STRUCTURAL DRAWINGS

STRUCTURAL DRAWINGS

GENERAL NOTES

I.

CODES AND SPECIFICATIONS

A. GENERAL BUILDING CODE

1. International Building Code.

B. CONCRETE CODES

1. ACI 318, American Concrete Institute Building Code.

2. ACI 301, Specifications for Structural Concrete for Buildings.

3. CRSI - Manual of Standard Practice.

4. AWS D1.4, Structural Welding Code - Reinforcing Steel.

C. STRUCTURAL STEEL CODES

1. AISC - Load and Resistance Factor Design, Thirteenth Edition.

2. ANSI/AWS D1.1, American Welding Society - Steel.

3. Standard Practice for Steel Buildings and Bridges.

4. Structural Joints Using ASTM A 325 and A 490 Bolts as approved by the Research Council on Riveted and Bolted Structural Joints of the

Engineering Foundation.

D. MASONRY CODES

1. ACI 530 / ASCE 5

2. ACI 530.1 / ASCE 6, Specification for Masonry Structures.

E. COLD FORMED STEEL (LIGHT GAGE METAL) CODE

1. American Iron and Steel Institute (AISI) “Specification for the Design of Cold Formed Steel Structural Members”, Latest Edition.

F. CONFLICTS IN STRUCTURAL REQUIREMENTS

1. Where conflicts exists between the various publications as specified herein, the strictest requirements of the various publications shall govern unless noted otherwise. Where conflict exists among the various parts of the Structural

Contract Documents, (Structural Drawings, General Notes, Specifications) the strictest requirements shall govern.

All Codes and Specifications listed above shall include all amendments and addenda in force at the date of the contract documents.

II.

TYPICAL DETAILS

A. Details labeled “Typical Details” on the Drawings shall apply to all situations on the Project that are the same or similar to those specifically detailed.

Such details shall apply whether or not they are keyed in at each location.

Questions regarding applicability of typical details shall be determined by the

Engineer.

III. DESIGN CRITERIA

A. DEAD LOADS

1. Dead loads. Dead load materials assumed in the design are shown on the

Architectural and Structural Drawings. Any changes in construction materials from those shown on the Architectural or Structural Drawings shall be reported by the General Contractor to the Structural Engineer for verification of load carrying capacity of the structure.

2. Partitions: An allowance of 20 psf has been made for partitions as a uniformly distributed live load, wherever partitions are used and location subject to change excluding public lobbies, corridors, restrooms, and places of public assembly.

3. Mechanical Rooms: Loadings for mechanical rooms are based on the minimum live loads as specified in Paragraph B. below unless the weights of the actual equipment including housekeeping pads as shown on the Mechanical Drawings are larger, in which case, the actual loads are used. The General Contractor shall submit weights to the Structural Engineer for all equipment placed in mechanical rooms and rooftops for verification of loads used in the design and shall report any changes in location, number of pieces, and weight of equipment as shown on the Mechanical Drawings.

B. LIVE LOADS

CATEGORY

Roof

Office Floors

Corridors, Stairways,

Exit Facilities

Guard Rails & Hand Rails

UNIFORM CONCENTRATED

LOAD (PSF)

20

LOAD (#)

N/A

50

100

2000

0

Mechanical Rooms, typical

50 plf or 200 lbs. applied at top rail in any direction. Intermediate rails = 25 plf.

150 Actual Equip. Wt.

Live loads have been reduced on any member based on the Code cited in CODES AND SPECIFICATIONS, Paragraph I. A.

C. WIND LOADS

1. Wind pressure based on the requirements of Code cited in CODES

AND SPECIFICATIONS, Paragraph I. A.

2. V = 110 mph, Exposure: B.

IV.

FOUNDATION - GENERAL

A. GEOTECHNICAL REPORT

Foundation design is based on the following geotechnical report:

Geotechnical Investigation, Evergreen Office Building

Prepared by: Bandy and Associates, Inc.

Report No.110054

Dated: May 2010

All recommendations therein that relate to the work shown on these drawings shall be followed.

B. FOUNDATION APPROVAL AND INSPECTION BY AUTHORIZED

INSPECTOR

1. Unless authorized otherwise by the Owner or Architect, the General

Contractor shall notify the Geotechnical Engineer or other authorized inspector for review of foundation bearing surface, inspection of foundation installation, and foundation installation methods (including construction dewatering methods where required)and shall not place concrete prior to inspector's approval.

C. FOUNDATION REINFORCING STEEL INSPECTION BY STRUCTURAL

ENGINEER

1. The Contractor shall notify the Engineer or authorized inspector 24 hours in advance of any major foundation pour.

2. The Contractor shall not pour any foundation concrete without inspection and approval of all reinforcing steel placement by the Structural Engineer or authorized inspector.

D. GRADE BEAMS

1. Grade Beam Side Forms.

a. Form exposed faces of grade beams.

2. Grade beam bottom steel shall be chaired at 5 foot maximum centers using beam bolsters providing 3 inch bottom cover to reinforcing steel.

Beam bolsters used shall be intended for support on soil.

3. Bottom bars of grade beam shall be spliced (where required) at the piers only. Top bars shall be spliced (where required) at the midspan of the grade beams. Lap length shall be 36 times bar diameter unless specified otherwise. Provide corner bars to match top and bottom steel.

E. SLAB-ON-GRADE CONSTRUCTION

1. Slab on grade construction shall follow the recommendations of Guide for

Concrete Floor and Slab Construction ACI 302.1R and ACI 302.2R.

2. Subgrade Preparation shall conform to the soils report noted above. If report does not specify the amount of select fill, provide fill as required above to reduce PVR to 1 inch.

F. VAPOR RETARDER

1. Vapor retarder shall: have no more than 0.01 perms when tested in accordance with ASTM E-96; meet or exceed the requirements of

ASTM E-1745, Class A ; (U.N.O.) in accordance with ACI 302.2R.

Acceptable products include: a. Stego Wrap, 15 mils, by Stego Industries LLC b. Approved equal conforming to performance requirements

2. All seams shall be overlapped a minimum of 6 inches and taped with polyethylene tape. All penetrations, block-outs, and openings shall be sealed using a combination of the vapor retarder and polyethylene tape.

V.

DRILLED PIER FOUNDATION

A. DESIGN SOIL PRESSURES

Allowable Pressure = 3200 psf under sustained loads

= 4000 psf for total (dead + live) loads

B. FIELD INSPECTION OF BEARING STRATUM

1. The bearing stratum of each drilled pier shall be inspected and approved by the

Geotechnical Engineer or other authorized inspector prior to pouring of concrete.

2. The bottom elevation of piers is shown on the Drawings. The actual required bearing elevation may vary as required to provide proper capacity as determined by the geotechnical engineer. Footings shall be poured immediately after excavation.

C. BEARING ELEVATION

1. The bottom elevation of piers is shown on the drawings for bid purposes. The actual required bearing elevation may vary as required to provide proper capacity as determined by the Geotechnical Engineer.

D. TEMPLATES

1. Provide and install templates to accurately set vertical pier reinforcing steel, and anchor bolts for steel columns.

2. Submit details with pier reinforcing steel shop drawings.

E. PIER CAPS AND WIDENED GRADE BEAMS

1. Refer to Drawings for requirements at pier caps and widened grade beams.

VI. CONCRETE

A. CLASSES OF CONCRETE

1. All concrete shall conform to the requirements as specified in the table below unless noted otherwise on the Drawings:

USAGE

Grade Beams

Slab-on-Grade

Drilled Piers (under reamed)

Metal Deck Slabs

28 DAY COMP.

TYPE MAX. SIZE

CONC.

AGGREGATE

STRENGTH (PSI)

3000

3000

3000

3000

NW

NW

NW

NW

1 1/2"

1 1/2”

1"

1”

Note: NW = Normal weight concrete

LW = Lightweight concrete slab (Density = 115 pcf max.)

2. There shall be no horizontal cold joint in any concrete pour.

3. Admixtures used shall be compatible with floor treatments.

4. All concrete shall be proportioned for a maximum allowable unit shrinkage of 0.03% at 28 days after curing in lime water as determined by ASTM C 157 (using air storage).

5. Concrete for slab-on-grade shall have a maximum water-cement ratio of 0.50.

6. Concrete shall comply with the requirements of ACI 301 and ACI 318.

7. Fly ash conforming to ASTM C618, Type F, may be used unless noted otherwise. The maximum amount of fly ash shall be 25% of the total cementitious material by weight.

B. CONCRETE MIX DESIGNS

1. Concrete mix designs must be submitted a minimum of 15 days prior to the start of the work for Engineer and Owner's testing laboratory approval prior to placement of concrete in the plant or field. Any adjustments in approved mix designs including changes in admixtures must be submitted in writing to the Engineer and Owner's testing laboratory for approval prior to use in the field.

2. Pumped Concrete: Concrete designed to be pumped shall be so noted on the mix designs and shall have mix proportions compatible with the pumping process.

3. Mix designs shall be proportioned based upon trial batching or experience as required by ACI 318.

VII.

REINFORCING STEEL

A. SPECIFICATION

1. ASTM A 615 Grade 60 unless noted otherwise on the drawings. Welded

Reinforcing Steel - ASTM A 706.

2. Welded Wire Fabric: Welded smooth wire fabric, ASTM A 185, yield strength

65,000 psi. Welded deformed wire fabric for, ASTM A 497, yield strength 70,000 psi. All welded wire fabric shall be furnished in flat sheets only.

B. DETAILING AND BAR SUPPORTS

1. Detailing of and bar supports for reinforcing steel shall be in accordance with the ACI Standard Details and Detailing of Concrete Reinforcement as reported by ACI Committee 315. All continuous reinforcing steel shall be lapped 36 times diameter minimum unless specified otherwise.

C. MANUAL OF CONCRETE PRACTICE

1. Unless noted otherwise, methods of estimating, detailing, fabricating, placing and contracting for reinforcing materials shall follow the Manual of Standard Practice as published by the Concrete Reinforcing Steel Institute.

D. PLACEMENT OF WELDED WIRE FABRIC

1. Welded wire fabric shall be continuous across the entire concrete surface and not be interrupted by beams or girders and properly lapped one cross wire spacing plus

2 inches.

D. PLACEMENT OF WELDED WIRE FABRIC

1. Welded wire fabric shall be continuous across the entire concrete surface and not be interrupted by beams or girders and properly lapped one cross wire spacing plus 2 inches.

E. REINFORCING STEEL COVERAGE

Reinforcing steel coverage should conform to the requirements specified below. The reinforcing steel detailer shall adjust reinforcing steel cage sizes at intersecting structural members as required to allow clearance for intersecting reinforcing bar layers maintaining minimum specified cover. Cover in structural members not specified below shall conform to the requirements of ACI 318 Section 7.7 unless specified otherwise on the drawings.

1. Foundation Members a. Grade Beams b. Underreamed Footings c. Drilled Piers d. Interior Slab-on-Grade

1 1/2" top, 3" bottom, 2" sides (3" sides if cast against soil)

3" sides

3" sides

1 1/2" top cover for one layer of steel (u.n.o.

on contraction joint typical detail)

1 1/2" top cover (u.n.o. on contraction joint e. Exterior Slab-on-Grade f. Sump Walls, Pit Walls typical detail), 3" bottom cover for two layers of steel.

2" top cover for one layer of steel.

2" top cover, 3" bottom cover for two layers of steel.

2" both faces

VIII. CONCRETE FORMWORK

A. RESPONSIBILITY

1. The design, construction, and safety of all formwork shall be the responsibility of the General Contractor. All forms, shores, backshores, falsework, bracing, and other temporary supports shall be engineered to support all loads imposed including the wet weight of concrete, construction equipment, live loads, lateral loads due to wind and wet concrete imbalance. The Contractor shall also be responsible for determining when temporary supports, shores, backshores, and other bracing may be safely removed.

B. SUBMITTALS

1. The General Contractor shall submit for Owner's record only, formwork shop drawings. Formwork shop drawings shall include all items described in Paragraph

A, including calculations. Formwork shop drawings shall be sealed by a registered Engineer in the state that the project is located.

IX.

STRUCTURAL STEEL

A. MATERIAL

1. All hot rolled steel plates, shapes and bars shall be new steel conforming to ASTM Specification A6-84c.

2. All wide flanged sections shall conform to ASTM A992, Grade 50.

3. All tubes shall conform to ASTM A500 Grade B.

4. All connection material shall conform to ASTM A36 unless stronger required.

5. All pipe columns shall conform to ASTM A53, Grade B or ASTM A501.

B. CONNECTIONS

1. Typical connection details are indicated on the Drawings.

2. The design of all steel connections shall be performed under the direct supervision of a registered professional engineer in the state where the project is located, employed by the fabricator. Calculations sealed by the fabricator's professional engineer must be submitted if requested.

3. It is the intention of the plans and specifications that shop connections be welded or bolted and that field connections be bolted, unless detailed otherwise on the Drawings.

4. All typical beam simple connections shall be standard double angle or single angle framed beam connections. Shear tab connections may be used at locations where double angle connections are not possible.

Seated beam connections shall not be used unless indicated on the Drawings.

Provide full depth shear tab if beam frames on only one side of a girder.

5. Beam Reactions a. Non-Composite beams: Design connections to support a reaction R

(unless specified otherwise) equal to one half the total uniform load capacity from the table of Uniform Load Constants in the AISC Manual.

b. Composite beams: Support a reaction R (unless specified otherwise) equal to a multiplier, defined below, times one-half the total uniform load capacity from the table of Uniform Load Constant.

Beam Size

W8

W10

W12

W14

W16

W18

Multiplier

2.75

2.55

2.35

2.00

1.90

1.85

Beam Size Multiplier

W21 1.75

W24

W30

W33

W36

1.70

1.50

1.45

1.40

Add to the reaction listed above, any loads or reactions of members supported by the beam within three feet of beam end and the vertical components of forces in brace members framing into the beams.

6. Bracing connections shall develop full tensile forces at each end of the bracing member unless bracing forces are specified on the Drawings.

7. MC = Moment Connections

8. Welds: a. All welds shall conform to the American Welding Society (AWS) standards.

b. All welding shall be performed by a welder certified in accordance to the

AWS standards.

9. Bolts: a. All bolts shall conform to ASTM A325 Type 1, High Strength Bolts. All bolts shall be designed as bearing bolts with threads included in the shear plane. Minimum bolt diameter shall be 3/4 inch. All bolts shall be tightened to a snug-tight position, unless noted below.

b. All bolts at braces and moment connections shall be tightened using load indicating washers or tension bolts.

c. All bolts shall be new and shall not be re-used.

10. Steel-to-Aluminum Connections a. Provide Neoprene washers to fully separate aluminum and steel materials. Use only stainless steel fasteners with complete separation of steel from aluminum.

C. GALVANIZING

1. All steel exposed to weather or outside the building's waterproofing, such as brick shelf angles, shall be hot-dipped galvanized after fabrication.

2. All steel surfaces to be hot dip galvanized shall be prepared as specified by the Steel Structures Painting Council (SSPC).

3. The zinc coating for steel shapes and plates shall average not less than

2.3 oz. with no individual thickness less than 2.0 oz.

4. Galvanize all nuts, bolts, and washers used in the connection of galvanized steel.

5. Protect all field welded connections with “Z.R.C. Cold Galvanizing

Compound” as manufactured by Z.R.C. Product Company.

D. MISCELLANEOUS - STAIRS AND HANDRAILS

1. Handrails and guardrails (including attachment to structure) shall be designed by the fabricator for the loads indicated in Chapter 16 of the

Building Code. Shop drawings shall be sealed by a Professional Engineer in the state of Texas, representing the fabricator.

2. Stairs shall be designed by the fabricator for code required loads of

Chapter 16. Shop drawings shall be sealed by a Professional Engineer in

X.

the State of Texas, representing the fabricator.

A. TYPE

1. Grout for base plates and bearing plates shall be a non-metallic, shrinkage resistant, premixed, non-corrosive, non-staining product containing Portland cement, silica sands, shrinkage compensating agents, and fluidity improving compounds.

B. SPECIFICATIONS

1. Non-shrink grout shall conform to Corps of Engineers Specification for

Non-Shrink Grout, CE-CRD-C621. Twenty-eight day compressive strength as determined by grout cube tests, shall be 5,000 PSI. Minimum thickness of grout under all base plates and bearing plates shall be 1 inch, unless specified otherwise on the drawings.

C. PLACEMENT

1. Grout shall be placed in a fluid flowable state under base plates that have a form built around them for grout confinement. Grout should be cured according to manufacturer's recommendations.

XI. STRUCTURAL BOLTS AND THREADED FASTENERS

A. SPECIFICATION

1. A325 Bolts: All bolts in structural connections shall conform to ASTM A325

Type 1, High Strength Bolts for Structural Steel Joints, unless indicated otherwise on the Drawings.

B. DESIGN

1. Minimum Bolt Diameter: Minimum bolt diameter shall be 3/4 inch.

2. Connection Type: Unless noted otherwise on the Drawings or in these

General Notes, all bolted connections shall be bearing type connections using standard holes (hole diameter nominally 1/16 inch in excess of nominal bolt diameter with)threads included in the shear planes. All bolts at braces and moment connections shall be tightened using load indicating washers or tension bolts.

C. INSTALLATION

1. Fastener Tension: High strength bearing bolts shall be tightened using an impact wrench to a snug tight condition. The snug tight condition is defined as the tightness attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. At braces and moment connections, bolts shall be tightened as required by the load indicating washers or tension bolts.

XII. WELDING OF STRUCTURAL STEEL

A. WELDER CERTIFICATION

1. All shop and field welders shall be certified according to AWS procedures for the welding process and welding position used.

B. MINIMUM SIZE AND STRENGTH

1. Fillet Welds: Minimum size of fillet welds shall be as specified in the AISC

Manual.

2. Partial Penetration Groove Welds: The minimum effective throat thickness of partial penetration groove welds shall be as specified in the AISC Manual.

3. Minimum Strength of Welded Connections: Unless noted otherwise on the drawings, all shop and field welds shall develop the full tensile strength of the member or elements jointed.

a. All members with moment connections, noted on the drawings with

"MC", shall be welded to develop the full flexural capacity of the member, unless noted otherwise on the Drawings.

4. Connection of all miscellaneous steel shall consist of 1/4” fillet welds all-around (minimum) if no other connection information is provided on the structural drawings.

5. At slotted connections, and anywhere a gap may exist between base metal and connecting material, weld size shall be increased to account for gap width

(per AWS recommendations).

C. FILLER METAL REQUIREMENTS

1. Strength: Weld shall be as specified in the AISC Manual.

2. Electrodes. Electrodes for various welding processes shall be as specified below: a. SMAW: E70XX low hydrogen b. SAW: F7X-EXXX

D. WELDING

1. All welding shall comply with the requirements of AWS.

2. All full penetration welds shall be tested to verify compliance u.n.o..

3. All fillet welds shall be visually inspected u.n.o.

XIII. OPEN WEB STEEL JOISTS

A. SPECIFICATIONS

1. Open web steel joists shall be designed, manufactured and erected per the Steel Joist Institute (SJI) Specifications.

2. Joists shall be cambered for dead load. Provide standard

SJI camber unless specified otherwise on the Drawings.

3. Provide top chord extensions where shown on the Drawings.

4. Provide flat bearing for all joists. Provide minimum end bearing of 2 1/2 inches for K-series joists. If sufficient bearing does not exist, stagger the end of each joist and center bearing over center of support.

5. Provide horizontal and diagonal bridging as required by SJI Specifications.

6. Provide SJI standard depth of bearing for all joists.

7. Top chord of joists shall be double angles or tees.

8. Provide minimum end anchorage to steel and masonry as required by SJI

Specifications.

9. Joists shall be shop painted per Architectural specifications.

10. Joists with bottom chord extensions shall not have end connections made until after full dead load is applied.

B. DESIGN

1. The design of all open web joists shall conform to the codes and specifications cited above.

2. All joists shall carry the design loads as specified in the SJI load tables as the minimum requirement. Additionally, the joists shall be designed to carry any other load types and patterns as indicated on the structural drawings. Examine the structural drawings for any other loads required to be carried by any joist.

3. Roof joists shall be designed for a net uplift pressure = 20 PSF.

4. Increase size as required to conform with Factory Mutual and U.L. requirements.

5. Design shall include loads for HVAC units suspended from or supported on the roof. See Architectural and Mechanical Drawings for locations of units.

C. SUBMITTAL

1. Joist manufacturer shall submit the following for Engineer's review and approval: a. Produce certification letter that joists and joist girders comply with all documents noted in these general notes.

b. Shop drawings showing joists layout, bridging and other accessories.

c. Design calculations for all joists showing load carrying capacity. Calculations shall be signed and sealed by a registered Engineer. Calculations are for

Owner's record only.

D. OSHA REQUIREMENTS

1. Comply with all OSHA requirements. Provide additional steel, bridging, etc. as required. Provide vertical plates shop welded to structural steel columns and/or beams and bottom chord extensions at joists at columns, as required by OSHA.

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XIV.

SHEAR CONNECTORS (HEADED STUDS)

A. PROPERTIES

1. Shear studs and their installation shall meet all requirements specified in Section 7 of AWS D1.1 Welding Code.

2. Stud diameter and length shall be 3/4 inch diameter X 3-7/8 inch long before welding.

B. INSTALLATION

1. Studs shall be welded in the field (not the shop) using automatically timed stud welding equipment.

2. The top flange of the beam must be unpainted and free of heavy rust, mill scale, and other foreign materials.

XV. STEEL FLOOR DECK (COMPOSITE METAL DECK)

A. SCHEDULE

1. Provide, as specified at each location scheduled in the table below, composite metal deck with the indicated depth of deck, minimum deck thickness, concrete type, total slab thickness, and slab reinforcement.

Location

Typ floor

Depth Min.

of

Deck

2

Deck Concrete Slab

Thk.

18 ga.

Type

NW

Total

Slab

Design

Superimposed

Thk.

Reinforcing Load

4 ½ #[email protected]”o.c. ea. way See Sec. III

LW = Light-weight Concrete

NW = Normal-weight Concrete

2. The average rib width to depth of deck ratio shall be greater than or equal to 2.0.

3. The deck thickness specified above shall be considered the minimum thickness.

The deck manufacturer shall be responsible to select the required deck thickness, if greater than shown in the table above, to carry the design superimposed load indicated for the spans shown on the drawings and meeting all performance criteria as specified by the Steel Deck Institute.

B. SPECIFICATION

1. The design, fabrication, and erection of all floor deck shall conform to the Steel

Deck Institute Design Manual for Composite Decks, Form Decks, and Roof

Decks as published by the Steel Deck Institute (SDI).

C. GRADE OF STEEL

1. Steel deck shall be manufactured from steel conforming to ASTM A 611

Grades C and D, for painted deck or ASTM A 653-94, structural quality for galvanized deck or Engineer approved equal, having a minimum yield strength of 40,000 psi.

D. FINISH

1. Galvanizing: Steel deck shall be galvanized with a protective zinc coating conforming to ASTM A 653-94 G60 class.

E. ATTACHMENT

1. Floor deck units shall be welded to each structural support member using 5/8 inch diameter puddle welds at each end of sheet and each intermediate support beginning at edge rib and at a maximum spacing of 12 inch centers. Weld metal shall penetrate all layers of deck material at end laps and side joints and shall have good fusion to the supporting members. Welding washers shall be used when welding steel deck less than 0.028 inches thick.

2. Side laps of adjacent units shall be fastened by sheet metal screws so that spacing between supports and fasteners does not exceed 36 inches.

3. Provide a minimum end bearing of 1-1/2 inches over supports.

4. End laps of sheets shall be minimum of 2 inches and shall occur over supports.

F. DECK SPANS

1. Metal deck spans shall not exceed the maximum center to center spans as required by SDI criteria. Where possible, all metal deck shall extend over three or more supports. Two span deck shall be used only where deck layout does not permit the use of three spans. Single span deck is not permitted. All deck shall be designed as unshored construction unless noted otherwise.

G. CHLORIDE ADMIXTURES

1. The use of admixtures in concrete containing chloride salts shall not be permitted for metal deck concrete.

H. EXTRA CONCRETE REQUIRED BY DECK DEFLECTION

1. The General Contractor shall include in his bid additional concrete required for metal deck slabs to account for deck deflection.

I. OPENINGS IN METAL DECK SLAB

1. For all openings in metal deck not framed with structural steel and greater than

10 inches in width in either direction, provide 2 - # 5 x opening width plus 2'-0" in a direction perpendicular to deck ribs each side of opening with bars bearing to deck ribs each side of opening with bars bearing on top of ribs and 2 - # 5 x deck span plus 1'-0" each side of opening chaired 3/4" up from bottom of nearest deck rib running beside the opening from support to support unless heavier reinforcement is indicated on the drawings. Provide blockout in slab for opening with deck uncut. Cut deck at opening after concrete has reached 75% of its design strength.

J. SHEET METAL CLOSURES

1. Metal deck manufacturer shall furnish sheet metal closures at all slab edges, columns, walls, and openings unless steel angles or plates are specified in details on the drawings. Such closures shall be minimum 14 gage cold formed steel welded to edge supports with 1 inch long weld at 12" maximum centers.

Provide 2" minimum bearing over steel support. Closures and support welds shall be designed to support the wet concrete weight and a 150 pound concentrated load acting at the slab edge without exceeding a stress of 0.8 Fy; and the wet concrete weight alone without exceeding a stress of 0.6 Fy and a deflection of 3/4" maximum. Provide sheet metal closures for open ends of panels where deck stops or changes direction.

K. TOPPING SLABS

1. Any additional concrete topping specified over the composite slab shall be placed after the slab has reached 75% of its 28-day strength.

L. SUBMITTALS

1. The metal deck manufacturer shall submit product specifications and installation instructions for each type of deck. The metal deck manufacturer shall also submit a certificate of product compliance with SDI standards and these General Notes.

2. The metal deck manufacturer shall submit design calculations sealed by a registered engineer in the state where the project is located verifying compliance for all span conditions with SDI design criteria and these General Notes.

3. The metal deck manufacturer shall submit shop drawings showing complete deck layout, attachment details, accessories, and all other details for Engineer review and approval prior to the start of erection.

XVI. STEEL ROOF DECK (WITH RIGID INSULATION BOARD)

A. SCHEDULE

1. Roof deck shall be 1.5B ( 22 gauge) as manufactured by Vulcraft, or equivalent.

B. SPECIFICATION

1. The design, fabrication, and erection of all roof deck shall conform to the Steel

Deck Institute Design Manual for Composite Decks, Form Decks, and Roof

Decks as published by the Steel Deck Institute (SDI).

C. GRADE OF STEEL

1. Steel deck shall be manufactured from steel conforming to ASTM Designation

A611 Grades C, D, or E for painted deck or A 653-94 structural quality grade 33 or higher for galvanized deck or Engineer approved equal.

D. FINISH

1. Galvanizing: Steel deck shall be galvanized with a protective zinc coating conforming to ASTM A 653-94 G90 class.

E. ATTACHMENT

1. Roof deck units shall be welded to each structural support member using 5/8 inch diameter puddle welds at all ribs where sides lap and each rib in between.

Weld metal shall penetrate all layers of deck material at end laps and side joints and shall have good fusion to the supporting members. At perimeter, deck shall be welded at 6” o.c.

2. Deck supported on cold-formed light gage framing (C-Joists or trusses) shall be attached to each support member using # 12 TEK sheet metal screws at all ribs where sides lap and each rib in between.

3. Side laps of adjacent units shall be fastened by sheet metal screws so that spacing between supports and fasteners does not exceed 12 inches.

4. Provide a minimum end bearing of 2 inches over supports.

5. End laps of sheets shall be a minimum of two inches and shall occur over supports.

6. Provide roof deck construction which is listed and conforms to the UL Fire

Resistance Directory and Building Materials Directory. Deck attachment shall be increased above the minimum specified herein as required to achieve a

Class 90 uplift rating.

F. DECK SPANS

1. Metal deck spans shall not exceed the maximum center to center spans as required by SDI criteria. Where possible, all metal deck shall extend over three or more supports. Two span deck shall be used only where deck layout does not permit the use of three spans. Single span deck is not permitted.

G.

ACCESSORIES

1. Provide minimum 20 gauge ridge and valley plates, minimum 20 gauge cant strips, minimum 14 gauge sump pans, minimum 20 gauge inside or outside closure channels, minimum 20 gauge butt strips at change of deck directions, minimum 20 gauge filler sheets, and rubber closures as required to provide a finished surface for the application of insulation and roofing.

H. ROOF OPENINGS

1. Roof openings less than 6 inch square or diameter require no reinforcement.

Openings 6 inch to 10 inch inclusive shall be reinforced with a 20 gauge galvanized plate welded to the deck at each corner and 6 inch maximum centers with a 5/8 inch diameter puddle weld or sheet metal screws. Unless indicated otherwise on the drawings, openings over 10 inch wide or diameter shall be reinforced with an angle 2 1/2 x 2 1/2 x 1/4 framing each side of the opening and spanning between supports for spans 4 feet or less and

L 3 x 3 x 1/4 for spans greater than 4 feet but less than 6 feet unless specified otherwise on drawings. Larger openings shall be referred to the Engineer for framing.

XVII.

SUBMITTALS

A. SHOP DRAWINGS

1. The General Contractor shall submit for Engineer review shop drawings for the following items: a. Structural Steel (*) b. Reinforcing Steel c. Metal Deck d. Concrete Mix Designs e. Steel Stair (*) f. Handrails (*) g. Bar Joists (*) h. Miscellaneous Steel l. Formwork (#) j. Curtain Wall (*) k. Light-gage metal (*)

Items marked (*) shall have shop drawings sealed by a registered engineer in the state where the project is located. Items marked (#) shall be submitted to Engineer for Owner's record only and will not have Engineer's shop drawing stamp.

2. All shop drawings must be reviewed and sealed by the General

Contractor prior to submittal.

3. Contractor shall submit a minimum of two sets of blackline prints for all shop drawings specified to be returned by the Engineer.

4. The omission from the shop drawings of any material required by the

Contract Documents to be furnished shall not relieve the contractor of the responsibility of furnishing and installing such materials, regardless of whether the shop drawings have been reviewed and approved.

B. MANUFACTURER'S LITERATURE

1. Submit two copies of manufacturer's literature for all materials and products used in construction on the project.

C. REPRODUCTION

1. The use of reproductions of these Contract Documents by any contractor, subcontractor, erector, fabricator, or material supplier in lieu of preparation of shop drawings signifies his acceptance of all information shown hereon as correct, and obligates himself to any job expense, real or implied, arising due to any errors that may occur hereon.

XVIII. MISCELLANEOUS

A. CONTRACT DOCUMENTS

1. It is the responsibility of the General Contractor to obtain all Contract Documents and latest addenda and to submit such documents to all subcontractors and material suppliers prior to the submittal of shop drawings, fabrication of any structural members, and erection in the field.

B. DRAWING CONFLICTS

1. The General Contractor shall compare the Architectural and Structural drawings and report any discrepancy between each set of drawings and within each set of drawings to the Architect and Engineer prior to the fabrication and installation of any structural members.

C. EXISTING CONDITIONS

1. The General Contractor shall verify all dimensions and existing conditions at the job site and report any discrepancies from assumed conditions shown on the drawings to the Architect and Engineer prior to the fabrication and erection of any members.

D. RESPONSIBILITY OF THE CONTRACTOR FOR STABILITY OF THE

STRUCTURE DURING CONSTRUCTION

1. All structural elements of the project have been designed by the Structural

Engineer to resist the required code vertical and lateral forces that could occur in the final completed structure only. It is the responsibility of the Contractor to provide all required bracing during construction to maintain the stability and safety of all structural elements during the construction process until the structure is tied together and completed.

E. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS

1. There shall be no horizontal construction joints in any concrete pours unless shown on the drawings. All deviations or additional joints shall be approved in writing by the Architect/Engineer.

XIX. SITE OBSERVATION BY THE STRUCTURAL ENGINEER

A. GENERAL

1. The contract structural drawings and specifications represent the finished structure, and except where specifically shown, do not indicate the method or means of construction. The Contractor shall supervise and direct the work and shall be solely responsible for all construction means, methods, and procedures, techniques, and sequence.

2. The Engineer shall not have control or charge of, and shall not be responsible for, construction means, methods, techniques, sequences, or procedures, for safety precautions and programs in connection with the work, for the acts or omission of the Contractor, Subcontractor, or any other persons performing any of the work, or for the failure of any of them to carry out the work in accordance with the contract documents.

3. Periodic site observation by field representatives are solely for the purpose of determining if the work of the Contractor is proceeding in accordance with the structural contract documents. This limited site observation should not be construed as exhaustive or continuous to check the quality or quantity of the work, but rather periodic in an effort to guard the Owner against defects or deficiencies in the work of the Contractor.

XX. LIGHT GAGE METAL

A. SPECIFICATIONS

1. All structural members and connections shall be designed and erected per the

American Iron and Steel Institute (AISI) Specifications noted above.

2. All studs and/or joists and accessories shall be of the type, size, gauge and spacing shown on the Drawings. All joists and studs shall have 1 5/8" flange with 1/2" return unless specified otherwise.

3. All studs, runners, joists, trusses shall be formed from corrosion resistant steel conforming to ASTM A 446 with a minimum yield strength of 33 ksi for studs and joist members and 33 ksi for runner and track members and flat strap bracings.

4. Prior to fabrication, the contractor shall submit erection drawings to structural engineer for review and approval.

5. All framing components shall be cut squarely for attachment to perpendicular members, or as required for an angular fit against abutting members.

B. DESIGN

1. Fastening of components shall be with self-drilling screws or welding of sufficient size to ensure the strength of the connection.

2. Studs shall have full bearing against inside track web, prior to stud and track attachment.

3. Splices in axially loaded studs shall not be permitted.

4. For non-load bearing studs, connections shall consider the deflection of structural members to which the studs are attached.

5. Light gage metal contractor shall design all instances where light gage bracing is required, including strip window locations.

6. The design of all light gage metal shall be performed by the light gage metal contractor. The design shall include member sizes and connections. The design shall consider member dimensions noted in the drawings. The light gage contractor shall supply drawings sealed by an engineer registered in the State where the project is located showing light gage framing members and connection.

C. ERECTION

1. Erect framing and panels plumb, level and square in strict accordance to approved shop drawings.

2. Track shall be securely anchored to the supporting structure. Proposed connection to be submitted for approval unless specified otherwise on drawings. Abutting pieces of track shall be securely spliced together.

3. Jack studs or cripples shall be installed below window sills, above window and door heads, and elsewhere to furnish support, and shall be securely attached to connecting members.

4. Provide horizontal bridging in all stud systems at 3'-4” on centers vertically.

Weld at each stud intersection.

5. Provide diagonal steel straps of size and location shown on the drawings.

Extend straps from the bottom track to the top track inclined 45 degrees unless shown otherwise and connected to each stud.

6. Provide stud bracing during construction as required for studs to carry construction loads.

XXI. CONCRETE MASONRY

A. SPECIFICATION

1. All masonry materials and construction shall conform to the recommendations of the Brick Institute of America (BIA) and National Concrete Masonry Association

(NCMA) and masonry codes noted in these general notes.

2. All concrete masonry units (CMU) shall conform to ASTM C90, Type 1, Grade N.

Unless specified otherwise, CMU shall be lightweight (less than 105 PCF, oven dry unit weight). The minimum compressive strength of masonry (f'm) shall be 1,500 psi as determined by the unit strength method or by the prism test method. All masonry units shall be placed in running bond.

3. Mortar: a. Unless specified otherwise, all mortars and the materials therein shall conform to the standard specifications of Masonry Units, ASTM C270, Type S except for masonry in contact with the earth shall be Type M.

b. Mortar shall have minimum average strength of 1900 psi for Type M, or S.

4. Grout: a. All Grout shall be fine grout containing sand, Portland cement, and lime

(optional) for grout spaces less than 2 inches in any horizontal direction, unless specified otherwise.

b. Grout shall attain a minimum 28 days compressive strength of 2500 psi tested according to ASTM C476.

5. Control Joints shall be located per Architectural drawings and specifications and at a maximum spacing of 40 feet on centers unless noted otherwise in the architectural drawings. Control joints shall not be located over or through lintels.

B. REINFORCEMENT

1. Provide horizontal reinforcing (truss or ladder type, 9 gauge) at 16 inches on center for all CMU walls. Reinforcement shall conform to ASTM A82 and shall be hot dip galvanized.

2. All horizontal reinforcing steel in bond beams and lintel block units shall be continuous. Units shall be solidly grouted. Provide 48 times bar diameter lap for horizontal reinforcing in bond beams. No splices shall be provided for horizontal reinforcing in block lintels.

3. Grout cells solid where vertical bars are shown on the drawings. Vertical bars shall extend from bottom to the top of the wall. Provide 48 times bar diameter splice for vertical bars where required and/or shown on the Drawings.

4. All reinforced masonry walls with openings up to four (4) feet wide, shall have one vertical bar minimum at each side of openings. For openings larger that 4 feet wide, provide two (2) vertical bars at each side of openings. Reinforcing at edges of opening shall match typical vertical wall reinforcing (unless noted otherwise) and shall extend to the top of wall.

5. All reinforced masonry wall corners and intersections shall have one vertical bar

(minimum) in grouted cell. Reinforcing shall match typical wall vertical reinforcement.

6. Provide one vertical bar (minimum) in the first cell each side of control joints.

Reinforcing shall match typical vertical wall reinforcing (unless noted otherwise) and shall extend to the top of wall.

7. Provide a bond beam at the top of all CMU walls reinforced with (2) - #5 continuous unless noted otherwise.

C. INTERIOR (NON-LOAD BEARING) CMU WALL REINFORCING

1. See typical details for interior wall height, bracings and reinforcing requirements.

D. SPECIAL INSPECTION

1. Special inspection, in accordance with the building code referenced above, shall be provided for all CMU walls.

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HIGH ROOF FRAMING PLAN

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