Atch_1_SOW_Marais_Des_Cyg_Lean_Too.pdf

UNITED STATES

DEPARTMENT OF THE INTERIOR

FISH AND WILDLIFE SERVICE

REGION 6 ENGINEERING

Lakewood, Colorado

LEAN-TO ADDITION

MARAIS DES CYGNES NATION WILDLIFE REFUGE

Linn County, Kansas

17-001 i

LEAN-TO ADDITION

AT

MARAIS DES CYGNES NATION WILDLIFE REFUGE

(17-001)

INDEX

No. of Pages

STATEMENT OF WORK 14

COLD STORAGE BUILDING SHOP DRAWINGS 59

COLD STORAGE BUILDING FOUNDATION SHOP DRAWINGS 3

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STATEMENT OF WORK

LEAN-TO ADDITION

AT

MARAIS DES CYGNES NATIONAL WILDLIFE REFUGE

PART 1 - GENERAL REQUIREMENTS

1.1 SUMMARY

A. Work consists of providing all labor, materials, and equipment required to construct a lean-to addition to the east side of the cold storage building at Marais Des Cygnes National Wildlife Refuge (NWR). Included with the Work are the assembly, finishes, and accessories required to install the lean-to on to the existing slab-on-grade foundation, a concrete stem wall, and to match the cold storage building.

B. The Contractor shall evaluate and submit a proposal outlining their proposed strategy and approach to the project. This proposal shall include an explanation of the proposed construction process.

C. All construction shall comply with all applicable Federal, State, and Local codes, regulations, and requirements. In the absence of specific regulation or code, design and construction shall be executed according to commonly acceptable industry standard practice for a road of this type.

1.2 PROJECT BACKGROUND

A. In 2014 a new cold storage building was planned and constructed with the intent for a lean-to off the east wall for covered storage of equipment and supplies. Due to funding limitation the building project was reduced to the cold storage building with the foundation of the lean-to with plans to purchase and install the lean-to structure at a later date.

1.3 PROJECT INFORMATION

A. Project Location: Marais des Cygnes National Wildlife Refuge, 24141 Kansas Highway 52, Pleasanton, Linn County, Kansas, 66075.

B. Station Contact Information: Prospective bidders are encouraged to inspect the site by making arrangement with the Project Leader at (913) 352-8956.

C. Provided with Statement of Work

1. Copy of cold storage building and lean-to foundation drawings.

2. Copy of the cold storage building shop drawings built in 2014.

1.4 ACCESS TO SITE

A. All operations of the Contractor (including storage of materials) upon Government premises shall be confined to areas authorized or approved by the Contracting Officer.

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B. Limit use of Project site areas within the Contract limits indicated. Do not disturb portions of Project site beyond areas in which the Work is indicated.

1. Limits: Confine construction operations to project site unless discussed with the Contracting Officer and Project Leader.

2. Driveways, Walkways and Entrances: Keep driveways and loading areas, and entrances serving premises clear and available to Government, Government Representatives, and emergency vehicles at all times. Do not use these areas for parking or storage of materials.

C. Condition of Existing Building: Maintain portions of existing building affected by construction operations in a weathertight condition throughout construction period. Repair damage caused by construction operations.

1.5 PROJECT CONDITIONS

A. Partial Government Occupancy: Government will occupy the premises during entire construction period, with the exception of areas under construction. Cooperate with Station Manager during construction operations to minimize conflicts and facilitate usage. Perform the Work so as not to interfere with Government operations. Maintain existing exits unless otherwise indicated.

1. Provide not less than 48 hours' notice to Government of activities that will affect Government's operations.

B. Coordinate all work of the project to facilitate orderly progress and proper sequence of work at all times.

C. In the event that other contracts are in progress concurrently with this contract, the Contractor shall coordinate their work so as not to disrupt progress of other work, and shall cooperate to facilitate orderly progress of all work.

D. Partial Government Occupancy: Government will occupy the premises during entire construction period, with the exception of areas under construction. Cooperate with Station Manager during construction operations to minimize conflicts and facilitate usage. Perform the Work so as not to interfere with Government operations. Maintain existing exits unless otherwise indicated.

1. Provide not less than 48 hours' notice to Government of activities that will affect Government's operations.

1.6 PERFORMANCE

A. The project shall be completed and functioning within 90 calendar days from the date the Notice to Proceed (NTP) is issued.

B. On-Site Work Hours: Limit work in the existing building to normal business working hours of 7:00 a.m. to 4:00 p.m., Monday through Friday, unless otherwise indicated.

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1. Work outside of normal business hours and on weekends will be restricted to Contracting Officer’s and at the Station Manager’s approval.

2. No work will take place over Federally observed holidays.

1.7 PERMITS AND FEES

A. The Contractor shall be responsible for obtaining all necessary local, State, and Federal permits and licenses, and payment of related fees, per the Contract Clauses.

1.8 APPLICABLE CODES, STANDARDS AND SPECIFICATIONS

A. All work shall comply with the codes and standards applicable to each type of work as listed in individual Sections of this Statement of Work.

B. Where a conflict occurs between a referenced document and the Project Specifications, the Project Specifications govern.

C. Where a conflict occurs between referenced documents, the document containing the most stringent requirements governs.

D. Where referenced documents are not specified by date, the document current at the bid opening applies.

E. Materials, applications, and tests specified by reference to published standards of society, association, code, or other published standards are included in the specifications as if written in their entirety.

F. Conform to all regulations and statutes of the State of Montana and to all Federal Regulations which apply.

1.9 MEANS AND METHODS

A. Means and methods of construction shall be such as the Contractor or subcontractors may choose; subject, however, to the Contracting Officer's right to reject means and methods proposed which:

1. Constitute a hazard to the work, persons, or property.

2. Will not produce finished work in accordance with terms of the contract.

3. Are contrary to specified means or methods included in the contract.

B. The right to reject means and methods of the Contractor or subcontractor shall not be construed or interpreted as acceptance of control of means and methods by the Contracting Officer.

C. The Contracting Officer's approval of means and methods or failure to exercise right to reject means and methods shall not relieve the Contractor of the obligation to complete the work required by the contract.

D. Total responsibility for control of all means and methods lies with the Contractor for all work.

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1.10 SAFETY

A. The Contractor shall provide, erect and maintain all necessary barricades, suitable and sufficient flasher lights, flagmen, danger signals and signs, and shall take all necessary precautions for the protection of the work and the safety of the public. All ponds and water control structures shall remain accessible by vehicle. Roads closed to traffic shall be protected by effective barricades and shall be placed with acceptable warning signs. All barricades and obstructions shall be illuminated at night and all lights shall be kept burning from sunset until sunrise. Install appropriate traffic signs at crossroads and approaches to site as needed to direct affected public traffic. Specific signs and barricade requirements are detailed in the U.S. Department of Transportation, "Manual on Uniform Traffic Control Devices".

B. The Contractor shall assume full responsibility and liability for compliance with all applicable Federal, State, and local regulations pertaining to the protection of workers, visitors to the site, and persons occupying areas adjacent to the site, including the provisions of 29CFR1910 and 29CFR1926 of the Code of Federal Regulations. The Contractor shall hold harmless the Government for failure to comply with any applicable safety or health regulation on the part of himself, his employees, or his subcontractors.

C. Provide personal safety equipment and training commensurate with the hazards which may exist at the work site. The personal safety equipment and training shall be determined by a thorough hazard analysis of all work site areas. The safety program available at all work sites shall include a minimum of:

1. One nonfreezing-type fire extinguisher in each workshop and shed used for storage of materials at the work site. Place in location readily accessible to construction personnel.

2. A first aid kit for use of construction personnel commensurate with size of project with items necessary for first aid treatment of all injuries.

3. The Contractor shall conduct regular onsite safety inspections and all construction personnel shall receive a safety orientation.

4. Post telephone numbers of nearest hospital, ambulance service or flight for life, and fire station in conspicuous location. Advise all workers of location of telephone numbers.

1.11 ENVIRONMENTAL PROTECTION

A. The Contractor shall abate and control all environmental pollution arising from construction activities by complying with all applicable Federal, State, and local laws and regulations concerning environmental pollution control and abatement, as well as the specified requirements in this contract. Compliance with this requirement by subcontractors will be the responsibility of the Contractor.

B. Fossils and Artifacts

1. Should the Contractor discover any fossils or artifacts during construction operations, such objects shall become the property of the Government. The Contractor shall cease construction operations in the area of the "find," and immediately notify the station manager of such discovery. Construction operations may proceed in other areas not affected by this clause. Care shall be exercised by the Contractor not to damage fossils or artifacts uncovered during excavation operations.

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2. Failure to comply with this requirement may be considered a violation of the Archeological Resources Protection Act of 1979 as amended. Destruction of historic and prehistoric sites and/or unauthorized collection of cultural materials can result in criminal and/or civil penalties. Penalties can include fines, prison sentences, and/or confiscation of equipment.

3. If the Contractor uses fill from a nongovernmental source to perform work that is required under this project, and a new borrow site is opened or an existing borrow area is expanded in order to obtain such materials, the Contractor shall assure that any new borrow area disturbance meet the requirements of Section 106 of the National Historic Preservation Act.

C. Abatement of Air Pollution

1. The Contractor shall comply with applicable Federal, State, and local laws and regulations concerning the prevention and control of air pollution.

2. Construction activities shall be performed in such a manner that air pollution will be held to a minimum.

3. Burning of materials, trees and brush, combustible construction materials, and rubbish will not be permitted. Construction debris shall be disposed of at a location designated by the Contracting Officer or hauled off the Station to an approved disposal site.

D. Prevention of Water Pollution

1. During construction the Contractor shall comply with all applicable Federal, State, and local laws and regulations concerning the control and abatement of water pollution.

2. The Contractor's construction activities shall be performed by methods that will prevent entrance or accidental spillage of solid matter, contaminants, debris, and other objectionable pollutants and wastes into streams, flowing or dry water-courses, lakes, ponds, and underground water sources. The Contractor shall dispose of all pollutants such as petroleum products, rubbish, cement, concrete, etc., and objectionable material shall be hauled away in tanks or barrels or buried in an approved landfill.

3. Sanitary facilities, such as chemical toilets shall be located far enough from wells, live streams, or ponds to prevent pollution of the water.

4. Dewatering work for structure foundations or earthwork operations adjacent to, or encroaching on, streams or watercourses shall be conducted in a manner which prevents muddy water and eroded materials from entering the streams or water courses. This shall be accomplished by construction of intercepting ditches, bypass channels, barriers, settling ponds, or other approved means. Excavated material shall not be placed in, or adjacent to, watercourses where it can be washed away by high water or storm runoff.

E. Environmental Litigation: Time lost due to work stoppage because of failure of the Contractor to comply with these requirements may not be the subject of a claim for extension of time, for additional costs, or damages.

1.12 PAYMENT PROCEDURE

A. Each Application for Payment shall be consistent with previous applications and payments as certified by Contracting Officer and paid for by Government.

B. Payment Application Times: The date for each progress payment is indicated in the Agreement

S.O.W. - 6 between Government and Contractor.

C. Initial Application for Payment: Administrative actions and submittals that must precede or coincide with submittal of first Application for Payment include the following:

1. Schedule of values.

2. Contractor's construction schedule (preliminary if not final).

D. Final Payment Application: After completing Project closeout requirements, submit final Application for Payment with releases and supporting documentation not previously submitted and accepted, including, but not limited, to the following:

1. Evidence of completion of Project closeout requirements.

2. Written guarantees, warranties, and certificates.

3. Record (As-Built) Drawings

4. All test reports.

1.13 SUBMITTAL ADMINISTRATIVE REQUIREMENTS AND PROCEDURES

A. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that require sequential activity.

B. Processing Time: Allow time for submittal review, including time for resubmittals. Time for review shall commence on Contracting Officer receipt of submittal. No extension of the Contract Time will be authorized because of failure to transmit submittals enough in advance of the Work to permit processing, including resubmittals.

1. Initial Review: Allow 10 days for initial review of each submittal.

2. Resubmittal Review: Allow 10 days for review of each resubmittal.

C. Identify options requiring selection by Contracting Officer.

D. Identify deviations from the Contract Documents on submittals.

E. General Submittal Procedure Requirements:

1. Electronic Submittals: Contracting Officer’s Representative through the Contracting Officer will return annotated file by e-mail and/or standard mail.

2. Paper Submittals: Submit four (4) paper copies of each submittal unless otherwise indicated. Contracting Officer’s Representative through the Contracting Officer will return three (3) copies.

F. Product Data: Collect information into a single submittal for each element of construction and type of product or equipment.

1. Mark each copy of each submittal to show which products and options are applicable.

2. Include the Manufacturer's product specifications, as applicable.

G. Test and Inspection Reports: Comply with requirements specified in the Statement of Work, Section 1.13 “Quality Requirements.”

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H. Closeout Submittals: Comply with requirements specified in Section 1.15 "Closeout Procedures."

I. Review each submittal and check for coordination with other Work of the Contract and for compliance with the Contract Documents. Note corrections and field dimensions.

J. Government’s Action

1. Contracting Officer’s Representative will review each submittal, make marks to indicate corrections or revisions required, and return it. Contracting Officer’s Representative will stamp each submittal with an action stamp and will mark stamp appropriately to indicate action as follows:

a. Approved as submitted.

b. Approved, except as noted. Resubmission not required.

c. Approved, except as noted. Resubmission required.

d. No action taken. See comments on reverse. Resubmission required.

e. Disapproved.

f. Other: (comments as noted)

2. Incomplete submittals are unacceptable, will be considered nonresponsive, and will be returned for resubmittal without review.

1.14 QUALITY REQUIREMENTS

A. Testing and inspecting services are required to verify compliance with requirements specified or indicated. These services do not relieve Contractor of responsibility for compliance with the Contract Document requirements.

1. Specified tests, inspections, and related actions do not limit Contractor's other quality-assurance and -control procedures that facilitate compliance with the Contract Document requirements.

2. Requirements for Contractor to provide quality-assurance and -control services required by Contracting Officer or authorities having jurisdiction are not limited by provisions of this Section.

3. Specific test and inspection requirements are specified in Part 2 “Execution of Work”.

B. Reports and Documents: Test and Inspection Reports: Prepare and submit certified written reports specified in other Sections. Include the following:

C. Permits, Licenses, and Certificates: For Government's records, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments, correspondence, records, and similar documents, established for compliance with standards and regulations bearing on performance of the Work.

D. Quality Assurance

1. General: Qualifications paragraphs in this article establish the minimum qualification levels required; individual Specification Sections specify additional requirements.

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2. Specialists: Certain Sections require that specific construction activities shall be performed by entities who are recognized experts in those operations. Specialists shall satisfy qualification requirements indicated and shall be engaged for the activities indicated.

E. Quality Control

1. Contractor Responsibilities: Tests and inspections not explicitly assigned to Government are Contractor's responsibility. Perform additional quality-control activities required to verify that the Work complies with requirements, whether specified or not.

a. Where services are indicated as Contractor's responsibility, engage a qualified, independent testing agency to perform these quality-control services.

b. Testing and inspecting requested by Contractor and not required by the Contract Documents are Contractor's responsibility.

2. Retesting/Reinspecting: Regardless of whether original tests or inspections were Contractor's responsibility, provide quality-control services, including retesting and reinspecting, for construction that replaced Work that failed to comply with the Contract Documents.

3. Testing Agency Responsibilities: Cooperate with Contracting Officer and Contractor in performance of duties. Provide qualified personnel to perform required tests and inspections.

a. Notify Contracting Officer and Contractor promptly of irregularities or deficiencies observed in the Work during performance of its services.

b. Determine the location from which test samples will be taken and in which in-situ tests are conducted.

c. Conduct and interpret tests and inspections and state in each report whether tested and inspected work complies with or deviates from requirements.

d. Submit a certified written report, in duplicate, of each test, inspection, and similar quality-control service through Contractor.

e. Do not release, revoke, alter, or increase the Contract Document requirements or approve or accept any portion of the Work.

f. Do not perform any duties of Contractor.

4. Associated Services: Cooperate with agencies performing required tests, inspections, and similar quality-control services, and provide reasonable auxiliary services as requested.

Notify agency sufficiently in advance of operations to permit assignment of personnel.

5. Coordination: Coordinate sequence of activities to accommodate required quality-assurance and -control services with a minimum of delay and to avoid necessity of removing and replacing construction to accommodate testing and inspecting.

a. Schedule times for tests, inspections, obtaining samples, and similar activities.

F. Submit the following in accordance with provisions of Section 1.13 “Submittal Administrative Requirements and Procedures”.

1. Copy of Testing Agency’s qualifications.

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1.15 TEMPORARY FACILITIES AND CONTROLS

A. General: Installation and removal of and use charges for temporary facilities shall be included in the Contract Sum unless otherwise indicated. Allow other entities to use temporary services and facilities without cost, including, but not limited to testing agencies, and authorities having jurisdiction.

B. Temporary Services and Facilities:

1. Potable and Non-potable water from Governments existing water system is available for use without metering and without payment for uses directly related to the project.

Provide connections and extensions of services as required for construction operations.

2. Sanitary Facilities: Provide temporary toilets and wash facilities for use of construction personnel. Comply with requirements of authorities having jurisdiction for type, number, location, operation, and maintenance of fixtures and facilities.

3. Electric power from Stations existing system is available for use without metering and without payment for use directly related to the project. Provide connections and extensions of services as required for construction operations.

4. Lighting: Provide temporary lighting with local switching that provides adequate illumination for construction operations, observations, inspections, and traffic conditions.

5. Telephone Service: Provide temporary telephone service cellular telephone or portable two-way radio use by all construction personnel.

C. Equipment

1. Fire Extinguishers: Portable, UL rated; with class and extinguishing agent as required by locations and classes of fire exposures.

2. HVAC Equipment: Unless Government authorizes use of permanent HVAC system, provide vented, self-contained, liquid-propane-gas or fuel-oil heaters with individual space thermostatic control.

a. Use of gasoline-burning space heaters, open-flame heaters, or salamander-type heating units is prohibited.

b. Heating Units: Listed and labeled for type of fuel being consumed, by a qualified testing agency acceptable to authorities having jurisdiction, and marked for intended location and application.

D. Waste Disposal: Fuels, lubricants, petroleum products, chemicals or other waste materials shall be disposed of in properly designated areas off Government premises.

E. Barricades, Warning Signs, and Lights: Comply with requirements of authorities having jurisdiction for erecting structurally adequate barricades, including warning signs and lighting.

F. Maintenance: Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24-hour basis where required to achieve indicated results and to avoid possibility of damage until removal.

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1.16 CLOSEOUT PROCEDURES

A. Submittals Prior to Completion: Complete the following a minimum of 10 days prior to requesting inspection for determining date of Substantial Completion. List items below that are incomplete at time of request.

1. Certificates of Release:

2. Submit closeout submittals specified in individual Sections, including specific warranties, workmanship bonds, maintenance service agreements, final certifications, and similar documents.

1.17 FINAL CLEANING

A. Perform final cleaning. Conduct cleaning and waste-removal operations to comply with local laws and ordinances and Federal and local environmental and antipollution regulations.

B. Clean adjacent structures and improvements of dust, dirt, and debris caused by building demolition operations. Return adjacent areas to condition existing before building demolition operations began.

1.18 REPAIR OF THE WORK

A. Repair or remove and replace defective construction. The Contractor shall be liable for damages to roads, pavement, utilities, structures, and property, due to any act, omission, neglect, or misconduct during the period of performance of the services of this contract.

PART 2 - EXECUTION OF WORK

2.1 GENERAL

A. The Contractor shall provide and pay for labor, materials, tools, construction equipment and machinery, transportation and other facilities and services necessary for proper execution and completion of Work, whether temporary or permanent, and whether or not incorporated in the Work.

B. Preform work in accordance with the approved Construction Documents.

2.2 CONCRETE STEM WALL

A. All concrete work shall be done in accordance with applicable sections of the American Concrete Institute 318, The ACI Manual of Concrete Practices, and the Concrete Reinforcing Steel Institute, Recommended Practices.

B. Form and place a reinforced concrete stem wall on existing building slab and foundation as shown on Contract Drawings.

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C. Construct formwork so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI 117.

D. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."

E. Embed reinforcement into existing concrete foundation as shown. The epoxy adhesive shall meet the requirements of ASTM C 881, Type IV. Drill, place, and allow reinforcement to set per the manufacturer’s written instruction.

F. Bonding of fresh concrete to existing cured concrete shall be done with epoxy bonding adhesive to the entire joint surface.

G. Concrete mix design requirements shall meet:

1. Minimum Compressive Strength: 4000 psi at 28 days.

2. Maximum Water-Cementitious Materials Ratio: 0.49.

3. Slump Limit: 4 inches plus or minus 1 inch.

4. Air Content: 5.5 percent, plus or minus 1.5 percent.

H. Concrete material requirements shall meet:

1. Cementitious Material: Portland Cement: ASTM C 150, Type I/II or Type II. Use the same type, brand, and source throughout Work.

2. Normal-Weight Aggregates: ASTM C 33, graded.

a. Maximum Coarse-Aggregate Size: Crushed stone or gravel, inch nominal.

b. Fine Aggregate: Natural sand ASTM 33, free of materials with deleterious reactivity to alkali in cement. Fineness modulus shall not be less than 2.5 nor more than 3.0

3. Water: ASTM C 94/C 94M.

I. Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Air-Entraining Admixture: ASTM C 260.

2. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.

3. Retarding Admixture: ASTM C 494/C 494M, Type B.

4. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.

5. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.

6. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G.

7. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

J. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and ACI 301 for hot-weather protection during curing.

K. Cure concrete according to ACI 308.1.

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L. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defects repaired and patched. Remove fins and other projections that exceed specified limits on formed-surface irregularities.

M. As soon as forms are removed, exposed surfaces shall be carefully examined and any irregularities shall be immediately rubbed or ground in a satisfactory manner in order to secure a smooth, uniform, and continuous surface. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall be repaired.

N. Holes left by tie-rod cones shall be reamed with suitable toothed reamers so as to leave the surfaces of the holes clean and rough. Holes then shall be repaired in an approved manner with dry-packed cement grout.

O. Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Contracting Officer's approval.

P. Submit the following in accordance with provisions of Section 1.13 “Submittal Administrative Requirements and Procedures”.

1. Concrete Mix Design.

2.3 SYSTEM PERFORMANCE

A. The lean-to shall be designed to meet the loading requirements set forth in the 2015 International Building Code (IBC).

B. Existing building to be attached to is a Butler Building. See attached cold storage building shop drawings for further information.

C. Delegated Design: Design metal building system, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

D. Structural Performance: Metal building systems shall be designed according to procedures in MBMA's "Metal Building Systems Manual."

1. Design Loads: As required by ASCE/SEI 7 and IBC.

2. Deflection Limits: Design metal building system assemblies to withstand design loads with deflections no greater than the following:

a. Purlins and Rafters: Vertical deflection of 1/180 of the span.

b. Girts: Horizontal deflection of 1/180 of the span.

c. Metal Roof Panels: Vertical deflection of 1/180 of the span.

d. Metal Wall Panels: Horizontal deflection of 1/180 of the span.

e. Design secondary-framing system to accommodate deflection of primary framing and construction tolerances, and to maintain clearances at openings.

3. Metal panel assemblies shall withstand the effects of gravity loads and loads and stresses within limits and under conditions indicated according to ASTM E 1592.

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E. Seismic Performance: Metal building systems shall withstand the effects of earthquake motions determined according to ASCE/SEI 7.

F. Wind-Uplift Resistance: Provide metal roof panel assemblies that comply with UL 580 for Class 90, Exposure C.

2.4 METAL BULIDING ADDITION

A. Primary Framing: Manufacturer's standard primary-framing system, designed to withstand required loads and specified requirements. Primary framing includes transverse and lean-to frames; rafter, rake, and canopy beams; sidewall, intermediate, end-wall, and corner columns;

and wind bracing.

B. End-Wall Framing: Manufacturer's standard primary end-wall framing fabricated for field-bolted assembly.

C. Secondary Framing: Manufacturer's standard secondary framing, including purlins, girts, eave struts, flange bracing, base members, gable angles, clips, headers, jambs, and other miscellaneous structural members. Unless otherwise indicated, fabricate framing from either cold-formed, structural-steel sheet or roll-formed, metallic-coated steel sheet, prepainted with coil coating.

D. Bolts: Provide plain-finish bolts for structural-framing components that are primed or finish painted. Provide zinc-plated or hot-dip galvanized bolts for structural-framing components that are galvanized.

E. Post-Installed Anchors: Chemical anchors shall be galvanized anchor rods sized per metal building shop drawings. The epoxy adhesive anchoring system shall meet the requirements of ASTM C 881, Type IV. Drill, place, and allow the anchor to set per the manufacturer’s written instruction.

F. Metal Roof System: Tapered-rib-profile, lap-seam metal roof panels formed and shaped to match the existing building roof panels. Panels shall be zinc-coated (galvanized) steel sheet, 24 gauge nominal thickness, with a two-coat fluoropolymer exterior finish. The color shall match exiting storage building roof panels. Length of panels shall be continuous from eave to ridge line.

1. Roof Panel Accessories: Provide components required for a complete metal roof panel assembly including copings, fasciae, corner units, ridge closures, clips, sealants, gaskets, fillers, closure strips, and similar items. Match material and finish of metal roof panels unless otherwise indicated.

2. All connections and fasteners shall be designed with provisions for thermal expansion and contraction of roof panels. All exposed fasteners shall be pre-painted to match panel color. Fasteners shall be fully compatible with materials being fastened.

G. Exterior Wall System: Reverse-rib-profile, exposed-fastener metal wall panels formed and shaped to match the existing building roof panels.. Panels shall be zinc-coated (galvanized) steel sheet, 26 gauge nominal thickness, with a two-coat fluoropolymer exterior finish. The color small match exiting storage building wall panels. Length of panels shall cover the entire height of any unbroken wall surface.

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1. Wall Panel Accessories: Provide components required for a complete metal wall panel assembly including copings, fasciae, mullions, sills, corner units, clips, sealants, gaskets, fillers, closure strips, and similar items. Match material and finish of metal wall panels unless otherwise indicated.

2. All connections and fasteners shall be designed with provisions for thermal expansion and contraction of wall panels. All exposed fasteners shall be pre-painted to match wall color. Fasteners shall be fully compatible with materials being fastened.

H. Accessories: Provide accessories as standard with metal building system manufacturer and as specified. Fabricate and finish accessories at the factory to greatest extent possible, by manufacturer's standard procedures and processes. Comply with indicated profiles and with dimensional and structural requirements.

I. Flashing and Trim: Comply with performance requirements, manufacturer's written installation instructions, and SMACNA's "Architectural Sheet Metal Manual." Provide concealed fasteners where possible, and set units true to line and level as indicated. Install work with laps, joints, and seams that will be permanently watertight and weather resistant.

J. Field Quality Control

1. Tests and Inspections: High-strength, field-bolted Connections shall be inspected during installation according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

2. Product will be considered defective if it does not pass tests and inspections.

K. Submit the following in accordance with provisions of Section 1.13 “Submittal Administrative Requirements and Procedures”.

1. Shop Drawings: For metal building system components. Include plans, elevations, sections, details, and attachments to other work.

2. Test and inspection reports.

END OF STATEMENT OF WORK

i

COLD STORAGE BUILDING SHOP DRAWINGS

CODES AND LOADS

A325 & A490 BOLT TIGHTENING REQUIREMENTS

MATERIALS

GENERAL NOTES

ASTM DESIGNATION

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.

SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR

CONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

REVERSALS ON CONNECTIONS.

PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY

RUSTED SURFACES ARE ACCEPTABLE.

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND

FLANGE BRACES.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN

ERECTION DRAWING DETAILS.

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.

SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR

CONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

REVERSALS ON CONNECTIONS.

PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY

RUSTED SURFACES ARE ACCEPTABLE.

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND

FLANGE BRACES.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN

ERECTION DRAWING DETAILS.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.

COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.

DRAWING INDEX

DRAWING TITLE PAGES

COVER SHEET

NOTES

ANCHOR ROD PLAN

PRIMARY STRUCTURAL

SECONDARY STRUCTURAL

COVERING

SPECIAL DRAWINGS

STANDARD ERECTION DETAILS

PLANOGRAPH DETAILS

DRAWING RELEASE HISTORY

TYPE DATE DESCRIPTION

VPC FILENAME:

BUTLER MANUFACTURING

1540 GENESSEE ST. KANSAS CITY, MO 64102

BUILDER:

CUSTOMER:

LOCATION:

PROJECT:

BUILDER'S PO#:

a division of BlueScope Buildings North America, Inc.

PAGE:

DRAWN/CHECK:

DATE:

JOB #:

VPC VERSION:

THE BUTLER MFG. ENGINEER'S SEAL APPLIES

ONLY TO THE WORK PRODUCT OF BUTLER

MFG. AND DESIGN AND PERFORMANCE

REQUIREMENTS SPECIFIED BY BUTLER. THE

BUTLER MFG. ENGINEER'S SEAL DOES NOT

APPLY TO THE PERFORMANCE OR DESIGN OF

ANY OTHER PRODUCT OR COMPONENT

FURNISHED BY BUTLER EXCEPT TO ANY

DESIGN OR PERFORMANCE REQUIREMENTS

SPECIFIED BY BUTLER.

THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF

BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE

APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED

FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.

THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR

ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE

WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER

MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER

ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING.

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.

SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR

CONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

REVERSALS ON CONNECTIONS.

PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY

RUSTED SURFACES ARE ACCEPTABLE.

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND

FLANGE BRACES.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN

ERECTION DRAWING DETAILS.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.

COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.

SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR

CONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

REVERSALS ON CONNECTIONS.

PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY

RUSTED SURFACES ARE ACCEPTABLE.

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND

FLANGE BRACES.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN

ERECTION DRAWING DETAILS.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.

COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.

SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR

CONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

REVERSALS ON CONNECTIONS.

PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY

RUSTED SURFACES ARE ACCEPTABLE.

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND

FLANGE BRACES.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN

ERECTION DRAWING DETAILS.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.

COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION.

SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E.-SNUG TIGHT OR PRE-TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR

CONTRACT.

ALL A490 BOLTS SHALL BE "PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE

"SNUG-TIGHT" EXCEPT AS FOLLOWS;

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY.

PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS

REVERSALS ON CONNECTIONS.

PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS

DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS.

PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY

RUSTED SURFACES ARE ACCEPTABLE.

IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "PRE-TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND

FLANGE BRACES.

SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHT", UNLESS INDICATED OTHERWISE IN

ERECTION DRAWING DETAILS.

WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE.

COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS.

3 PLATE WELDED SECTIONS

COLD FORMED LIGHT GAGE SHAPES

BRACE RODS

HOT ROLLED MILL SHAPES

HOT ROLLED ANGLES

HOLLOW STRUCTURAL SECTION (HSS)

CLADDING

A529, A572, A1011, A1018 A653, A1011 A572, A510 A36, A529, A572, A588, A992 A529, A572, A588, A992 A500 A653, A792

GRADE 55

GRADE 60

GRADE 50

GRADE 36 OR 50

GRADE 50

GRADE B

GRADE 50 OR GRADE 80

IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE…