structural specs.pdf

FERNANDO V. JUAN Structural Engineer

Reg. No. : 72159 PTR No. : 4748672 Date Issued : 05 January 2015

Issued at : Makati City TIN No : 185-535-133

TEMPORARY HOARDING WORKS STRUCTURAL SPECIFICATIONS

Prepared by: MEINHARDT PHILIPPINES, INC. 25/F, Chatham House 116 Valero cor. V.A. Rufino Sts Salcedo Village, Makati City

1227 Philippines

ZUELLIG BUILDING STOREFRONT RE-DESIGN

Paseo de Roxas cor. Makati Ave., Makati City

09 August 2015

FOR BIDDING

STRUCTURAL TABLE OF CONTENTS

MEINHARDT PHILIPPINES INC.

I Division 01 - GENERAL REQUIREMENTS 01000 - Materials, Workmanship and Construction

II Division 05 - METALS

05120 - Structural Steel

DIVISION 01 – GENERAL REQUIREMENTS Materials, Workmanship and Construction SECTION 01000

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PART 1 – GENERAL .................................. ......................................................................................... 1

1.1 QUALITY OF MATERIALS .............................................................................................................. 1 1.2 STANDARD OF WORKMANSHIP ..................................................................................................... 1 1.3 MODIFICATIONS .......................................................................................................................... 1 1.4 COORDINATED INFORMATION ...................................................................................................... 1 1.5 ACCEPTANCE PROCEDURES ........................................................................................................ 1 1.6 SETTING OUT THE STRUCTURE ................................................................................................... 2 1.7 CONSTRUCTIOPN LOADS ............................................................................................................. 2

PART 2 – QUALITY ASSURANCE ........................ ............................................................................ 2

2.1 MANAGEMENT SYSTEM ............................................................................................................... 2 2.2 DOCUMENTATION ........................................................................................................................ 2

PART 3 – TESTING ............................................................................................................................. 2

3.1 TESTING AUTHORITY ................................................................................................................... 2 3.2 TEST RESULTS ........................................................................................................................... 2 3.3 ADDITIONAL INSPECTION & TESTS ............................................................................................... 2 3.4 TEST NONCONFORMITY ............................................................................................................... 2

PART 4 – DRAWINGS AND REINFORCEMENT SCHEDULES ..... .................................................. 3

4.1 AS-BUILT DRAWINGS ................................................................................................................... 3 4.2 REINFORCEMENT DRAWINGS & SCHEDULES ................................................................................ 4 4.2 BUILDERS WORK DRAWINGS ....................................................................................................... 4 4.4 ERECTION DRAWINGS ................................................................................................................. 4 4.5 SUBMITTAL OF SHOP DRAWINGS ................................................................................................. 4 4.6 APPROVAL CODES FOR REVIEW OF SHOP DRAWINGS ................................................................... 5


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SECTION 01000 MATERIALS, WORKMANSHIP AND CONSTRUCTION

PART 1 – GENERAL 1.1 QUALITY OF MATERIALS

All materials used in the structure shall comply with the specification and current versions of standards referred to therein. The STRUCTURAL CONSULTANT/EMPLOYER’s REPRESENTATIVE may specify samples for testing and the GENERAL CONTRACTOR shall arranged for such samples to be supplied, identified, stored and tested and the results delivered to the STRUCTURAL CONSULTANT/EMPLOYER’s REPRESENTATIVE in accordance with the relevant Standards.

1.2 STANDARD OF WORKMANSHIP

The standard of workmanship shall be in accordance with this Specification, the relevant clauses of ACI 315, ACI 318, and all statutory requirements. Proprietary products and materials shall be used in accordance with the manufacturer's written instructions.

1.3 MODIFICATIONS

The GENERAL CONTRACTOR shall obtain the agreement of the STRUCTURAL CONSULTANT to any modifications to the requirements of this Specification in writing before any work is started.

1.4 COORDINATED INFORMATION

A. The GENERAL CONTRACTOR shall ensure that coordinated information is

submitted to the STRUCTURAL CONSULTANT for agreement before work is started on site.

B. A master programme shall be discussed and issued to the GENERAL

CONTRACTOR after the kick-off meeting. The GENERAL CONTRACTOR to submit a detailed construction schedule level 1 within 21 days of the kick-off meeting for approval along with a list of the long lead items. Upon approval, the GENERAL CONTRACTOR shall submit detailed construction schedule level 2 for approval.

C. Coordinate work with related trades and furnish, in writing, any information necessary

to permit the work of related trades to be installed satisfactorily and with the least possible conflict or delay. The time frame to answer for request of information (RFI) shall be 14 days and should be signed by the STRUCTURAL CONSULTANT.

D. Wherever the work is of sufficient complexity, prepare additional detail drawings to

scale to coordinate the work with the work of other trades. Detailed work shall be clearly identified on the drawings as to the area to which it applies. Submit these drawings to STRUCTURAL CONSULTANT for review. At completion include a set of these drawings with each set of record drawings. Wherever applicable and whenever required by the STRUCTURAL CONSULTANT, the GENERAL CONTRACTOR shall provide construction method of statement for approval and prior to commencement of work.

1.5 ACCEPTANCE PROCEDURES

A. An acceptance procedure for the issue of construction information shall be agreed with the STRUCTURAL CONSULTANT before construction of any work.

B. Information shall be supplied/agreed as stipulated in this Specification to an agreed

timescale and the STRUCTURAL CONSULTANT shall comment on the information in accordance with this timescale.



C. Acceptance or agreement by the STRUCTURAL CONSULTANT shall have no effect

unless given in writing. No such acceptance or agreement shall in any way relieve or diminish the obligations of the GENERAL CONTRACTOR under the Contract.

1.6 SETTING OUT THE STRUCTURE

The GENERAL CONTRACTOR shall set out the structure to the given setting out information.

1.7 CONSTRUCTION LOADS

During construction, the GENERAL CONTRACTOR shall ensure that the structure is not subjected to loads which will cause short-term or long-term distress and shall take account of the maturity of the concrete at a time of loading.

PART 2 – QUALITY ASSURANCE 2.1 MANAGEMENT SYSTEM

The GENERAL CONTRACTOR shall operate an agreed quality management system.

2.2 DOCUMENTATION

All documentation shall be available for inspection during the contract period.

PART 3 – TESTING 3.1 TESTING AUTHORITY

Before commencement of the construction of the works, the GENERAL CONTRACTOR shall submit the pre-qualification of the proposed independent Testing Agency for STRUCTURAL CONSULTANT’s approval.

3.2 TEST RESULTS

The GENERAL CONTRACTOR shall supply three (3) copies of all test results to the STRUCTURAL CONSULTANT as soon as they are available with results of tests not later than the next working day after testing.

3.3 ADDITIONAL INSPECTION & TESTS

On the written instructions of the STRUCTURAL CONSULTANT, further inspection and testing is to be carried out, all at the expense of the GENERAL CONTRACTOR. Such further inspection and testing will be limited to items where the compliance with the specification may be in doubt.

3.4 TEST NONCONFORMITY

Any test results which do not meet the specified criteria shall be reported to the STRUCTURAL CONSULTANT. In the light of this nonconformity, the GENERAL CONTRACTOR shall propose a course of action to the STRUCTURAL CONSULTANT for agreement, within 3 days of reporting the results.

The material to which the test nonconformity applies shall be deemed to be unacceptable unless further testing or analysis proves otherwise and all associated costs shall be borne by the GENERAL CONTRACTOR. Any remedial work shall be at GENERAL CONTRACTOR’s expense.



PART 4 – DRAWINGS AND REINFORCEMENT SCHEDULES 4.1 AS-BUILT DRAWINGS

A. The GENERAL CONTRACTOR shall provide sufficient information to the

STRUCTURAL CONSULTANT to allow coordination of the production of as-built drawings.

B. During the course of the Sub-contract, the GENERAL CONTRACTOR shall keep progressive record drawings of all construction works.

C. As-built drawings shall be developed and produced during the course of the

construction and, when requested by the EMPLOYER’s REPRESENTATIVE, for substantiating of monthly progress claims.

D. As-built drawings shall be submitted prior to the issue of Taking Over Certificate by

the EMPLOYER’s REPRESENTATIVE. E. Submission of approved “as-built” or “as manufactured” drawings shall be in the

following manner:- 1. Within thirty (30) days before the completion of the Works, after obtaining

approval from the STRUCTURAL CONSULTANT and prior to request for a Taking Over Certificate (including Partial Taking over) for the Works, the GENERAL CONTRACTOR shall submit one (1) high quality reproducible drawing and six (6) printed sets of the record “As Built” (hereinafter referred to as As-Built) drawings in A0 size to the EMPLOYER (through EMPLOYER’S REPRESENTATIVE) to enable the EMPLOYER to operate, maintain, dismantle, reassemble and adjust all parts of the Works.

2. As Built drawings should include updated Contact drawings and show all approved changes. The As- Built drawings shall be in hard copies as well as electronic copies. As-Built drawings shall have all revision clouds and revision triangles shall be removed and the words “AS BUILT” shall be written in the revision box above the title block. The latest revision and date shall be indicated in the appropriate spaces.

3. The GENERAL CONTRACTOR shall also supply two (2) full documents sets on ‘Read-only’ CD’s . The CD’s shall be from reputable, acceptable and single manufacturer, containing all drawings in “dwg” (Autocad) format acceptable by prior agreement and approval of certain detail items. Drawings shall be grouped as per the agreed structure of hard copy sets, each group contained within an appropriately named folder. No folder shall be split between CD’s. File structure and nomenclature system shall be submitted for separate approval.

4. All CD’s shall be provided in plastic jewel case of acceptable quality. Graphics and Title inserts to be submitted for approval, showing as a minimum, the following:

Project Name Employer Structural Consultant Package Number & Title General Contractor Date Serial Number Index of Contents

Each CD and jewel case shall be clearly and indelibly marked by title or referenced referred to in the index. CD’s shall be collated and delivered to the STRUCTURAL CONSULTANT in purpose made containers of approved



material and design. Each container shall have a hinged top with locking devices to ensure a secure and dust tight seal to the main body of the container. The containers shall be labelled as above on the outside of the lids.

5. All As-Built drawings and each copy of CD’s shall be subject to the approval

of the STRUCTURAL CONSULTANT. The GENERAL CONTRACTOR at his own expense shall replace any item, which is not approved by the STRUCTURAL CONSULTANT.

6. Additional set of as-built drawings in addition to the above as specified in the Sub-contract Preliminaries and reasonably requested by the EMPLOYER’s REPRESENTATIVE shall also be provided.

4.2 REINFORCEMENT DRAWINGS AND SCHEDULES

A. The GENERAL CONTRACTOR shall be responsible for the preparation of reinforcement location drawings and bar-bending schedules. These drawings and schedules shall show the location in the works of each reinforcement bar by type and diameter.

B. Scheduling of reinforcement shall be submitted in accordance with ASTM A185 for

plain steel wire mesh and ASTM A497 for deformed steel wire mesh. C. Reinforcement drawings and schedules shall be submitted for STRUCTURAL

CONSULTANT’s approval. 4.2 BUILDERS WORK DRAWINGS

A. The GENERAL CONTRACTOR shall ensure that coordinated builders work drawings

are produced and submitted to the STRUCTURAL CONSULTANT for the comment and approval sufficiently in advance of the progress of the work on site.

B. The information to be shown on the builder’s work drawing shall comprise, but not be

limited to:

1. locations, dimensions and weights of machines 2. locations and dimensions of all openings/pipe sleeves through structural

members 3. requirements for plinths/pads and upstands 4. electrical conduits where congestion can be expected to occur.

4.4 ERECTION DRAWINGS

Any special stability requirements during erection must be clearly indicated. The GENERAL CONTRACTOR will be responsible for the production of these drawings, but they may be produced for the GENERAL CONTRACTOR by a specialist firm to the approval of the STRUCTURAL CONSULTANT.

4.5 SUBMITTAL OF SHOP DRAWINGS A. The GENERAL CONTRACTOR shall be responsible and liable for the preparation of

all Shop Drawings necessary or required under the Specifications and/or for the construction of works. These Shop Drawings shall be subject to the approval of the STRUCTURAL CONSULTANT. The size of the shop drawing shall be on a minimum A1 paper size.

B. During the course of the Sub-contract, the GENERAL CONTRACTOR shall produce and commence submission of detailed shop drawings sufficiently early for STRUCTURAL CONSULTANT’s review. These shop drawings shall be submitted progressively in accordance with the construction programme. Clearance or approval of any such drawings by STRUCTURAL CONSULTANT shall not relieve the



GENERAL CONTRACTOR from any specified performance or material requirements, nor nullify the STRUCTURAL CONSULTANT’s right to reject unsatisfactory works on the site. A minimum period of fourteen (14) days shall generally be allowed for the review of each shop drawing submission by the STRUCTURAL CONSULTANT. The GENERAL CONTRACTOR is deemed to have allowed for this 14 day review period for each submittal in his Construction Schedule.

4.6 APPROVAL CODES FOR REVIEW OF SHOP DRAWINGS

A. Each submittal will be returned to the GENERAL CONTRACTOR stamped or marked by the EMPLOYER’s REPRESENTATIVE or STRUCTURAL CONSULTANT indicating the appropriate action as follows:

1. APPROVED/UNALTERED means that fabrication, manufacture, or

construction may proceed. 2. APPROVED AS NOTED means that fabrication, manufacture, or

construction may proceed provided submittal complies with the EMPLOYER’s or STRUCTURAL CONSULTANT’s comments.

3. APPROVED AS NOTED RE-SUBMISSION IS REQUIRED If, for any reason, the GENERAL CONTRACTOR cannot comply with the notations, the GENERAL CONTRACTOR shall make revisions and resubmit as described in the notations made by the STRUCTURAL CONSULTANT.

4. NOT APPROVED AND RE-SUBMISSION IS REQUIRED means that the submittal does not comply with the Contract Documents and that fabrication, manufacture or construction shall not proceed. Submittals stamped C are not permitted on the Site of the Works and are not to be used. The GENERAL CONTRACTOR shall make the required revisions and resubmit.

5. NOT REVIEWED MORE INFORMATION IS REQUIRED means that the submittal does not comply with the Contract Documents and incomplete. Submittals stamped D are not permitted on the Site of the Works and are not to be used. The GENERAL CONTRACTOR shall make the required revisions and resubmit for STRUCTURAL CONSULTANT’s review.

6. NOT REVIEWED TO BE CHECK BY OTHERS means that the submittal shall be review by other parties involved in the project. Submittals stamped E is consider for information only by the STRUCTURAL CONSULTANT. The GENERAL CONTRACTOR shall make sure that the submittals to be reviewed and approved by concern parties.

B. The GENERAL CONTRACTOR shall be responsible for and shall bear the cost of the

preparation of all drawings necessary to provide those amplifications of drawings needed for completion of the construction. The GENERAL CONTRACTOR shall be responsible for the correct location of his works irrespective of approval by the EMPLOYER or STRUCTURAL CONSULTANT and shall pay all costs and expenses incurred by other contractors due to improper location of his works.

C. The GENERAL CONTRACTOR shall be responsible for and shall bear the cost of

alterations of the Works due to discrepancies, errors or omissions in the drawings and other particulars supplied by him whether such drawings and particulars have been approved by the EMPLOYER or STRUCTURAL CONSULTANT.

D. After submittals have been approved by the EMPLOYER or STRUCTURAL

CONSULTANT they shall not be departed from, unless resubmitted and approved by the EMPLOYER or STRUCTURAL CONSULTANT or modified by Variation Order as provided under Conditions of Contract.

END OF SECTION

DIVISION 05 – METALS Structural Steel SECTION 05120

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PART 1 – GENERAL .................................. ............................................................................................ 1

1.1 RELATED DOCUMENTS ................................................................................................................ 1 1.2 SUMMARY ................................................................................................................................... 1 1.3 SUBMITTALS ............................................................................................................................... 1 1.4 QUALITY ASSURANCE .................................................................................................................. 2 1.5 DELIVERY, STORAGE, AND HANDLING .......................................................................................... 3

PART 2 – PRODUCTS ........................................................................................................................... 3

2.1 MATERIALS ................................................................................................................................. 3 2.2 FABRICATION .............................................................................................................................. 5 2.3 SHOP PAINTING .......................................................................................................................... 7 2.4 SOURCE QUALITY CONTROL ........................................................................................................ 8 2.5 PRODUCTS MATERIALS GENERALLY ............................................................................................. 8

PART 3 – EXECUTION .......................................................................................................................... 8

3.1 ERECTION .................................................................................................................................. 8 3.2 SAFETY DURING ASSEMBLY AND ERECTION ................................................................................. 9 3.3 SITE DIMENSIONS ..................................................................................................................... 10 3.4 POSITIONING OF STEELWORK .................................................................................................... 10 3.5 TEMPORARY CONNECTIONS ...................................................................................................... 10 3.6 JOINTS AND CONNECTIONS ........................................................................................................ 10 3.7 QUALITY CONTROL ................................................................................................................... 10 3.8 FIRE PROTECTION OF STRUCTURAL STEELWORK........................................................................ 13 3.9 REPAIRS AND PROTECTION ....................................................................................................... 14



SECTION 05120 STRUCTURAL STEEL

PART 1 – GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary

Conditions Sections, apply to this Section. 1.2 SUMMARY

A. This Section includes fabrication and erection of structural steel work, as shown on drawings including schedules, notes, and details showing size and location of members, typical connections, and types of steel required.

1. Structural steel is that work defined in American Institute of Steel

Construction (AISC) "Code of Standard Practice" and as otherwise shown on drawings.

2. Miscellaneous Metal Fabrications are specified elsewhere. 1.3 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract and the Preliminaries section of the Specification.

B. Product data or manufacturer's specifications and installation instructions for following

products. Include laboratory test reports and other data to show compliance with specifications (including specified standards).

1. Structural steel (each type), including certified copies of mill reports covering

chemical and physical properties. 2. High-strength bolts (each type), including nuts and washers. 3. Include Direct Tension Indicators if used. 4. Structural steel primer paint. 5. Shrinkage-resistant grout. 6. Shear stud connectors. 7. Fireproofing. 8. Metal decking including technical specification. 9. Chemical anchors.

C. Shop drawings prepared under supervision of a licensed Civil/Structural Engineer, including complete details and schedules for fabrication and assembly of structural steel members, procedures, and diagrams.

1. Include details of cuts, connections, splices, camber, holes, embedment, and

other pertinent data. Indicate welds by standard AWS symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. Show backing bars that are to be removed and supplemental fillet welds where backing bars are to remain.

2. Indicate type, size and length of bolts, distinguishing between shop and field bolts. Identify pretensioned and slip-critical high-strength bolted connections.

3. Provide setting drawings, templates, and directions for installation of anchor bolts and other anchorages to be installed as work of other sections.

D. Test reports conducted by an approved third party testing agency on shop and

field-bolted and welded connections. Include data on type(s) of tests conducted and test results.



E. Welder’s certificate. F. Paint compatibility certificates: From manufacturers of topcoats applied over shop

primers, certifying that shop primers are compatible with topcoats, at primers compatible with base metal.

G. Certified copies of each survey conducted by a licensed Land Surveyor, showing

elevations and locations of base plates and anchor bolts to receive structural steel and final elevations and locations for major members. Indicate discrepancies between actual installation and contract documents.

H. The GENERAL CONTRACTOR shall allow for a time period of two weeks for shop

drawing approvals by the site and/or office based EMPLOYER’s REPRESENTATIVE. I. LEED Submittal:

1. Product Data for Credit MR 4.1 and Credit MR 4.2: For products having recycled content, documentation indicating percentages by weight of postconsumer and preconsumer recycled content. Include statement indicating costs for each product having recycled content.

1.4 QUALITY ASSURANCE

A. Codes and Standards: Comply with provisions of following, except as otherwise indicated:

1. American Institute of Steel Construction (AISC) "Code of Standard Practice

for Steel Buildings and Bridges." 2. AISC "Specifications for Structural Steel Buildings", including “Commentary”. 3. "Specifications for Structural Joints using ASTM A 325 or A 490 Bolts"

approved by the Research Council on Structural Connections. 4. American Welding Society (AWS) D1.1 "Structural Welding Code - Steel." 5. American Welding Society (AWS) D1.6 “Structural Welding Code – Stainless

Steel.” 6. ASTM A 6 "General Requirements for Delivery of Rolled Steel Plates,

Shapes, Sheet Piling and Bars for Structural Use."

B. Qualifications for Welding Work: Qualify welding procedures and welding operators in accordance with AWS "Qualification" requirements and as outlined below in clause C.

1. Provide certification that welders to be employed in work have satisfactorily

passed AWS qualification tests. 2. If recertification of welders is required, retesting will be GENERAL

CONTRACTOR's responsibility.

C. All welding is to be carried out only by welders properly qualified to work to the approved procedures. Welders may be qualified by either of the following means.

1. The GENERAL CONTRACTOR shall submit documented evidence of the

qualification, by an independent agency, which is acceptable to the ENGINEER each welder to work to a given approved procedure.

2. The GENERAL CONTRACTOR shall conduct welder qualification tests in accordance with the requirements of ANSI/AWS D1.1 and/or AWS D1.6. An independent third party approved by the STRUCTURAL CONSULTANT shall witness these tests. The GENERAL CONTRACTOR is to allow for costs in employing the third party.



1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver materials to site at such intervals to ensure uninterrupted progress of work. B. Deliver anchor bolts and anchorage devices, which are to be embedded in

cast-in-place concrete or masonry, in ample time to not to delay work. C. Store materials to permit easy access for inspection and identification. Keep steel

members off ground by using pallets, platforms, or other supports. Protect steel members and packaged materials from erosion and deterioration. If bolts and nuts become dry or rusty, clean and relubricate before use.

1. Do not store materials on structure in a manner that might cause distortion or

damage to members or supporting structures. Repair or replace damaged materials or structures as directed.

PART 2 – PRODUCTS 2.1 MATERIALS

A. Metal Surfaces, General: For fabrication of work that will be exposed to view, use only new materials that are smooth and free of surface blemishes including pitting, rust and scale seam marks, roller marks, rolled trade names, and roughness. Remove such blemishes by grinding, or by welding and grinding, prior to cleaning, treating, and applying surface finishes.

B. Structural Steel Shapes, Plates, and Bars: ASTM A 36 or JIS G3101 SS34. C. Stainless-Steel Sheet, Strip, and Plate: ASTM A 240 or ASTM6 66, Type 304 or Type

316L. D. Stainless-Steel Bars and Shapes: ASTM A 276, Type 304 or Type 316L. E. Corrosion-Resisting Structural-Steel Shapes, Plates, and Bars: ASTM A588/A 588M. F. Cold-Formed Steel Tubing: ASTM A 500, Grade B or JIS G 3466. G. Hot-Formed Steel Tubing: ASTM A 501. H. Corrosion-Resisting Cold-Formed Hollow Structural Sections: ASTM A 847/A 847M. I. Steel Pipe: ASTM A 53, Type E or S, Grade B; or ASTM A 501 or JIS G3132

1. Finish: Black, except where indicated to be galvanized. J. Steel Castings: ASTM A 27, Grade 65-35, medium-strength carbon steel.

K. Headed Stud-Type Shear Connectors: ASTM A 108, Grade 1015 or 1020,

cold-finished carbon steel with dimensions complying with AISC Specifications, such as Nelson Studs.

L. Anchor Bolts: ASTM A 307, non-headed type unless otherwise indicated. M. Stainless-Steel/Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts

ASTM F 593 with hex nuts ASTM F 594, and flat washers.



N. Unfinished Threaded Fasteners: ASTM A 307, Grade A, regular low-carbon steel

bolts and nuts. 1. Provide hexagonal heads and nuts for all connections. 2. Provide either hexagonal or square heads and nuts, except use only

hexagonal units for exposed connections.

O. High-Strength Threaded Fasteners: Heavy hexagon structural bolts, heavy hexagon nuts, and hardened washers, as follows:

1. Quenched and tempered medium-carbon steel bolts, nuts, and washers,

complying with ASTM A 325.

a. Where indicated as galvanized, provide units that are zinc coated, either mechanically deposited complying with ASTM B 695, Class 50, or hot-dip galvanized complying with ASTM A 153.

2. Quenched and tempered alloy steel bolts, nuts, and washers, complying with

ASTM A 490. P. Direct Tension Indicators: ASTM F 959, type as required.

1. Use on all A325 and A490 bolts. 2. Use on all A325 and A490 bolts on connections that are slip critical. 3. Use at Contractor's option.

Q. Drilled Adhesive in concrete shall be one of the following anchoring systems:

1. SET-XP Epoxy Anchoring System, Simpson Strong-Tie Co. 2. HIT-RE-500 Adhesive Anchoring System, Hilti Fastening System

R. Electrodes for Welding: Comply with AWS Code.

S. Structural Steel Primer Paint: SSPC - Paint 1; red lead and oil. T. Structural Steel Primer Paint: SSPC - Paint 2; red lead-iron oxide, oil alkyd. U. Structural Steel Primer Paint: SSPC - Paint 23, latex primer. V. Structural Steel Primer Paint: Themec “Series 135 Chembuild” (Gray) or Carboline

“Carbomastic 801” (Gray) single-coat epoxy primer or equivalent, applied to a dry film thickness of 0.10 to 0.15mm.

W. Cement Grout: Portland cement (ASTM C 150, Type I or Type III) and clean,

uniformly graded, natural sand (ASTM C 404, Size No. 2). Mix at a ratio of 1.0 part cement to 3.0 parts sand, by volume, with minimum water required for placement and hydration.

X. Metallic Shrinkage-Resistant Grout: Premixed factory-packaged ferrous aggregate

grouting compound. 1. Available Products: Subject to compliance with requirements, products that

may be incorporated in the work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the

following:

a. Non-Shrink Grout (Metallic); Conspec, Inc.



b. Firmix; Euclid Chemical Co. c. Vibra-Foil; W. R. Grace.

d. Ferrogrout; L & M Construction Chemicals, Inc. e. Embeco 885; Master Builders. f. Protalico; Protex Industries, Inc. g. Kemox G; Sika Corporation. h. Ferrolith G; Sonneborn/Rexnord.

Y. Nonmetallic Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive,

nonstaining product containing selected silica sands, Portland cement, shrinkage compensating agents, plasticizing and water-reducing agents, complying with CE-CRD-C621.

1. Available Products: Subject to compliance with requirements, products that

may be incorporated in the work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the

following:

a. 100 Non-Shrink Grout (Non-Metallic); Conspec, Inc. b. Supreme Grout; Cormix, Inc. c. Sure Grip Grout; Dayton Superior. d. Euco N.S.; Euclid Chemical Co. e. Crystex; L & M Construction Chemicals, Inc. f. Masterflow 713; Master Builders. g. Sealtight 588 Grout; W. R. Meadows. h. Propak; Protex Industries, Inc. i. Set Non-Shrink; Set Products, Inc. j. Five Star Grout; U.S. Grout Corp.

Z. Welding Equipment and Materials All welding equipment and consumables used shall be in good condition and shall be

maintained, stored and treated as specified by the manufacturers and by ANSI/AWS D1.1 or AWS D1.6. Argon gas shall be 99.9% pure and shall be designated as such by a supplier's certificate.

If the SMAW process is to be used only electrodes designated "LOW HYDROGEN"

will be accepted.

2.2 FABRICATION

A. Shop Fabrication and Assembly: Fabricate and assemble structural assemblies in shop to greatest extent possible. Fabricate items of structural steel in accordance with AISC Specifications and as indicated on final shop drawings. Provide camber in structural members where indicated. 1. Properly mark and match-mark materials for field assembly. Fabricate for

delivery sequence that will expedite erection and minimize field handling of materials.

2. Where finishing is required, complete assembly, including welding of units, before start of finishing operations. Provide finish surfaces of members exposed in final structure free of markings, burrs, and other defects.

B. Connections: Weld or bolt shop connections, as indicated. The clauses on weld

inspections and testing under Part 3 at this specification apply to both shop and field welds.



C. Bolt field connections, except where welded connections or other connections are indicated.

1. Provide high-strength threaded fasteners for principal bolted connections,

except where unfinished bolts are indicated. 2. Provide unfinished threaded fasteners for only bolted connections of

secondary framing members to primary members (including purlins, girts, and other framing members taking only nominal stresses) and for temporary bracing to facilitate erection.

D. High-Strength Bolted Construction: Install high-strength threaded fasteners in

accordance with AISC "Specifications for Structural Joints using ASTM A 325 or A 490 Bolts."

E. Welded Construction: Comply with AWS Code for procedures, appearance and

quality of welds, and methods used in correcting welding work. The following welding processes shall be acceptable subject to approval by the STRUCTURAL CONSULTANT.

SHIELDED METAL ARC WELDING. GAS METAL ARC WELDING. SUBMERGED ARC WELDING.

All welding procedures used shall be properly approved by either of the following means.

1. The GENERAL CONTRACTOR shall submit documented evidence of the

testing and approval by an independent agency which is acceptable to the STRUCTURAL CONSULTANT, of each welding procedure. Such testing and approval must comply with ANSI/AWS D1.1 or a similar standard approved by the STRUCTURAL CONSULTANT.

2. The GENERAL CONTRACTOR shall conduct welding procedure tests in accordance with the requirements of ANSI/AWS D1.1 and/or AWS D1.6. An independent third party approved by the STRUCTURAL CONSULTANT shall witness these tests. To avoid undue delay the GENERAL CONTRACTOR should submit the details of any proposed procedure to the STRUCTURAL CONSULTANT before testing begins to ensure that such proposed procedure is acceptable for testing. The GENERAL CONTRACTOR shall pay for all testing and all third party inspections.

F. Assemble and weld built-up sections by methods that will produce true alignment of

axes without warp. G. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of

shear connectors. Weld shear connectors in field, spaced as shown, to beams and girders in composite construction. Use automatic end welding of headed stud shear connectors in accordance with manufacturer's printed instructions.

H. Steel Wall Framing: Select members that are true and straight for fabrication of steel

wall framing. Straighten as required to provide uniform, square, and true members in completed wall framing.

I. Build up welded door frames attached to structural steel framing. Weld exposed

joints continuously and grind smooth. Plug-weld steel bar stops to frames, except where shown removable. Secure removable stops to frames with countersunk, cross-recessed head machine screws, uniformly spaced not more than 10 inches o.c., unless otherwise indicated.



J. Holes for Other Work: Provide holes required for securing other work to structural steel framing and for passage of other work through steel framing members, as shown on final shop drawings.

K. Provide threaded nuts welded to framing and other specialty items as indicated to

receive other work.

L. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holes or enlarge holes by burning. Drill holes in bearing plates.

M. Expansion Joints: Provide expansion joints in steel shelf angles when part of

structural steel frame; locate at vertical brick expansion joints as indicated on drawings.

2.3 SHOP PAINTING

A. General: Shop-paint structural steel, except those members or portions of members to be embedded in concrete or mortar. Paint embedded steel that is partially exposed on exposed portions and initial 2 inches of embedded areas only. 1. Do not paint surfaces to be welded or high-strength bolted with friction-type

connections. 2. Do not paint surfaces scheduled to receive sprayed-on fireproofing. 3. Apply 2 coats of paint to surfaces that are inaccessible after assembly or

erection. Change color of second coat to distinguish it from first. 4. Do not paint surfaces of elements to be embedded in concrete.

B. Surface Preparation: After inspection and before shipping, clean steelwork to be

painted. Remove loose rust, loose mill scale, and spatter, slag, or flux deposits. Clean steel to SA 2½ specification level. Clean in accordance with Steel Structures Painting Council (SSPC).

C. Shop Painting: Immediately after surface preparation, apply structural steel primer

paint as specified in Section 2.1-S or equivalent in accordance with manufacturer's instructions and at a rate to provide dry film thickness of not less than 50 microns. Use painting methods that result in full coverage of joints, corners, edges, and exposed surfaces.

D. Field Painting:

1. External Steelwork (or steelwork in a highly corrosive environment)

Provide one coat of Intergard MIO (EPA007/EPA740) or equivalent at a rate of 125 microns followed by one coat of Intergard Mastic (EM series/EBA 844) or equivalent at a rate of 125 microns.

2. Interior Steelwork Provide one coat of Interprime (CPA312) or equivalent at a rate of 75 microns

followed by on coat of Interlac finish (CL series) or equivalent at a rate of 40 microns.

E. No-surface Preparation: Where there is no surface preparation other than wire

brushing, provide two coats of Interplus 33 (EYA033/EYA003) or equivalent at a rate of 100 microns followed by one coat of Intergard Mastic (EM series/EBA844) at a rate of 50 microns.



F. Galvanizing: Apply zinc coating by the hot-dip process to structural steel and fasteners exposed to weather according to ASTM A123/A123M or ASTM A153/A153M.

2.4 SOURCE QUALITY CONTROL

A. General: Materials and fabrication procedures are subject to inspection and tests in mill, shop, and field, conducted by a qualified inspection agency. Such inspections and tests will not relieve GENERAL CONTRACTOR of responsibility for providing materials and fabrication procedures in compliance with specified requirements.

1. Promptly remove and replace materials or fabricated components that do

not comply.

B. Design of Members and Connections: Details shown are typical; similar details apply to similar conditions, unless otherwise indicated. Verify dimensions at site whenever possible without causing delay in the work.

1. Promptly notify the STRUCTURAL CONSULTANT whenever design of

members and connections for any portion of structure are not clearly indicated.

2.5 PRODUCTS MATERIALS GENERALLY

A. Where USA products and materials are specified, equivalent locally available materials and products may be acceptable, subject to approval by the STRUCTURAL CONSULTANT.

PART 3 – EXECUTION 3.1 ERECTION

A. Surveys: Employ a licensed land surveyor for accurate erection of structural steel. Check elevations of concrete and masonry bearing surfaces, and locations of anchor bolts and similar devices, before erection work proceeds, and report discrepancies to STRUCTURAL CONSULTANT. Do not proceed with erection until corrections have been made or until compensating adjustments to structural steel work have been agreed upon with STRUCTURAL CONSULTANT.

B. The GENERAL CONTRACTOR shall take special care in uploading, handling, and erecting the steel; avoid bending, twisting, or otherwise distorting the steel members. The erector shall handle the materials in such a way as to minimize the damage to the shop coat of paint. The GENERAL CONTRACTOR shall plan and execute the erection in such a way that the close fit and neat appearance of the joint and the structure as a whole will not be impaired. If temporary braces or erection slips are employed, care shall be taken to avoid any unsightliness upon removal. Tack welds shall be ground smooth and holes shall be filled with weld metal or body solder and smoothed by grinding or filling. As erection progresses, the work shall be securely bolted or welded to take care of all dead load, wind load, and erection stresses.

C. Temporary Shoring and Bracing: Provide temporary shoring and bracing members

with connections of sufficient strength to bear imposed loads. Remove temporary members and connections when permanent members are in place and final connections are made. Provide temporary guy lines to achieve proper alignment of structures as erection proceeds.

D. Temporary Planking: Provide temporary planking and working platforms as

necessary to effectively complete work.



E. Setting Bases and Bearing Plates: Clean concrete and masonry bearing surfaces of

bond-reducing materials and roughen to improve bond to surfaces. Clean bottom surface of base and bearing plates. 1. Set loose and attach base plates and bearing plates for structural members

on wedges or other adjusting devices. 2. Tighten anchor bolts after supported members have been positioned and

plumbed. Do not remove wedges or shims, but if protruding, cut off flush with edge of base or bearing plate prior to packing with grout.

3. Pack grout solidly between bearing surfaces and bases or plates to ensure that no voids remain. Finish exposed surfaces, protect installed materials, and allow to cure.

4. For proprietary grout materials, comply with manufacturer's instructions.

F Field Assembly: Set structural frames accurately to lines and elevations indicated. Align and adjust various members forming part of complete frame or structure before permanently fastening. Clean bearing surfaces and other surfaces that will be in permanent contact before assembly. Perform necessary adjustments to compensate for discrepancies in elevations and alignment.

G. Level and plumb individual members of structure within specified AISC tolerances. H. Establish required levelling and plumbing measurements on mean operating

temperature of structure. Make allowances for difference between temperature at time of erection and mean temperature at which structure will be when completed and in service.

I. Splice members only where indicated and accepted on shop drawings. J. Erection Bolts: On exposed welded construction, remove erection bolts, fill holes with

plug welds, and grind smooth at exposed surfaces. 1. Comply with AISC Specifications for bearing, adequacy of temporary

connections, alignment, and removal of paint on surfaces adjacent to field welds.

2. Do not enlarge unfair holes in members by burning or by using drift pins, except in secondary bracing members. Ream holes that must be enlarged to admit bolts.

K. Gas Cutting: Do not use gas cutting torches in field for correcting fabrication errors in

primary structural framing. Cutting will be permitted only on secondary members that are not under stress, as acceptable to the STRUCTURAL CONSULTANT. Finish gas-cut sections equal to a sheared appearance when permitted.

L. Touch-Up Painting: Immediately after erection, clean field welds, bolted connections,

and abraded areas of shop paint. Apply paint to exposed areas using same material as used for shop painting. 1. Apply by brush or spray to provide minimum dry film thickness of 1.5 mils.

3.2 SAFETY DURING ASSEMBLY AND ERECTION

A. The GENERAL CONTRACTOR shall pay due regard to the stability and safety of the structure temporary works and plant during all stages of the work of assembly and erection.



B. Temporary bracing and/or strutting shall be provided whenever necessary to resist all erection loads and stresses, sideway, wind and other temporary loads during construction and under all other erection conditions.

C. Final welding or other fixing of permanent connections shall be done until proposer

alignment of the portion of the framework has been obtained. The GENERAL CONTRACTOR shall take particular care to ensure and shall be responsible for ensuring that temporary bolts, jigs or other fixings and/or supports are adequate to provide safety for all erection conditions and are left in until after the final joints have been made and passed.

3.3 SITE DIMENSIONS

The GENERAL CONTRACTOR shall check the site dimensions, related to the building, on which the steelwork is to be erected and he shall verify all dimensions given on the drawings and inform the STRUCTURAL CONSULTANT/ARCHITECT of any errors or omissions in them before the work is put in hand.

3.4 POSITIONING OF STEELWORK

A. The GENERAL CONTRACTOR shall be responsible for the positioning and levelling of all steelwork and other parts of the works, the plumbing of stanchions and posts and the accurate placing of every part of the works in accordance with the STRUCTURAL CONSULTANT/ARCHITECT working drawings and to the satisfaction of the STRUCTURAL CONSULTANT/ARCHITECT.

B. The GENERAL CONTRACTOR shall be responsible for ensuring the final accuracy of the positions and levels of the steelwork on completion.

3.5 TEMPORARY CONNECTIONS

Where connections are to be site-welded, temporary connections shall be used for positioning the steelwork prior to welding. Before welding is carried out, as much of the steelwork as will be rigidly fixed thereby shall be finally positioned, plumbed and levelled, allowances being made for contractions due to cooling of the welds. Where temporary fastening for site connections have been welded to members they shall be removed preferably by grinding but may be burnt off to procedures (including any pre-heat) agreed by the Inspector.

3.6 JOINTS AND CONNECTIONS

A. No variation of the number, type or position of the joints or connections shown on the approved drawings shall be made without the consent of the STRUCTURAL CONSULTANT/ARCHITECT. If such consent is desired the GENERAL CONTRACTOR shall submit detailed drawings of the proposed joints for the approval of the STRUCTURAL CONSULTANT and no extra cost incurred by such additions or alterations will be allowed to the GENERAL CONTRACTOR.

B. Members and sections shall be accurate dimensions and positions, to enable proper

connecting in the field. C. Drifting shall not be used to correct bad alignment. Burning equipment shall not be

used for the rectification of misaligned holes or lack of fit in members without the permission of the Inspector in each specific case.

3.7 QUALITY CONTROL

A. Engage an independent testing and inspection agency to the approval of STRUCTURAL CONSULTANT/EMPLOYER’s REPRESENTATIVE to inspect



high-strength bolted connections and welded connections and to perform tests and prepare test reports.

B. EMPLOYER will also engage an independent testing and inspection agency to

randomly inspect high-strength bolted connections and welded connections and to perform tests and prepare test reports.

C. Testing agency shall conduct and interpret tests, state in each report whether test

specimens comply with requirements, and specifically state any deviations therefrom. D. Provide access for testing agency to places where structural steel work is being

fabricated or produced so that required inspection and testing can be accomplished. E. Testing agency and/or STRUCTURAL CONSULTANT may inspect structural steel at

plant before shipment, at GENERAL CONTRACTOR’s expense. F. Correct deficiencies in structural steel work that inspections and laboratory test

reports have indicated to be not in compliance with requirements. Perform additional tests, at GENERAL CONTRACTOR's expense, as necessary to reconfirm any non-compliance of original work and to show compliance of corrected work.

G. Shop-Bolted Connections: Inspect or test in accordance with AISC specifications. 1. Verify that gaps of installed Direct Tension Indicators are less than gaps

specified in ASTM F 959, Table 2.

H. Shop Welding: Inspect and test during fabrication of structural steel assemblies, as follows: 1. Certify welders and conduct inspections and tests as required. Record types

and locations of defects found in work. Record work required and performed to correct deficiencies.

2. Perform visual inspection of all welds. 3. Perform tests of welds as follows.

a. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finish weld. Cracks or zone of incomplete fusion or penetration will not be accepted.

b. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level "2-2T."

c. Ultrasonic Inspection: ASTM E 164.

I. Field-Bolted Connections: Inspect in accordance with AISC specifications.

1. For Direct Tension Indicators, comply with requirements of ASTM F 959. Verify that gaps are less than gaps specified in Table 2.

J. Welding Inspection

The GENERAL CONTRACTOR shall satisfy the Inspector that all production welding is of sound quality, and shall submit details of the proposed quality control system and personnel to be used during shop and field welding work, for the approval of the STRUCTURAL CONSULTANT. The personnel to be used shall be properly competent to carry out and record compliance with approved procedures by qualified welders and visual inspection of welds and to carry out and record dimensional checks. 1. Extent of Inspection



Welds shall be specified by the STRUCTURAL CONSULTANT either "Class A" or “Class B”. The acceptance parameters shall be the same for both classes of weld but the extent of inspection shall be as follows. a. Class A Welds

100% of each weld pass shall be visually inspected, before the next weld pass in made and 100% of the final weld pass, to ensure compliance with the acceptance criteria shown in ANSI/AWS D1.1, or AWS D1.6.

b. Class B Welds

Not less than 5% of each welders work shall be visually inspected after the root pass has been made and before any further weld pass is made, and not less than 10% of each welders work shall be visually inspected after the final weld pass is made to ensure compliance with the acceptance criteria shown in ANSI/AWS D1.1, or

K. Non Destructive Testing (NDT)

1. Non destructive testing, (NDT), may include the following.

a. Magnetic particle inspection (MPI). b. Radiographic testing (RT). c. Ultrasonic testing. (UT).

All of the above shall be carried out as specified in ANSI/AWS D1.1 (1986).

2. Extent of NDT

Welds shall be tested as follows:

a. Class "A" Welds

5 out of the first 10 welds of each welder shall be subject to RT or UT testing. The selection of these welds and the test method used shall be at the discretion of the STRUCTURAL CONSULTANT. Thereafter not less than 10% of each welders work shall be subjected to RT or UT testing at the discretion of the STRUCTURAL CONSULTANT. Class "A" field welds shall be subject to 100% RT or UT testing as specified by the STRUCTURAL CONSULTANT.

b. Class "B" Welds Not less than 5% of each welders work shall be subjected to MPI testing. All Class "B" field welds shall be subjected to MPI testing, or as specified by the STRUCTURAL CONSULTANT.

3. Documentation



The GENERAL CONTRACTOR shall institute a record system, which shall be submitted to the STRUCTURAL CONSULTANT/Inspector and Testing Agency for approval, to show full details of all testing and inspection.

4. Verification The independent third party, approved by the STRUCTURAL CONSULTANT, but paid for by the GENERAL CONTRACTOR, will visit the fabrication shop at random intervals to carry out inspections and testing and to audit record keeping and documentation. The GENERAL CONTRACTOR shall grant free access to his premise and to all relevant records, drawings and documents. The GENERAL CONTRACTOR shall carry out MPI testing at the request of the appointee, should he so desire. He shall also, should the GENERAL CONTRACTOR carry out his own RT or UT, verify the findings of such testing.

5. Weld Quality

Weld acceptance criteria shall be as specified in ANSI/AWS D1.1 and AWS/D1.6 and all welders must maintain a consistently acceptable standard of work. Should any welder (s) fail to maintain an acceptable standard, then the STRUCTURAL CONSULTANT may, without notice, specify an increased level of inspection and/or NDT or withdraw the qualified status from such welder (s). Should any weld fail RT or UT testing then two further welds selected at random from work carried out by that welder in the same period of seven days during which the failed joint was welded, shall be subjected to the same method of testing.

6. Weld Repairs

The GENERAL CONTRACTOR shall submit weld repair procedures for approval by the STRUCTURAL CONSULTANT and no repairs shall be made except by an “approved welding repair procedure”. Any repaired weld shall, as a minimum, be subjected to the same degree of inspection and testing as was the original weld.

L. Weld Classes

The weld classes are to be as follows:

Class A : - All butt welds to steel frames/trusses members.

- Any butt welds located in member at position of high load or

bending moment, as decided by the STRUCTURAL CONSULTANT.

Class B : - All other welds.

3.8 FIRE PROTECTION OF STRUCTURAL STEELWORK

A. General 1. All structural steelwork where specified shall be protected by approved fire

proofing material which must also be approved by the local authorities. 2. The sprayed fireproofing material shall be a vermiculite cemetitious mixture

type fireproofing unless noted otherwise. All manufactured material shall be



delivered in original, unopened packages bearing the name of the manufacturer, the brand, and a recognised testing body’s label verifying compliance with said body’s quality control inspection programme and the appropriate fire resistance ratings. Unless otherwise specified by the ARCHITECT, fireproofing material shall be GRACE Z-106.

3. The materials shall be kept dry until ready for use. The packages of materials shall be kept off the ground, under cover, and away from sweating walls and other damp surfaces. Material that has been exposed to water before actual use shall be discarded. Stock is to be rotated and used before its expiration date.

B. Quality Testing and Criteria

The GENERAL CONTRACTOR shall control the thickness, utilising a workable depth gauge to meet the minimum thickness as required. The GENERAL CONTRACTOR shall co-operate with the inspection agency in furnishing samples for tests.

C. Application 1. The application of the sprayed fireproofing shall be in strict accordance with

the printed instructions of the manufacturer and the fire test report information.

2. All surfaces to which sprayed fireproofing is to be applied shall be free of oil, grease, dirt, loose paint, mill scale or any other matter that would impair the bond. Primed steel surfaces may require a test application of the sprayed fireproofing to determine that the primer formulation will not impair adhesion. It is the GENERAL CONTRACTOR’s responsibility to verify the compatibility of the fireproofing with the primer mentioned elsewhere in the specification, and to inform the STRUCTURAL CONSULTANT/ARCHITECT of any problems arising in this regard.

3. All clips, hangers, supports, sleeves and other attachments to the fireproofing substrates, as covered under other sections of the Specification, are to be placed prior to the application of the fireproofing material, where these attachments can be anticipated in advance. All patching and repairing of sprayed fireproofing, due to cutting by the GENERAL CONTRACTOR and/or SUB-CONTRACTOR, shall be made good to the satisfaction of the STRUCTURAL CONSULTANT/ARCHITECT.

D. Acceptance and Performance Criteria

1. The fireproofing spray shall provide 2 hours fire rating unless noted otherwise. The material for spray shall have prior approval of the local Building Control and Fire Brigade. If material proposed is not already approved for use in the locality, it will be GENERAL CONTRACTOR’s responsibility to provide necessary test certificate and seek approval from local authorities.

2. The fireproofing material shall not be subject to losses from the finished application by sifting, flaking or dusting. This performance shall be measured by the results of a test for erosion resistance when subjected to high velocity air flow across the surface of dried samples. The GENERAL CONTRACTOR shall provide a manufacturer’s test certificate in this respect.

3.9 REPAIRS AND PROTECTION

A. Galvanized Surfaces: Clean areas where galvanizing is damaged or missing and repair galvanizing to comply with ASTM A780.



B. Touchup Painting: Immediately after erection, clean exposed areas where primer is damaged or missing and paint with the same material as used for shop painting to comply with SSPC-PA 1 for touching up shop-painted surfaces.

1. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3

power-tool cleaning.

C. Touchup Painting: Cleaning and touchup painting are specified elsewhere.

END OF SECTION

structural specs.pdf

Documents

structural steel division

makati city tin

general requirements

quality of materials

i division

juan structural engineer

standard of workmanship

construction section