B3_Solicitation_Amd_7.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICAITON NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicble)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICIATION NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

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

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

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

12. ACCOUNTING AND APPROPIRATION DATA (If required)

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

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

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

NO. IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

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

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

J 1 2

0007 Jul 26, 2016

W9126G

US ARMY ENGINEER DISTRICT, FORT WORTH

ATTN: CESWF-CT

819 TAYLOR ST, ROOM 2A19

P.O. BOX 17300

FORT WORTH TX 76102-0300

SEE ITEM 6.

WW9126G-16-R-0081

01-Jul-2016

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

See SF30 Continuation Sheet(s)

All other terms and conditions remain unchanged.

W9126G-16-R-0081

AMENDMENT 0007

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

AMENDED SECTIONS

1. 05 30 00 – STEEL DECKS - Section 05 30 00 is amended and replaced. See the attached Section 05 30 00 bearing the notation “Amendment No. 0007”.

2. 01 00 00.00 44 – CONSTRUCTION SCHEDULE - Section 01 00 00.00 44 is amended and replaced. See the attached Section 01 00 00.00 44 bearing the notation “Amendment No. 0007”.

AMENDED DRAWINGS

3. Amended Drawings – The following Drawing Sheets are amended and replaced. See the attached, bearing the notation “(AM007)” in the revision tracking table:

E-400 POWER ENLARGED PLANS

S-532 STEEL FRAMING DETAILS

S-540 TYPICAL MASONRY DETAILS

End of Summary of Changes

March ARB AMOC Renovation 605C MARBAMOC

SECTION 01 00 00.00 44

CONSTRUCTION SCHEDULE

PART 1 GENERAL

1.1 SCHEDULE

Commence, prosecute, and complete the work under this contract in accordance with the following schedule and Section 00 72 00 CONTRACT CLAUSES COMMENCEMENT, PROSECUTION AND COMPLETION OF WORK and LIQUIDATED

DAMAGES:

Item of Work Commencement of Work

(Calendar days)

Completion of Work

(Calendar days)

Liquidated Damages per calendar days

(1) All work required by the plans and specifications to complete the renovation of the AMOC at March ARB, California.

See form SF 1442.

365 $ 1,832.00

(2) O & M Manuals ** ** None

(3) Final Record Drawings

*** *** None

NOTE: All work on this project shall be completed within the number of calender days stated in Item of Work (1) above, inclusive of all review periods and Government phasing requirements specified. The liquidated damages stated above will be applied for each calendar day the Contractor exceeds the Contract scheduled duration.

c. Liquidated damages for individual items of work will not be combined. Only the rate of the affected item of work will be assessed.

SECTION 01 00 00.00 44 Page 1

*Establishment of Turf

Planting for turfing work shall be accomplished during the first full planting season occurring just prior to substantial completion of the work. Maintenance of turfing work shall commence immediately after completion of initial watering and shall continue for a period of not less than 45 calendar days. Refertilizing shall commence not earlier than 5 weeks after commencement of maintenance and shall be completed not later than 3 days after commencement. No payment will be made for Establishment of Turf until all requirements are adequately performed and accepted, as determined by the Contracting Officer.

*Landscaping

The planting of trees, shrubs, and vines shall be accomplished during the first full planting season occurring just prior to substantial completion of the work. Maintenance and replacement of trees, shrubs, and vines shall commence immediately after each plant is planted, mulched, and staked and shall continue for a period of 120 calendar days after all plants are planted, mulched, and staked.

** Operation and Maintenance Manuals: See Section 01 78 00 CLOSEOUT SUBMITTALS, paragraph OPERATION AND MAINTENANCE MANUALS for requirements and withholding amount to ensure completion of O&M Manuals.

*** Record Drawings: See Section 01 78 00 CLOSEOUT SUBMITTALS, paragraph titled RECORD DRAWINGS for requirements and withholding amount to ensure completion of record drawings.

1.2 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER (OCT 1989)

(ER 415-1-15)(52.0001-4038 1/96)

(AM#7) a. This provision specifies the procedure for determination of time extensions for unusually severe weather in accordance with the contract clause FAR 52.249-10 entitled "DEFAULT: (FIXED PRICE CONSTRUCTION)." In order for the Contracting Officer to award a time extension under this clause, the following conditions must be satisfied:

(1) The weather experienced at the project site during the contract period must be found to be unusually severe, that is, more severe than the adverse weather anticipated for the project location during any given month.

(2) The unusually severe weather must actually cause a delay to the completion of the project. The delay must be beyond the control and without the fault or negligence of the contractor.

b. The following schedule of monthly anticipated adverse weather delays due to precipitation and temperature is based on National Oceanic and Atmospheric Administration (NOAA) or similar data for the project location and will constitute the base line for monthly weather time evaluations.

The contractor's progress schedule must reflect these anticipated adverse weather delays in all weather dependent activities. Wind is not considered in the Monthly Anticipated Adverse Weather Calendar Day Schedule.

MONTHLY ANTICIPATED ADVERSE WEATHER DELAY

WORK DAYS BASED ON (5) DAY WORK WEEK

SECTION 01 00 00.00 44 Page 2

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

4 3 2 2 1 0 1 0 1 1 1 6

(/AM#7)

c. Upon acknowledgment of the Notice to Proceed (NTP) and continuing throughout the contract, the contractor will record on the daily CQC report, the occurrence of adverse weather and resultant impact to normally scheduled work. Actual adverse weather delay days must prevent work on critical activities for 50 percent or more of the contractor's scheduled work day.

d. The number of actual adverse weather delay days shall include days impacted by actual adverse weather (even if adverse weather occurred in previous month), be calculated chronologically from the first to the last day of each month, and be recorded as full days. If the number of actual adverse weather delay days exceeds the number of days anticipated in paragraph "b", above, the Contracting Officer will convert any qualifying delays to calendar days, giving full consideration for equivalent fair weather work days, and issue a modification in accordance with the contract clause entitled "Default (Fixed Price Construction)."

1.3 WORK RESTRICTIONS

1.3.1 Working Hours

Normal working hours are Monday through Friday, 0630 to 1700 hours, unless otherwise indicated at the preconstruction conference. Requests to work at times other than the stated working hours, including scheduled utility outages discussed below, shall be submitted to the Contracting Officer for approval. Contractor shall not work outside of the above stated working hours without prior written approval of the Contracting Officer.

Notification shall be in writing by email by COB on the Wednesday prior to the weekend to be worked to the Project Engineer and Quality Assurance Representative.

1.3.2 Identification of Employees

The Contractor shall be responsible for furnishing to each employee, and for requiring each employee engaged on the work to display, identification as approved and directed by the Contracting Officer. Prescribed identification shall immediately be delivered to the Contracting Officer for cancellation upon release of any employee. When required, the Contractor shall obtain and provide fingerprints of persons employed on the project. Contractor and subcontractor personnel shall wear identifying markings on hard hats clearly identifying the company for whom the employee works.

Contractor personnel shall wear visible Contractor-furnished employee identification badges while physically on the Installation. Each badge shall include, as a minimum, the company name, employee name, photograph, Contract Title, Contract Number, and the expiration date of the badge.

1.4 UTILITIES

1.4.1 Payment for Utility Services

Utilitiy availability and Payment For Utility Services are specified in

SECTION 01 00 00.00 44 Page 3

Section 01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROL.

1.4.2 Coordination

For Contractor Telephone And Internet Service, the Contractor shall coordinate with ITBC and the local phone company for contractor telephone and internet service during construction.

1.4.3 Outages

The Contractor shall coordinate all requests for utility outages with the Contracting Officer in writing 14 days prior to date of requested outage:

1.5 CONTRACTOR PERFORMANCE EVALUATIONS

In accordance with the provisions of Subpart 36.201 (Evaluation of Contractor Performance) of the Federal Acquisition Regulation (FAR), construction contractor’s performance shall be evaluated throughout the performance of the contract. The United States Army Corps of Engineers (USACE) follows the procedures outlined in Engineering Regulation 415-1-17 to fulfill this FAR requirement. For construction contracts awarded at or above $100,000.00, the USACE will evaluate contractor’s performance and prepare a performance report using the Contractor Performance Assessment Reporting System (CPARS), which is now a web-based system. After an evaluation (interim or final) is written up by the USACE, the contractor will have the ability to access, review and comment on the evaluation for a period of 30 days. Accessing and using CPARS requires specific software, called PKI certification, which is installed on the user’s computer. The certification is a Department of Defense requirement and was implemented to provide security in electronic transactions. The certification software could cost approximately $110 - $125 per certificate per year and is purchased from an External Certificate Authorities (ECA) vendor. Current information about the PKI certification process and for contacting vendors can be found on the web site: http://www.cpars.csd.disa.mil/. If the Contractor wishes to participate in the performance evaluation process, access to CPARS and PKI certification is the sole responsibility of the Contractor.

1.6 CONTRACTOR PAYROLL RECORD

Contractor shall be required to log payrolls for all their own employees and subcontractors utilizing ENG Form 3180. Each subcontractor requires a separate ENG 3180 for their payrolls. The Contractor shall maintain the ENG 3180, along with the payrolls, on site and available for review by the Contracting Officer's Representative. The ENG 3180's shall be updated weekly as payrolls are submitted. After making copies for their files, the Contractor is required to submit the originals of each week’s payrolls to the Resident Office. Before final payment, the Contractor shall provide the completed ENG 3180’s to the Contracting Officer's Representatives.

1.7 ADDITIONAL CONTRACTOR PAYROLL RECORD

(1) Reference the UAI 22.406 CONTRACTOR SUPPLY AND USE OF ELECTRONIC SOFTWARE FOR PROCESSING DAVIS-BACON ACT CERTIFIED LABOR PAYROLLS. The Fort Worth District encourages the contractor and all sub-contractors to use an electronic payroll system meeting the requirements of S-102 and the following requirements.

SECTION 01 00 00.00 44 Page 4

(a) The Certified Labor Payrolls must be tracked electronically via WEB-based software and all data must be submitted via WEB. Payroll guidelines,"Instructions to Contractors on Contract Labor Requirements, published as "Appendix A, SWFP 1185-1-1" (also known as the Green book), will be provided to advise/inform contractors how these labor provisions will be administered and enforced.

(b) The WEB-based software must be capable of downloading data directly from existing electronic payrolls, track workers to ensure that overtime is being paid when overtime status is reached on Government contracts whether on one or multiple contracts or different sub-contractors. The software must track apprentices and journeyman ratios, create and track SF-1444 "Request for Authorization of Additional Classification and Rate", track workers by name/address/with or without Social Security Numbers, allow automated redaction of information appearing on payroll statements for agency response to Freedom of Information Act (FOIA requests), and provide free online training by the software provider to any user of the software.

(c) The software must allow fringe benefit statement to track fringe benefits "whether cash or into an approved plan, fund, or program. If the fringe benefits are paid into a plan, fund, or program the company's name (receiving benefits), phone number, and address shall be listed on the Statement of Compliance Form (DD Form 879 or WH-347).

(d) Software must provide a method of tracking standard and non-standard deductions such as restitution, alimony, child support, and allow for custom entries. Method of tracking must list the deductions on the statement of compliance or be listed as an attachment.

(e) The Contractor is required to provide the updated 3080's and notify the Contracting Officer's Representatives weekly by email when the current payrolls are complete and ready for inspection/review on the WEB. Before final payment, the Contractor shall provide the completed ENG For 3180's and 3 disks (CD/DVD) which include complete copies of the Contractor and sub-contractor's payrolls/attachments, to the Contracting Officer's Representatives.

(2) Electronic copies of electronically/manually signed forms/memos/letters such as SF 1413 Statement of Acknowledgement (sub-contractor agreement), SF-1444 "Request for Authorization of Additional Classification and Rate", employee deduction authorization, certification of apprentices and trainees shall be provided to the Contracting Officer's Representative as required by FAR.

1.8 STREET CLOSINGS

The Contractor shall coordinate all requests for street closings with the Contracting Officer in writing 21 days prior to date of requested outage:

a. One lane traffic shall be maintained at all times (except that a total closing may be allowed for specific 8-hour periods).

b. The final street repair shall be completed within 21 calendar days after the start of any street crossing. Any part of the street returned to service prior to final repair shall be maintained smooth with hot-mix cold-lay surface course.

SECTION 01 00 00.00 44 Page 5

c. Open cuts across paved roads and streets for utility crossings will not be allowed. Utility crossings will be accomplished by boring or jacking procedures only.

1.9 Veterans Employment Emphasis for U.S. Army Corps of Engineers Contracts

In addition to complying with the requirements outlined in FAR Part 22.13, FAR Provision 52.222-38, FAR Clause 52.222-35, FAR Clause 52.222-37, DFARS

222.13 and Department of Labor regulations, U.S. Army Corps of Engineers (USACE) contractors and subcontractors at all tiers are encouraged to promote the training and employment of U.S. veterans while performing under a USACE contract. While no set-aside, evaluation preference, or incentive applies to the solicitation or performance under the resultant contract, USACE contractors are encouraged to seek out highly qualified veterans to perform services under this contract. The following resources are available to assist USACE contractors in their outreach efforts:

Federal Veteran employment information at http://www.fedshirevets.gov/index.aspx Department of Labor Veterans Employment Assistance http://www.dol.gov/vets/ Department of Veteran Affairs - VOW to Hire Heroes Act http://benefits.va.gov/vow Army Wounded Warrior Program -http://wtc.army.mil/modules/employers/index.html U.S. Chamber of Commerce Foundation - Hiring Our Heroes http://www.hiringourheroes.org/ Guide to Hiring Veterans - Reference Material -http://whitehouse.gov/sites/default/files/docs/white_house_business_council_-_guide_to_h

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

-- End of Section --

SECTION 01 00 00.00 44 Page 6

SECTION 05 30 00

STEEL DECKS

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN IRON AND STEEL INSTITUTE (AISI)

AISI D100 (1991; R 2008) Cold-Formed Steel Design Manual

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015) Structural Welding Code - Steel

AWS D1.3/D1.3M (2008; Errata 2008) Structural Welding Code - Sheet Steel

ASTM INTERNATIONAL (ASTM)

ASTM A123/A123M (2013) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A653/A653M (2015) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A792/A792M (2010) Standard Specification for Steel Sheet, 55% Aluminum-Zinc Alloy-Coated by the Hot-Dip Process

ASTM D1056 (2014) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D1149 (2007; R 2012) Standard Test Method for Rubber Deterioration - Surface Ozone Cracking in a Chamber

ASTM D746 (2014) Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact

SECTION 05 30 00 Page 1

ASTM E84 (2015b) Standard Test Method for Surface Burning Characteristics of Building Materials

FM GLOBAL (FM)

FM APP GUIDE (updated on-line) Approval Guide http://www.approvalguide.com/

FM DS 1-28R (1998) Data Sheet: Roof Systems

SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC Paint 20 (2002; E 2004) Zinc-Rich Primers (Type I, Inorganic, and Type II, Organic)

STEEL DECK INSTITUTE (SDI)

ANSI/SDI C (2011; Int 1 2012; Errata 1 2012) Standard for Composite Steel Floor Deck - Slabs

ANSI/SDI NC (2010) Standard for Non-Composite Steel Floor Deck

ANSI/SDI QA/QC (2011) Standard for Quality Control and Quality Assurance for Installation of Steel Deck

ANSI/SDI RD (2010) Standard for Steel Roof Deck

SDI DDMO3 (2004; Errata 2006; Add 2006) Diaphragm Design Manual; 3rd Edition

SDI DDP (1987; R 2000) Deck Damage and Penetrations

SDI MOC2 (2006) Manual of Construction with Steel Deck

U.S. DEPARTMENT OF DEFENSE (DOD)

UFC 3-301-01 (2013; Change 1) Structural Engineering

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

29 CFR 1926 Safety and Health Regulations for Construction

UNDERWRITERS LABORATORIES (UL)

UL 580 (2006; Reprint Oct 2013) Tests for Uplift Resistance of Roof Assemblies

UL Fire Resistance (2014) Fire Resistance Directory

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When

SECTION 05 30 00 Page 2 used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability Notebook, in conformance to Section 01 33 29, SUSTAINABITY REPORTING. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Fabrication Drawings; G

SD-03 Product Data

Accessories

Deck Units

Galvanizing Repair Paint

Welding Equipment

Welding Rods and Accessories

SD-04 Samples

Metal Roof Deck Units

Flexible Closure Strips

SD-05 Design Data

Deck Units; G

SD-07 Certificates

Welder Qualifications

Welding Procedures

Wind Storm Resistance

Manufacturer's Certificate

SD-11 Closeout Submittals

Recycled Content of Steel Products; S

1.3 QUALITY ASSURANCE

1.3.1 Deck Units

Furnish deck units and accessory products from a manufacturer regularly engaged in manufacture of steel decking. Provide manufacturer's certificate s attesting that the decking material meets the specified requirements.

1.3.2 Certification of Powder-Actuated Tool Operator

Provide manufacturer's certificate attesting that the operators are authorized to use the low velocity powder-actuated tool.

SECTION 05 30 00 Page 3

1.3.3 Qualifications for Welding Work

Follow Welding Procedures of AWS D1.3/D1.3M for sheet steel and AWS D1.1/D1.1M for stud welding.

Submit qualified Welder Qualifications in accordance with AWS D1.3/D1.3M for sheet steel and AWS D1.1/D1.1M for stud welding, or under an equivalent approved qualification test. Perform tests on test pieces in positions and with clearances equivalent to those actually encountered. Test specimens shall be made in the presence of Contracting Officer and shall be tested by an approved testing laboratory at the Contractor's expense. If a test weld fails to meet requirements, perform an immediate retest of two test welds until each test weld passes. Failure in the immediate retest will require the welder be retested after further practice or training, performing a complete set of test welds.

Submit manufacturer's catalog data for Welding Equipment and Welding Rods and Accessories.

1.3.4 Regulatory Requirements

1.3.4.1 Fire Safety

Test roof deck as a part of a roof deck construction assembly of the type used for this project, listing as fire classified in the UL Fire Resistance, or listing as Class I construction in the FM APP GUIDE, and so labeled.

1.3.4.2 Wind Storm Resistance

Provide roof construction assembly capable of withstanding a nominal uplift pressure of 60 pounds per square foot when tested in accordance with the uplift pressure test described in the FM DS 1-28R or as described in UL 580 and in general compliance with UFC 3-301-01.

1.3.5 Fabrication Drawings

Show type and location of units, location and sequence of connections, bearing on supports, methods of anchoring, attachment of accessories, adjusting plate details, cant strips, ridge and valley plates, metal closure strips, size and location of holes to be cut and reinforcement to be provided, the manufacturer's erection instructions and other pertinent details.

1.4 DELIVERY, STORAGE, AND HANDLING

Deliver deck units to the site in a dry and undamaged condition. Store and handle steel deck in a manner to protect it from corrosion, deformation, and other types of damage. Do not use decking for storage or as working platform until units have been fastened into position. Exercise care not to damage material or overload decking during construction. The maximum uniform distributed storage load must not exceed the design live load.

Stack decking on platforms or pallets and cover with weathertight ventilated covering. Elevate one end during storage to provide drainage.

Maintain deck finish at all times to prevent formation of rust. Repair deck finish using touch-up paint. Replace damaged material.

SECTION 05 30 00 Page 4

1.5 DESIGN REQUIREMENTS FOR ROOF DECKS

1.5.1 Properties of Sections

Properties of metal roof deck sections must comply with engineering design width as limited by the provisions of AISI D100.

1.5.2 Allowable Loads

Indicate total uniform dead and live load for detailing purposes.

PART 2 PRODUCTS

2.1 DECK UNITS

Submit manufacturer's design calculations, or applicable published literature for the structural properties of the proposed deck units.

Recycled content of steel products: provide products with an average recycled content of steel products so postconsumer recycled content plus one half of preconsumer recycled content not less than 25 percent.

2.1.1 Roof Deck

Conform to ASTM A653/A653M for deck used in conjunction with insulation and built-up roofing. Fabricate roof deck units of the steel design thickness required by the design drawings and zinc-coated in conformance with ASTM A924/A924M and ASTM A653/A653M, Z275 G90 coating class or aluminum-zinc coated in accordance with ASTM A792/A792M Coating Designation AZM165 AZ55. Furnish sample of Metal Roof Deck Units used to illustrate actual cross section dimensions and configurations.

2.1.2 Length of Deck Units

Provide deck units of sufficient length to span three or more spacings where possible.

2.1.3 Shop Priming

Shop prime accessories and underside of deck at the factory after coating.

Clean surfaces in accordance with the manufacturer's standard procedure followed by a spray, dip or roller coat of rust-inhibitive primer, oven cured.

2.1.4 Touch-Up Paint

Provide a high zinc-dust content paint for regalvanizing welds in galvanized steel conforming to ASTM A780/A780M.

Provide touch-up paint for shop-painted units of the same type used for the shop painting , and touch-up paint for zinc-coated units of an approved galvanizing repair paint with a high-zinc dust content . Touch-up welds with paint conforming to SSPC Paint 20 in accordance with ASTM A780/A780M.

Maintain finish of deck units and accessories by using touch-up paint whenever necessary to prevent the formation of rust.

2.2 ACCESSORIES

Provide accessories of same material as deck, unless specified otherwise.

SECTION 05 30 00 Page 5

W9126G-16-R-0081

AMENDMENT 0007

AMD#007

Provide manufacturer's standard type accessories, as specified.

2.2.1 Adjusting Plates

Provide adjusting plates, or segments of deck units, of same thickness and configuration as deck units in locations too narrow to accommodate full size units. Provide factory cut plates of predetermined size where possible.

2.2.2 End Closures

Fabricated of sheet metal by the deck manufacturer. Provide end closures minimum 0.0295 inch thick to close open ends at parapets, end walls, eaves, and openings through deck.

2.2.3 Partition Closures

Provide closures for closing voids above interior walls and partitions that are perpendicular to the direction of the configurations. Provide rubber, plastic, or sheet steel closures above typical partitions. Provide sheet steel closures above fire-resistant interior walls and partitions located on both sides of wall or partition.

2.2.4 Flexible Closure Strips for Roof Decks

Provide strips made of vulcanized, closed-cell, synthetic rubber material specified and premolded to the configuration required to provide tight-fitting closures at open ends and sides of steel roof decking.

Furnish one sample of each type Flexible Closure Strips, 12 inch long.

Conforming to ASTM D1056, Grade 2A1, with the following additional properties:

Brittleness temperature of minus 40 degrees F when tested in accordance with ASTM D746.

Flammability resistance with a flame spread rating of less than 25 when tested in accordance with ASTM E84.

Resistance to ozone must be "no cracks" after exposure of a sample kept under a surface tensile strain of 25 percent to an ozone concentration of 100 parts per million of air by volume in air for 100 hours at 104 degrees F and tested in accordance with ASTM D1149.

Provide a elastomeric type adhesive as recommended by the manufacturer of the flexible closure strips.

2.2.5 Closure Plates for Composite Deck

Support and retain concrete at each floor level. Provide edge closures at all edges of the slab of sufficient strength and stiffness to support the wet concrete. Provide metal closures for all openings in composite steel deck 1/4 inch and over.

2.2.6 Sheet Metal Collar

Where deck is cut for passage of pipes, ducts, columns, etc., and deck is to remain exposed, provide a neatly cut sheet metal collar to cover edges of deck. Do not cut deck until after installation of supplemental supports.

SECTION 05 30 00 Page 6

2.2.7 Cover Plates

Sheet metal to close panel edge and end conditions, and where panels change direction or butt. Polyethylene-coated, self-adhesive, 2 inch wide joint tape may be provided in lieu of cover plates on flat-surfaced decking butt joints.

Fabricate cover plates for abutting floor deck units from the specified structural-quality steel sheets not less than nominal 18 gagethick before galvanizing. Provide 6 inch wide cover plates and form to match the contour of the floor deck units.

2.2.8 Roof Sump Pans

Sump pans must be provided for roof drains and must be minimum 0.075 inch thick steel. Shape sump pans to meet roof slope by the supplier or by a sheet metal specialist. Provide bearing flanges of sump pans to overlap steel deck a minimum of 3 inch. Shape, size, and reinforce the opening in bottom of the sump pan to receive roof drain.

2.2.9 Column Closures

Sheet metal, minimum 0.0358 inch thick or metal rib lath.

2.2.10 Access Hole Covers

Sheet metal, minimum 0.0474 inch thick.

2.2.11 Hanger

Provide clips or loops for utility systems and suspended ceilings of one or more of the following types:

a. Lip tabs or integral tabs where noncellular decking or flat plate of cellular section is 0.0474 inch thick or more, and a structural concrete fill is used over deck.

b. Slots or holes punched in decking for installation of pigtails.

c. Tabs driven from top side of decking and arranged so as not to pierce electrical cells.

d. Decking manufacturer's standard as approved by the Contracting Officer.

2.2.12 Cant Strips for Roof Decks

Fabricate cant strips from the specified commercial-quality steel sheets not less than nominal 0.0358 inch thick before galvanizing. Bend strips to form a 45-degree cant not less than 5 inch wide, with top and bottom flanges a minimum 3 inch wide. Length of strips 10 feet.

2.2.13 Ridge and Valley Plates for Roof Decks

Fabricate plates from the specified structural-quality steel sheets, not less than nominal 0.0358 inch thick before galvanizing. Provide plates of minimum 4-1/2 inch wide and bent to provide tight fitting closures at ridges and valleys. Provide a minimum length of ridge and valley plates of 10 feet.

SECTION 05 30 00 Page 7

2.2.14 Metal Closure Strips for Roof Decks

Fabricate strips from the specified commercial-quality steel sheets not less than nominal 0.0358 inch thick before galvanizing. Provide strips from the configuration required to provide tight-fitting closures at open ends and sides of steel roof decking.

2.2.15 Galvanized Steel Angles for Roof Decks

Provide hot-rolled carbon steel angles conforming to ASTM A36/A36M, and hot-dip galvanized in accordance with ASTM A123/A123M.

2.2.16 Mechanical Fasteners

Provide mechanical fasteners, such as powder actuated fasteners, pneumatically driven fasteners or self-drilling screws, for anchoring the deck to structural supports and adjoining units that are designed to meet the loads indicated.

2.2.17 Miscellaneous Accessories

Furnish the manufacturer's standard accessories to complete the deck installation. Furnish metal accessories of the same material as the deck and with the minimum design thickness as follows: saddles, 0.0474 inch welding washers, 0.0598 inch other metal accessories, 0.0358 inch unless otherwise indicated.

PART 3 EXECUTION

3.1 EXAMINATION

Prior to installation of decking units and accessories, examine worksite to verify that as-built structure will permit installation of decking system without modification.

3.2 INSTALLATION

Install steel deck units in accordance with 29 CFR 1926, Subpart R – Steel Erection, ANSI/SDI QA/QC, SDI DDMO3 and approved shop drawings. Place units on structural supports, properly adjusted, leveled, and aligned at right angles to supports before permanently securing in place. Damaged deck and accessories including material which is permanently stained or contaminated, deformed, or with burned holes shall not be installed.

Extend deck units over three or more supports unless absolutely impractical. Report inaccuracies in alignment or leveling to the Contracting Officer and make necessary corrections before permanently anchoring deck units. Locate deck ends over supports only. Lap 2 inch deck ends. Do not use unanchored deck units as a work or storage platform. Permanently anchor units placed by the end of each working day.

Do not support suspended ceilings, light fixtures, ducts, utilities, or other loads by steel deck unless indicated. Distribute loads by appropriate means to prevent damage.

3.2.1 Attachment

Immediately after placement and alignment, and after correcting inaccuracies, permanently fasten steel deck units to structural supports and to adjacent deck units as indicated on the design drawings and in accordance with manufacturer's recommended procedure and ANSI/SDI C, SECTION 05 30 00 Page 8

ANSI/SDI NC or ANSI/SDI RD. Clamp or weight deck units to provide firm contact between deck units and structural supports while performing welding or fastening. Attachment of adjacent deck units by button-punching is prohibited.

3.2.1.1 Welding

Perform welding in accordance with AWS D1.3/D1.3M using methods and electrodes recommended by the manufacturers of the base metal alloys being used. Ensure only operators previously qualified by tests prescribed in AWS D1.3/D1.3M make welds. Immediately recertify, or replace qualified welders, that are producing unsatisfactory welding. Conform to the recommendations of the Steel Deck Institute and the steel deck manufacturer for location, size, and spacing of fastening. Do use welding washers at the connections of the deck to supports where deck thickness is less than

0.028 inches. Do not use welding washers at sidelaps. Holes and similar defects will not be acceptable. Attach all partial or segments of deck units to structural supports in accordance with Section 2.5 of SDI DDMO3. .

Immediately clean welds by chipping and wire brushing. Heavily coat welds, cut edges and damaged portions of coated finish with zinc-dust paint conforming to ASTM A780/A780M shop primed finish with the manufacturer's standard touch-up paint.

3.2.1.2 Mechanical Fastening

Anchor deck to structural supports and adjoining units with mechanical fasteners. Drive pneumatically fasteners with a low-velocity fastening tool and comply with the manufacturer's recommendations. Drive screws to properly clamp desk to supporting steel.

3.2.1.3 Sidelap Fastening

Lock sidelaps between adjacent floor deck units together by welding or screws as indicated.

3.2.2 Openings

Cut or drill all holes and openings required and be coordinated with the drawings, specifications, and other trades. Frame and reinforce openings through the deck in conformance with SDI DDP. Reinforce holes and openings 6 to 12 inch across by 0.0474 inch thick steel sheet at least 12 inch wider and longer than the opening and be fastened to the steel deck at each corner of the sheet and at a maximum of 6 inch on center. Reinforce holes and openings larger than 12 inch by steel channels or angles installed perpendicular to the steel joists and supported by the adjacent steel joists. Install steel channels or angles perpendicular to the deck ribs and fasten to the channels or angles perpendicular to the steel joists.

Deck manufacturer shall approve holes or openings larger than 6 inch in diameter prior to drilling or cutting. Openings must not interfere with seismic members such as chords and drag struts.

3.2.3 Deck Damage

SDI MOC2, for repair of deck damage.

SECTION 05 30 00 Page 9

W9126G-16-R-0081

3.2.4 Touch-Up Paint

3.2.4.1 Roof Deck

After roof decking installation, wire brush, clean, and touchup paint the scarred areas on top and bottom surfaces of metal roof decking. The scarred areas include welds, weld scars, bruises, and rust spots. Touchup galvanized surfaces with galvanizing repair paint. Touchup painted surfaces with repair paint of painted surfaces.

3.2.4.2 Floor Deck

For floor decking installation, wire brush, clean, and touchup paint the scarred areas on the top and bottom surfaces of the metal floor decking and on the surface of supporting steel members. Include welds, weld scars, bruises, and rust spots for scarred areas. Touched up the galvanized surfaces with galvanizing repair paint. Touch up the painted surfaces with paint for the repair of painted surfaces.

3.2.5 Accessory Installation

3.2.5.1 Adjusting Plates

Provide in locations too narrow to accommodate full-size deck units and install as shown on shop drawings.

3.2.5.2 End Closures

Provide end closure to close open ends of cells at columns, walls, and openings in deck.

3.2.5.3 Closures Above Partitions

Provide for closing voids between cells over partitions that are perpendicular to direction of cells. Provide a one-piece closure strip for partitions 4 inch nominal or less in thickness and two-piece closure strips for wider partitions. Provide sheet metal closures above fire-rated partitions at both sides of partition with space between filled with fiberglass insulation. Provide flexible rubber closures above acoustic-rated partitions at both sides of partition with space between filled with blanket insulation.

3.2.5.4 Access Hole Covers

Provide access whole covers to seal holes cut in decking to facilitate welding of the deck to structural supports.

3.2.5.5 Hangers

Provide as indicated to support utility system and suspended ceilings.

Space devices so as to provide one device per 6.25 square feet.

3.2.6 Preparation of Fire-Proofed Surfaces

Provide deck surfaces, both composite and noncomposite, which are to receive sprayed-on fireproofing, galvanized and free of all grease, mill oil, paraffin, dirt, salt, and other contaminants which impair adhesion of the fireproofing. Complete any required cleaning prior to steel deck installation using a cleaning method that is compatible with the sprayed-on

SECTION 05 30 00 Page 10

W9126G-16-R-0081

AMENDMENT 0007

fireproofing.

3.3 ROOF SUMP PANS

Place sump pans over openings in roof decking and fusion welded to top surface of roof decking. Do not exceed spacing of welds of 12 inch with not less than one weld at each corner. Field cut opening in the bottom of each roof sump pan to receive the roof drain as part of the work of this section.

3.4 CANT STRIPS FOR ROOF DECKS

Provide strips to be fusion welded to surface of roof decking, secured to wood nailers by galvanized screws or to steel framing by galvanized self-tapping screws or welds. Do not exceed spacing of welds and fasteners of 12 inch. Lap end joints a minimum 3 inch and secure with galvanized sheet metal screws spaced a maximum 4 inch on center.

3.5 RIDGE AND VALLEY PLATES FOR ROOF DECKS

Provide plates to be fusion welded to top surface of roof decking. Lap end joints a minimum 3 inch. For valley plates, provide endlaps to be in the direction of water flow.

3.6 CLOSURE STRIPS FOR ROOF DECKS

Provide closure strips at open, uncovered ends and edges of the roof decking and in voids between roof decking and top of walls and partitions where indicated. Install closure strips in position in a manner to provide a weathertight installation.

3.7 ROOF INSULATION SUPPORT FOR ROOF DECKS

Provide metal closure strips for support of roof insulation where rib openings in top surface of metal roof decking occur adjacent to edges and openings. Weld metal closure strips in position.

3.8 CLEANING AND PROTECTION FOR ROOF DECKS

Upon completion of the deck, sweep surfaces clean and prepare for installation of the roofing.

3.9 FIELD QUALITY CONTROL

3.9.1 Headed Stud Inspection

In addition to visual inspection, test and inspect shop-welded shear connectors according to requirements in AWS D1.1/D1.1M for stud welding and as follows:

a. Perform bend tests if visual inspections reveal either a less-than-continuous 360-degree flash or welding repairs to any shear connector.

b. Conduct tests according to requirements in AWS D1.1/D1.1M on additional shear connectors if weld fracture occurs on shear connectors already tested.

SECTION 05 30 00 Page 11

3.9.2 Deck Weld Inspection

Visual inspect welds in accordance with AWS D1.3/D1.3M.

3.9.3 Decks Not Receiving Concrete

Inspect the decking top surface for distortion after installation. For roof decks not receiving concrete, verify distortion by placing a straight edge across three adjacent top flanges. The maximum allowable gap between the straight edge and the top flanges is 1/16 inch; when gap is more than 1/16 inch, provide corrective measures or replacement. Reinspect decking after performing corrective measures or replacement.

-- End of Section --

SECTION 05 30 00 Page 12

G

FI

J

J

J

J

J

J

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J

J

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A.5

A.8

1.1 1.31

A.8

A.5

1.31.17 25

UP-1/1,3,5 UP-1/2,4

UP-1/7,9 UP-1/6,8

TELCO

B

1.1 1.71.3

B

B.5

1.31.1 1.7

25 26

ADP

UP-1/15,17,19

UP-1/21,23,25

UP-1/27,29,31

UP-1/33,35,37

UP-1/14,16,18

UP-2/1,3,5

UP-2/9,11

UP-2/13,15

UP-2/17,19

UP-3/25

UP-2/27,29

UP-2/31,33

UP-2/35,37,39

UP-2/2,4

UP-2/6,8

UP-2/10,12

UP-2/14,16,18

UP-2/20,22

UP-2/24

SPACE FOR

FUTURE

CABINETS

SEE NOTE 3SEE NOTE 2

1. SEE MECHANICAL PLANS FOR CONFIGURATION OF HOT AISLE SYSTEM.

2. CABINETS IN ADP ROOM WILL BE RELOCATED FROM EXISTING ADP

ROOM IN BUILDING 605B.

3. JUNCTION BOX FOR DEDICTED CIRCUITS FOR RACK. COORDINATE

INSTALLATION OF RECEPTACLES AND POWER STRIPS TO MEET CLIENT

REQUIREMENTS.

NOTES:

US Army Corps of Engineers ®

SHEET ID

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2 TELCO ROOM ENLARGED POWER PLAN

1/4" = 1'-0"E-400

1 ADP ROOM ENLARGED POWER PLAN

PLAN NORTH

SCALE:

0 4' 8'

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4' 8'

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MODIFY PLAN NOTE 2

dparker Text Box g dparker Polygon dparker Text Box dparker Text Box PROVIDE 8 FREESTANDING CABINETS. REMAINING 14 CABINETS WILL BE RELOCATED FROM EXISTING ADP ROOM IN BUILDING 605.

dparker Cloud dparker Text Box g dparker Polygon dparker Text Box dparker Text Box g dparker Polygon dparker Text Box dparker Text Box g dparker Polygon dparker Text Box dparker Text Box CABINETS SHALL BE 78.4 INCHES TALL TO MATCH EXISTING APC AR3100 RACKS AND TO ACCOMMODATE HOT-AISLE CONTAINMENT ENCLOSURE SPECIFIED IN SECTION 27 11 16. PROVIDE MANUFACTURER BLANKING PANELS AND SEALING KITS FOR EXISTING AND NEW RACKS.

dparker Text Box 4.

dparker Text Box

AND NOTE 4

dparker Cloud dparker Text Box g dparker Polygon dparker Text Box dparker Text Box g dparker Polygon dparker Text Box dparker Cloud dparker Text Box g dparker Polygon dparker Text Box dparker Text Box g dparker Polygon dparker Text Box dparker Text Box g dparker Polygon dparker Text Box

GRID SEE PLAN

ROOF DECK SEE PLAN

JOIST SEE PLAN

DECK BEARING ELEV

SEE PLAN

2 1/2x2 1/2x1/4 BRACE

AT EACH JOIST

3/8" CLIP PLATE (TYP)

W-SHAPE GIRDER

COLLECTOR SEE PLAN

JOIST SEE PLAN

1/8 3" 3-8

W-SHAPE GIRDER

COLLECTOR SEE PLAN

HSS4x2 1/2x3/16(LLH)

BETWEEN JOIST. ATTACH

DECK TO HSS4X2 1/2

JOIST

BEYOND

2 3OR 2 3OR

A

BOND BEAM AT

4'-0" O.C. W/ 2 #5 CONT.

METAL DECK

DECK BRG

EL VARIES

9"X4"X1/4" BENT P CONT

W/ 3/4" Ø EXP BOLTS AT

24" O.C. 5" MIN EMBED

CMU WALL

T.O.W. EL

SEE PLAN

2 1/2X2 1/2X3/16

DIAG. BRACE

AT 6'-0" O.C. MAX

1/4" CLIP PL

L

3-12

A.1

GRID SEE PLAN

ROOF DECK SEE PLAN

DECK BEARING ELEV

SEE PLAN

2 1/2x2 1/2x1/4 BRACE AT 6'-0" O.C.

MAX. SPACING. CONNECT WITHIN 6" OF

JOIST PANEL POINT, OTHERWISE ADD

SUPPLEMENTAL JOIST WEB

REINFORCING PER DETAIL 5/S-520.

3/8" CLIP PLATE (TYP)

W-SHAPE COLLECTOR

BEAM SEE PLAN

JOIST SEE PLANJOIST SEE PLAN

3/8" CLIP P

TYP

L

2 3OR

ROOF DECK

CUT BLOCK

AS REQUIRED

L3x3x1/4 CONT

W/ 3/4" DIA EXP

BOLTS AT 16" OC

(5" EMBED)

JOIST

CMU WALL

BRG PL 3/8"x5"x 0'-8" W/2- 1/2" DIA. x 4" LONG

HEADED STUDS AT 5" OC

CONT. BOND BEAM

JOIST BRG EL

SEE PLAN

T.O.W. EL

SEE PLAN

CONT. BOND BEAM AT

4'-0" O.C. W/ 2 #5 CONT.

BOND BEAM AT

4'-0" O.C. W/ 2 #5 CONT.

METAL DECK

DECK BRG

EL VARIES

L4X4X1/4 CONT W/ 3/4" Ø EXP

BOLTS AT 24" O.C. 5" MIN EMBED

CMU WALL

T.O.W. EL

SEE PLAN

6" EMBEDMENT

L3-1/2X3-1/2X3/8 X 0'-8"

EACH SIDE

TOP OF STEEL

REF. ARCH

HSS10X5X3/8

CMU WALL

3/4" Ø THREADED ROD EPOXY

GROUTED WITH HILTI HIT-HY200

ADHESIVE OR APPROVED EQUAL

1/4

S-531

10"X8"X1/2" P

FOR CANOPY

CONNECTION

L

0' - 10"

S-531

L3-1/2X3-1/2X3/8 X 0'-8"

EACH SIDE

TOP OF STEEL

REF. ARCH

HSS10X5X3/8

CMU WALL

3/4" Ø THREADED ROD EPOXY

GROUTED WITH HILTI HIT-HY200

ADHESIVE OR APPROVED EQUAL

1/4

8"X10"x1/2" PL

1/4

C

3/8" CLIP PL

DIAG. WEB

SEE PLAN

W-SHAPE WEB

SEE PLAN

METAL DECK

SEE PLAN

W-SHAPE CHORD

SEE PLAN

W-SHAPE BRACE

SEE PLAN

CLIP L3x3x3/8

EACH SIDE

1/4

1/4

W-SHAPE CHORD

SEE PLAN

OR B

3/8" CLIP PL

1/4

US Army Corps of Engineers ®

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PAUL J. RIELLY

C I V I L

S

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OF CAL IFORN

IA

R E

G

IS

T E R

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PROFESSIONAL

E N

G

IN

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RNo. C 51791

Exp. 6/30/2018

7/25/2016

S-531

S T

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L F

R A

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A

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W G

-1 -R

-0

W G

-1 -D

-0

1" = 1'-0"S-531

4 COLLECTOR BEAM BRACE DETAIL

3/4" = 1'-0"S-531

TYPICAL DECK BEARING AT CMU WALL ON GRID

A SECTION

1" = 1'-0"S-531

5 COLLECTOR BEAM BRACE DETAIL

3/4" = 1'-0"S-531

1 TYPICAL JOIST BEARING AT CMU WALL

3/4" = 1'-0"S-531

TYPICAL DECK BEARING AT CMU

END WALL DETAIL

3/4" = 1'-0"S-531

6 BEAM AT STOREFRONT DETAIL

3/4" = 1'-0"S-531

7 BEAM AT STOREFRONT SECTION

3/4" = 1'-0"S-531

INVERTED CHEVRON LATERAL BRACING

SECTION

TYPICAL FOR GRID LINES 2 AND 3 TYPICAL FOR GRID LINES B AND C

S T

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C T

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M A

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TOP WALL EL= 107' - 4"

BOND BEAM AT

TOP OF WALL

8" CMU

#5 TOP AND BOT

AT 1' - 0" O.C.

5- #4 TOP AND

BOT CONT.

FINISHED GRADE

BOND BEAMS AT 4'-0"

W/ 2 #5 HORIZ. CONT.

C L

2" CL

C L

2'-0" 8" 2'-0"

STD ACI

HOOK

#5 VERT. AT 1' - 4"

O.C.

M A

X

REINFORCE CELLS WITH

BAR TO MATCH SIZE OF

TYP. WALL REINFORCING

CONTROL JOINT

REFER 4/S-540

CONTROL JOINT

REFER 4/S-540

NOTE:

GROUT ALL CELLS (TYPICAL)

BACKER ROD

AND SEALANT

2 #5 VERTICAL EACH SIDE OF

JOINT PROVIDE MATCHING

DOWEL AT FOUNDATION

8" CMU WALL

8" BOND BEAM

OVER OPNGS

2-# 4 EXTEND 2"

BEYOND OPNG EDGE

2-# 4 CONT BOND

BEAM BARS WHERE

THEY OCCUR

16" BOND BM

OVER OPNGS

2-#4 EXTEND 2'

BEYOND OPNG EDGE

#3 STIRRUPS

ALTERNATE

MASONRY VENEER LINTEL SCHEDULE

TYPE MAX OPENING WIDTH DEPTH REINFORCING

1 4'-0" 8" 2-#4 TOP & BOT

2 6'-8" 16"

3 10'-0" 24"

4 12'-0" 32"

5 14'-0" 32"

2-#5 TOP & BOT

2-#6 TOP & BOT

2-#6 TOP & BOT

2-#7 TOP & BOT

STIRRUP SPACING

8"

8"

8"

4"

4"

WALL OPENING

CMU WALL

SEE ELEVATIONS

2-#5 VERT PROVIDE

MATCHING DOWEL

AT FOUNDATIONS

NOTE:

1. GROUT ALL CELLS (TYPICAL).

2. REINFORCE OPENINGS AS SHOWN

ABOVE UNLESS OTHERWISE NOTED.

NOTE:

GROUT ALL CELLS (TYPICAL)

#3 HAIRPIN BAR

AT END (TYP)

24"

END DETAILTEE DETAIL

" #5 VERT FOR 8" WALL

#6 VERT FOR 10" WALL

BOUNDARY

BARS

BOND BEAM

BARS

SEE 03/S

FOR CORNER

DETAIL

#4 x 24"

CORNER BAR

24"

CONTROL JOINT

SEE 02/S

BOUNDARY BARS

2-#5 FOR 8" WALL (TYP)

2-#6 FOR 10" WALL (TYP)

BEND ANCHOR BOLT

TO CLEAR CMU WEB

ROOF BEAM. w/ 1 3/16" x1 1/2" SLOTTED HOLES

FOR ANCHOR BOLTS

2 - #4 BAR EXTEND

2'-0" BEYOND EDGE

OPENING (TYP)

6 #7 BARS

SEE PLAN

GROUT BLOCKOUT AFTER

BEAM INSTALLATION

5/8" BEARING PL 10"x6"0' - 3 3/4"

EMBED

0' - 6"

GROUT BLOCKOUT AFTER

BEAM INSTALLATION

2 1/2" 2 1/2"

OPENING WIDTH

(TYP)

2' - 0" MIN BRG

FULL HEIGHT

VERT REINF

EXTEND REINFORCING

24" INTO WALL

0' - 2"

STIRRUP SPA

0' - 2"

(TYP)

2' - 0" MIN BRG

OPENING WIDTH

FULL HEIGHT

VERT REINF

EXTEND REINFORCING

24" INTO WALL

0' - 2"

STIRRUP SPA

0' - 2"

US Army Corps of Engineers ®

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C I V I L

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OF CAL IFORN

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R E

G

IS

T E R

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PROFESSIONAL

E N

G

IN

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RNo. C 51791

Exp. 6/30/2018

7/25/2016

S-540

T Y

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-0

W G

-1 -D

-0

3/4" = 1'-0"S-540

1 TYPICAL SCREEN WALL SECTION

3/4" = 1'-0"S-540

3 CMU WALL CORNER DETAIL

1" = 1'-0"S-540

4 TYPICAL CMU CONTROL JOINT

1" = 1'-0"S-540

5 LINTEL DETAILS FOR CMU WALLS

1" = 1'-0"S-540

CMU REINFORCING AT WALL

OPENIN…