A06_GOGA244458_Final-Technical-Specifications.pdf

GOLDEN GATE NATIONAL RECREATION AREA

PRESIDIO OF SAN FRANCISCO

Construct and Install Improvements to West Bluff Trail/Arrival Area

GOGA

PMIS 244458

TECHNICAL SPECIFICATIONS

NATIONAL PARK SERVICE (NPS)

DENVER SERVICE CENTER (DSC)

July 2025

GOGA – 244458

Professional seals by Design Professionals and others responsible for preparing Construction Documents:

Civil Engineer

Structural Engineer

LIC

EN

SE

D PROFESSIONAL ENGINEER

STATE OF CALIFORNIAC IV IL

KY

LE

DAVID CHILDERS�����

GOGA – 244458 TOC - 1

Table of Contents

Number of Pages

Division 02: Existing Conditions

02 41 13 Selective Site Demolition

Division 03: Concrete

03 30 00 Cast-in-Place Concrete

Division 31: Earthwork

31 10 00 Site Clearing 31 20 00 Earth Moving 31 25 00 Erosion and Sediment Control

Division 32: Exterior Improvements

32 12 16 Asphalt Paving 32 13 20 Site Concrete 32 14 00 Unit Paving 32 17 00 Paving Specialties

Division 33: Utilities

33 40 00 Storm Drainage Utilities

Division 34: Transportation

34 71 13 Guardrails

GOGA � 244458 02 41 13 - 1

12/20/24 SITE SELECTIVE DEMOLITION

SECTION 02 41 13 � SITE SELECTIVE DEMOLITION

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes the following:

1. Sawcutting and removal or recycling of existing asphalt concrete pavement.

2. Removal and salvage of existing site features.

3. Demolition, removal, and disposal of existing site features.

B. Related Sections include the following:

1. Section 01 57 23 � Under-an-Acre Pollution Prevention

2. Section 31 10 00 � Site Clearing

3. Section 31 20 00 � Earth Moving

4. Section 31 25 00 � Erosion and Sediment Controls

1.2 DEFINITIONS

A. Remove: Remove and legally dispose of items except those indicated by the Contracting Officer

(CO) to be salvaged, reused, reinstalled, or to remain on Park property in a location approved of by the CO.

B. Remove and Store for Reinstallation: Remove items indicated; clean, service, and otherwise prepare items for reuse; store and protect against damage. Reinstall items in locations indicated in the plans and specifications or as directed by the CO.

C. Existing to Remain: Protect items identified to remain against damage and soiling during demolition. When permitted by the CO, items may be removed to a suitable, protected storage location during demolition and then cleaned and reinstalled in their original locations.

D. Abandon: Abandon items indicated. Leave items in place and abandon as specified.

1.3 MATERIALS OWNERSHIP

A. Except for items or materials indicated to be reused, salvaged, or otherwise indicated to remain on the Park property, demolished materials shall become the Contractor�s property and shall be removed and legally disposed of at the Contractor�s expense.

B. Materials for removal and reinstallation:

1. The following materials shall be removed, cleaned, and prepared for reinstallation at the project site as shown and specified.

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a. Parking meter

b. Signage

c. EV charging stations

d. Electrical Panel

e. Belgian block pavers

f. Landscape boulders

g. Bike parking loops

h. Parking area lights

i. Trash receptacle

C. Materials for removal and disposal:

1. The following materials shall be removed from the site and legally disposed of.

a. Asphalt pavement

b. Concrete pavement

c. Pavement striping

d. Concrete curbing

e. Aggregate surfacing

f. Excess excavated material

g. Concrete and rubber wheel stops

h. Signage as shown

i. Bollards

1.4 QUALITY ASSURANCE

A. Comply with the local noise ordinances regarding hours of operations and allowable noise levels.

Monitor vibrations generated by the demolition activities and received by the existing structures in the immediate vicinity of the project.

1.5 SCHEDULING

A. Notify the Contracting Officer 48 hours prior to beginning demolition work.

B. Contractor shall coordinate underground utility location prior to beginning demolition work.

Contractor is responsible for verifying location of underground utilities.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1 UTILITY SERVICES

A. Utility requirements: Locate, identify, disconnect, and seal or cap off indicated utility services where indicated.

1. Arrange to shut off indicated utilities with utility companies.

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3.2 PREPARATION

A. Install erosion and sediment control measures, as specified in Section 31 25 00 � Erosion and

Sediment Controls, prior to demolition.

B. Install site protection fencing, as specified in Section 01 50 00 � Temporary Facilities & Controls, prior to demolition.

C. Conduct demolition operations and remove debris to ensure minimum interference with roads, driveways, and other adjacent occupied and used facilities.

1. Do not close or obstruct roads, or other adjacent occupied or used facilities without permission from the CO and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways.

D. Conduct demolition operations to prevent injury to people and damage to facilities to remain.

Ensure safe passage of people around demolition area.

1. Erect temporary protection, such as walks, fences, and railings, where required by

Contracting Officer.

2. Protect existing improvements, appurtenances, and landscaping to remain.

3. Erect protective fencing around drip line of individual trees or around perimeter drip line of groups of trees to remain according to requirements specified in Section 31 10 00 � Site

Clearing.

4. A vertical sawcut shall be made between any existing pavement that is to remain and the portion to be removed. Where sawcutting is required, the sawcut shall be a minimum of 3 inches deep. When the existing pavement is more than 3 inches thick, the portion below 3 inches may be broken after the sawcut is made.

3.3 POLLUTION CONTROLS

A. Use water mist, temporary enclosures, and other suitable methods to limit the spread of dust and dirt. Comply with governing environmental protection regulations.

1. Do not create hazardous or objectionable conditions, such as ice, flooding, and pollution, when using water.

2. The Contractor shall be responsible for ensuring that special precautions are undertaken during sawcutting operations. No concrete (asphalt or cement) or concrete by-products are to be discharged into any storm drain or surface water. Sawcutting operations will increase the pH of water, therefore filtering is not acceptable.

B. Remove and transport debris in a manner that will prevent spillage on site improvements or public roads.

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3.4 DEMOLITION

A. Filling Below-Grade Areas: Completely fill below-grade areas and voids resulting from demolition of existing surfaces and construction shown on the plans with soil materials according to requirements specified in Section 31 20 00 � Earth Moving.

B. Damages: Promptly repair damage to adjacent facilities caused by demolition operations.

3.5 DISPOSAL AND RECYCLING OF DEMOLISHED MATERIALS

A. Promptly dispose of or recycle demolished materials: If recycling requires additional time to accomplish, provide for orderly storage of materials. Comply with the waste management requirements in Division 01.

B. Transport demolished materials off Park property and legally dispose or recycle material.

END OF SECTION 02 41 13

GOGA � 244458 03 30 00 - 1

CAST-IN-PLACE CONCRETE

SECTION 03 30 00 � CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. This section specifies cast-in-place structural concrete and materials and mixes for other concrete.

B. Related Requirements:

1. Section 01 40 00 �Quality Requirements� for materials testing and inspection during construction, including the �Statement of Structural Tests and Special Inspections�.

2. Section 31 23 16 �Structure Excavation and Backfill�.

3. Section 32 13 20 �Site Concrete� for concrete curbs, walks, and similar exterior site work.

1.2 TOLERANCES

A. Formwork, reinforcement fabricating and placing, and cross-section dimension: ACI 117.

1.3 REGULATORY REQUIREMENTS

A. ACI SP-66 � ACI Detailing Manual.

B. ACI 301 � Standard Specifications for Structural Concrete.

1.4 SUBMITTALS

A. Product data: for each type of product used.

B. Reinforcing steel shop drawings:

1. Complete drawings that detail fabrication, bending, and placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing, and supports for concrete reinforcement. The steel reinforcement detailer shall generate all shop drawing bending and installation details from the contract drawings and specifications. The use of reproductions or photocopies of the contract drawings shall not be permitted.

2. Shop drawing re-submittals shall clearly identify all revisions to previous submittals.

Provide heavy ink clouded outlines (revision clouds) around revised areas of individual sheets. Information outside of revision clouds on resubmitted drawings will not be reviewed.

C. Mill Test Reports:

1. Reinforcing Steel

2. Cement

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D. Manufacturer's Certificates:

1. Aggregate

2. Cementitious materials

3. Air-entraining admixture

4. Chemical admixtures, including chloride ion content

5. Expansion joint filler

E. Concrete mix design.

1. Mix identification number

2. Proportions of mix or mixes, including cement, admixtures, weight of fine and coarse aggregate per cubic yard measured dry rodded and damp loose, specific gravity, fineness modulus, percentage of moisture, air content, water-cement ratio, and consistency of each cylinder in terms of slump

3. Compressive strength:

a. Identify the 28-day mix design compressive strength

b. Provide certified test data or trial batch test reports indicating mix can meet the design compressive strength.

1) Certified test data shall include:

a) Date of mixing: tests shall have been within 1 year of the proposed use of the concrete.

b) Weight, type, and source for each ingredient

c) Slump

d) Air content

e) Concrete age at the time of testing

f) Compressive strength for each cylinder tested: 90 percent or more of at least 20 consecutive tests shall exceed the compressive strength and none of the test results shall be less than 95 percent of the design compressive strength

g) Standard deviation analysis

4. Aggregate Gradation: Submit primary aggregate nominal sizes. If a primary coarse aggregate or the fine aggregate is separated into 2 or more sizes, submit the gradation and proposed proportions of each size combined mathematically to show 1 proposed gradation.

Show the percentage passing for each applicable sieve size.

5. Cementitious Materials

6. Admixtures

7. Water

F. Qualification data:

1. Manufacturer qualifications:

a. Firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C94 requirements for production facilities and equipment.

2. Testing agency qualifications:

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a. An independent agency qualified according to ASTM C1077 and ASTM E329 for testing indicated, as documented according to ASTM E548.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Conform to ACI 304.

B. Store aggregate separately for each kind or grade, to prevent segregation of sizes and avoid inclusion of dirt and other materials.

C. Weighmaster Certificate: Submit a weighmaster certificate as an informational submittal with each load of concrete delivered to the job site. The weighmaster certificate must show:

1. Mix identification number

2. Nonrepeating load number

3. Date and time the materials were batched

4. Total quantity of water held back from the batch plant for the mix design, if adding water at the site. Do not add more water than held back.

5. For transit-mixed concrete, the revolution counter reading at the time the truck mixer is charged with cement.

6. Actual scale weights, in pounds, for the ingredients batched. Do not substitute theoretical or target batch weights for actual scale weights.

D. Steel reinforcement: deliver, store, and handle steel reinforcement to prevent bending and damage. Prevent earth, ice, oil and other foreign materials that would reduce bond to concrete from coating reinforcement.

1.6 APPLICABLE PUBLICATIONS

A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only.

B. American Concrete Institute (ACI):

117-10......................................Specifications for Tolerances for Concrete Construction and

Materials and Commentary

211.1-91(R2009)......................Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete

214R-11(R2019) ......................Guide to Evaluation of Strength Test Results of Concrete

301-16......................................Specifications for Structural Concrete

304R-00(R2009) ......................Guide for Measuring, Mixing, Transporting, and Placing

Concrete

305.1-14...................................Specification for Hot Weather Concreting

306.1-90(R2002)......................Standard Specification for Cold Weather Concreting

308.1-11...................................Specification for Curing Concrete

318-22......................................Building Code Requirements for Structural Concrete and

Commentary

347R-14 ...................................Guide to Formwork for Concrete

SP-66-04 ..................................ACI Detailing Manual

GOGA � 244458 03 30 00 - 4

C. American National Standards Institute and American Hardboard Association (ANSI/AHA):

A135.4-2012 ............................Basic Hardboard

D. ASTM International (ASTM):

A615/A615M-20 .....................Standard Specification for Deformed and Plain Carbon Steel

Bars for Concrete Reinforcement

A653/A653M-20 .....................Standard Specification for Steel Sheet, Zinc Coated (Galvanized) or Zinc Iron Alloy Coated (Galvannealed) by the Hot Dip

Process

A706/A706M-16 .....................Standard Specification for Deformed and Plain Low-Alloy Steel

Bars for Concrete Reinforcement

C31/C31M-19a ........................Standard Practice for Making and Curing Concrete Test

Specimens in the field

C33/C33M-18..........................Standard Specification for Concrete Aggregates

C39/C39M-20..........................Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens

C143/C143M-20......................Standard Test Method for Slump of Hydraulic Cement Concrete

C150C150M-20 .......................Standard Specification for Portland Cement

C171-16 ...................................Standard Specification for Sheet Materials for Curing Concrete

C172C172M-17 .......................Standard Practice for Sampling Freshly Mixed Concrete

C173/C173M-16... ...................Standard Test Method for Air Content of Freshly Mixed

Concrete by the Volumetric Method

C192/C192M-19......................Standard Practice for Making and Curing Concrete Test

Specimens in the Laboratory

C260/C260M-10a(2016) .........Standard Specification for Air Entraining Admixtures for

Concrete

C309-19 ...................................Standard Specification for Liquid Membrane Forming

Compounds for Curing Concrete

C494/C494M-19......................Standard Specification for Chemical Admixtures for Concrete

C618-19 ...................................Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete

D1751-18 .................................Standard Specification for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction (Non-extruding and

Resilient Bituminous Types)

D4263-83(2018) ......................Standard Test Method for Indicating Moisture in Concrete by the

Plastic Sheet Method.

E. Concrete Reinforcing Steel Institute (CRSI):

Handbook 2008

F. U. S. Department of Commerce Product Standard (PS):

PS 1-07 ....................................Structural Plywood

PS 20-20 ..................................American Softwood Lumber Standard

GOGA � 244458 03 30 00 - 5

PART 2 � PRODUCTS

2.1 FORMS

A. Plywood: PS-1 Exterior Grade B-B (concrete-form) 5/8 inch, or 3/4 inch thick for unlined contact form. B-B High Density Concrete Form Overlay optional. Furnish in largest practicable sizes to minimize number of joints.

B. Chamfer strips: Wood, metal, PVC or rubber strips, 3/4 by 3/4 inch. 3/4 inch radius may be substituted.

C. Form Lining:

1. Hardboard: ANSI/AHA A135.4, Class 2 with one (S1S) smooth side.

2. Plywood: Grade B-B Exterior (concrete-form) not less than 1/4 inch thick.

3. Plastic, fiberglass, or elastomeric capable of reproducing the desired pattern or texture.

D. Form-release agent: commercially formulated form-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. Formulate form-release agent with rust inhibitor for steel form-facing materials.

E. Form Ties: Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic form ties with a minimum working strength of 3000 pounds when fully assembled. Ties shall be adjustable in length to permit tightening of forms and not have any lugs, cones, washers to act as spreader within form, nor leave a hole larger than 3/4 inch diameter, or a depression in exposed concrete surface, or leave metal closer than 1 1/2 inches to concrete surface. Wire ties not permitted. Cutting ties back from concrete face not permitted.

2.2 MATERIALS

A. Portland Cement: ASTM C150 Type I or II.

B. Fly Ash: ASTM C618, Class C or F including supplementary optional requirements relating to reactive aggregates and alkalis, and loss on ignition (LOI) not to exceed 5 percent. Do not exceed more than 25 percent total cementitious content by weight.

C. Slag cement: ASTM C989, Grade 100 or 120.

D. Silica fume: ASTM C1240, amorphous silica.

E. Coarse Aggregate: ASTM C33.

1. Maximum size of coarse aggregates not more than one-fifth of narrowest dimension between sides of forms, one-third of depth of slabs, nor three-fourth of minimum clear spacing between reinforcing bars.

F. Fine Aggregate: ASTM C33.

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G. Mixing Water: Fresh, clean, and potable. Do not add water at the site that is not specifically held back at the batch plant.

H. Admixtures:

1. Provide admixtures to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete.

2. Admixtures of any type shall not be used unless identified in the approved mix design.

3. Water Reducing Admixture: ASTM C494, Type A.

4. Retarding Admixture: ASTM C494, Type B.

5. Water Reducing, Retarding Admixture: ASTM C494, Type D.

6. High-Range Water-Reducing Admixture (Superplasticizer): ASTM C494, Type F.

7. High-Range Water-Reducing and Retarding Admixture: ASTM C494, Type G.

8. Non-Corrosive, Non-Chloride Accelerator: ASTM C494, Type C or E. Admixture manufacturer must have long-term non-corrosive test data from an independent testing laboratory of at least one year duration using an acceptable accelerated corrosion test method such as that using electrical potential measures.

9. Air Entraining Admixture: ASTM C260.

10. Calcium Nitrite corrosion inhibitor: ASTM C494 Type C.

11. Prohibited Admixtures: Calcium chloride, thiocyanate or admixtures containing more than

0.05 percent chloride ions are not permitted.

12. Certification: Written conformance to the requirements above and the chloride ion content of the admixture prior to mix design review.

I. Reinforcing Steel: ASTM A615, or ASTM A996, deformed, grade as shown.

J. Welded Wire Fabric: ASTM A185.

K. Epoxy Coated Reinforcing Bars: ASTM A775.

L. Supports, Spacers, and Chairs: Types which will hold reinforcement in position shown in accordance with requirements of ACI 318 except as specified.

M. Expansion Joint Filler: ASTM D1751.

N. Sheet Materials for Curing Concrete: ASTM C171.

O. Liquid Membrane-forming Compounds for Curing Concrete: ASTM C309, Type I, with fugitive dye, and shall meet the requirements of ASTM C1315.Compound shall be compatible with scheduled surface treatment and shall not discolor concrete surface.

P. Epoxy Joint Filler: Two component, 100 percent solids compound, with a minimum shore D hardness of 50.

Q. Bonding Admixture: Non-rewettable, polymer modified, bonding compound.

2.3 CONCRETE MIXES

A. Mix Designs:

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1. Proportioned in accordance with Section 5.3, "Proportioning on the Basis of Field

Experience and/or Trial Mixtures" of ACI 318.

2. Provide concrete with a 28-day compressive strength of 4000 psi unless otherwise noted in the Plans.

B. Fly Ash Testing: Submit certificate verifying conformance with ASTM 618 initially with mix design and for each truck load of fly ash delivered from source. Submit test results performed within 6 months of submittal date. Notify the CO immediately when change in source is anticipated.

1. Testing Laboratory used for fly ash certification/testing shall participate in the Cement and

Concrete Reference Laboratory (CCRL) program. Submit most recent CCRL inspection report.

C. After approval of mixes no substitution in material or change in proportions of approval mixes may be made without additional tests and approval of the CO or as specified. Making and testing of preliminary test cylinders may be carried on pending approval of cement and fly ash, providing

Contractor and manufacturer certify that ingredients used in making test cylinders are the same.

D. Cement Factor: Maintain minimum cement factors in Table I regardless of compressive strength developed above minimums. Use Fly Ash as an admixture with maximum of 25 percent replacement by weight in all structural work. Increase this replacement to 40 percent for mass concrete and reduce it to 10 percent for drilled piers and caissons. Fly ash shall not be used in high-early mix design.

Table I � Cement and Water Factors For Concrete

Concrete Strength Non-Air-

Entrained

Air-Entrained

Min. 28 Day

Comp. Str. psi

Min. Cement lbs/c. yd

Max. Water

Cement Ratio

Min. Cement lbs/c. yd

Max. Water

Cement Ratio

4,000psi 580 0.48 630 0.45

1. For concrete exposed to high sulfate content soils maximum water cement ratio is 0.44.

E. Maximum Slump: Maximum slump, as determined by ASTM C143 with tolerances as established by ASTM C94, for concrete to be vibrated shall be as shown in Table II.

TABLE II � MAXIMUM SLUMP, INCHES

Type of Construction Slump (Normal Weight Concrete)

Reinforced Walls 6 inches

F. Slump may be increased by the use of the approved high-range water-reducing admixture

(superplasticizer). Tolerances as established by ASTM C94. Concrete containing the high-range-water-reducing admixture may have a maximum slump of 9 inches. A high-range-water-reducing admixture may be added to increase the slump to the approved level.

G. Air-Entrainment: Air-entrainment of normal weight concrete shall conform with Table III.

Determine air content by either ASTM C173 or ASTM C231.

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TABLE III � TOTAL AIR CONTENT

FOR VARIOUS SIZES OF COARSE AGGREGATES (NORMAL CONCRETE)

Nominal Maximum Size of

Total Coarse Aggregate

Percentage Air Content by Volume

3/8 in 6 to 10

1/2 in 5 to 9

3/4 in 4 to 8

1 in 3.5 to 6.5

1 1/2 in 3 to 6

H. High early strength concrete, made with Type III cement or Type I cement plus non-corrosive accelerator, shall have a 7-day compressive strength equal to specified minimum 28-day compressive strength for concrete type specified made with standard Portland cement.

I. Lightweight structural concrete shall not be used on this project.

J. Concrete slabs placed at air temperatures below 10 degrees C (50 degrees Fahrenheit) use non-corrosive, non-chloride accelerator. Concrete required to be air entrained use approved air entraining admixture. Pumped concrete, synthetic fiber concrete, architectural concrete, concrete required to be watertight, and concrete with a water/cement ratio below 0.50 use high-range water-reducing admixture (superplasticizer).

K. Durability: Use air entrainment for exterior exposed concrete and buried concrete within 1 foot of finished grade.

L. Enforcing Strength Requirements: Test as specified in Section 01 40 00 �Quality Requirements�, during the progress of the work. Seven-day tests may be used as indicators of 28-day strength.

Average of any three 28-day consecutive strength tests of laboratory-cured specimens representing each type of concrete shall be equal to or greater than specified strength. No single test shall be more than 500 psi below specified strength. Interpret field test results in accordance with ACI 214. Should strengths shown by test specimens fall below required values, the CO may require any one or any combination of the following corrective actions, at no additional cost to the Government:

1. Require changes in mix proportions by selecting one of the other appropriate trial mixes or changing proportions, including cement content, of approved trial mix.

2. Require additional curing and protection.

3. If five consecutive tests fall below 95 percent of minimum values given in Table I or if test results are so low as to raise a question as to the safety of the structure, the CO may direct

Contractor to take cores from portions of the structure. Use results from cores tested by the

Contractor retained testing agency to analyze structure.

4. If strength of core drilled specimens falls below 85 percent of minimum value given in

Table I, the CO may order load tests, made by Contractor retained testing agency, on portions of building so affected. Load tests in accordance with ACI 318 and criteria of acceptability of concrete under test as given therein.

5. Concrete work, judged inadequate by structural analysis, by results of load test, or for any reason, shall be reinforced with additional construction or replaced, if directed by the CO.

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M. If early strengths tests are desired by the Contractor, the Contractor shall be responsible for determining the number of additional test specimens and testing times and frequency at no additional cost to the Government. The Contractor shall notify the CO about the plan for early strength test specimens prior to pouring concrete.

2.4 BATCHING AND MIXING

A. General: Concrete shall be "Ready-Mixed" and comply with ACI 318 and ASTM C94, except as specified. Batch mixing at the site is permitted. Mixing process and equipment must be approved by the CO. With each batch of concrete, furnish certified delivery tickets listing information in

Paragraph 16.1 and 16.2 of ASTM C94. Maximum delivery temperature of concrete is 100 degrees Fahrenheit (F). Minimum delivery temperature as follows:

Atmospheric Temperature Minimum Concrete Temperature

30 degrees to 40 degrees F 60 degrees F

0 degrees to 30 degrees F 70 degrees F

1. Services of aggregate manufacturer's representative shall be furnished during the design of trial mixes and as requested by the CO for consultation during batching, mixing, and placing operations of lightweight structural concrete. Services will be required until field controls indicate that concrete of required quality is being furnished. Representative shall be thoroughly familiar with the adjustment and control of mixes to produce concrete of required quality. Representative shall assist and advise the CO.

PART 3 � EXECUTION

3.1 FORMWORK

A. General: Design in accordance with ACI 347 is the responsibility of the Contractor. The

Contractor shall retain a registered Professional Engineer to design the formwork, shores, and reshores.

1. Form boards and plywood forms may be reused for contact surfaces of exposed concrete only if thoroughly cleaned, patched, and repaired and the CO approves their reuse.

2. Provide forms for concrete footings unless the CO determines forms are not necessary.

3. Corrugated fiberboard forms: Place forms on a smooth firm bed, set tight, with no buckled cartons to prevent horizontal displacement, and in a dry condition when concrete is placed.

B. Treating and Wetting: Treat or wet contact forms as follows:

1. Coat plywood and board forms with non-staining form sealer. In hot weather, cool forms by wetting with cool water just before concrete is placed.

2. Clean and coat removable metal forms with light form oil before reinforcement is placed.

In hot weather, cool metal forms by thoroughly wetting with water just before placing concrete.

3. Use sealer on reused plywood forms as specified for new material.

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C. Size and Spacing of Studs: Size and space studs, wales and other framing members for wall forms so as not to exceed safe working stress of kind of lumber used nor to develop deflection greater than 1/270 of free span of member.

D. Unlined Forms: Use plywood forms to obtain a smooth finish for concrete surfaces. Tightly butt edges of sheets to prevent leakage. Back up all vertical joints solidly and nail edges of adjacent sheets to same stud with 6d box nails spaced not over 6 inches apart.

E. Lined Forms: May be used in lieu of unlined plywood forms. Back up form lining solidly with square edge board lumber securely nailed to studs with all edges in close contact to prevent bulging of lining. No joints in lining and backing may coincide. Nail abutted edges of sheets to same backing board. Nail lining at not over 8 inches on center along edges and with at least one nail to each square foot of surface area; nails to be 3d blued shingle or similar nails with thin flatheads.

F. Wall Form Ties: Locate wall form ties in symmetrically level horizontal rows at each line of wales and in plumb vertical tiers. Space ties to maintain true, plumb surfaces. Provide one row of ties within 6 inches above each construction joint. Space through-ties adjacent to horizontal and vertical construction joints not over 18 inches on center.

1. Tighten row of ties at bottom of form just before placing concrete and, if necessary, during placing of concrete to prevent seepage of concrete and to obtain a clean line. Ties to be entirely removed shall be loosened 24 hours after concrete is placed and shall be pulled from least important face when removed.

2. Coat surfaces of all metal that is to be removed with paraffin, cup grease or a suitable compound to facilitate removal.

G. Inserts, Sleeves, and Similar Items: Flashing reglets, steel strips, masonry ties, anchors, wood blocks, nailing strips, grounds, inserts, wire hangers, sleeves, drains, guard angles, forms for floor hinge boxes, inserts or bond blocks for elevator guide rails and supports, and other items specified as furnished under this and other sections of specifications and required to be in their final position at time concrete is placed shall be properly located, accurately positioned, and built into construction, and maintained securely in place.

1. Locate inserts or hanger wires for furred and suspended ceilings only in bottom of concrete joists, or similar concrete member of overhead concrete joist construction.

2. Install sleeves, inserts and similar items for mechanical services in accordance with drawings prepared specially for mechanical services. Contractor is responsible for accuracy and completeness of drawings and shall coordinate requirements for mechanical services and equipment.

3. Do not install sleeves in beams, joists or columns except where shown or permitted by the

CO. Install sleeves in beams, joists, or columns that are not shown, but are permitted by the CO, and require no structural changes, at no additional cost to the Government.

4. Minimum clear distance of embedded items such as conduit and pipe is at least three times diameter of conduit or pipe, except at stub-ups and other similar locations.

5. Provide recesses and blockouts in floor slabs for door closers and other hardware as necessary in accordance with manufacturer's instructions.

H. Construction Tolerances:

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1. Set and maintain concrete formwork to assure erection of completed work within tolerances specified and to accommodate installation of other rough and finish materials.

Accomplish remedial work necessary for correcting excessive tolerances. Erected work that exceeds specified tolerance limits shall be remedied or removed and replaced, at no additional cost to the Government.

2. Permissible surface irregularities for various classes of materials are defined as "finishes" in specification sections covering individual materials. They are to be distinguished from tolerances specified which are applicable to surface irregularities of structural elements.

3.2 PLACING REINFORCEMENT

A. General: Details of concrete reinforcement in accordance with ACI 318 unless otherwise shown.

B. Placing: Place reinforcement conforming to CRSI DA4, unless otherwise shown.

1. Place reinforcing bars accurately and tie securely at intersections and splices with 16 gauge black annealed wire. Secure reinforcing bars against displacement during the placing of concrete by spacers, chairs, or other similar supports. Portions of supports, spacers, and chairs in contact with formwork shall be made of plastic in areas that will be exposed.

Type, number, and spacing of supports conform to ACI 318. Where concrete slabs are placed on ground, use concrete blocks or other non-corrodible material of proper height, for support of reinforcement. Use of brick or stone supports will not be permitted.

2. Lap welded wire fabric at least 1 1/2 mesh panels plus end extension of wires not less than

12 inches in structural slabs. Lap welded wire fabric at least 1/2 mesh panels plus end extension of wires not less than 6 inches in slabs on grade.

3. Splice column steel at no points other than at footings and floor levels unless otherwise shown.

C. Spacing: Minimum clear distances between parallel bars, except in columns and multiple layers of bars in beams shall be equal to nominal diameter of bars. Minimum clear spacing is 1 inch or

1-1/3 times maximum size of coarse aggregate.

D. Splicing: Splices of reinforcement made only as required or shown or specified. Accomplish splicing as follows:

1. Lap splices: Do not use lap splices for bars larger than Number 11. Minimum lengths of lap as shown.

2. Welded splices: Not allowed unless otherwise approved by the CO.

3. Mechanical Splices: Not allowed unless otherwise approved by the CO.

E. Bending: Bend bars cold, unless otherwise approved. Do not field bend bars partially embedded in concrete, except when approved by the CO. Do not field bend bars more than once.

F. Cleaning: Metal reinforcement, at time concrete is placed, shall be free from loose, flaky rust, mud, oil, or similar coatings that will reduce bond.

G. Future Bonding: Protect exposed reinforcement bars intended for bonding with future work by wrapping with felt and coating felt with a bituminous compound unless otherwise shown.

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3.3 CONSTRUCTION JOINTS

A. Unless otherwise shown, location of construction joints to limit individual placement shall not exceed 80 feet in any horizontal direction, except slabs on grade which shall have construction joints shown. Allow 24 hours to elapse between pouring adjacent sections unless this requirement is waived by the CO.

3.4 EXPANSION JOINTS AND CONTRACTION JOINTS

A. Clean expansion joint surfaces before installing premolded filler and placing adjacent concrete.

3.5 PLACING CONCRETE

A. Preparation:

1. Remove hardened concrete, wood chips, shavings and other debris from forms.

2. Remove hardened concrete and foreign materials from interior surfaces of mixing and conveying equipment.

3. Have forms and reinforcement inspected and approved by the CO before depositing concrete.

4. Provide runways for wheeling equipment to convey concrete to point of deposit. Keep equipment on runways which are not supported by or bear on reinforcement.

B. Bonding: Before depositing new concrete on or against concrete which has been set, thoroughly roughen and clean existing surfaces of laitance, foreign matter, and loose particles. Intentionally roughen to 1/4� amplitude.

1. Preparing surface for applied topping:

a. Remove laitance, mortar, oil, grease, paint, or other foreign material by sand blasting. Clean with vacuum type equipment to remove sand and other loose material.

b. Broom clean and keep base slab wet for at least four hours before topping is applied.

c. Use a thin coat of one-part Portland cement, 1.5 parts fine sand, bonding admixture;

and water at a 50: 50 ratio and mix to achieve the consistency of thick paint. Apply to a damp base slab by scrubbing with a stiff fiber brush. New concrete shall be placed while the bonding grout is still tacky.

C. Conveying Concrete: Convey concrete from mixer to final place of deposit by a method which will prevent segregation. Method of conveying concrete is subject to approval of the CO.

D. Placing: For special requirements see Paragraphs, HOT WEATHER and COLD WEATHER.

1. Do not place concrete when weather conditions prevent proper placement and consolidation, or when concrete has attained its initial set, or has contained its water or cement content more than 1 1/2 hours.

2. Deposit concrete in forms as near as practicable in its final position. Prevent splashing of forms or reinforcement with concrete in advance of placing concrete.

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3. Do not drop concrete freely more than 10 feet for concrete containing the high-range water-reducing admixture (superplasticizer) or 5 feet for conventional concrete. Where greater drops are required, use a tremie or flexible spout (canvas elephant trunk), attached to a suitable hopper.

4. Discharge contents of tremies or flexible spouts in horizontal layers not exceeding 20 inches in thickness, and space tremies such as to provide a minimum of lateral movement of concrete.

5. Continuously place concrete until an entire unit between construction joints is placed. Rate and method of placing concrete shall be such that no concrete between construction joints will be deposited upon or against partly set concrete, after its initial set has taken place, or after 45 minutes of elapsed time during concrete placement.

6. On bottom of members with severe congestion of reinforcement, deposit 1 inch layer of flowing concrete containing the specified high-range water-reducing admixture

(superplasticizer). Successive concrete lifts may be a continuation of this concrete or concrete with a conventional slump.

E. Consolidation: Conform to ACI 309. Immediately after depositing, spade concrete next to forms, work around reinforcement and into angles of forms, tamp lightly by hand, and compact with mechanical vibrator applied directly into concrete at approximately 18 inch intervals. Mechanical vibrator shall be power driven, hand operated type with minimum frequency of 5000 cycles per minute having an intensity sufficient to cause flow or settlement of concrete into place. Vibrate concrete to produce thorough compaction, complete embedment of reinforcement and concrete of uniform and maximum density without segregation of mix. Do not transport concrete in forms by vibration.

1. Use of form vibration shall be approved only when concrete sections are too thin or too inaccessible for use of internal vibration.

2. Carry on vibration continuously with placing of concrete. Do not insert vibrator into concrete that has begun to set.

3. Provide at least one backup vibrator on the project site prior to each concrete pour. Ensure primary and backup vibrators are functional prior to each concrete pour. If multiple vibrators are used during the pour, one of the in-use vibrators may be considered the backup if the remaining pour can be accomplished with the loss of one vibrator.

3.6 HOT WEATHER

A. Follow the recommendations of ACI 305 or as specified to prevent problems in the manufacturing, placing, and curing of concrete that can adversely affect the properties and serviceability of the hardened concrete. Methods proposed for cooling materials and arrangements for protecting concrete shall be made in advance of concrete placement and approved by the CO.

3.7 COLD WEATHER

A. Follow the recommendations of ACI 306 or as specified to prevent freezing of concrete and to permit concrete to gain strength properly. Use only the specified non-corrosive, non-chloride accelerator. Do not use calcium chloride, thiocyantes or admixtures containing more than 0.05

GOGA � 244458 03 30 00 - 14

percent chloride ions. Methods proposed for heating materials and arrangements for protecting concrete shall be made in advance of concrete placement and approved by the CO.

3.8 PROTECTION AND CURING

A. Conform to ACI 308: Initial curing shall immediately follow the finishing operation. Protect exposed surfaces of concrete from premature drying, wash by rain and running water, wind, mechanical injury, and excessively hot or cold temperatures. Keep concrete not covered with membrane or other curing material continuously wet for at least 7 days after placing, except wet curing period for high-early-strength concrete shall be not less than 3 days. Keep wood forms continuously wet to prevent moisture loss until forms are removed. Cure exposed concrete surfaces as described below. Other curing methods may be used if approved by the CO.

1. Liquid curing and sealing compounds: Apply by power-driven spray or roller in accordance with the manufacturer�s instructions. Apply immediately after finishing. Maximum coverage 400 square feet per gallon on steel troweled surfaces and 300 square feet per gallon on floated or broomed surfaces for the curing/sealing compound.

2. Plastic sheets: Apply as soon as concrete has hardened sufficiently to prevent surface damage. Utilize widest practical width sheet and overlap adjacent sheets 2 inches. Tightly seal joints with tape.

3. Paper: Utilize widest practical width paper and overlap adjacent sheets 2 inches. Tightly seal joints with sand, wood planks, pressure-sensitive tape, mastic or glue.

3.9 REMOVAL OF FORMS

A. Remove in a manner to assure complete safety of structure after the following conditions have been met.

1. Where structure as a whole is supported on shores, forms for beams and girder sides, columns, and similar vertical structural members may be removed after 24 hours, provided concrete has hardened sufficiently to prevent surface damage and curing is continued without any lapse in time as specified for exposed surfaces.

B. Control Test: Use to determine if the concrete has attained sufficient strength and curing to permit removal of supporting forms. Cylinders required for control tests taken in accordance with ASTM

C172, molded in accordance with ASTM C31, and tested in accordance with ASTM C39. Control cylinders cured and protected in the same manner as the structure they represent. Supporting forms or shoring not removed until strength of control test cylinders have attained at least 70 percent of minimum 28-day compressive strength specified. Exercise care to assure that newly unsupported portions of structure are not subjected to heavy construction or material loading.

3.10 CONCRETE SURFACE PREPARATION

A. Metal Removal: Unnecessary metal items cut back flush with face of concrete members.

B. Patching: Maintain curing and start patching as soon as forms are removed. Do not apply curing compounds to concrete surfaces requiring patching until patching is completed. Use cement

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mortar for patching of same composition as that used in concrete. Use white or gray Portland cement and specified color admixture as necessary to obtain finish color matching surrounding concrete. Thoroughly clean areas to be patched. Cut out honeycombed or otherwise defective areas to solid concrete to a depth of not less than 1 inch. Cut edge perpendicular to surface of concrete. Saturate with water area to be patched, and at least 6 inches surrounding before placing patching mortar. Give area to be patched a brush coat of cement grout followed immediately by patching mortar. Cement grout composed of one-part Portland cement, 1.5 parts fine sand, bonding admixture, and water at a 50:50 ratio, mix to achieve consistency of thick paint. Mix patching mortar approximately 1 hour before placing and remix occasionally during this period without addition of water. Compact mortar into place and screed slightly higher than surrounding surface. After initial shrinkage has occurred, finish to match color and texture of adjoining surfaces. Cure patches as specified for other concrete. Fill form tie holes which extend entirely through walls from unexposed face by means of a pressure gun or other suitable device to force mortar through wall. Wipe excess mortar off exposed face with a cloth.

C. Upon removal of forms, clean vertical concrete surface that is to receive bonded applied cementitious application with wire brushes or by sand blasting to remove unset material, laitance, and loose particles to expose aggregates to provide a clean, firm, granular surface for bond of applied finish.

3.11 CONCRETE FINISHES

A. Concrete Retaining Wall:

1. Unfinished areas: For faces and open faces more than 1 foot below finished ground surface, apply Surface Finish SF-1, per ACI 301-20 as follows:

(a) Patch voids larger than 1-1/2 in. wide or 1/2 in. deep

(b) Remove projections larger than 1 in.

(c) Tie holes need not be patched

(d) Surface tolerance Class D as specified in ACI 117

2. Exposed faces and faces less than 1 foot below finished ground surface: Apply Surface

Finish SF-2 as follows:

(a) Patch voids larger than 3/4 in. wide or 1/2 in. deep

(b) Remove projections larger than 1/4 in.

(c) Patch tie holes

(d) Surface tolerance Class B as specified in ACI 117

(e) Follow color matching procedure described in 3.10B, this section.

3.12 RETAINING WALLS

A. Use air-entrained concrete.

B. Expansion and contraction joints, and reinforcement installed and constructed as shown.

C. Place backfill as shown and required by the Geotechnical report.

D. Meet general concrete requirements unless shown or specified otherwise.

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END OF SECTION 03 30 00

GOGA – 244458 31 10 00 - 1

3/7/25 SITE CLEARING

SECTION 31 10 00 – SITE CLEARING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Protecting existing vegetation to remain.

2. Removing trees.

3. Clearing and grubbing.

4. Surface material, weedy scrape, and organic material.

5. Disposal of material from clearing, grubbing, thinning and demolition in approved off-site disposal areas.

6. Filling of voids and excavations resulting from the work.

B. Related Sections:

1. Section 01 57 23 “Under-an-Acre Pollution Prevention”

2. Section 02 41 13 “Selective Demolition”

3. Section 31 20 00 “Earth Moving”

1.2 MATERIAL OWNERSHIP

A. Except for materials indicated to be stockpiled or to remain on the Owner's property, cleared materials shall become Contractor's property and shall be removed and disposed of legally. When possible, the Contractor should re-use or sell materials generated by Site Clearing such as timber, firewood, or wood chips.

1.3 SITE CONDTIONS

A. Site conditions existing during the bidding period will be maintained by the government insofar as practical.

B. Actual site condition variations that differ from those of the bidding period and which affect site clearing operations shall be brought to the attention of the Contracting Officer (CO) prior to the commencement of any site work.

1.4 SUBMITTALS

A. The Contractor shall submit the following information to the CO for review before commencing work:

1. Permits for transport and disposal of debris.

2. Demolition procedures and operational sequence.

GOGA – 244458 31 10 00 - 2

B. Product Data: Tree protection fencing.

PART 2 - PRODUCTS

2.1 TREE PROTECTION FENCING

A. Tree protection fencing shall be an orange plastic web fence, 4 feet high minimum. Wood stakes shall be six (6) foot long by 1 inch by 1 inch square driven a minimum of two (2) feet into the ground. Posts shall be spaced eight (8) feet on center, maximum.

PART 3 - EXECUTION

3.1 PROTECTION

A. The Contractor shall flag the limits of clearing shown on the drawings by accurate field survey with marked stakes or other means acceptable to the CO. Trees to be removed and trees to remain shall be clearly identified during this staking process. The CO shall be notified a minimum of five (5) working days prior to scheduled commencement of clearing operations to review the flagged limits. Adjust the clearing limits as directed by the CO.

B. Install erosion-control measures prior to start of any other construction to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and roadways in accordance with Section 01 57 21 – Under-an-Acre Pollution Prevention.

C. Before clearing begins, protect designated trees to remain with tree protection fencing to the approximate diameter of foliage (dripline of the tree) to prevent damage to the trunk, foliage and root system by construction equipment and procedures.

D. Place tree protection fencing as required to protect other plants, adjacent property areas to remain uncleared, monuments, and existing improvements from damage.

E. The Contractor shall repair or replace immediately any damage to existing trees or root systems that are to remain. The Contractor shall employ an arborist licensed in the State of Washington to determine the repair and replacement needs and methods for approval by the CO.

F. Replace damaged shrubs and other vegetation designated to remain with the same size and species.

G. The tree protection fencing shall be maintained for the duration of construction operations. The work shall include immediate replacement of any damaged fence. Fencing shall be removed from the site at the completion of construction operations. The fencing disposal shall be in accordance with local, state, and federal laws and regulations for the disposal of the material.

GOGA – 244458 31 10 00 - 3

3.2 UTILITIES

A. Notify all corporations, companies, individuals, or local authorities owning or having jurisdiction over utilities running to, through, or across areas to be affected by site clearing operations.

B. Call 811 to locate existing underground utilities in the project area. Locate and identify existing utilities that are to remain and protect them from damage.

C. For utilities to be disconnected, have utility services disconnected in accordance with the requirements of the utility owner.

3.3 CLEARING AND GRUBBING

A. Clearing shall include cutting,…