CASEWORK UNIT
H.C.T. HOSPITAL CUBICAL TRACK
H.PL. HOT PLATE
H.P.L. HIGH PRESSURE

PLASTIC LAMINATE
H.W. HOT WATER

HR HOUR
INCIN. INCINERATOR
I.D. INSIDE DIAMETER
INSUL. INSULATE(D)(ION)
INS. GL INSULATED GLASS

INT INTERIOR

IV INTRAVENOUS

INV INVERT

JAN JANITOR

JT JOINT

KIT KITCHEN

KO KNOCK OUT
L.C. LABORATORY CASEWORK

LEV LOW EMISSION VEHICLE

LAM LAMINATED
LAV. LAVATORY
L.GL. LEADED GLASS

LH LEFT HAND

LGT LENGTH

LT LIGHT
LT.P LIGHT PANEL

LTWT LIGHT WEIGHT
L.F. LINEAR FEET

LTL LINTEL

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LVR LOUVER
L.P. LOW POINT

MACH MACHINE
M.H. MANHOLE

MFR MANUFACTURER

MARB MARBLE

MAS MASONRY
M.O. MASONRY OPENING

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MC MEDICINE CABINET

MEMB MEMBRANE

MET METAL

MTD MOUNTED
M.T.P. METAL TOILET PARTITION
MET. TM METAL TRIM
M.W.U. MILLWORK UNIT
MIN. MINIMUM
MISC. MISCELLANEOUS

MOD MODULAR
M.H. MOP HOPPER

MOV MOVABLE

MULL MULLION
(N) NEW

NAT NATURAL
N.L. NIGHT LIGHT
N2O NITROUS OXIDE
NRC NOISE REDUCTION COEIF.

N.I.C. NOT ON CONTRACT
N.T.S. NOT TO SCALE

NOM NOMINAL
NO. NUMBER

OBS OBSCURE
O.C. ON CENTER

OPNG OPENING

OPP OPPOSITE

OPH OPPOSITE HAND
O.D. OUTSIDE DIAMETER
OHMS OVAL HEAD MACH. SCREW

OHWS OVAL HEAD WOOD SCREW

OA OVERALL

OH OVERHEAD
O2 OXYGEN

PNT PAINT(ED)

PNL PANEL
P.T.D PAPER TOWEL DISPENSER
P.T.R. PAPER TOWEL RECEPTACLE
P.BD. PARTICLE BOARD

PTN PARTITION

PVMT PAVEMENT
PG.BD. PEG BOARD
PLAS. PLASTER
P.LAM PLASTIC LAMINATE

PL PLATE
PL.GL. PLATE GLASS

PLMB PLUMBING

PMLD PREMOLDED

PWD PLYWOOD

PT POINT

PPGL POLISHED PLATE GLASS

PPTGL POLISHED PLATE

TEMPERED GLASS

PPWGL POLISHED PLATE

WIRE GLASS

PVC POLYVINYL CHLORIDE
PCF POUNDS PER CU.FT.

PSI POUNDS PER SQ. INCH
PSF POUNDS PER SQ.FT.

P.P. POWER PANEL

PCP PRECAST CONCRETE PANEL
PRE. FAB. PREFABRICATED
PREF. PREFINISHED
PSC PRE-STRESS CONC.

PROJ PROJECTION

PL PROPERTY LINE

PTDF PRESSURE TREATED

DOUGLAS FIR

QTY QUANTITY

QT QUARRY TILE

RAD RADIUS
R.W.L. RAIN WATER LEADER
RECPT. RECEPTACLE, ELECTRIC
REC. RECESS(ED)
RE: REFER TO
R.C.P. REFLECTED CEILING PLAN
REFR. REFRIGERATOR
REG. REGISTER
REINF. REINFORCE(D)(ING)

REQ'D REQUIRED

RES RESILIENT
R.C.P. REINF. CONC. PIPE

RET RETURN

RA RETURN AIR

RVS REVERSE

REV REVISION

RH RIGHT HAND

ROW RIGHT OF WAY

R RISER

RVT RIVET
R.D. ROOF DRAIN

RFH ROOF HATCH
R.V. ROOF VENT

RFG ROOFING

RM ROOM
R.F.S. ROOM FINISH SCHEDULE

RO ROOF OPENING

RND ROUND

RBL RUBBLE STONE
S.A.M.F. SELF-ADHERED MEMBRANE

FLASHING

SDL SADDLE
S.N.C. SAN. NAP. CABINET
S.N.D. SAN.NAP.DISPOSER

STC SEALANT

STG SEATING
SECT. SECTION
S.S. SERVICE SINK
S.B. SHAMPOO BOWL

SHTH SHEATHING

SHT SHEET

SH SHELF, SHELVING

SHR SHOWER
SIM. SIMILAR
S SINK
S.DI. SOAP DISPENSER

SPKR SPEAKER
S.F.C. SPECIAL FLR. COATING
S.W.C. SPECIAL WALL COATING
S.O.G SLAB ON GRADE
SPEC. SPECIFICATIONS

SQ SQUARE

SST STAINLESS STEEL

SP STAND PIPE

STD STANDARD

STL STEEL

STER STERILIZER

SD STORM DRAIN
S.G.T. STRUCTURAL GLAZED TILE

STRUCT STRUCTURAL
SUSP. SUSPENDED
S.V. SHEET VINYL

SW SWITCH

SWBD SWITCH BOARD

SYM SYMMETRICAL
T.B. TACKBOARD
T.P. TANGENT POINT

TEL TELEPHONE

TEMP TEMPERATURE
TEMP. GL. TEMPERED GLASS
TER. TERRAZZO
TEX. TEXTURE

THK THICK(NESS)

THR THRESHOLD
T.D. TISSUE DISPENSER

T TOILET (FIXTURE)

TPH TOILET PAPER HOLDER

T&G TONGUE & GROOVE
T.O.S. TOP OF STEEL
T.O.B TOP OF BEAM
T.O.C. TOP OF COLUMN
T.O.F. TOP OF FASCIA
T.O.FTG TOP OF FOOTING
T.O.P. TOP OF PARAPET
T.O.W. TOP OF WALL

TB TOWEL BAR

TYP TYPICAL
U.C. UNDERCUT

U/C UNDER COUNTER
U.C.L. UNDER COUNTER LIGHT
U.L. UNDERWRITERS
LABORATORIES INC.

UNGND UNDERGROUND
U.H. UNIT HEATER
U.V. UNIT VENTILATOR
U.N.O. UNLESS NOTED OTHERWISE

UR URINAL
UPH. UPHOLSTERY
V.T.R. VENT THROUGH ROOF

VENT VENTILATOR
V.I.F. VERIFY IN FIELD PRIOR TO

FABRICATION

VERT VERTICAL

VEST VESTIBULE
V.C.T. VINYL COMPOSITION TILE
V.W.C. VINYL WALL COVERING

V VINYL

VT VINYL TILE

WSCT WAINSCOT

W WASTE

WC WATER CLOSET
W.L. WATER LINE

WS WEATHER STRIP

WT WEIGHT

WWF WELDED WIRE FABRIC
W.C.D.F. WHEELCHAIR DRINKING

FOUNTAIN

WG WIRE GLASS
W.M.P. WIRE MESH PARTITION

W/ WITH

W/O WITHOUT

WD WOOD
W.R.B. WATER-RESISTANT BARRIER
(WEATHER-RESISTANT

BARRIER)

CHINQUAPIN LIFT STATION EMERGENCY GENERATOR

REPLACEMENT
COUNTY HWY S21,CARLSBAD, CA

CHINQUAPIN LIFT STATION EMERGENCY GENERATOR REPLACEMENT AND STRUCTURE IMPROVEMENTS.

ADDRESS: SOUTHEASTERLY CURB RETURN OF GARFIELD

STREET AND CHINQUAPIN AVENUE,CITY OF

CARLSBAD
ZONING: ZONE TYPE OF CONSTRUCTION: IIIB
OCCUPANCY: U
PROPOSED S.F.: 247 SF

APPLICABLE CODE

PROJECT INFORMATION
AUTHORITY HAVING JURISDICTION (AHJ): CITY OF CARLSBAD
ALL WORK SHALL COMPLY WITH THE FOLLOWING CODES:

CITY OF CARLSBAD MUNICIPAL CODE
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA FIRE CODE
ALL CONSTRUCTION SHALL CONFORM TO THE 2022 CALIFORNIA BUILDING, FIRE, MECHANICAL, PLUMBING, ELECTRICAL, ENERGY CODE AND GREEN BUILDING CODE. ?
?
?
?
?
?
?
?
? ELEVATION
ALIGN

DIMENSION

CENTERLINE

DIMENSION

REVISION CLOUD

KEY NOTE

COLUMN GRID LINE

ROOM REFERENCE

SECTION

REFERENCE

DETAIL SECTION

REFERENCE

DETAIL OR ENLARGED
PLAN
DATUM
7'-6"
7'-6"
CL
3'-9" 3'-9"
A-8.6
1 SHEET NUMBER

VIEW NUMBER

VIEW NAME

DRAWING SCALE

VIEW NUMBER
?

NORTH ARROW
(PROJECT NORTH U.O.N.)
101
?
?
?
?
?
?
______________
? ??

LEGEND AND SYMBOLS
CLIENT: CITY OF CARLSBAD
PROJECT MANAGER: SEAN B. DIAZ, PE, QSD
E-MAIL: [email protected]
TEL: 442-200-7222
ARCHITECTURAL: IDS GROUP
PROJECT MANAGER: ANNIE BACTOL
E-MAIL: [email protected]
TEL: 949-387-8500 EXT. 146
ARCHITECTURAL: IDS GROUP
CONTACT: JOHN SILBER
E-MAIL: [email protected]
TEL: 949-387-8500 EXT.154
STRUCTURAL: IDS GROUP
CONTACT: VICTOR MERCADO
E-MAIL: [email protected]
TEL: 949-387-8500 EXT. 112

VICINITY MAP
TE

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REBLISHP
No. C 15573
REN. 7-31-27
PROJECT NO.

PUBLIC WORKS DEPARTMENT
IMPROVEMENT PLANS FOR:

REVIEWED BY:

INSPECTOR: DATE
P.E. EXP. DATE
APPROVED: KERI MARTINEZ

PRINCIPAL ENGINEER
DWN BY:

CHKD BY:

RVWD BY:

DATE INITIAL

ENGINEER OF WORK
SHEETS
DATE
DRAWING No.

SHEET
EF
AB

ENGINEER/ARCHITECT
IDS
1 PETERS CANYON ROAD, SUITE 130
IRVINE, CA. 92606
TEL: 949-387-8500, FAX: 949-387-0800
02212024
04092024
30% Client Review
06122024
Project# 22X005.05
60% Client Review

REVISION DESCRIPTION OTHER APPROVAL

DATE INITIAL DATE INITIAL
CITY APPROVAL CIP 5554
"AS BUILT"

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION

IDS GROUP

PERSPECTIVE

PROJECT

LOCATION

SCOPE OF WORK

PROJECT TEAM

SHEET INDEX
S
HEET # SHEET NAME

GENERAL
G-
100 PROJECT INFORMATION
G-200 OVERALL SITE PLAN

DEMOLITION
D-200 DEMOLITION PLAN

ARCHITECTURAL
A-101 PROPOSED PLANS
A-201 PROPOSED ELEVATIONS AND SECTIONS
A-300 DETAILS - DOORS & LOUVERS
A-501 DETAIL

STRUCTURAL
S-001 STRUCTURAL GENERAL NOTES
S-002 STRUCTURAL GENERAL NOTES
S-200 FOUNDATION, FRAMING AND SECTION
S-201 ELEVATIONS
S-500 DETAILS
S-501 DETAILS
6 Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026

LINE OF SCOPE OF WORK

PATH OF EMERGENCY EGRESS

NOT IN SCOPE WORK

PROPOSED

NEW LIFT

STATION

CARLSBAD BOULEVARD
12 15
15 EXISTING SDG&E

PULLBOX PER
ELECTRICAL PLANS NEMA 3RX SST

METER PEDESTAL

PER ELECTRICAL
PLANS. SEE

STRUCTURAL PLANS

PROPOSED LIFT

STATION

PROPOSED
LIFT

STATION
12 15
15 12
TE

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REBLISHP
No. C 15573
REN. 7-31-27
PROJECT NO.

PUBLIC WORKS DEPARTMENT
IMPROVEMENT PLANS FOR:

REVIEWED BY:

INSPECTOR: DATE
P.E. EXP. DATE
APPROVED: KERI MARTINEZ

PRINCIPAL ENGINEER
DWN BY:

CHKD BY:

RVWD BY:

DATE INITIAL

ENGINEER OF WORK
SHEETS
DATE
DRAWING No.

SHEET
EF
AB

ENGINEER/ARCHITECT
IDS
1 PETERS CANYON ROAD, SUITE 130
IRVINE, CA. 92606
TEL: 949-387-8500, FAX: 949-387-0800
02212024
04092024
30% Client Review
06122024
Project# 22X005.05
60% Client Review

REVISION DESCRIPTION OTHER APPROVAL

DATE INITIAL DATE INITIAL
CITY APPROVAL CIP 5554
"AS BUILT"

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION

IDS GROUP

LEGEND - SITE PLAN

KEYNOTES
V

ALUE DESCRIPTIONS
12 EXISTING LIGHT POST TO REMAIN. PROTECT IN PLACE
15 EXISTING RAILING TO REMAIN.
3/16" = 1'-0"OVERALL SITE PLAN 2
247 S.F.

NOT IN SCOPE OF
W
ORK
3D - OVERALL SITE PLAN 1
(E) LANDSCAPE
(E) SERVICE

PARKING
7 Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026

EXISTING CMU WALL TO BE REMOVED

SHEET NOTES

DEMOLITION LEGEND

EXISTING CMU WALL TO REMAIN

1. SEE SHEET G-100 FOR ADDITIONAL NOTES AND ABBREVIATIONS.

2. REMOVE AND DISCARD ALL FLOOR FINISHES AND WALL BASE AS WELL AS FLASH PATCH,

MASTIC AND ADHESIVES DOWN TO THE STRUCTURAL CONCRETE FLOOR SLAB AND PREPARE FOR NEW FINISHES.

3. ALL LIFE SAFETY DEVICES SHALL REMAIN ACTIVE DURING DEMOLITION AND CONSTRUCTION.

EXISTING CONCRETE SLAB TO BE
REMOVED. SEE STRUCTURAL PLANS
A
1 01 07
04 B
11 PEDESTRIAN

ACCESS MUST BE

MAINTAINED DURING

CONSTRUCTION
06 04
02 03
06 07
0109
01 EXISTING MAIN

SERVICE CENTER
04 06
16 3
2 V.I.F
13' - 4"
03 02
V.I.F
1 2' - 0"
13 03
V.I.F
8' - 0"
16 0407
09 09
15 02
06 06
0101
01 07
07 16 03
09 16

EXISTING EMERGENCY

GENERATOR
05 1420 10
2013
10 0706 03 150409
+/- 7' - 10"
+/- 3' - 11"
TE

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REBLISHP
No. C 15573
REN. 7-31-27
PROJECT NO.

PUBLIC WORKS DEPARTMENT
IMPROVEMENT PLANS FOR:

REVIEWED BY:

INSPECTOR: DATE
P.E. EXP. DATE
APPROVED: KERI MARTINEZ

PRINCIPAL ENGINEER
DWN BY:

CHKD BY:

RVWD BY:

DATE INITIAL

ENGINEER OF WORK
SHEETS
DATE
DRAWING No.

SHEET
EF
AB

ENGINEER/ARCHITECT
IDS
1 PETERS CANYON ROAD, SUITE 130
IRVINE, CA. 92606
TEL: 949-387-8500, FAX: 949-387-0800
02212024
04092024
30% Client Review
06122024
Project# 22X005.05
60% Client Review

REVISION DESCRIPTION OTHER APPROVAL

DATE INITIAL DATE INITIAL
CITY APPROVAL CIP 5554
"AS BUILT"

CITY OF CARLSBAD

CHINQUAPIN LIFT STATION

IDS GROUP

KEYNOTES
V

ALUE DESCRIPTIONS
01 EXISTING 8" THICK CMU RETAINING WALL TO REMAIN, PATCH & REPAIR AS REQUIRED. APPLY SMOOTH PLASTER FINISH; COLOR: ICY WHITE DEHW 10

MATTE OR EQUAL & ELASTOMERIC SEALANT ON THE EXTERIOR SIDE 02 REMOVE EXISTING SWITCH BOARD, METER & CONTROL CABINET. SEE

ELECTRICAL PLANS
03 REMOVE & DISPOSE EXISTING EMERGENCY DIESEL GENERATOR. SEE

PER ELECTRICAL PLANS
04 REMOVE EXISTING WROUGHT IRON GATE
05 PORTION OF EXISTING CONCRETE SLAB TO REMAIN. PATCH & REPAIR AS

REQUIRED, LEVEL WITH TWO-COMPONENT POLYMER-MODIFIED,
PORTLAND CEMENT BASED MORTAR. USE SIKA TOP-122 PLUS OR EQUAL.

0.5% SLOPE V.I.F
06 EXISTING CONCRETE CURB TO REMAIN, PROTECT IN PLACE. SEE GENERAL NOTES #6 ON SHEET A-101
07 REMOVE EXISTING METAL ROOF AND ROOF SUPPORT
09 REMOVE EXISTING 8" THICK CMU RETAINING WALL
10 REMOVE EXISTING HOSE BIBB
11 REMOVE & DISPOSE EXISTING DISCONNECT SWITCH AND STAINLESS

STEEL CABINET
13 EXISTING BACKFLOW PREVENTION DEVICE ENCLOSURE TO BE REMOVED AND RELOCATED. REFER TO IRRIGATION SERIES FOR FUTURE LOCATION. (SEE LANDSCAPE PLAN)
14 REMOVE PORTION OF EXISTING CONCRETE SLAB. REPAIR, LEVEL WITH

TWO-COMPONENT POLYMER-MODIFIED, PORTLAND CEMENT BASED
MORTAR. USE SIKA TOP-122 PLUS OR EQUAL. SEE STRUCTURAL
15 EXISTING RAILING TO REMAIN.
16 GRIND EXISTING CONCRETE PAD TO LEVEL TO THE TOP OF EXISITNG CONCRETE SLAB. CUT REBARS 1" BELOW THE TOP OF THE SLAB. REPAIR,

LEVEL WITH TWO-COMPONENT POLYMER-MODIFIED, PORTLAND CEMENT BASED MORTAR. USE SIKA TOP-122 PLUS OR EQUAL
20 REMOVE & RELOCATE EXISTING IRRIGATION CONTROL SYSTEM 8 Docusign Envelope ID: CE97A834-B2A9-897F-8127-B767EC2C9675 6/3/2026
A
1 4
A-2012
A-201 4
A-201
3 A-201
5 20' - 0"
V.I.F
1 2' - 0"
6 A-201
______________
7 A-201
______________
D1
DIESEL