Specifications.pdf

REQUEST FOR PROPOSALS (RFP) VOLUME 2 of 3__

GENERAL INSTRUCTION

BUILDING (GIB) FY11

PRESIDIO OF MONTEREY, CALIFORNIA

VOLUME 1 of 3 - BID DOCUMENTS - DIVISION 00 VOLUME 2 of 3 - ATTACHMENTS and DIVISION 01 thru DIVISION 14 VOLUME 3 of 3 - DIVISION 15 thru DIVISION 33

RFP NO. W91238-10-R-0026

SPECIFICATION NO. 1624

DRAWING FILE NO. 193-25-268

US ARMY CORPS OF ENGINEERS

Sacramento District _______________________

PROJECT NO. 149512

VOLUME 2 of 3

TABLE OF CONTENTS

ATTACHMENTS

#1 - NOT USED

#2 - NOT USED

#3 - NOT USED

#4 - CONTRACTOR PREPARED AS-BUILTS

#5 - MILCON PROJECT CLOSEOUT

#6 - DRAWING LIST

#7 - GEOTECH REPORT

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 GENERAL REQUIREMENTS

01 32 01 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 33 29 LEED(TM) DOCUMENTATION

01 35 29 SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.10 10 QUALITY CONTROL SYSTEM (QCS)

01 45 35 SPECIAL INSPECTION FOR SEISMIC-RESISTING SYSTEMS

01 50 02 TEMPORARY CONSTRUCTION FACILITIES

01 57 20.00 ENVIRONMENTAL PROTECTION

01 57 23.00 41 TEMPORARY STORM WATER POLLUTION CONTROL

01 62 35 RECYCLED / RECOVERED MATERIALS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 02 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00.00 40 DEMOLITION

02 82 14.00 10 ASBESTOS HAZARD CONTROL ACTIVITIES

DIVISION 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CONCRETE FORMWORK

03 15 13.00 10 EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS

03 20 01.00 10 CONCRETE REINFORCEMENT

03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE

03 40 00.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

DIVISION 05 - METALS

05 05 23 WELDING, STRUCTURAL

05 12 00 STRUCTURAL STEEL

05 21 19 OPEN WEB STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 00 METAL: MISCELLANEOUS AND FABRICATIONS

05 72 00 DECORATIVE METAL SPECIALTIES

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 20 00 FINISH CARPENTRY

06 61 16 SOLID POLYMER (SOLID SURFACING) FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 12 00 BUILT-UP BITUMINOUS WATERPROOFING

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 24 00 EXTERIOR INSULATION AND FINISH SYSTEMS

07 41 13 METAL ROOF PANELS

07 53 23 ETHYLENE-PROPYLENE-DIENE-MONOMER ROOFING

07 54 19 POLYVINYL-CHLORIDE (PVC) ROOFING

07 55 00 PROTECTED MEMBRANE ROOFING (PMR)

07 60 00 FLASHING AND SHEET METAL

07 81 00 SPRAY-APPLIED FIREPROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 14 00 WOOD DOORS

08 44 00.00 40 CURTAIN WALL AND GLAZED ASSEMBLIES

08 51 13.00 40 ALUMINUM WINDOWS

08 62 00 SKYLIGHTS AND SOLAR CONTROL LOUVER SYSTEM

08 71 00 DOOR HARDWARE

08 80 00.00 40 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 00 CERAMIC TILE

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 69 00 LOW PROFILE ACCESS FLOORING

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 10 00 VISUAL COMMUNICATIONS SPECIALTIES

10 14 02 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 22 26 OPERABLE PARTITIONS

10 26 13 WALL, CORNER GUARDS AND CHAIR RAILS

10 28 13 TOILET ACCESSORIES

10 51 13 METAL LOCKERS

DIVISION 12 - FURNISHINGS

12 20 00 WINDOW TREATMENT

12 30 00.00 40 CASEWORK

12 93 00 SITE FURNISHINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 48 00 SEISMIC PROTECTION FOR MISCELLANEOUS EQUIPMENT

13 48 00.00 10 SEISMIC PROTECTION FOR MECHANICAL EQUIPMENT

DIVISION 14 - CONVEYING EQUIPMENT

14 21 23 ELECTRIC TRACTION PASSENGER ELEVATORS, GIB-11

ATTACHMENTS

ATTACHMENT NO. 1

NOT USED

ATTACHMENT NO. 2

ATTACHMENT NO. 3

ATTACHMENT NO. 4

CONTRACTOR PREPARED AS-BUILTS

Preparing As-Built Drawings INSP05L0.DOC Effective 09/13/04 Rev 1

Preparing As-Built Drawings

Scope

This instruction covers preparing high-quality As-Built drawings to show changes made to the project during construction. As-Built drawings are an official record of the project at the time of construction completion. The original "as-designed" contract drawings and specifications are modified to show all additions, deletions and other changes made during construction. Accurate as-built drawings are very important for project operation and maintenance, and future modifications, particularly for plumbing and electrical systems, which are hidden from view.

References − CADD/GIS Technology Center Architectural, Engineering, and Construction

(A/E/C) CADD Standards[http://tsc.wes.army.mil/products/standards/aec/intro.asp]

Definitions.

See the Glossary of Engineering Quality System Terms and Acronyms [REFQ10L0], for definitions.

Contractor Markups - Drawings that are marked and annotated to show the project As-Built and constructed by the contractor. They are part of the working as-built set.

As-Built Drawings - The amended "As-designed" drawings revised to show the project as the contractor built and constructed it. The revisions from Contractor Markups and field inspection notes are transferred to the Final as-built set of drawings. The final as-built drawings include modifications during construction, field requested changes, shop drawing modifications, and contractor designs.

As-Constructed Drawings - These are As-Built Drawings for Civil Works Projects. The term As-Built used in these instructions is synonymous.

Working As-Built

The Contractor shall maintain 2 sets of paper drawings and specifications (marked-up prints) to track changes, additions or deletions from the original design during construction. Working as-built drawings shall be kept current on a weekly basis and at least one paper set of as-built drawings shall be available on the jobsite at all times.

Areas of Concern

There are some general items that need some special checking to ensure that the marked-up prints are complete and accurate. The working as-built shall show, but shall not be limited to, the following:

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(1) The actual location, kinds and sizes of all of existing and new utility lines, especially underground lines within the construction area. Measurements will be shown for all change of direction points and all surface or underground components such as valves, manholes, drop inlets, clean outs, meters, etc. The descriptions of exterior utilities shall include the actual quantity, size, and material of the utility lines. In order that the location of these lines and appurtenances may be determined in the event the surface openings or indicators become covered over or obscured, the as-built drawings shall show, by offset dimensions to two permanently fixed surface features, the end of each run including each change in direction. Valves, splice boxes and similar appurtenances shall be located by dimensioning along the utility run from a reference point. The average depth below the surface of each run shall also be recorded.

(2) The location and dimensions of any changes within the building structure.

(3) Layout and schematic drawings of electrical circuits and piping.

(4) Correct dimensions and details transferred from shop drawings.

(5) Correct grade, elevations, cross section, or alignment of roads, earthwork, structures or utilities if any changes were made from contract plans.

(6) Actual location of anchors, construction and control joints, etc., in concrete.

(7) Changes in location of equipment and architectural features.

(8) Where contract drawings or specifications present options, only the option selected for construction shall be shown on the final as-built prints. Cross out such words and phrases as "optimal requirement," "or equal," etc., and list specifically the items of material provided.

(9) Unusual or uncharted obstructions that are encountered in the contract work area during construction.

(10) Location, extent, thickness, and size of stone protection particularly where it will be normally submerged by water.

(11) Changes in details of design or additional information obtained from working drawings specified to be prepared and/or furnished by the Contractor; including but not limited to fabrication, erection, installation plans and placing details, pipe sizes, insulation material, dimensions of equipment foundations, etc.

(12) The topography, invert elevations and grades of drainage installed or affected as part of the project construction.

(13) If borrow material for this project is from sources on Government property, or if Government property is used as a spoil area, the Contractor shall furnish a contour map of the final borrow pit/spoil area elevations.

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(14) Systems designed or enhanced by the Contractor, such as HVAC controls, fire alarm, fire sprinkler, and irrigation systems

(15) Changes or modifications that result from the final inspection.

Mark-up Guidelines

The following information is provided to improve the quality of the marked-up prints and thereby facilitate preparation of final as-built drawings. The most important guideline is that the marked-up changes on the prints shall be complete and understandable. Visits to the site by the draftsperson, or visits to the draftsperson by the construction superintendent, can be minimized by providing complete and understandable marked-up prints.

(1) Frequently use written explanations on As-Built drawings to describe changes - do not rely totally on graphic means to convey the revision.

(2) Legibility of lettering and digit values shall be precise and clear when marking prints, and clarify ambiguities concerning the nature and application of change involved.

(3) Wherever a revision is made, make changes to affect related section views, details, legend, profiles, plans and elevation views, schedules, notes and call-out designations, and mark accordingly to avoid conflicting data on all other sheets.

(4) When changes are made, cross out all features, data and captions that relate to that revision.

(5) When changes are required on small-scale drawings and in restricted areas, suggest large-scale inserts be drawn or sketched, with leaders to the location where applicable.

(6) Provide a legend if colors other than the "base" colors of red, green, and blue are used.

Be sure descriptive markings conform to legend symbols shown.

(7) Be sure to add and denote in legend, any additional equipment or material facilities, service lines, etc., incorporated under As-Built Revision if not already shown in legend.

(8) When attached prints (or sketches) are provided with marked-up print, indicate whether:

a. Entire drawing shall be added to contract drawings or

b. Whether the contract drawings shall be changed to agree, or

c. For reference only to further details not required for initial design.

(9) Make the comments on the drawing complete without reference to letters, memo's, or materials that are not also a part of the As-Built. Annotating the drawing, “Per Change Order #42,” means nothing when the actual change order states, “added an additional 12 duplex” outlets or similar statements. The same is true when the drawing is marked, Copyright © Oracle Corporation, 2002. All rights reserved. Content written by USACE, Sacramento District, Engineering Division

Rev 1

“changed per COE instructions.” This office and ultimately the using organizations must know what was changed, how it was changed, where the items(s) were relocated to and how the affected connections were altered. Change Orders usually do not provide information as to how the facility was changed, only what was changed.

(10) The markups shall be accomplished on blue or black line prints of the most current originals.

(11) Shop drawings are to be incorporated into the As-Built drawings. They will be provided in electronic CADD file format and conform to the Sacramento District CADD Standards and the A/E/C CADD Standards. Hand drawn or plotted paper shop drawings will not be accepted as submittals.

The hand drawn or plotted paper shop drawings are not usable as original drawings for several reasons.

a. Deleted

b. The drawings are not of an adequate scale or are drawn to no scale and are not transferable to the CORPS drawings due to lack of information.

c. The limited numbers of reproducible shop drawings that have been received have not been on the Corps of Engineers standard sheets sizes making it difficult to convert these drawings to standard COE drawings.

Any drawing provided by non-COE sources will be drawn in CADD. Sheets shall be drawn at the same scale as similar drawings in the set (example: Fire alarm systems shall be drawn to the same scale as the plumbing or electrical drawings). The drawing shall meet the same standards required for the rest of the drawings set. Sheet number, detail number, etc shall tie details and sketches to existing drawings.

FINAL AS-BUILT DRAWINGS

The contractor will transfer the changes from the working as-built marked prints to the original electronic CADD files. Final as-built drawings shall be prepared after the completion of each definable feature of work as listed in the Contractor Quality Control Plan (Foundations, Utilities, Structural Steel, etc., as appropriate for the project). The Resident Engineer and the Contractor will jointly review the working as-built marked prints, printouts from working as-built CADD file drawings, and final as-built drawings for accuracy and completeness, prior to submission of each monthly pay estimate. Monthly review of working as-built CADD printouts shall at minimum cover all sheets revised since the previous review.

DRAFTING STANDARDS

The Corps requires that standard professional engineering drafting practices be utilized in correcting the original electronic CADD drawings to show as-built conditions. In general, the letter styles, line thickness, and scale will be the same as the original drawings. When shop drawings or other sheets are added, they will be drawn in electronic CADD.

Copyright © Oracle Corporation, 2002. All rights reserved. Content written by USACE, Sacramento District, Engineering Division

Rev 1

CADD Standards: File Naming Convention will be maintained on all existing CADD files and followed for any new files added. The Contractor shall revise CADD files as-built drawing layers, to show the as-built conditions during the prosecution of the project. All as-built “triangle” changes shall be on a separate single layer, using a single color, with an associated medium pen width.

• Name the layer AS-BUILT for AutoCAD files (DWG).

• MicroStation files (DGN) use:

− Level #63 − Level/Layer Name contains: ANNO-REVS − Level/Layer Description: Revisions

The following specific requirements apply to the preparation of as-built drawings:

The Title Sheet (first sheet): The first sheet will be labeled with the word AS-BUILT. The words CONTRACT NUMBER and the actual contract number will be entered as shown on attachment

1. The contract number contains the Fiscal Year, the letter C (for construction), and the sequence number (example: 96-C-0000). No other work need be done on this sheet unless sheets are being added or deleted from the List of Drawings or other actual changes are made on this sheet. (See Attachment 1.)

The second and subsequent sheets: All the sheets following the title sheet will be labeled with the AS-BUILT stamp. (See Attachment 2.)

Signature representation (CADD files only): All signatures that appear on the approved original design drawings need to be represented on all the electronic as-built files. The format for these are /s/Name (i.e. /s/Raymond Dennis). The only name that does not require the /s/ is the District Commander’s name that appears only on the cover sheet (the title sheet). (See Attachments 1 & 2.)

Revisions Block entries: Those sheets, which have no changes, will only be labeled AS-BUILT as described above. Those sheets which have changes shown on them will have REVISED AS-BUILT entered in the first available space. This will be revision one and a number 1 will be entered in the triangle at the beginning of that line. In the event the sheet has already been revised and a number and revision appear in the revision lines the next sequential number will be used. Normally the first entry is made in the first line. The completed originals CADD file drawings will be reviewed for accuracy and initialed by the Contractor. (See Attachments 2 & 3.)

Marking Revisions: Place an equilateral triangle (3/8" per side) near the area revised for all changes. One triangle may be placed near the table or detail title where several items in a table or detail are changed or completely redrawn. This same method may be used for general revisions to floor plans and system plans (plumbing, electrical, a/c, heating); when a major portion of the drawing is changed, the triangle may be placed near the diagram, detail, section or plans title. A triangle will be placed near each item when only a few items are revised, added or

Copyright © Oracle Corporation, 2002. All rights reserved. Content written by USACE, Sacramento District, Engineering Division

Rev 1 deleted. The triangles will contain the same number as the As-Built revision on that sheet. (See Attachment 4.)

Revision Annotations:

Deletion - to show an item was not installed, cross the item out on the drawing along with any associated devices, connecting lines, ducts, pipes etc., including notes and dimensions.

To show a detail is not being used, box the detail and letter NOT USED across the detail. A box will be drawn on the sheet with an X as shown in Attachment 5. The words NOT USED will be in heavy block lettering a minimum of 5/8" high. Place a triangle and revision number inside the box where notes are indicated as not being used.

Notes - draw a line thru the note or line item in a table in lieu of erasing the line item or note. A triangle and number will be placed near the deleted item.

Additions - show a new or additional item or items and associated connections made if the print indicates such connections. A triangle and number will be placed near the new item.

All lettering will conform to the existing lettering on each sheet.

Relocations - draw the item in the new location and erase it from the old location. All connections will be transferred if applicable, such as wiring, piping, and ducts. Revision triangles with appropriate number will be shown at the new and old location.

Drawing continuity: The applicable drawings shall be marked-up when a change was made, although this will not always be the case. Final responsibility for drawing continuity is with the person doing the As-Built. When one floor plan indicates a wall, room, doors etc., has been changed, the same change shall be made on all other applicable drawings. When the change is applicable to only one discipline such as electrical and does not directly affect other discipline sheets, a note may be added to other discipline sheets such as "See sheet _____ for As-Built Conditions.”

Shop drawings: When shop drawings are added to the original contract drawing set they need to be appropriately labeled with the Sacramento District file number, and discipline and sequence sheet number. The Index of Drawings will also need to be revised to show the additional sheet

(s) with the appropriate sheet title. In the case where the shop drawing are smaller than the Corps standard sheet size (i.e. 8.5"x11" or 11"x17" etc.) the sheets will be cut into a standard Corps sheet size border sheet and appropriately labeled. (For additional information refer to Mark-up Guidelines, Shop drawings above.)

Distribution

Archives Unit

Contractor*

Resident Engineer*

Specification Engineer

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Rev 1

Ownership

The Archives Unit [Raymond.E.Dennis@usace.army.mil?Subject=INSP05L0-Preparing As- Built Drawings] is responsible for ensuring that this document is necessary and that it reflects actual practice.

Activity Preface

These tasks are performed whenever changes, additions or deletions from the original "as-designed" contract drawings and specifications are made during construction.

Prior Activity

Creation, Packaging, and Delivery of Project Documents [PROP09L0]

Contractor

1. Print two sets of paper drawings and specifications for working as-built.

The Contractor shall maintain 2 sets of paper drawings and specifications (marked-up prints) to track changes, additions or deletions from the original design during construction.

2. Mark working as-built set to show changes, additions or deletions.

Place an equilateral triangle (3/8" per side) near the area revised for all changes. One triangle may be placed near the table or detail title where several items in a table or detail are changed or completely redrawn. This same method may be used for general revisions to floor plans and system plans (plumbing, electrical, a/c, heating); when a major portion of the drawing is changed, the triangle may be placed near the diagram, detail, section or plans title. A triangle will be placed near each item when only a few items are revised, added or deleted. The triangles will contain the same number as the As-Built revision on that sheet.

(See Attachment 4.)

Changes, additions or deletions will immediately be noted on each of the working as-built set by redline process. No other marks, doodles, notes, or annotations shall be put on these sets of working as-built prints. All changes from the contract plans, which are made in the work, or additional information which might be uncovered in the course of construction will be accurately and neatly recorded as they occur by means of details and notes.

All changes and/or required additions to the paper prints will be clearly identified in color contrasting to black, as follows:

Colors shall be the "base" colors of red, green, and blue. Color code for changes shall be as follows:

(1) Deletions (red) - Deleted graphic items (lines) shall be colored red with red lettering in notes and leaders.

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(2) Additions (Green) - Added items shall be drawn in green with green lettering in notes and leaders.

(3) Special (Blue) - Items requiring special information, coordination, or special detailing or detailing notes shall be in blue.

The working as-built sets will be annotated in as much detail as necessary to clarify exactly what construction changes were performed.

3. Transfer the changes from the working as-built marked prints to the "as-designed" electronic CADD files.

The contractor will transfer the changes from the working as-built marked prints to the original electronic CADD files on a monthly basis. Final as-built drawings shall be prepared after the completion of each definable feature of work as listed in the Contractor Quality Control Plan (Foundations, Utilities, Structural Steel, etc., as appropriate for the project).

If Project feature complete, goto task #4. Otherwise, goto task #2.

4. Submit As-Built drawings for review.

The contractor shall submit the Final As-built conditions on a new CD to the Resident Engineer in the customer specified electronic format as a Government, District Office Approval (G, DO) required submittal.

Resident Engineer

5. Review As-Built drawings.

The Resident Engineer and the Contractor will jointly review the working as-built marked prints, printouts from working as-built CADD file drawings, and final as-built drawings for accuracy and completeness, prior to submission of each monthly pay estimate. Monthly review of working as-built CADD printouts shall at minimum cover all sheets revised since the previous review.

If As-built OK, goto task #7. Otherwise, goto task #6.

6. Note required corrections on submittal and return to Contractor.

Goto task #3.

7. Notify Contractor of submittal acceptance.

If Final Submittal, End of activity; Goto Managing As-Built & As-Constructed Drawings [PROQ08L0]. Otherwise, goto task #2.

Copyright © Oracle Corporation, 2002. All rights reserved. Content written by USACE, Sacramento District, Engineering Division

Rev 1

Flow Chart Preparing As-Built Drawings

PROP09L0

Start

Contractor Print two sets of paper drawings & Specs for working as-built. (1)

Contractor Mark working as-built set to show changes, additions or deletions. (2)

Contractor Transfer changes from working as-built marked prints to "as-designed" electronic CADD files. (3)

Proj feature complete?

Contractor Submit As-Built drawings for review.

(4)

Resident Engr Review As-Built drawings. (5)

As-built OK?

Resident Engr Note required corrections on submittal & return to Contractor. (6)

Resident Engr Notify Contractor of submittal acceptance. (7)

Final Submittal?

End

PROQ08L0

A

B

B

A

Y

N

Y

N

Y

N

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ATTACHMENT NO. 5

MILCON PROJECT CLOSEOUT

(RED ZONE MEETING)

SAMPLE

Red Zone Meeting Checklist

Date:_____________

Contract No.

Description / Location

Contractor Contracting Officer

Action Completion Milestone √

Inspections Fire

Safety Pre-final

Mechanical Test & Balance Commissioning Landscaping Complete Beneficial Occupancy Date (BOD) Furniture Installation Comm Installation As-Built Contract Drawings Provide all O&M manuals, tools, shop drawings, spare parts, etc. provided to customer

Provide Warranty documents to Customer

Contract completion Final Inspection User move-in DD Form 1354, Transfer of Real Property completed & signed

Ribbon cutting DD Form 2626 - Construction Contractor Performance Evaluation

DD Form 2631 – A-E Performance Rated after Construction

Final Payment Completed Release of Claims Return of Unobligated Funds Move Project from CIP to General Ledger

Financial completion

ATTACHMENT NO. 6

DRAWING LIST

ATTACHMENT NO. 7

GEOTECH REPORT

FY09/FY11 GENERAL INSTRUCTION BUILDINGS

PRESIDIO OF MONTEREY

MONTEREY, CALIFORNIA

PN: 60285

SPECIFICATION NUMBER: 1624

-FINAL GEOTECHNICAL REPORT-

September 2010

Prepared By:

Randall C. Born, P.E.

Soil Design Section

GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING BRANCH

U.S. Army Engineer District, Sacramento

Final (Sep10) Geotechnical Report, FY09 & FY11 General Instruction Buildings, Presidio Monterey, CA

1. INTRODUCTION

This report will provide final design parameters for the General Instruction Building (GIB) foundation, slabs-on-grade, earthwork, corrosivity, seismicity, and pavements.

Sacramento District personnel involved with this project design include:

• Project Manager, Greg Bridgestock, (916) 557-5127

• Project Architect, Hans Nettel, (916) 557-7352

• Project Structural Designer, Jeff Perlegos, (916) 557-73

• Project Civil Engineer, Randall W. Smith, (916) 557-7326

• Geotechnical Engineer, Randall C. Born, (916) 557-7189

2. PROPOSED IMPROVEMENTS

2.1 General

This project will involve the construction of two new GIB’s westerly of existing building 610 (GIB Phase II, built in 1983-84) at the Presidio of Monterey, along with satellite parking lots.

2.2 Instruction Buildings

The FY09 GIB, termed the “North Building” on the project drawings, will consist of a two-story structure of 53,000 gross square feet and a base footprint of about 25,000 square-feet. The FY11 GIB, termed the “South Building”, will consist of a four-story structure having a similar but larger footprint. The buildings are to be located just easterly of the Taylor Street Gate and on the southerly side of Lawton Street, between Building 610 (the original “GIF” circa 1982) to the east and Building 611 to the west. The buildings will primarily house classrooms, conference rooms, and administrative support functions. The site is currently a paved parking lot and slopes easterly with a total fall of about 20 feet. The civil plan will incorporate retaining structures to help balance the cut and fill, and a French drain system flanking the northerly and westerly perimeters.

2.3 Parking Areas

A proposed paved parking area will be located several hundred feet to the east, on the northerly side of Private Bolio Road between Bellegarde Way and Hachiya Way.

Several multi-family housing structures will be demolished under a separate contract, except two thin parking ‘strips’ currently occupying the benched/sloped site will be retained, and new parking area(s) are proposed at the demolished building sites.

2.4 Utilities and Miscellaneous Work

Supporting utility work will consist of electric service along with water, sanitary sewer, and gas connections. Miscellaneous portland cement concrete work will consist of the construction of walkways and curbs and gutters. Miscellaneous soils work will consist of the construction of force protection items such as bollards and blast walls.

3. PRESIDIO OF MONTEREY

3.1 Topography

The Presidio entrance is located within the City Of Monterey adjacent to Cannery Row and the Bay Aquarium. The installation varies in width from ¼ to ½ -mile and is about 2 miles long and is oriented in an east-west direction from Monterey Bay to the center of the Monterey Peninsula. The Presidio of Monterey is characterized by moderate relief and lies at elevations of about 30 feet at Lighthouse Avenue near the Bay to 770 feet above mean sea level at Huckleberry Hill near the southwest corner of the facility.

The Presidio of Monterey lies near the boundary between the North American and Pacific plates, along the western margin of the Coast Ranges physiographic province.

The province contains many elongate ranges and narrow valleys that generally parallel the coast. The Presidio of Monterey is located along the southern margin of Monterey Bay. Monterey Bay is bounded to the south by the Santa Lucia Range and to the east by the Salinas Valley.

3.2 Geologic Setting1

The Presidio of Monterey habitation area occupies a flight of five marine terrace platforms; these terraces comprise a series of slightly northward-dipping benches cut into Salinian bedrock. The terraces were cut by successive late Pleistocene (last 100,000 years) sea level stands; these terraces are preserved and exposed at successively higher elevations as a result of Pleistocene (1.8 million years to 11 thousand years) uplift of the Monterey Peninsula. The benches are overlain by a thin, moderately consolidated terrace cover. Terrace deposits typically are less than 20 feet and consist of marine gravely sand and sandy gravel that locally interfingers with colluvium along the margins of the terraces (Dupre, 1990). The benches are cut into Cretaceous (144 to 63 million years) granitic rocks of the Salinian basement (Clark and others, 1974; Dupre, 1990). A gully lies along the southeastern boundary of the habitation area, and a larger, deeper valley (possibly formed as a submarine canyon) extends from the southeastern section of the habitation area (below Huckleberry Hill Nature Preserve and the 650 housing) southeastward into Monterey County Memorial Park. Based on mapping of the Monterey Peninsula, the lower terraces do not appear to be deformed by folds or faults, whereas older and topographically higher terraces are warped and faulted. Faults have not been observed in outcrop exposures in the habitation area.

3.3 Generic Soil Information

1 Information from Final Report, Geologic Evaluation of the Presidio of Monterey and Annex, California, Section 2, Geomatrix Consultants, 1997

3.3.1 Soils

Exploratory borings drilled at the Presidio of Monterey historically have encountered predominantly clayey and silty sands overlying granitic bedrock. At some locations, the sands are derived form the underlying granitic bedrock, and grade with depth into weathered bedrock. In other locations, clayey and silty marine sands were deposited directly on the bedrock surface during formation of the marine terrace platforms during the late Pleistocene. The sandy soils encountered in the borings vary from less than one foot to approximately 30 feet thick.

3.3.2 Borrow and Disposal

Any borrow in excess of that produced by site grading operations shall be obtained from off-base sources at Contractor expense. All building demolition materials that do not qualify as satisfactory material for fill or backfill and all clearing & grubbing debris shall be legally disposed of by the Contractor at off-base landfill(s).

3.4 Seismic Information2

3.4.1 General

The Presidio of Monterey is located in the old Uniform Building Code seismic zone 4 which was the area with the highest potential for seismic activity and damage. Under section 1615 of the new International Building Code, the building sites at the presidio should be conservatively defined with a site classification (soil profile type) “C” for “very dense soil and soft rock” to a depth of 100 feet.

Based on the June 1996 USGS national Ground Shaking Maps, Presidio of Monterey has the following peak ground accelerations and recurrence intervals:

Table 1: Probabilistic Estimates of Peak ground Acceleration for the Presidio of Monterey

Probability Level Corresponding Return Period Peak Ground Acceleration (2)

10% in 50 years 475 years 0.40 g 5% in 50 years (1) 975 years 0.60 g 2% in 50 years 2475 years 0.80 g

(1) Peak ground accelerations for a probability of exceedence of 5% in 50 years are roughly equal to peak ground accelerations for a probability of exceedence of 10% in 100 years.

(2) Adjusted to 1994 NEHRP site classifications as follows: Soil Profile Types B and C for the Presidio of Monterey.

2 Information from Final Report, Geologic Evaluation of the Presidio of Monterey and Annex, California, Section 3, Geomatrix Consultants, 1997

Table 2: Deterministic Estimates of Ground Motions for Active Faults near the Presidio of

Monterey Fault (age of most recent movement)

Magnitude (Mw)

Distance from Installation (miles)

Estimated Peak Mean Ground Acceleration

Estimated Peak 84th Percentile Acceleration

Monterey Bay NE (Holocene )- Seaside (Quaternary)

6.4 2.4 0.61 0.89

Monterey Bay SW (Holocene)-Navy (Quaternary)

6.6 0.9 0.82 1.17

Chupines (Late Pleistocene) 6.5 4.2 0.49 0.71

Tularcitos (Holocene) 6.8 7.9 0.36 0.50

Palo Colorado (Holocene) 7.0 5.5 0.43 0.60

Reliz-King City (Late Pleistocene) 7.1 6.1 0.46 0.63

San Gregorio (Holocene) 7.3 19 0.18 0.25

San Andreas (historical) 8.0 25 0.20 0.27

The response spectral accelerations of ground motions at the Presidio of Monterey, based on June 1996 USGS maps, are tabularized below.

Table 3: Response spectral acceleration (g) for soil profile type "C"

Probability of Exceedence

Period = 0 seconds (PGA)

Period = 0.2 seconds (PGA)

Period = 0.3 seconds (PGA)

Period = 1.0 second (PGA)

10% in 50 years 0.40 1.00 1.00 0.56

5% in 50 years

(1) 0.60 1.30 1.25 0.72

2% in 50 years 0.80 1.80 1.70 0.98

(1) Peak ground accelerations for a probability of exceedence of 5% in 50 years are approximately equal to peak ground accelerations for a probability of exceedence of 10% in 100 years.

3.4.2 Liquefaction

Soil liquefaction is an occurrence in which a soil deposit below a groundwater table may experience a substantial lose of strength when vibrated. The reason for this strength lose is that certain types of soil tend to compact when shook and this compaction induces excess pore water pressures (saturated soil) which tends to expand the grain structure and create a “quick” condition. Recently deposited, i.e., geologically young and relatively loose natural soils, and uncompacted or poorly compacted fills are potentially susceptible to liquefaction. Loose sands are particularly susceptible and loose silts and gravels also have some potential for liquefaction. Dense natural soils and well compacted fills have low susceptibility for liquefaction. Clayey soils are generally not susceptible to liquefaction.

Potential consequences of liquefaction include:

• Reduction or loss of foundation-bearing strength, which can lead to large settlements of structures due to shear failure in the weakened soils.

• Floatation of lightweight structures embedded in liquefiable soils.

• Differential compaction due to soil densification as excess pore water pressures dissipate, which can lead to differential settlement of structures.

• Horizontal movements due to lateral spreading or flow sliding of liquefiable soils, which can lead to total and differential lateral movements of structures.

• Increased lateral pressures on retaining walls from liquefied soils.

3.4.3 Site-Specific Liquefaction Potential

Based on “Guidelines”, it can be assumed that a significant hazard due to liquefaction does not exist if at least one of the following criteria is met.

• The geologic materials underlying the site are either bedrock or have very low liquefaction susceptibility.

• The soils underlying the site are stiff clays or clayey silts, unless the soils are highly sensitive based on local experience; or, the soils are cohesionless, i.e., sand, silt, or gravels with a minimum normalized Standard Penetration Test (SPT) resistance of 30 blows per foot for depths below the ground water table or with a clay content greater than 20 percent.

• The groundwater table is at least 33 feet below the deepest foundation depth or 49 feet below the ground surface.

Based on our exploration data, after cut-fill grading operations and water interception, all three of the above criteria will exist at the project site, therefore, the site specific liquefaction potential is quite low.

3.5 Weather Data

3.5.1 General

Table 4: Climate Climatic Design Data for the Presidio of Monterey Design wind speed 85 miles/hour Average Temperature Range 30º F to 100º F, record highs and lows Average annual rainfall 19 inches Average annual snowfall 0 inches Base standard design freeze depth 0 inches

3.5.2 Precipitation

The design rainfall intensity for the Presidio of Monterey from Drawing U-45 of the Sacramento District Standard Details for Utilities, Foundations, Paving and Railroads is shown in Table 5 below; from weather records, the maximum precipitation ion the Monterey Peninsula was 2 inches in one day.

Table 5: Design Rainfall Intensity for the Presidio of Monterey

Design Storm

2-year 5-year 10-year 25-year Intensity, inches per hour 0.6 0.8 1.0 1.2

3.6 Groundwater

Perched groundwater is prevalent throughout the Presidio and water seepage through the rock seams and soil-rock interfaces of cut banks is a common construction problem.

Due to the down-slope location and the large amount of cut in the northerly and westerly portions of each building, both surface water and groundwater may require interception and/or cutoff. Buildings with basements or partial basements, and those built in significant cuts, are typically provided with subdrains consisting of a 4-inch or 6-inch slotted pipe wrapped in gravel and filter fabric placed parallel to the foundation wall and connected to a solid discharge pipe equipped with a valve to prevent rodent intrusion, or piped to a nearby storm drain structure.

3.7 Soil Corrosivity and Sulfate Content

Table 6: Resistivity-Corrosion Activity Ranges

Classification Resistivity Range, Ohm-Centimeters Anticipated Corrosion

Activity Low 0 to 2,000 Severe Medium 2,000 to 10,000 Moderate High 10,000 to 30,000 Mild Very High Over 30,000 Unlikely

The boring samples obtained at the proposed GIB site were not tested for resistivity, but typical values at Presidio range from 2,000 to 10,000 at the anticipated post-construction water contents. Therefore the subsurface materials should be considered moderately corrosive for the design of cathodic protection. The boring samples also were not tested for sulfate content, as soils at Presidio have exhibited less than the 150 ppm upper boundary for a “negligible” potential for sulfate attack. Type I, Type II, or Type V portland cement concrete can be used for subsurface construction.

4. SUBSURFACE CONDITIONS

4.1 General Exploration Information

Exploration work for the buildings portion of this project was performed from 19-21 December 1989 by Mr. Chris Miner of Western Strata Drilling of West Sacramento, and were logged by a Sacramento District geologist. The borings were drilled with a truck-mounted CME 55 drill rig using 6-inch solid stem augers equipped with a rock bit.

Standard Penetration Testing (SPT) was performed using a 140-lb hammer with a 30-inch drop controlled by a cathead and rope assembly, in general accordance with ASTM D 1586. SPT blow-count data and samples were obtained continuously to a depth of 15 feet utilizing a 24-inch long split-barrel sampler, and then at 5-foot intervals to the bottom of the hole. A total of 9 borings, labeled 2F-89-01 through 2F-89-09, were drilled to depths ranging from 19 to 45 feet. All borings were terminated above their programmed drilling depths as the result of auger drilling refusal.

Explorations for the easterly portion of the proposed parking area, along Hachiya Way, were performed on 19 October 2007 by Mr. Chris Miner of Western Strata Drilling, and were inspected and logged by this report author. The borings were drilled with a truck-mounted CME 55 drill rig using 6-inch solid-stem flight augers driven with an automatic trip hammer. SPT data and samples were obtained continuously to the bottom of the hole, utilizing an 18-inch long split-barrel sampler in general accordance with ASTM D 1586. Borings 2F-07-06 and 2F-07-07 encountered SPT driving refusal prior to and at their termination depth of 9 feet, while 2F-07-08 never encountered driving refusal prior to its termination in very dense materials at a depth of 9.5 feet.

The boring sheets showing locations and logs of both exploration programs are attached to the end of this report, and will be included in the Final Design drawings.

4.2 Encountered Materials

At the proposed building site, the near-surface (2 to 5 feet deep) soil materials were predominantly described as firm to dense clayey sands and firm to hard sandy lean clay, underlain by weathered granitic rock that sampled as very dense clayey sand and hard sandy clay. The weathered rock was drillable but will likely require large track-mounted ripping equipment for some of the deeper foundation and utility excavations.

Groundwater was not encountered, but perched water was reported at borings 2F-89-04 and 2F-89-07, approximately where Building 611 is now located, at a depth of 3 feet.

This confirms the potential for subsurface water seepage as described in paragraph 3.6 Groundwater above; therefore, a perimeter French drain system is warranted and will be included in the Final Design documents.

At the proposed east parking area (Hachiya Way), the soils in the upper several feet were generally described as firm to dense clayey sand and stiff to hard sandy lean clay.

Weathered rock was not consistently encountered as at the building site, but rather was intermittent and scattered with fine gravel and coarse sand described as possible shell fragments.

5. GEOTECHNICAL ANALYSIS AND DESIGN

5.1 Seismic Site Classification

The Presidio of Monterey is located in the old Uniform Building Code seismic zone 4 which was the area with the highest potential for seismic activity and damage. Under section 1615 of the current International Building Code, the building sites at the Presidio should be conservatively defined with a soil site classification Site Class “C” for “very dense soil and soft rock” with an average N>50 to a depth of 100 feet. Additional guidance is provided in UFC 3-310-01, paragraph 1-6.5 and Table C-2.

5.2 Earth Retention Systems

Use the following data for design of soil retention structures (Table-1 NAVFAC DM7.02) backfilled with native or imported soil materials. Note, to convert to ‘equivalent fluid pressure’, multiply unit weight γ times the applicable coefficient K, e.g. this equals 41 pcf for the active condition, or 458 pcf for the passive condition:

Design soil: …………………………………… SC-SM, Sand-Clay-Silt Mix Design Total Unit Weight, γ: …………………135 pounds/ cubic foot Internal friction angle, Ø: …………………….. 33º Active coefficient, Ka: ………………………….0.30 At-rest coefficient, K0: …………………………0.46 Passive coefficient, Kp: ……………………….3.39 Sliding Coefficient, μ: ………………………… 0.40

For deep structures such as elevator pits or basement foundation walls that might be placed against the undisturbed weathered rock materials, generally deeper than 3 feet below existing grade at the North building and 5 feet below existing grade at the South building, the following design values may be used for the weathered rock portion (due to the lack of soils data at the proposed west parking area, and the inconsistency of the weathered rock at the east parking area, do not use these ‘rock’ values in those areas):

Design soil: …………………………………… Weathered rock (granitic) Design Total Unit Weight, γ: …………………140 pounds/ cubic foot Internal friction angle, Ø: …………………….. 40º Active coefficient, Ka: ………………………….0.22 At-rest coefficient, K0: …………………………0.36 Passive coefficient, Kp: ……………………….4.60 Sliding Coefficient, μ: ………………………… 0.50

Soil materials normally require 1 to 5 percent strain (percent of wall height) to develop a passive condition. If lateral movement is to be closely constrained, and for most if not all instances when using the ‘rock’ values, design via the “at-rest” condition or utilize an appropriate factor of safety for the passive condition.

5.3 Design of Buildings

5.3.1 Foundations

The proposed buildings shall be founded on shallow continuous wall and square or rectangular column footings. Footings placed on compacted satisfactory material fill shall be sized for a maximum bearing capacity (dead load + live load) of 3.0 kips / square-foot. All fills and backfills under footings and interior slabs-on-grade shall be “satisfactory material” compacted to a minimum of 95 percent of the ASTM D 1557 maximum dry density as specified in Section 31 00 00 EARTHWORK, which will be further identified as “select granular material” for the upper 12 inches. Footings placed on weathered rock, as defined below for each building site, may be sized for a maximum bearing capacity (DL + LL) of 5.0 kips / square-foot. A 1/3 overstress for dynamic loading may be applied to all listed bearing values. For all foundations, use a site soil profile Sc for seismic design as discussed in paragraph 5.1 “Seismic Site Classification” above. Wall footings shall have a minimum base width, “b” of 2 feet and column footings shall have a minimum “b” of 3 feet. To achieve the recommended bearing capacities, found exterior wall and column footings a minimum of 2 feet and 3 feet, respectively, below the lowest adjacent finished grade, and found all interior footings a minimum of 2 feet below finish floor. Footings shall be founded deeper than these recommended minimums, as necessary to provide the required restraint for dynamic loadings. Settlements will be elastic and of short duration, mostly occurring over the period of construction; no consolidation settlement is anticipated. Depending on the footing location on the site, settlements for these combinations will range from a minimum of ¼-inch in the deepest cut areas to a maximum of ¾-inch in the deepest fill areas. Detail-1 below depicts typical foundation over-excavation and backfill details (please do not include “Qa Design = 5 KSF”) that should be conveyed to the Contract Drawings. To facilitate construction, particularly in wet conditions, the Contractor may use low-density concrete (CLSM per ACI 229R-99) in place of the 12-inch material fill.

12"

NOTE-1: 2 FEET DEEP FOR WALL FOOTINGS; 3 FEET FOR COLUMN FOOTINGS

95-PERCENT OF THE LABORATORY MAXIMUM DRY DENSITY

NOTE-2: "SATISFACTORY MATERIAL" COMPACTED TO A MINIMUM OF

OR COMPACTED FILL BANK

Qa DESIGN = 5 KSF (DL + LL + DYNAMIC LOAD)

NATIVE MATERIAL, IN CUT,

12"

FINISHED GRADE

SEE NOTE-1

BELOW

SLOPE TO DRAIN

6"

SEE NOTE-2 BELOW

12" MINIMUM

Detail 1: Typical foundation over-excavation and backfill detail

5.3.1.1 North Building Site

The Civil drawings indicate a finished floor elevation of 405.5 feet, which is more than 10 feet below existing grade at the northwesterly corner and about 7 feet above existing grade at the southeasterly corner. Therefore footings in the northerly and westerly areas of the building will often be founded on weathered rock rather than compacted fill.

For these footings which bear at least 3 feet below existing grade, ‘rock’ bearing capacity values may be used as provided in 5.3.1 above.

5.3.1.2 South Building Site

Civil drawings are not available at this time (March 2009), but we anticipate a significant cut in the northwesterly area and fill in the southeasterly area, similar to that shown for the North Building. Therefore footings in the northerly and westerly areas of the building will likely be founded on weathered rock rather than compacted fill. For these footings which bear at least 5 feet below existing grade, ‘rock’ bearing capacity values may be used as provided in 5.3.1 above.

5.3.2 Interior Slabs on Grade

5.3.2.1 Slabs

Interior non-vehicular slabs-on-grade shall be a minimum of 6 inches thick and be constructed of portland cement concrete with a minimum 28-day compressive strength of 4000 psi. Place slabs-on-grade on 2 inches of sand (ASTM C33 fine concrete aggregate) and a minimum 20-mil poly sheet (ASTM E 1745 Class A) “vapor barrier” over a 6-inch layer of “capillary water barrier” material (ASTM C33 size No. 57 or No. 67 concrete course aggregate). All fills and backfills under interior slabs-on-grade shall be as specified in paragraph 5.3.1 “Foundations” above. The slab, vapor barrier, and capillary water vapor layers described above should be included in typical detail(s) on the Structural Drawings.

5.3.3 Miscellaneous Design Information

Concrete slabs-on-grade shall be of the “floating” variety, i.e. they shall not be rigidly connected to adjacent walls or footings. Isolate slabs from walls using perimeter felt or elastomeric joint material.