B3_Solicitation_Amd_3.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04 EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The Solicitation for Air And Marine Operations Center (AMOC) Expansion Building 605C, March Air Reserve Base, CA, is amended as follows:

See SF30 Continuation Sheet(s)

NOTE: Proposal Receipt date is 30 July 2016, 2:00 p.m., local time, as previously announced.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA 15C. DATE SIGNED 15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer) (Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X 9A. AMENDMENT OF SOLICITATION NO.

W9126G-16-R-0081

X 9B. DATED (SEE ITEM 11)

01-Jul-2016

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

15-Jul-2016

CODE

US ARMY ENGINEER DISTRICT, FORT WORTH

ATTN: CESWF-CT

819 TAYLOR ST, ROOM 2A19

P.O. BOX 17300

FORT WORTH TX 76102-0300

W9126G 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODE CODE

EMAIL: TEL:

W9126G-16-R-0081

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

1. 01 50 00 – TEMPORARY CONSTRUCTION FACILITIES - Section 01 50 00 is revised and replaced. See the attached, bearing the notation “W9126G-16-R-0081, Amendment No. 0003”.

2. Revised Drawings – The following Drawing Sheets are revised and replaced. See the attached, bearing the notation “AM0003”:

CD101

CD102

CS101

CS102

E-010

3. The Geotechnical Report is provided with this amendment. See the attached, bearing the notation “W9126G-16- R-0081, Amendment No. 0003”.

End of Summary of Changes

March ARB AMOC Renovation 605C MARBAMOC

SECTION 01 50 00

TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

PART 1 GENERAL

1.1 SUMMARY

Requirements of this Section apply to, and are a component of, each section of the specifications.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

FOUNDATION FOR CROSS-CONNECTION CONTROL AND HYDRAULIC RESEARCH

(FCCCHR)

FCCCHR List (continuously updated) List of Approved Backflow Prevention Assemblies

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 241 (2013) Standard for Safeguarding Construction,Alteration, and Demolition Operations

NFPA 70 (2014; AMD 1 2013; Errata 1 2013; AMD 2 2013; Errata 2 2013; AMD 3 2014; Errata 3-4 2014; AMD 4-6 2014) National Electrical Code

U.S. FEDERAL AVIATION ADMINISTRATION (FAA)

FAA AC 70/7460-1 (2007; Rev K) Obstruction Marking and Lighting

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

MUTCD (2009) Manual of Uniform Traffic Control Devices

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submitted the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals Construction site plan; G Traffic control plan; G

SECTION 01 50 00 Page 1

W9126G-16-R-0081, Amendment No. 0003

SD-06 Test Reports

Backflow Preventer Tests; G

SD-07 Certificates

Backflow Tester Certification; G

1.4 CONSTRUCTION SITE PLAN

Prior to the start of work, submit a site plan showing the locations and dimensions of temporary facilities (including layouts and details, equipment and material storage area (onsite and offsite), and access and haul routes, avenues of ingress/egress to the fenced area and details of the fence installation. Identify any areas which may have to be graveled to prevent the tracking of mud. Indicate if the use of a supplemental or other staging area is desired. Show locations of safety and construction fences, site trailers, construction entrances, trash dumpsters, temporary sanitary facilities, and worker parking areas.

1.5 BACKFLOW PREVENTERS CERTIFICATE

Certificate of Full Approval from FCCCHR List, University of Southern California, attesting that the design, size and make of each backflow preventer has satisfactorily passed the complete sequence of performance testing and evaluation for the respective level of approval. Certificate of Provisional Approval will not be acceptable.

1.5.1 Backflow Tester Certificate

Prior to testing, submit to the Contracting Officer certification issued by the State or local regulatory agency attesting that the backflow tester has successfully completed a certification course sponsored by the regulatory agency. Tester must not be affiliated with any company participating in any other phase of this Contract.

1.5.2 Backflow Prevention Training Certificate

Submit a certificate recognized by the State or local authority that states the Contractor has completed at least 10 hours of training in backflow preventer installations. The certificate must be current.

PART 2 PRODUCTS

2.1 TEMPORARY SIGNAGE

2.1.1 Bulletin Board

Immediately upon beginning of work, provide a weatherproof glass-covered bulletin board not less than 36 by 48 inches in size for displaying the Equal Employment Opportunity poster, a copy of the wage decision contained in the contract, Wage Rate Information poster, and other information approved by the Contracting Officer. Locate the bulletin board at the project site in a conspicuous place easily accessible to all employees, as approved by the Contracting Officer. Display legible copies of the aforementioned data until work under the contract is complete. Upon

SECTION 01 50 00 Page 2 completion of work under this contract, remove the bulletin board; it remains the property of the Contractor.

2.1.2 Project and Safety Signs

The requirements for the signs, their content, and location are as specified in Section 01 58 00 PROJECT IDENTIFICATION. Erect signs within 15 days after receipt of the notice to proceed. Correct the data required by the safety sign daily, with light colored metallic or non-metallic numerals.

2.2 TEMPORARY TRAFFIC CONTROL

2.2.1 Haul Roads

At contractors expense construct access and haul roads necessary for proper prosecution of the work under this contract. Construct with suitable grades and widths; sharp curves, blind corners, and dangerous cross traffic are be avoided. Provide necessary lighting, signs, barricades, and distinctive markings for the safe movement of traffic. The method of dust control, although optional, must be adequate to ensure safe operation at all times. Location, grade, width, and alignment of construction and hauling roads are subject to approval by the Contracting Officer. Lighting must be adequate to assure full and clear visibility for full width of haul road and work areas during any night work operations.

2.2.2 Barricades

Erect and maintain temporary barricades to limit public access to hazardous areas. Whenever safe public access to paved areas such as roads, parking areas or sidewalks is prevented by construction activities or as otherwise necessary to ensure the safety of both pedestrian and vehicular traffic barricades will be required. Securely place barricades clearly visible with adequate illumination to provide sufficient visual warning of the hazard during both day and night.

Temporary Safety Fencing: Furnish and erect safety fencing at temporary hazards and work site areas considered to be hazardous to the public. The safety fencing shall be a high visibility orange colored, high density polyethylene grid or approved equal, a minimum of 42 inches high, supported and tightly secured to steel posts located on maximum 10 foot centers, constructed at the approved location. The safety fencing shall be maintained by the Contractor during the life of the hazard and, upon completion and acceptance of the work, shall become the property of the Contractor and shall be removed from the work site.

2.2.3 Fencing

a. Provide fencing along the construction site at all open excavations and tunnels to control access by unauthorized people. Fencing must be installed to be able to restrain a force of at least 250 pounds against it.

2.2.4 Temporary Wiring

Provide temporary wiring in accordance with NFPA 241 and NFPA 70, Article 305-6(b), Assured Equipment Grounding Conductor Program. Include frequent inspection of all equipment and apparatus.

SECTION 01 50 00 Page 3

PART 3 EXECUTION

3.1 EMPLOYEE PARKING

Contractor employees will park privately owned vehicles in an area designated by the Contracting Officer. This area will be within reasonable walking distance of the construction site. Contractor employee parking must not interfere with existing and established parking requirements of the government installation.

3.2 AVAILABILITY AND USE OF UTILITY SERVICES

3.2.1 Temporary Utilities

Provide temporary utilities required for construction. Materials may be new or used, must be adequate for the required usage, not create unsafe conditions, and not violate applicable codes and standards.

3.2.2 Payment for Utility Services

(AM#3) Water, gas, and electricity are not available from Government-owned and operated systems. The Contractor shall make arrangements for use, connection, and payment of temporary utilities with the local utility companies. An advance deposit for utility connections may be required. (/AM#3)

3.2.3 Meters and Temporary Connections

At the Contractors expense and in a manner satisfactory to the Contracting Officer, provide and maintain necessary temporary connections, distribution lines, and meter bases (Government will provide meters) required to measure the amount of each utility used for the purpose of determining charges.

Notify the Contracting Officer, in writing, 5 working days before final electrical connection is desired so that a utilities contract can be established. The Contractor will provide a meter and make the final hot connection after inspection and approval of the Contractor's temporary wiring installation.

3.2.4 Advance Deposit

An advance deposit for utilities consisting of an estimated month's usage or a minimum of $50.00 will be required. The last monthly bills for the fiscal year will normally be offset by the deposit and adjustments will be billed or returned as appropriate. Services to be rendered for the next fiscal year, beginning 1 October, will require a new deposit. Notification of the due date for this deposit will be mailed to the Contractor prior to the end of the current fiscal year.

3.2.5 Final Meter Reading

Before completion of the work and final acceptance of the work by the Government, notify the Contracting Officer, in writing, 5 working days before termination is desired. The Government will take a final meter reading; after which the Contractor shall disconnect service and remove the meters. Then remove all the temporary distribution lines, meter bases, and associated paraphernalia. Pay all outstanding utility bills before final acceptance of the work by the Government.

SECTION 01 50 00 Page 4

3.2.6 Utility Connection Fees

(AM#3) The Contractor shall acquire be responsible for all temporary utility services as shown on the plans without additional expense to the Government. The Contractor shall be responsible for all connection charges, permits, inspection charges, and relocation charges associated with any and all utility services and shall include the costs thereof in the contract price. (/AM#3)

3.2.7 Sanitation

a. Provide and maintain within the construction area minimum field-type sanitary facilities approved by the Contracting Officer and periodically empty wastes into a municipal, district, or station sanitary sewage system, or remove waste to a commercial facility.

Obtain approval from the system owner prior to discharge into any municipal, district, or commercial sanitary sewer system. Any penalties and / or fines associated with improper discharge will be the responsibility of the Contractor. Coordinate with the Contracting Officer and follow station regulations and procedures when discharging into the station sanitary sewer system. Maintain these conveniences at all times without nuisance. Include provisions for pest control and elimination of odors. Government toilet facilities will not be available to Contractor's personnel.

3.2.8 Telephone

Make arrangements and pay all costs for telephone facilities desired.

3.2.9 Obstruction Lighting of Cranes

Provide a minimum of 2 aviation red or high intensity white obstruction lights on temporary structures (including cranes) over 100 feet above ground level. Light construction and installation must comply with FAA AC 70/7460-1. Lights must be operational during periods of reduced visibility, darkness, and as directed by the Contracting Officer.

3.2.10 Fire Protection

Provide temporary fire protection equipment for the protection of personnel and property during construction. Remove debris and flammable materials dailyweeklymonthly to minimize potential hazards.

3.3 TRAFFIC PROVISIONS

3.3.1 Maintenance of Traffic

a. Conduct operations in a manner that will not close any thoroughfare or interfere in any way with traffic on railways or highways except with written permission of the Contracting Officer at least 15 calendar days prior to the proposed modification date, and provide a Traffic Control Plan detailing the proposed controls to traffic movement for approval.

The plan must be in accordance with State and local regulations and the MUTCD, Part VI. Make all notifications and obtain any permits required for modification to traffic movements outside Station's jurisdiction..

Contractor may move oversized and slow-moving vehicles to the worksite provided requirements of the highway authority have been met.

b. Conduct work so as to minimize obstruction of traffic, and maintain

SECTION 01 50 00 Page 5 traffic on at least half of the roadway width at all times. Obtain approval from the Contracting Officer prior to starting any activity that will obstruct traffic.

c. Provide, erect, and maintain, at contractors expense, lights, barriers, signals, passageways, detours, and other items, that may be required by the Life Safety Signage, overhead protection authority having jurisdiction.

3.3.2 Protection of Traffic

Maintain and protect traffic on all affected roads during the construction period except as otherwise specifically directed by the Contracting Officer. Measures for the protection and diversion of traffic, including the provision of watchmen and flagmen, erection of barricades, placing of lights around and in front of equipment the work, and the erection and maintenance of adequate warning, danger, and direction signs, will be as required by the State and local authorities having jurisdiction. Protect the traveling public from damage to person and property. Minimize the interference with public traffic on roads selected for hauling material to and from the site. Investigate the adequacy of existing roads and their allowable load limit. Contractor is responsible for the repair of any damage to roads caused by construction operations.

3.3.3 Rush Hour Restrictions

Do not interfere with the peak traffic flows preceding and during normal operations without notification to and approval by the Contracting Officer.

3.3.4 Dust Control

Dust control methods and procedures must be approved by the Contracting Officer. Treat dust abatement on access roads with applications of calcium chloride, water sprinklers, or similar methods or treatment.

3.4 CONTRACTOR'S TEMPORARY FACILITIES

3.4.1 Safety

Protect the integrity of any installed safety systems or personnel safety devices. If entrance into systems serving safety devices is required, the Contractor must obtain prior approval from the Contracting Officer. If it is temporarily necessary to remove or disable personnel safety devices in order to accomplish contract requirements, provide alternative means of protection prior to removing or disabling any permanently installed safety devices or equipment and obtain approval from the Contracting Officer.

3.4.2 Administrative Field Offices

Provide and maintain administrative field office facilities within the construction area at the designated site. Government office and warehouse facilities will not be available to the Contractor's personnel.

3.4.3 Storage Area

(AM#3) Construct a temporary 6 foot high chain link fence with UV light resistant, plastic fabric mesh netting (similar to tennis court or other screening), around trailers and materials. Include plastic strip inserts, SECTION 01 50 00 Page 6 colored brown, so that visibility through the fence is obstructed.(/AM#3) Fence posts may be driven, in lieu of concrete bases, where soil conditions permit. Do not place or store Trailers, materials, or equipment outside the fenced area unless such trailers, materials, or equipment are assigned a separate and distinct storage area by the Contracting Officer away from the vicinity of the construction site but within the installation boundaries. Trailers, equipment, or materials must not be open to public view with the exception of those items which are in support of ongoing work on any given day. Do not stockpile materials outside the fence in preparation for the next day's work. Park mobile equipment, such as tractors, wheeled lifting equipment, cranes, trucks, and like equipment within the fenced area at the end of each work day.

3.4.4 Supplemental Storage Area

Upon Contractor's request, the Contracting Officer will designate another or supplemental area for the Contractor's use and storage of trailers, equipment, and materials. This area may not be in close proximity of the construction site but will be within the installation boundaries. Fencing of materials or equipment will not be required at this site; however, the Contractor is responsible for cleanliness and orderliness of the area used and for the security of any material or equipment stored in this area.

Utilities will not be provided to this area by the Government.

3.4.5 Appearance of Trailers

a. Trailers utilized by the Contractor for administrative or material storage purposes must present a clean and neat exterior appearance and be in a state of good repair. Trailers which, in the opinion of the Contracting Officer, require exterior painting or maintenance will not be allowed on installation property.

b. Paint using suitable paint and maintain the temporary facilities.

Failure to do so will be sufficient reason to require their removal.

3.4.6 Maintenance of Storage Area

a. Keep fencing in a state of good repair and proper alignment. Grassed or unpaved areas, which are not established roadways, will be covered with a layer of gravel as necessary to prevent rutting and the tracking of mud onto paved or established roadways, should the Contractor elect to traverse them with construction equipment or other vehicles; gravel gradation will be at the Contractor's discretion. Mow and maintain grass located within the boundaries of the construction site for the duration of the project. Grass and vegetation along fences, buildings, under trailers, and in areas not accessible to mowers will be edged or trimmed neatly.

3.4.7 Security Provisions

Provide adequate outside security lighting at the Contractor's temporary facilities. The Contractor will be responsible for the security of its own equipment; in addition, the Contractor will notify the appropriate law enforcement agency requesting periodic security checks of the temporary project field office.

3.4.8 Weather Protection of Temporary Facilities and Stored Materials

Take necessary precautions to ensure that roof openings and other critical

SECTION 01 50 00 Page 7 openings in the building are monitored carefully. Take immediate actions required to seal off such openings when rain or other detrimental weather is imminent, and at the end of each workday. Ensure that the openings are completely sealed off to protect materials and equipment in the building from damage.

3.4.8.1 Building and Site Storm Protection

When a warning of gale force winds is issued, take precautions to minimize danger to persons, and protect the work and nearby Government property.

Precautions must include, but are not limited to, closing openings;

removing loose materials, tools and equipment from exposed locations; and removing or securing scaffolding and other temporary work. Close openings in the work when storms of lesser intensity pose a threat to the work or any nearby Government property.

3.5 GOVERNMENT FIELD OFFICE

3.5.1 Resident Engineer's Office

Provide the Government Resident Engineer with an office, approximately 200 square feet in floor area, located where directed and providing space heat, electric light and power, and toilet facilities consisting of one lavatory and one water closet complete with connections to water and sewer mains.

Provide a mail slot in the door or a lockable mail box mounted on the surface of the door. Include a 4 by 8 foot plan table, computer work space a standard size office desk and chair, telephone, internet connection, and printer. At completion of the project, the office will remain the property of the Contractor and be removed from the site. Utilities willbe connected and disconnected in accordance with local codes and to the satisfaction of the Contracting Officer.

3.5.2 Trailer-Type Mobile Office

The Contractor may, at its option, furnish and maintain a trailer-type mobile office acceptable to the Contracting Officer and providing as a minimum the facilities specified above. Securely anchor the trailer to the ground at all four corners to guard against movement during high winds.

3.6 PLANT COMMUNICATION

Whenever the Contractor has the individual elements of its plant so located that operation by normal voice between these elements is not satisfactory, the Contractor must install a satisfactory means of communication, such as telephone or other suitable devices and made available for use by Government personnel.

3.7 TEMPORARY PROJECT SITE SAFETY FENCING

(AM#3) As soon as practicable, but not later than 15 days after the date established for commencement of work, furnish and erect temporary project safety fencing around the construction site. The safety fencing shall be a 9 ga. chain link fencing, with UV light resistant, plastic fabric mesh netting (similar to tennis court or other screening). The chain link fence shall be a minimum of 72 inches high, supported and tightly secured to steel posts located on maximum 10 foot centers, constructed at the approved location.. The safety fencing must be a high visibility orange colored, high density polyethylene grid or approved equal, a minimum of 42 inches high, supported and tightly secured to steel posts located on maximum 10

SECTION 01 50 00 Page 8 foot centers, constructed at the approved location. Maintain the safety fencing during the life of the contract and, upon completion and acceptance of the work, will become the property of the Contractor and be removed from the work site. (/AM#3)

3.8 CLEANUP

Remove construction debris, waste materials, packaging material and the like from the work site daily. Any dirt or mud which is tracked onto paved or surfaced roadways must be cleaned away. Store within the fenced area described above or at the supplemental storage area any materials resulting from demolition activities which are salvageable. Neatly stacked stored materials not in trailers, whether new or salvaged.

3.9 RESTORATION OF STORAGE AREA

Upon completion of the project remove the bulletinboard, signs, barricades, haulroads, and any other temporary products from the site. After removal of trailers, materials, and equipment from within the fenced area, remove the fence that will become the property of the Contractor. Restore to the original or better condition, areas used by the Contractor for the storage of equipment or material, or other use. Gravel used to traverse grassed areas must be removed and the area restored to its original condition, including top soil and seeding as necessary.

3.10 (AM#1) OCCUPIED AND EXISTING BUILDINGS

The Contractor will be working in and around existing buildings which are occupied on a 24 hour, 7 day a week schedule. Do not enter the buildings without prior approval of the Contracting Officer and the appropriate security credentials.

3.11 OCCUPANT ACCESS TO EXISTING BUILDINGS

The Contractor shall provide a safe illuminated path of entrance access and egress for the building occupants to Buildings 605, 605a, 605b throughout the construction period. The entrance access and egress shall be available on a 24 hour, 7 day a week occupant work schedule. Coordinate changes to the access and egress paths with the Contracting Officer as necessary to facilitate construction. Provide no less than (AM#3) 5 business days (AM#3) advance notice of change to Building access and egress.

3.12 WORK WITHIN OCCUPIED BUILDING 605

The existing building and their contents must be kept secure at all times.

Provide temporary closures as required to maintain security as directed by the Contracting Officer. (/AM#1)

-- End of Section --

SECTION 01 50 00 Page 9

FENCE W.I.

Ht=96"

Ht=96"

FENCE W.I.

FENCE W.I.

Ht=96"

E D G E

O F

R O C K

E D G E

O F

R O C K

HCR

HCR

HCR HCR

HCR HCR

HCR

Asphalt

Asphalt

Grass

Conc Conc

Conc

Asphalt

Asphalt

Dirt

Dirt

Dirt Dirt

Dirt

Dirt

Dirt Dirt

Dirt Dirt

Dirt

Gravel

Gravel

Gravel

Conc

Dirt

Gravel

Gravel

Gravel Dirt

Dirt

Dirt

Dirt

SIDEWALK SIDEWALK

CROWN OF RD Asphalt

Dia=16"

Dia=16"

STOP

Dirt

Gravel

Asphalt

SIGN

Gravel

Asphalt

Gravel

Asphalt

Grass

Dia=3 S-D

Dia=3 S-D

Grass spo Gravel

STOP

Gravel

(1514.96)FF

(1514.89) (1515.66)

(1513.25)

(1513.42)

(1513.87)

(1513.23)

(1513.54) (1513.52)

(1512.61)

(1511.84)

(1513.04)

(1512.63)

(1514.71)

(1511.21)

(1513.63)

(1514.09)

3759 3758

CP

BLDG.

605B

BLDG.

DOOR

60"

AC

UNIT

UNIT

AC

ACU

ACU

ACU ACU

(1514.85)

(1512.79)RIM

(1514.46)RIM

(1514.95)RIM

(1512.11)RIM

(1512.00)RIM

(1512.36)RIM

#4535147E #4535146E

(4) E

T

T

E

T

E E

E

ICV

ICV

ICV

ICV

ICV

ICV

ICV

ICV

ICV

ICV ICV ICV

ICV

ICV

WV

DY

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MH

WV

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RRR

WV

WV

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UC UC UC

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T-504

T-504

SIM22

21 23

MM MM

1. INTERCEPT EXISTING MANHOLE WITH 6-4" CONDUIT TO NEW

TELCO ROOM, USE EXISTING SPARE CONDUIT TO PULL CABLE TO

EXISTING TELCO ROOM.

2. INSTALL NEW CONDUIT PARALLEL TO EXISTING DUCTBANK TO

NEW PULLBOX.

3. INTERCEPT EXISTING BASE DUCT BANK WITH NEW MANHOLE.

4. INSTALL 3-5" PVC CONDUIT WITH INNERDUCT AND PULL ROPES

STUB UP AND CAP IN EXISTING SECURITY ROOM IN BUILDING 605.

STUB UP AND CAP IN NEW SECURITY ROOM IN BUILDING 605C.

5. NOT USED.

6. INSTALL LIGHTING AND CAMERA POWER CONDUIT 28"-30" BELOW

FINAL GRADE.

7. ALL POWER CABLE SPLICES FOR THE PARKING LOT LIGHTING

AND CAMERAS SHALL BE MADE WITH POLARIS TYPE INSULATED

CONNECTORS.

8. REFER TO SHEET E-506 FOR PULL BOX DETAILS.

9. ALL COMM CONDUITS FOR POLE MOUNTED CAMERAS SHALL BE

1" SCH. 40 PVC DIRECT BURIED WITH PULL ROPE. SEE CONDUIT

DETAIL SHEET E-506.

10. ALL POWER CONDUITS FOR LIGHT POLES AND CAMERAS SHALL

BE DIRECT BURIED 1-1/2" SCH. 40 PVC. SEE CONDUIT DETAILS

SHEET E-506.

11. REFER TO SHEET E-506 FOR PARKING LOT LIGHT POLE DETAILS.

12. ALL GROUND SPLICES INSIDE MANHOLES, HANDHOLES, AND

LIGHT POLE BASES SHALL BE MADE VIA EXOTHERMIC WELDS.

13. INSTALL TRANSFORMER PAD AND BOX PER CITY OF RIVERSIDE

POWER STANDARDS FOR A 750 KVA TRANSFORMER.

TRANSFORMER AND MV CABLE WILL BE PROVIDED BY CLP.

14. RPU WILL PROVIDE AND INSTALL METER BASE, METER AND ALL

CONNECTIONS.

15. TRANSISTION TO RGS AND INSTALL RISERS ON THE EXTERIOR OF

THE BUILDING. STUB OUT INTO THE EXISTING SECURITY OFFICE

ABOVE CEILING HEIGHT IN EXTERIOR CONDUIT ARE TO BE

ENCLOSED INA CHASE AND PAINTED TO MATCH THE BUILDING

605 AND CAP.

NOTES: US Army Corps of Engineers ®

SHEET ID

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IN

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R

S

D R

A W N

B Y:

D

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SU

B M

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D B

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SI

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C H

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D B

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1 ELECTRICAL SITE PLAN

LIGHT POLE W/ CAMERA

LIGHT POLE W/ CAMERA

COMMUNICATIONS

DUCT BANK

NEW AMOC

605C

EXISTING AMOC

(BUILDING 605)

LIGHT POLE W/ CAMERA LIGHT POLE W/ CAMERA

MANHOLE

3'x3'x3'

NOTE 3

N 27248179.09 E 75100217.72

EXISTING

MANHOLE 107C,

SEE NOTE 1 &2

PLAN NORTH

SCALE:

0 40' 80'

1" = 40' - 0"

40' 80'

3-4" PVC CONDUIT FROM THE

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THE NEW ELECTRICAL ROOM

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DETAIL 2 ON T-504

CONVERT CONDUIT

TO RGS FOR 90 DEG

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LIGHT POLE W/ CAMERA

LIGHT POLE W/ CAMERA

10"x17"x24" TELCO

BOX (FLUSH GRADE)

10"x17"x24"

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L8-2L8-2L8-2

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3-5" CONDUIT

SEE NOTE 15

PULL BOX FOR

CONDUIT TO EXISITNG

SECURITY ROOM

X CONDUIT AND CABLE SEE

SHEET E-505

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STUP OUT AND CAP NEAR LOCATION

OF NEW POLE, COORDINATE POLE

LOCATION WITH CLP

TRANSFORMER PAD

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3-4" EMT TO ELECTRICAL ROOM

SEE E-111

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NP4-1/2

NP4-1/4

NP4-1/4

NP4-1/6

NP4-1/6

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NP4-1/2 NP4-1/4

NP4-1/6

NP4-1/6 NP4-1/2

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MONITOR MODULE FOR BACKFLOW

PREVENTER CONNECT TO FIRE

ALARM SYSTEM WITH 1" CONDUIT

MONITOR MODULE FOR BACKFLOW

PREVENTER CONNECT TO FIRE

ALARM SYSTEM WITH 1" CONDUIT

LOCATE EXISTING

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BEFORE PLACING POLES

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INSTALL TRANSFORMER PAD AND BOX PER CITY LIGHT AND

POWER (CL&P) POWER STANDARDS FOR A 750 KVA

TRANSFORMER. TRANSFORMER AND MV CABLE WILL BE

GOVERNMENT FURNISHED GOVERNMENT INSTALLED (GFGI).

GOVERNMENT WILL PROVIDE AND INSTALL METER BASE, METER

AND ALL CONNECTIONS.

14.

TRANSISTION TO RGS AND INSTALL RISERS ON THE EXTERIOR

OF THE BUILDING. STUB OUT INTO THE EXISTING SECURITY

OFFICE ABOVE CEILING HEIGHT IN EXTERIOR CONDUIT ARE TO

BE ENCLOSED IN A CHASE AND PAINTED TO MATCH THE

BUILDING 605 AND CAP.

15.

M O

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D c c 2c

A Report Prepared for:

US Army Corps of Engineers 915 Wilshire Boulevard, Suite 930 Los Angeles, California 90017-3401

GEOTECHNICAL REPORT

BUILDING 605 REPLACEMENT

MARCH AIR FORCE BASE

RIVERSIDE COUNTY, CALIFORNIA

Project No. 2011-026.10 by

Sincerely, DIAZYOURMAN & ASSOCIATES

Thiyagarajah Sutharsan, PhD, E.I.T Staff Engineer

Saroj Weeraratne Geotechnical Engineer 2374

DiazYourman & Associates 1616 East 17th Street Santa Ana, CA 92705-8509

(714) 245-2920

April 14, 2016

D I A Z Y O U R M A N

& A S S O C I AT E S

1616 EAST 17th STREET SANTA ANA, CA 92705-8509 TEL. (714) 245-2920 FAX (714) 245-2950 i

K:\datafls\PROJECTS\2011\2011-026.10\Final Report\2011-026.10 Final Report (V1).docx

TABLE OF CONTENTS

1 INTRODUCTION

2 DATA REVIEW, FIELD EXPLORATION, AND LABORATORY TESTING

3 SITE CONDITIONS

3.1 SURFACE CONDITIONS

3.2 SUBSURFACE CONDITIONS

4 CONCLUSIONS AND RECOMMENDATIONS

4.1 SEISMIC/GEOLOGIC HAZARDS

4.2 LIQUEFACTION POTENTIAL

4.3 EARTHWORK

4.3.1 Site Preparation and Grading

4.3.2 Excavations and Temporary and Permanent Slopes

4.3.3 Drainage

4.4 FOUNDATION DESIGN

4.4.1 Shallow Foundations

4.4.2 Deep Foundations

4.5 RESISTANCE TO LATERAL LOADS AND LATERAL EARTH PRESSURES

4.5.1 Temporary Structures

4.5.2 Shallow Foundations

4.5.3 Permanent Retaining Structures

4.5.4 Pile Lateral Resistance

4.6 UTILITY TRENCHES

4.7 SLABS-ON-GRADE AND CONCRETE FLATWORK

4.8 PAVEMENT THICKNESS DESIGN

4.9 SOIL CORROSION POTENTIAL

4.10 CONSTRUCTION CONSIDERATIONS

4.10.1 Earthwork

4.10.2 CIDH Pile Installation

5 PLAN REVIEW, CONSTRUCTION OBSERVATION, AND TESTING

6 LIMITATIONS

7 BIBLIOGRAPHY

LIST OF TABLES

Table 1 - EXISTING PAVEMENT SECTIONS Table 2 - DESIGN SOIL PROFILE Table 3 - SEISMIC/GEOLOGIC DESIGN CRITERIA Table 4 - FILL AND BACKFILL CRITERIA Table 5 - STATIC SETTLEMENT SUMMARY Table 6 - TOTAL SETTLEMENT SUMMARY Table 7 - CORROSION POTENTIAL ii

LIST OF FIGURES

Figure 1 - VICINITY MAP Figure 2 - SITE PLAN Figure 3 - CROSS SECTION A-A’ Figure 4 - GRADING/FOUNDATION DETAILS (FOUNDATION ALTERNATIVES 1 & 2) Figure 5 - GRADING/FOUNDATION DETAILS (FOUNDATION ALTERNATIVE 3) Figure 6 - AXIAL PILE CAPCITY (18-INCH DIAMETER CIDH PILE) Figure 7 - AXIAL PILE CAPCITY (36-INCH DIAMETER CIDH PILE) Figure 8 - AXIAL PILE CAPCITY (48-INCH DIAMETER CIDH PILE) Figure 9 - LATERAL EARTH PRESSURE - TEMPORARY SHORING Figure 10 - LATERAL EARTH PRESSURE DUE TO ADJACENT FOOTING Figure 11 - LATERAL EARTH PRESSURES Figure 12 - RETAINING OR BASEMENT WALL DRAINAGE Figure 13 - PIPELINE BACKFILL SCHEMATIC Figure 14 - PAVEMENT THICKNESS

LIST OF APPENDICES

APPENDIX A - FIELD EXPLORATION

APPENDIX B - LABORATORY TESTING

APPENDIX C - LIQUEFACTION AND SEISMIC SETTLEMENT ANALYSES

APPENDIX D - PILE AXIAL LOAD ANALYSIS

APPENDIX E - PILE LATERAL LOAD ANALYSIS

iii

LIST OF ABBREVIATIONS AND ACRONYMS

AC asphalt concrete

ACI American Concrete Institute

AMOC Air and Marine Operations Center

ASCE/SEI American Society of Civil Engineers/Structural Engineers Institute

ASD Allowable Stress Design

ASTM ASTM International bgs below ground surface

BMP best management practice

CAB crushed aggregate base

Caltrans California Department of Transportation

CBC California Building Code

CGS California Geological Survey (formerly California Division of Mines and Geology)

CIDH cast-in-drilled-hole

CMB crushed miscellaneous base

CRR Cyclic resistance ratio

CSR Cyclic stress ratio

DYA DiazYourman & Associates

ER efficiency rating

ESA Environmental Site Assessment

FS factor of safety

FHWA Federal Highway Administration

HMA hot mix asphalt

HSG hydrologic soil group

IDW Investigation Derived Waste klf kips per linear foot ksf kips per square foot

LRFD load resistance force design

MLLW mean lower low water

MSL mean sea level

NAVD North American Vertical Datum

OGAC open graded asphalt concrete

OSHA U.S. Occupational Safety and Health Administration iv

OTM OSHA Technical Manual

PCC Portland cement concrete

PCE tetrachloroethene pcf pounds per cubic foot

PGA peak ground acceleration ppm parts per million psf pounds per square foot psi pounds per square inch

SPT standard penetration test

TCE trichloroethene

TI traffic index

USA Underground service alert

USBR United States Bureau of Reclamation

USDA U.S. Department of Agriculture

USGS U.S. Geological Survey

WVTR water vapor transmission rate

1 INTRODUCTION

This report presents the results of the geotechnical services performed by DiazYourman &

Associates (DYA) for the proposed Building 605 replacement (proposed Project) at March Air

Force Base in Riverside County, California. The United States Army Corps of Engineers

(USACE) authorized this work on January 19, 2016.

The proposed Building is located in a lot adjacent to Building 605 on March Air Force Base in

Riverside County, California (see Figure 1 Vicinity Map). The proposed Project will consist of constructing a new building of similar size and scope to existing Building 605, occupying approximately 20,000 square feet (sf). The approximate layout of the proposed Project is shown on the Site Plan, Figure 2. The foundation loads of the proposed building are not known at this time; however, we expect column and wall loads to be up to 100 kips and 2 to 4 kips per square foot (ksf), respectively. The proposed grades will be near existing grades.

Figure 1 - VICINITY MAP

Map data ©Google 2016

SITE

Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community

DYB16-02DYB16-01

DYB16-03

DYB16-05

DYB16-04

Proposed Building

Existing Building 605

A A'

Y St

Midway Dr

4T h S t

5T h S t

DYB16-06

DYB16-07

DYB16-08

Figure 2 - SITE PLAN

Legend DYA Boring Locations Cross Section

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The site is currently fully developed, and the proposed improvement location is mostly covered with pavement. Accordingly, the improvements will not significantly alter current stormwater runoff or infiltration patterns or rates.

The purpose of DYA's services was to provide geotechnical input for the design of the proposed project. The scope of our services consisted of the following tasks:

Reviewing existing available geotechnical data.

Conducting a field exploration.

Performing laboratory tests on selected soil samples.

Performing engineering analyses to develop conclusions and recommendations regarding the following:

o Subsurface conditions o Geologic and seismic hazards o Site preparation and grading o Foundation type and allowable bearing capacity o Estimated total and differential foundation settlements o Resistance to lateral loads o Lateral earth pressures o Slab-on-grade support o Infiltration rates o Pavement thickness design o Soil corrosion potential

Preparing this report.

Our scope of services excluded any investigation needed to evaluate the presence of hazardous materials in the soil at the building site. Also, any methane investigation and mitigation if required will be provided by others.

2 DATA REVIEW, FIELD EXPLORATION, AND LABORATORY TESTING

A list of the documents reviewed is presented in the Bibliography (Section 7).

The field exploration, conducted between February 9 and 11, 2015, consisted of drilling five soil borings (DYB16-01 through DYB16-05) at the locations shown on Figure 2. The borings were chosen to provide areal coverage of the project site for grading and data for foundation design.

In addition, 3 hand-auger borings (DYB16-06 through DYB16-08) to depths ranging from approximately 2 to 5.5 feet were also performed on March 25, 2016 for pavement design. The boring depths, ranging from approximately 45 to 75 feet, were selected to extend to the depth of significant influence of the proposed loads to investigate liquefaction potential. Details of the field exploration, including sampling procedures and boring logs and disposal of the investigative derived waste (IDW), are presented in Appendix A.

One field permeability test was performed as described in Appendix A.

Soil samples collected from the borings were re-examined in the laboratory to substantiate field classifications. Selected soil samples were tested for moisture content, dry density, grain-size distribution, percent passing the No. 200 sieve, Atterberg limits, expansion index, consolidation, shear strength, compaction characteristics, pavement-supporting capacity, and corrosion potential (pH, electrical resistivity, soluble chlorides, and soluble sulfates). The soil samples tested are identified on the boring logs. Laboratory test data are summarized on the boring logs in Appendix A and presented on individual test reports in Appendix B.

3 SITE CONDITIONS

3.1 SURFACE CONDITIONS

At the time of our exploration, the site was occupied by the Air and Marine Operations Center

(AMOC) building, adjacent parking lot, Customway Street, and a sparsely vegetated area. The site is bounded on the north by Midway Street, east by 5th Street, south by Y Street, and west by

4th Street.

The ground surface at the site is relatively flat with gentle slopes in the parking lot for surface water drainage. The existing ground surface elevation at the building site ranged approximately from 1513 feet to 1515 feet North American Vertical Datum (NAVD).

The parking lot and Customway Street are asphalt pavements in fair to good condition. The pavement sections encountered during DYA’s field exploration are summarized in Table 1.

Table 1 - EXISTING PAVEMENT SECTIONS

BORING

ASPHALT CONCRETE

(INCHES)

AGGREGATE BASE

(INCHES)

DYA16-01 3 8

DYA16-02 4 7

DYA16-03 3 8

DYA16-04 3 8

DYA16-05 3 7

A Phase 1 Environmental Site Assessment (ESA) was conducted by Stantec (Stantec, 2012) at the site vicinity. Stantec’s findings did not reveal evidence of conditions posing immediate threat to human health or the environment: or a reportable release, threatened release, or ongoing release of a regulated substance at the site. However, a former landfill known as

Installation Restoration Program (IRP) Site 4, also known as Landfill No.6 which is located between 400 and 800 feet east of the site possesses elevated concentrations of tetrachloroethene (PCE) and trichloroethene (TCE) in groundwater and lower levels in soil.

Stantec concluded the groundwater contamination underlying the site is a recognized environmental condition (REC) and recommended investigation of soil vapor at the site to evaluate whether soil vapor has been impacted and whether engineering controls are required for future constructions. DYA also characterized soil cuttings (IDW’s) during our field exploration. IDWs were characterized as non-hazardous as shown in the non-hazardous west manifest (required prior to disposal of IDW off site) as presented in Appendix A. However, the

IDW manifest applies only to the soil boring cuttings and should not be used to characterize the site.

3.2 SUBSURFACE CONDITIONS

At the proposed building site, the upper subsurface soils, approximately 10 feet thick, consisted of medium-dense silty sands and very stiff and hard silts and clays. The soils beneath the upper layer consisted of medium-dense to very dense silty sands, very stiff to hard sandy lean clays, and loose to medium-dense silty clayey sands to 22 feet below ground surface (bgs) underlain by very dense poorly graded sands with silts and clayey sands down to the bottom of our exploration. For design, the subsurface conditions were divided into idealized units as shown on Table 2. A Cross Section A-A’ is presented on Figure 3.

Table 2 - DESIGN SOIL PROFILE

SOIL TYPE

ELEVATION

(feet NAVD)

TOTAL

UNIT

WEIGHT

(pcf)

SHEAR STRENGTH PARAMETERS

Effective Total

Top Bottom Cohesion

(psf)

Friction Angle

(degrees)

Undrained Shear

Strength (psf)

Sands/Silty Clay 1520 1510 120 100 32 2000

Sands/Clays

1510 1498 115 -125 100 30 -34 2000

Sands/Clays 1498 1490 125 -130 -- 34 - 38 --

Sands 1490 1445 130 -- 38 --

Notes:

1. Simplified soil types.

2. pcf = pounds per cubic foot.

3. psf = pounds per square foot.

4. Either total (undrained shear strength) or effective (cohesion and friction angle) strength parameters applies depending on the layer and loading conditions.

5. Sands and silts in this layer present below the groundwater level are potentially liquefiable.

Design residual strength of liquefied soil is 800 psf.

Groundwater was encountered during the field exploration to a depth of 10.5 feet bgs.

Groundwater measurements made during the field exploration were not considered stabilized.

The boring logs and laboratory test results are presented in Appendix A and Appendix B respectively.

One percolation test was performed at location DYP16-08 based on the well permeameter method (United States Bureau of Reclamation [USBR], 1985). The field permeability test results were used to calculate the permeability of the soils to a depth of 5 feet based on procedures in the USBR manual (USBR, 1985). Based on our analysis, the calculated infiltration rate was 0.3 inches per hour. The calculation sheet for the analysis is presented at the end of Attachment A.

1,440

1,450

1,460

1,470

1,480

1,490

1,500

1,510

1,520

0 20 40 60 80 100 120 140 160 180 200 220 240 260

1,440

1,450

1,460

1,470

1,480

1,490

1,500

1,510

1,520

AC

SM

SC

SM

CL

SC

SP-SM

DYB16-01

AC

SM

SM

SC-SM

SP-SM

SM

SP-SM

DYB16-02

AC

SP-SM

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DYB16-03

AC

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CL-ML

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DYB16-04

AC

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CL-ML

SP-SM

CL

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DYB16-05

SM

DYB16-06

SC-SM

DYB16-07

SM

DYB16-08

Number to right of graphic column is equivalent SPT N60 blow count per foot.

DISTANCE ALONG PROFILE, feet

E L

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N f e e t

A

Figure 3 - CROSS SECTION A-A'

A'

NOTES: See Plate A1 for material graphics description.

Symbol to left of graphic column is based on ASTM D2487 and D2488.

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4 CONCLUSIONS AND RECOMMENDATIONS

Based on geotechnical considerations, the site is suitable for the proposed project. The primary geotechnical considerations for the building include the following:

Potentially liquefiable soils (total and differential seismic settlements and lateral spreading)

Compressible natural fine-grained soils (total and differential static settlement)

Potentially high groundwater

We understand the proposed building can tolerate a maximum allowable settlement of 1 inch and a differential settlement of ½ inch. Therefore, the design team selected cast-in-drilled-hole

(CIDH) piles to support the proposed building foundations.

When the building structure is supported on CIDH piles, the design of the building should consider the following:

The first floor of the building should be structurally supported to minimize potential vertical movement that the first floor slab may experience relative to the footings after a design-level earthquake.

Piping connections from outside to the building structure should be designed to tolerate potential large relative movements between the pipe and the building structure after a design-level earthquake.

Utility lines located underneath the structure may get detached from the building structure when the ground experiences potential large settlements after a design-level earthquake. Therefore, provisions should be made to provide access to repair the damaged utility lines (such as sewer lines) located underneath the structure.

Small lightly loaded miscellaneous structures and equipment pads can be supported on shallow foundations with foundation alternatives to control the differential settlements, depending on the importance of the structure.

Design recommendations for the CIDH piles and alternative foundation recommendations for lightly loaded miscellaneous structures and equipment pads are discussed in the following sections.

4.1 SEISMIC/GEOLOGIC HAZARDS

The site, like most of Southern California, will be subject to strong ground shaking during major earthquakes. For a structure with a period less than 0.5 seconds, the seismic design can be performed according to the criteria listed in Table 3.

Table 3 - SEISMIC/GEOLOGIC DESIGN CRITERIA

CHARACTERISTIC CRITERIA

Geographic Coordinates (Latitude/Longitude) 33.89465 o , -117.24908 o

Site Class F

Risk Category I, II, or III

Ss - mapped risk targeted maximum considered earthquake (MCER) spectral response acceleration at short periods (g)

1,3

1.500

S1 - mapped MCER spectral response acceleration at 1-second period (g) 1,3

0.600

Fa - site coefficient 1,3

1.000

Fv - site coefficient 1,3

1.500

SMS - adjusted MCER spectral response acceleration at short periods (g) 1,3

1.500

SM1 - adjusted MCER spectral response acceleration at 1-second period (g) 1,3

0.900

SDS - design MCER spectral response acceleration at short periods (g) 1,3

1.000

SD1 - design MCER spectral response acceleration at 1-second period (g) 1,3

0.600

PGA - mapped MCEG peak ground acceleration (g) 3,4

0.525

FPGA - site coefficient 3,4

1.000

PGAM - mapped MCEG peak ground acceleration adjusted for site class effects, g

3,4

0.525

Alquist-Priolo Special Study Zone Site is outside special study zone

California Seismic Hazards Mapping Act, Liquefaction Zone 6,7

Site is inside a liquefiable zone.

California Seismic Hazards Mapping Act, Landslide Zone Site is not currently mapped.

Notes:

1. International Code Council, 2013, California Building Code (CBC) Section 1613. Risk category was assumed.

2. The site subsurface soils are subject to liquefaction and accordingly, the site class is for category F.

However, for a building with a period less than 0.5 second, soil class D parameters can be used.

3. American Society of Civil Engineers (ASCE/SEI) 7-10 mapped values obtained from U.S. Seismic Design

Maps Web Application (United States Geological Survey [USGS], 2013).

4. CBC 2013 Section 1803.5.12 and ASCE/SEI 7-10 Section 11.8.3.

5. California Geological Survey (CGS), 2001).

6. City of Moreno Valley (2006).

7. The project site vicinity had not been mapped by CGS for seismic hazard zones as of February 2016.

4.2 LIQUEFACTION POTENTIAL

Liquefactio…