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GENERAL

1. The structural notes are intended to complement the project specifications. Specific notes and details in thedrawings shall govern over the structural notes and typical details.

2. Typical details and sections shall apply where specific details are not shown.3. The contractor shall verify all site conditions and dimensions. If actual conditions differ from those shown in the

contract drawings, the contractor shall immediately notify the architect/engineer before proceeding with thefabrication or construction of any affected elements.

4. Drawings shall not be scaled for the purpose of preparing shop drawings or for construction. Where dimensionson the design drawings are not provided or inferred, the contractor may scale drawings only to estimate memberlengths for the purpose of bidding.

5. Changes to these contract drawings may be made only by an authorized representative of Dunn Associates, Inc.Dunn Associates, Inc. shall not be held responsible or liable for any claims arising directly or indirectly fromchanges made without written authorization by an authorized representative of Dunn Associates, Inc.

6. Omissions or conflicts between the contract drawings and/or specifications shall be brought to the attention of thearchitect/engineer before proceeding with any work involved. In case of conflict, follow the most stringentrequirement as directed by the architect/engineer at no additional cost to the owner.

7. The contractor shall submit a written request to the architect/engineer before proceeding with any changes,substitutions, or modifications. Any work done by the contractor before receiving written approval will be at thecontractor's risk.

8. The contractor shall coordinate with all trades any items that are to be integrated into the structural system suchas openings, penetrations, mechanical and electrical equipment, etc. Sizes and locations of mechanical andother equipment that differs from those shown on the contract drawings shall be reported to thearchitect/engineer. Contractor shall take measures as required to insure that construction loads shall not exceeddesign loads for the structure.

9. The contractor shall be responsible for means, methods, techniques, sequences, and procedures in order tocomply with the contract drawings and specifications. The contractor shall provide adequate shoring and bracingas required for the chosen method of erection. Shoring and bracing shall remain in place until final connectionsfor the permanent members are completed. The building shall not be considered stable until all connections arecompleted. Walls shall not be considered self-supporting and shall be braced until the floor/roof system iscompleted.

10. Site observations by a field representative of Dunn Associates, Inc. shall not be construed as approval ofconstruction, the procedures, nor special inspection.

11. Detailing and shop drawing production for structural elements will require information (including dimensions)contained in the architectural, structural and/or other consultants' drawings. The structural drawings shall be usedin conjunction with the architectural and other consultant's drawings. See the Architectural Drawings fordimensions, doors, windows, non-bearing interior and exterior walls, elevations, slopes, stairs, curbs, drains,recesses, depressions, railings, waterproofing, finishes, chamfers, kerfs, etc.

12. The Contractor may choose to submit shop drawings and submittals for review electronically. The Contractor maydo this provided a minimum of one hard copy set is submitted for review. The submittal will be stamped asreceived by Dunn Associates, Inc. when the hard copy is received by our office. Hard copies of small submittalsneed not be submitted if the Contractor receives the approval for this exception by the Engineer of Record.

13. Review of shop drawing submittals by Dunn Associates, Inc. is for general compliance only and is not intended forapproval. The shop drawing review shall not relieve the contractor from the responsibility of completing theproject according to the contract documents.

14. Shop drawings made from reproductions of the structural drawings will be rejected unless the contractor signs arelease agreement prior to the shop drawings being reviewed. The contractor may also obtain electronic files ofthe plan sheets after signing a release agreement. Electronic files of the detail sheets and schedule sheets willnot be made available.

15. All work shall be done in accordance with OSHA requirements. Potential conflicts between these documents andOSHA requirements shall be brought to the attention of the structural engineer before proceeding with the work.

BASIS OF DESIGN

1. Governing Building Code----------------------------------------------------International Building Code 20092. Occupancy Category----------------------------------------------------------II3. Floor Live Loads

3.1. Uniformly Distributed Loads3.1.1. Offices--------------------------------------------80 psf (reducible)3.1.2. Lobbies & Main Floor Corridors------------100 psf3.1.3. Corridors Above Main Floor-----------------80 psf3.1.4. Mechanical Rooms----------------------------150 psf

3.2. Concentrated Loads, all areas--------------------------------- 2000 lbs4. Roof Live Load (Not concurrent with Roof Snow Load)-------------- 20 psf5. Roof Snow Load

5.1. Ground Snow Load----------------------------------------------- Pg = 43 psf5.2. Flat Roof Snow Load--------------------------------------------- Pf = 30 psf5.3. Snow Exposure Factor------------------------------------------- Ce = 1.05.4. Thermal Factor----------------------------------------------------- Ct = 1.05.5. Snow Load Importance Factor--------------------------------- Is = 1.0

6. Wind Load6.1. Basic Wind Speed (3 Second Gust)------------------------- 90 mph6.2. Wind Importance Factor----------------------------------------- 1.006.3. Wind Exposure----------------------------------------------------- C6.4. Internal Pressure Coefficient----------------------------------- ± 0.18

7. Seismic Design Criteria7.1. Mapped Spectral Response Accelerations

7.1.1. Short Period Acceleration------------------- SS = 1.197.1.2. 1-Second Acceleration----------------------- S1 = 0.50

7.2. Spectral Response Coefficients7.2.1. Short Period Acceleration------------------- SDS = 0.8127.2.2. 1-Second Acceleration----------------------- SD1 = 0.5

7.2. Site Class (Soil Profile)------------------------------------------- D7.3. Seismic Importance Factor-------------------------------------- 1.07.4. Seismic Design Category---------------------------------------- D7.5. Effective Structural Seismic Weight--------------------------- W7.6. Lateral Force Resisting System------------------------------- Buckling Restrained Braces (moment resisting beams)

7.6.1. Response Modification Coefficient-------- R = 8.07.6.2. System Overstrength Factor--------------- Ωo = 2.57.6.3. Deflection Amplification Factor------------ CD = 5.07.6.4. Design Base Shear--------------------------- V = Cs*W = 0.054W

7.7. Analysis Procedure------------------------------------------------Modal Response Spectrum Analysis8. Serviceability Criteria

8.1. Interstory Seismic/Wind Drift------------------------------------See Drift Table in GSN8.2. Deflection Limits----------------------------------------------------Total----------------Live/Snow

Floor-------------------------------------------------------------------L/240---------------L/360Roof--------------------------------------------------------------------L/240--------------L/360Perimeter-------------------------------------------------------------____---------------L/600(3/8" max)

FOUNDATION

1. Soils Report by:--------------------------------------------------------------------AGEC, Inc.2. Report Number & Date:---------------------------------------------------------No. 1110876 on December 11, 20113. Soil Bearing Pressure:-----------------------------------------------------------1500-2000psf, on Compacted Fill.

See Footing Schedule and Soils Report for More Info. 1/2 increase for temporary loads4. Frost Protection:-------------------------------------------------------------------30 inches minimum5. Lateral Soil Pressure Fluid Equivalent Density:

5.1. Active-------------------------------------------------------------------50/40 pcf (Clay & Silt/Sand & Gravel)5.2. At Rest-----------------------------------------------------------------65/55 pcf (Clay & Silt/Sand & Gravel)5.3. Passive----------------------------------------------------------------250/300 pcf (Clay & Silt/Sand & Gravel)

6. Coefficient of Friction------------------------------------------------------------0.357. The soils engineer shall review all excavations and fill placement prior to placing concrete.

EARTHWORK

1. Clearing: The entire building area shall be scraped to remove the top 4" of soil including all vegetation and debris.2. Contractor is to provide temporary shoring for excavations as required.3. Contractor is to provide measures necessary to prevent damage to or settlement of new or existing construction

and utilities on or adjacent to project site.4. Contractor is to provide dewatering as required to protect the site from flooding.5. Proof rolling: The natural undisturbed soil below all footings shall be proof rolled prior to placing concrete.

Remove all soft spots and replace with compacted structural fill.6. Compacted structural fill: See soils report for fill and compaction requirements. All fill shall be tested.7. Consult the project specifications and soils report for further earthwork requirements. The soils engineer shall

review all excavations and fill placement prior to placing concrete.

Concrete Use Comp. Strengthf 'c (psi)

ExposureClasses

CementType

Max. W/CMRatio

Max.Flyash

AirContent

AggregateSize, Max.

SlumpLimit

Exterior Footings 4500 F1, S0, P0, C0 I, II 0.45 25% 5% 1 1/2" 4"

Interior Footings 4500 F0, S0, P0, C0 I, II 0.50 25% 1.5% 1 1/2" 5"

Mat Footings 4500 F1, S0, P0, C0 I, II 0.45 25% 5% 1 1/2" 4"

Foundation Walls 4500 F1, S0, P0, C1 I, II 0.45 25% 5% 3/4" 4"

Columns 4000 F0, S0, P0, C0 I, II 0.45 25% 1.5% 3/4" 4"

Interior Slabs on Grade 3500 F0, S0, P0, C0 I, II 0.45 25% 1.5% 3/4" 5"

Normal Wt. Concreteon Steel Deck

3500 F0, S0, P0, C0 I, II 0.45 25% 1.5% 3/4" 4"

Site Concrete(reinforced)

5000 F2, S0, P0, C2 I, II 0.40 25% 6% 3/4" 4"

ab,c

d

CONCRETE

1. Concrete shall be supplied in accordance with ACI 318 and the following requirements:

Site Concrete(unreinforced)

4500 F2, S0, P0, C0 I, II 0.45 25% 6% 3/4" 4"

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POST-INSTALLED ANCHORS

1. Post-installed anchors shall only be used where specifically detailed or called for on the design drawings. Ifcircumstances arise during construction where the Contractor desires to substitute a post-installed anchor inplace of a cast-in-place anchor, the Contractor shall submit a formal written request for each circumstance to theArchitect and Engineer for review.

2. Follow all ICC Evaluation Report and manufacturers' requirements and recommendations for post-installedanchor installation. Where conflicts may exist, the most stringent requirement applies.

3. All holes in hollow, brick, or stone masonry shall be performed in the "rotary-only" mode with the hammer functionoff.

4. Follow manufacturer and ICC evaluation report requirements for installation temperature of adhesive anchors.Adhesive anchors shall not be installed or cured outside of approved temperature ranges.4.1. Adhesive anchors in concrete (normal weight only) shall be

4.1.1. HIT RE-500 SD by Hilti (ESR-2322)4.1.2. HIT HY-200 by Hilti (ESR-1987)4.2.3. SET-XP by Simpson (ESR-2508)4.2.4. PE1000+ by Powers Fasteners (ESR-2583) - 3/8" to 1 1/4" diameter only

6. The Contractor may submit, for review and approval, the manufacturer's ICC evaluation report of alternate anchor

STRUCTURAL STEEL

1. Codes and Standards: Fabrication and installation shall comply with the latest edition of the following:1.1. American Institute of Steel Construction (AISC), "Specification for the Design, Fabrication and

Erection of Structural Steel for Buildings," with "Commentary".1.2. AISC "Code of Standard Practice" excluding sections 3.4, 4.4 and 4.4.1.1.3. AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts"1.4. AISC "Seismic Provisions for Structural Steel Buildings."1.5. American Welding Society (AWS), Structural Welding Codes D1.1, D1.3, D1.4, and D1.8, except as

modified by the "Steel Construction Manual".2. Material:

2.1. Wide Flange Sections-------------------------------------------ASTM A992 (50 ksi)2.2. Plate

2.2.1. Typical----------------------------------------------ASTM A362.2.2. Braced/Moment Frames-----------------------ASTM A572 Grade 50

2.3. Notch-toughness requirements apply for Group 3, 4, and 5 shapes with flange thickness greater than1 1/2" and plate 2" and thicker which are a part of the Seismic Load Resisting System (SLRS).Minimum Charpy V-Notch requirements are 20 ft-lbs at 70°F.

2.4. Notch-toughness requirements apply for demand critical welds. Minimum Charpy V-Notchrequirements are 20 ft-lbs at -20°F and 40 ft-lbs at 70°F

2.5. Pipe------------------------------------------------------------------ASTM A53 Grade B Type E/S2.6. Hollow Structural Shapes

2.6.1. Rectangular---------------------------------------ASTM A500 Grade B (46 ksi)2.6.2. Round----------------------------------------------ASTM A500 Grade B (42 ksi)

2.7. Other Structural Shapes (M, C, etc)-------------------------ASTM A362.8. Bolted Connections----------------------------------------------ASTM A3252.9. Anchor Bolts

2.9.1. All Columns unless noted otherwise: ASTM F1554 Grade 36 with ASTM A563 heavy hexnuts with Grade A hardened washers.

2.9.2. Braced Frame/Moment Frame Columns unless noted otherwise: ASTM F1554 Grade 55(equiv to A572 Grade 55) ASTM F1554 Grade 105 (equiv to A193 Grade B7) with ASTMA563 heavy hex nuts with ASTM F436 minimum 5/16" thick washers.

2.10. Weld Filler Metal2.10.1. Shielded Metal Arc Welding------------------AWS A5.1, low-hydrogen only

Low-hydrogen restrictions do not apply when welding sheet steels in accordance withAWS D1.3, including attaching these steels to structural members.

2.10.2. Gas-Metal & Metal-Cored Arc Welding----AWS A5.182.10.3. Flux-Cored Arc Welding-----------------------AWS A5.20

E7XT-4 or E7XT-11 electrodes are not permitted.2.10.4. Intermixing of welds made from self-shielded welding electrodes with welds made by

other processes is not allowed in seismic critical welds, unless tested in accordance withAWS D1.8, annex B. The Field Erection Contractor is responsible for verifying thatintermixing of self-shielded weld metal with weld metal of other processes will not occur,or alternatively, the welding procedure is qualified by testing.

2.11. Deformed Bar Anchors (DBA)---------------------------------ASTM A4962.12. Headed Stud Anchors (HSA)----------------------------------ASTM A1082.13. Non-Shrink Grout-------------------------------------------------ASTM C1107 Grade B

Non-shrink grout shall be prepackaged, non-metallic and non-gaseous.Furnish certified independent test data to Structural Engineer.Fluid Consistency (flow cone) = 20 to 30 secondsCompressive Strength in 28 days = 7,500 psi

3. Structural Detailing3.1. Welds may be performed in the shop or the field. Designations of field welds on the Contract

Documents are shown where it is anticipated field welds may be required, and are shown only for thepurpose of assisting the Contractor in the bidding process. The Contractor shall coordinate thewelding sequence between sub-contractors, and any costs associated with variations in the weldingsequence are outside the scope of the Design Engineer, and are the responsibility of the Contractor.Field welding is to be minimized where possible. Contractor is to verify that the sequencing of weldsmeets all safety regulations, and the requirements of the Construction Documents and theirreferenced codes.

3.2. Provide full depth web stiffener plates at each side of all beams at all bearing points. Stiffener platesshall be the thickness called out below unless noted otherwise. Stiffeners shall be welded on bothsides of the plate-to-flange and plate-to-web interfaces. Do not weld into the web-to-flange filletregion of the member.FLANGE WIDTH----------------STIFFENER THICKNESS & WELD SIZELess than 8 1/4"-----------------1/4" & 3/16"8 1/4" to 12 1/4"-----------------3/8" & 1/4"12 1/4" to 16 1/2"---------------1/2" & 5/16"16 1/2" to 20 3/4"---------------5/8" & 3/8"

3.3. Bolting and Fasteners3.3.1. Ordinary steel-to-steel connections, simple span framing, and beam/girder-to-bearing

plates are the standard connection used throughout the design drawings, unless notedotherwise:3.3.1.1. Use A325N bolts or tension-controlled bolts.3.3.1.2. Tighten these fasteners to a "snug tight" condition.3.3.1.3. Where a steel-to-steel connection is not shown, provide a framed

connection per AISC for one half the total uniform load capacity of thebeam for the span and steel specified.

3.3.2. Fasteners and washers shall not be reused. Scrap dirty, rusted, or water-contaminatedbolt assemblies.

3.4. Weld Access Holes and Temporary Attachments3.4.1. Fabricate beam copes and weld access holes using the geometry described in AISC 360

Section J1.6.3.4.2. Runoff tabs are to be removed unless noted otherwise.

3.5. Backup Bars: Remove backup bars from all beam bottom flange connections in demand criticalwelds, unless noted otherwise. Backgouge the root and weld to sound metal. Reweld the gougedarea and add a 5/16" reinforcing fillet weld.

3.6. Protected Zones: No connections, other than those on the design drawings, shall be made within theprotected zone of the SLRS as identified in AISC 341.3.6.1. Locate headed studs, welds, miscellaneous metal, etc outside of the protected zone.3.6.2. Paint the protected zones with bright paint before and after fire coating operations to

identify them.3.7. All welds not noted on drawings shall be minimum 1/4" fillet welds.3.8. All structural steel members shall be considered as an unrestrained fire-resistance-rated assembly.

4. Welding of Reinforcing Steel or Bolts4.1. Reinforcing Bars: Do not weld rebar except as specifically detailed in the drawings. In such cases,

use only AWS standards. Do not substitute reinforcing bars for deformed bar anchors, structuralbolts, or headed stud anchors.

4.2. Do not weld anchor bolts, including "tack" welds.4.3. Headed Stud Anchor welding and Deformed Bar Anchor welding shall conform to the manufacturer's

specifications.

COMPOSITE STEEL BEAMS

1. All beams supporting concrete over metal deck shall have headed stud anchors.2. Composite beams are indicated on the framing plans with a suffix (nn). The number inside parentheses indicates

the number of studs for this beam or section of beam. Beams or sections of beams shall have the studs spaceduniformly over the beam or section. The maximum spacing shall not exceed 36" on center.

3. All headed stud anchors shall conform to ASTM A-108. Dimensions shall comply with AISC. Use 3/4" diameterstuds. Headed studs shall extend 1 1/2" minimum (2" maximum) above the top of the steel deck after welding.Headed studs shall be applied through the metal deck to the top flange of the steel section or welded directly tothe steel section.

4. The minimum on center spacing of stud connectors shall be 6 diameters along the longitudinal axis of thesupporting composite beam and 4 diameters transverse to the longitudinal axis of the supporting compositebeam.

5. Composite beams shall be precambered as shown on plans. On the plans, c=0.00" denotes precamberdimension (upward) in inches.

6. Camber tolerance shall be +1/4", -0".7. Slab shall be screeded to a constant thickness as indicated.

METAL DECKING

1. Steel deck shall comply with the latest requirements of the Steel Deck Institute.2. Steel deck material shall comply with the manufacturer's ICC Report and have a minimum yield strength of 33ksi.3. All deck shall be 3-span continuous minimum. In areas where 3-span conditions are not possible, the contractor

shall provide heavier gauge deck as required to provide the equivalent loading of the specified deck under a3-span condition.

4. Steel roof deck shall not be used to support loads from plumbing, fire sprinklers, HVAC ducts, light fixtures,architectural elements, or equipment of any kind, unless specifically noted.

5. Conduits are permitted in deck slabs subject to local code requirements and fire rating considerations. Whenconduit is installed in the slab, it shall be limited to conduits of 1" diameter or less, or less than 1/3 the concretecover over flutes, and no crossovers occur, and conduit is spaced at least 18" apart with a 3/4" minimum cover.

6. All members supporting deck shall be dry before welding.7. Crimp seams before button punching or welding interlocking seams.8. Where deck is to receive sprayed-on fire proofing, painted deck shall be coated with special paint that will allow

the sprayed-on fire proofing to adhere to the painted deck.9. All welds performed on the steel deck are to be painted.10. Steel deck shall be galvanized (G60) when used above or below mechanical equipment rooms.11. Steel floor deck shall be phosphatized/painted, composite, with interlocking side seams with the following

minimum properties (LW = Light weight concrete, NW = Normal weight concrete):Type/Ga------S(in3/ft)-------I (in4/ft-------Concrete (Total)----------Allowable shear value-----------NotesW2/20---------0.361----------0.423---------3 1/2"(5 1/2") NW--------2480 plf for 8'-0" span-----------Typ. FloorW3/20---------0.534----------0.896---------3 1/2" (6 1/2") NW-------2480 plf for 8-0" span------------Typ. Roof Slab11.1. Weld deck to supporting framing members with 3/4" diameter puddle welds at the following spacing

(Closer spacings may be used to develop minimum shear requirements):11.1.1. 12" on center to supports perpendicular to deck corrugations (4 welds per 36" wide

sheet).11.1.2. 12" on center to all supports parallel to deck corrugations.

11.2. Attach interlocking seams with 3/16" diameter button punch at 18" on center or 1 1/2" top seam weldat 36" on center between adjacent pieces of deck.

11.3. Provide a 2" minimum bearing at all supports.11.4. Butt all end splices.

12. Steel roof deck shall be painted with interlocking side seams with the following minimum properties:Type/Ga-------------S(in3/ft)-----------------I (in4/ft)-------------Allowable shear value---------------Notes1 1/2" B/20----------0.235--------------------0.216----------------1093 plf for 6'-6" span---------------Typ. Roof12.1. Weld steel roof deck to supporting framing members with 3/4" diameter puddle welds at the following

spacings (Closer spacings may be used to develop minimum shear requirements):12.1.1. 6" on center to all supports perpendicular to deck corrugations (7 welds per 36" sheet).12.1.2. 6" on center to all supports parallel to deck corrugations.12.1.3. Interlocking side seams between adjacent pieces of decking may be attached with

"Verco Sidelap Connections" by Verco Manufacturing (VSC) or "ASC DeltaGrip sideseam connection" by ASC Steel Deck at 12" on center minimum.

12.2. At the Contractor's option, Hilti X-EDN19/X-EDNK 22 powder-actuated fasteners may be used in lieuof puddle welds. Follow fastener manufacturer's recommendations for installation. Fasteners shallbe installed at the following spacings (Closer spacings may be used to develop minimum shearrequirements):12.2.1. 6" on center to all supports perpendicular to deck corrugations (7 fasteners per 36"

sheet).12.2.2. 6" on center to all supports parallel to deck corrugations.12.2.3. Interlocking side seams between adjacent pieces of decking may be attached with

"Verco Sidelap Connections" by Verco Manufacturing (VSC) or "ASC DeltaGrip sideseam connection" by ASC Steel Deck at 4" on center. Closer spacing may be used todevelop minimum shear requirements.

12.3. The Contractor may submit, for review and approval, the manufacturer's ICC report of an alternatemethod of deck attachment. The alternate method shall provide minimum deck diaphragm shearvalues equal to or greater than those noted above. The alternate method shall be approved by theengineer of record prior to the substitution.

12.4. Provide a minimum deck bearing of 2". Lap splices shall be centered over the support. To ensureproper lap placement, 4" of lap is recommended, however, it may be reduced to 2" minimum. Decklaps less than the minimum will need to be replaced with deck that meets the minimum lap.

COLD FORMED STEEL

1. Wall System Performance Requirements1.1. All systems intended for use to enclose the building shall comply with the following criteria for interstory

drift as required by ASCE 7-05 as interpreted or defined herein and as modified or supplementedherein. Systems shall be detailed to accommodate vertical building movement (live load deflection) inconjunction with interstory drift.1.1.1. All components and systems shall be designed and detailed for elastic (probable) interstory

drift (lateral displacement of one floor relative to adjacent floors as indicated in the GeneralStructural Notes. For this given magnitude of movement, all systems and/or elementsand/or components shall remain intact, undamaged and all sealant joints integral to orplaced between systems shall remain intact, uncompromised, without failures or breaches.Joints, jointing and/or jointery shall be designed such that sealant materials flex, compressand/or shear within limits recommended by the sealant manufacturers so as to remain aneffective barrier for water and air infiltration.

1.1.2. In addition, all systems, elements and components shall be designed and detailed foramplified interstory (credible) as indicated in the General Structural Notes such that nofailure or distress occurs to systems, and/or components, and/or elements and/orconnections except joint sealant is allowed to fail. Under no circumstances shall elementsand/or components come in contract with adjacent systems, elements and/or components.

1.1.3. Systems with glazing are intended to keep all members and glazing intact and connectedto the building. Glazing shall not break or become dislodged from its restraints. Gasketsmay fail and may dislodge but shall not let glass escape its restraint.

1.1.4. Allowance shall be made for sealant to occupy some finite space when compressedbeyond its working limit (suggest ±15% of its static joint width).

1.2. All system connections shall comply with requirements of ASCE 7-05, Chapter 13.1.3. All systems shall be coordinated with all associated adjoining and interface in systems such that

consistency is maintained throughout the exterior closure regarding the mode (sliding or racking) inwhich the system performs to meet interstory drift and other design criteria.

1.4. Systems and details shall be consistent with the architectural intent for joint sizes and system details tothe largest extent possible, or where required, modified only after prior approval.

2. Cold Formed Steel Framing2.1. The design of cold formed steel and low alloy steel structural members shall be in accordance with

AISI-NASPEC, North American Specification for the Design of Cold-Formed Steel Structural Members.2.2. The design, installation and construction of cold formed steel for structural and non-structural framing

shall be in accordance with AISI-CFSD, Standard for Cold-Formed Steel Framing - General Provisions.2.3. All steel framing members shall comply with ASTM C995.2.4. Follow all manufacturers' guidelines and recommendations for all products.2.5. Unless noted otherwise, all welded connections shall be done according to AWS standards.2.6. All interior non-bearing steel stud walls that extend above the ceiling but do not attach to the structure

above shall be braced with diagonal metal-stud braces (45°). The kl/r ratio of the brace shall notexceed 200 and shall not be spaced further apart than 10'-0" on center. Connect diagonal braces to thetop of the steel stud walls and to the top flange of the steel beams with (2) #10 tek screws minimum.Where a concrete deck occurs above, use two powder-driven fasteners per diagonal brace. Otherapproved methods may be used.

2.7. Anchor bolts: See steel section of general notes.3. Connection Hardware

3.1. Exterior framing shall be attached to primary structure to provide vertical and lateral drift as indicated inthese drawings. The "DriftTrack DTSL" by the Steel Network or equivalent is suitable to meet thisrequirement. Inside and outside corner joints shall be detailed to accommodate the lateral driftindicated. See architectural drawings for joint location and details.

3.2. All connection hardware (examples: "StiffClip", "VertiClip", "DriftClip", "BridgeClip", etc) shown shall besupplied by:

The Steel Network, Inc.3221 Wellington CourtRaleigh, NC 27615Phone: (888) 474-4876www.steelnetwork.com

3.3. Install all hardware per the manufacturer's guidelines and recommendations.3.4. The contractor may submit an alternate connection method for approval by Dunn Associates, Inc. and

the Architect.4. Prefabricated Wall Systems: Submit complete shop drawings and calculations of all elements and connections for

review. Shop Drawings shall bear the stamp of a Professional Engineer licensed in the same state as the projectlocation.

Table Footnotes:

a. Cement to comply with ASTM C150. Use Type V cement where required by soils report.

b. Air content ± 1.5%, measured at point of final placement. Air-entraining admixtures shall comply with

ASTM C260 (when used). Calcium chloride shall not be added to the concrete mix. Unreinforced concrete

slabs on grade may have calcium chloride not exceeding one percent.

c. Air entrainment shall be adjusted for the use of admixtures and fly ash.

d. Slump limit ± 1" applies to non-plasticized concrete. Test shall be conducted prior to adding

plasticizer if used.

e. See civil drawings for site concrete requirements. In the absence of information, use values listed.

2. Materials unless noted otherwise:

2.1. Normal Weight aggregates-------------------------------------------------------------ASTM C33

2.2. Fly Ash, Class F Pozzolan--------------------------------------------------------------ASTM C618

2.3. Silica Fume (2% to suspended parking slabs)-------------------------------------ASTM C1240

2.4. Reinforcing Steel

2.4.1. General----------------------------------------------------------------------ASTM 615 Grade 60

2.4.2. Columns,--------------------------------------------------------------------ASTM A706-60ksi

ASTM A615 is permitted if mill certifications are submitted showing that actual yield

strength does not exceed the specified strength by more than 18000 psi and the ratio

of tensile to yield strength is greater than 1.25.

2.5. Deformed Bar Anchors (DBA) --------------------------------------------------------ASTM A496

2.6. Headed Stud Anchors (HSA) ---------------------------------------------------------ASTM A108

2.7. Anchor Bolts: See steel section of general notes.

2.8. No aluminum conduit or product containing aluminum or any other material injurious to concrete

shall be embedded in concrete.

3. Reinforce composite slabs over metal deck with the following welded wire reinforcement (minimum). Welded wire

reinforcement shall be placed 1" to 1 1/2" below the top of the slab:

3.1. Slabs 7" or thinner, but thicker than 6 1/4" 6" x 6" - W2.1/W2.1

3.2. Slabs thicker than 7" 6" x 6" - W2.9/W2.9

4. In composite slabs thicker than 6 1/4", welded wire reinforcement may be substituted with macro synthetic fibers

"coarse fibers" (per ASTM Subcommittee C09.42), made from virgin polyolefin, with equivalent diameter between

0.016" and 0.05", having minimum aspect ratio (length/equivalent diameter) of 50, at a minimum rate of 4 lb /

cubic yard. Fibers above finished slab shall not be burned off.

5. The contractor shall be responsible for the design, detailing, care, placement and removal of all formwork and

shores.

5.1. Supporting forms and shoring shall not be removed until structural members have acquired

sufficient strength to safely support their own weight and any construction load to which they may

be subjected. In no case, however, shall forms and shoring be removed in less than 24 hours after

concrete placement.

6. Reinforcement shall have the following concrete cover:------------------------------------ Clear Cover

6.1. Cast-in-place Concrete

6.1.1. Cast against and permanently exposed to earth---------------3"

6.1.2. Formed concrete exposed to earth or weather:

#6 thru #18 bars--------------------------------------------------------2"

#5 and smaller bars-------------------------------------------------1 1/2"

6.1.3. Concrete not exposed to weather or in contact with ground:

Slabs, Walls, Joists; #11 bars and smaller ---------------------3/4"

Beams, Columns: Primary Reinforcement, Ties,-------------1 1/2"

Stirrups, Spirals

7. Construction Joints and Control Joints:

7.1. Provide a beveled 2" x 4" x continuous or intermittent keyway in all horizontal and vertical

construction joints including between top of footing and foundation walls. In addition, all joints shall

be intentionally roughened to a full amplitude of approximately 1/4".

7.2. Control joints shall be installed in slabs on grade so the length to width ratio of the slab is no more

than 1.25:1. Control joints shall be completed within 12 hours of concrete placement. Control

joints may be installed by either:

7.2.1. Saw cut with depth of 1/4 the thickness of the slab

7.2.2. Tooled joints with depth of 1/4 the thickness of the slab

7.3. Install construction or control joints in slabs on grade at a spacing not to exceed 30 times the slab

thickness in any direction, unless noted otherwise. Construction joints shall not exceed a distance

of 125'-0" on center in any direction.

8. Construction

8.1. Use chairs or other support devices recommended by the CRSI to support bar and tie

reinforcement bars and WWF prior to placing concrete. WWF shall be continuously supported at

36" on center maximum. Reinforcing steel for slabs on grade shall be adequately supported on

precast concrete units. Lifting the reinforcing off the grade during placement of concrete is not

permitted.

8.2. Contractor shall coordinate placement of all openings, curbs, dowels, sleeves, conduits, bolts,

inserts and other embedded items prior to concrete placement.

8.3. All embeds and dowels shall be securely tied to formwork or to adjacent reinforcing prior to the

placement of concrete.

8.4. No pipes, ducts, sleeves, etc. shall be placed in structural concrete unless specifically detailed or

approved by the structural engineer. Penetrations through walls when approved shall be built into

the wall prior to concrete placement. Penetrations will not be allowed in footings or grade beams

unless detailed. Piping shall be routed around these elements and footings stepped to avoid piping.

8.5. Reinforcing bars shall not be welded unless specifically shown on drawings. In such cases, use

only AWS standards. Do not substitute reinforcing bars for DBAs or HSAs.

8.6. Top of concrete columns shall be flush (±1/4") with bottom of supported cast-in-place members.

9. Detailing:

9.1. Lap splice lengths shall be detailed to comply with the "Reinforcing Bar Lap Splice Schedule"

contained within the contract drawings.

9.1.1. Do not splice stirrups and ties. Do not splice vertical bars in retaining walls unless

specifically shown.

9.1.2. Splices may be made with mechanical splices capable of 125% tension capacity of the

bar being spliced. Mechanical splices shall be the positive connecting type coupler

and shall meet all ACI requirements. Use "Cadweld", "Lenton" Standard Couplers,

"Bar-Lock" or equal with internal protector. If mechanical splices are used, splices or

couplers on adjacent bars shall be staggered a minimum of 24" apart along the

longitudinal axis of the reinforcing bars.

9.2. At joints provide reinforcing dowels to match the member reinforcing, unless noted otherwise.

9.3. At all discontinuous control or construction slab on grade joints, provide (2) #4 x 48".

9.4. Provide corner bars at intersecting wall corners using the same bar size and spacing as the

horizontal wall reinforcing.

9.5. All vertical reinforcing shall be doweled to footings, or to the structure below with the same size

and spacing as the vertical reinforcing for the element above. Dowels extending into footings shall

terminate with a 90° standard hook and shall extend to within 4" of the bottom of the footing.

Footing dowels (#8 bars and smaller) with hooks need not extend more than 20" into footings.

9.6. See details for reinforcing around miscellaneous openings. All recesses that interrupt reinforcing

shall be reinforced the same as an opening.

9.7. Reference ACI 315 for additional detailing requirements.

10. Contractor required to submit concrete mix design for review by the engineer prior to any placement of concrete.

11. Contractor shall refer to and follow the recommendations in ACI 305R for hot weather concreting and ACI 306R

for cold weather concreting.

12. Contractor is not to backfill against retaining walls unless walls have achieved design strength or have been

shored. Contractor is not to backfill against basement walls without placement of the main floor diaphragm unless

the walls have been shored or approval of the EOR has been granted, or it has been noted otherwise on the

design drawings.

13. Construction activity or storage of materials shall not take place on newly placed concrete for a minimum of 7

days after concrete placement.

Interior Slabs on Grade 3500 F0, S0, P0, C0 I, II 0.45 25% 1.5% 3/4" 5"

5. Mechanical (Expansion) anchors5.1. Mechanical anchors in concrete shall be

5.1.1. Kwik Bolt TZ by Hilti (ESR-1917)5.1.2. Kwik HUS-EZ by Hilti (ESR-3027)5.1.3. Strong-Bolt by Simpson (ESR-1771)5.1.4. Strong-Bolt 2 by Simpson (ESR-3037)5.1.5. Titen HD by Simpson (ESR-2713)5.1.6. Torq-cut by Simpson (ESR-2705)5.1.7. Trubolt+ by ITW Redhead (ESR-2427)5.1.8. Powers Wedge-Bolt+ by Powers (ESR-2526)5.1.9. Power-Stud+ SD1 by Powers (ESR-2818)5.1.10. Power-Stud+ SD2 by Powers (ESR-2502)5.1.11. Atomic+ Undercut by Powers (ESR-3067)

6. The Contractor may submit, for review and approval, the manufacturer's ICC evaluation report of alternate anchorsystems. The alternate method shall provide minimum capacities equal to or greater than those in the abovenoted anchors. The alternate method shall be approved by the engineer of record prior to the substitution.

7. Special Inspection and Testing7.1. Special inspection shall be performed according to the requirements of the ICC evaluation report, per

section 1704.15 of the IBC. Periodic inspection is allowed for mechanical anchors per section 6.6 ofICC-ES AC193.

7.2. Testing shall be done according to the more stringent requirements of the ICC evaluation report and thevalues listed below.7.2.1. Adhesive Anchors in Concrete or Solid Grouted Masonry: 50% of anchors in non-redundant

elements (e.g. column, brace connections, boundary steel, hold-downs) and 10% ofanchors in redundant elements shall be tension tested at the following loads in kips:Bar Size Concrete#4-----------------------3.0#5-----------------------5.0#6-----------------------6.0#7-----------------------8.0

7.2.2. Mechanical anchors shall be tension tested to twice the allowable tension load listed in theICC evaluation report.

Rev # Date Description

Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com

VCBO ARCHITECTURE524 SOUTH 600 EASTSALT LAKE CITY, UT 84102

DIMENSIONS AND ELEVATIONS, AS THEY RELATE TO THEBUILDING IN GENERAL, i.e. GRID TO GRID DIMENSIONS ORDECK BEARING ELEVATIONS, ARE SUPPLIED BY THEARCHITECT. THEY ARE PROVIDED ON THE STRUCTURALPLANS AND DETAILS FOR THE CONVENIENCE OF THECONTRACTOR. VERIFY DIMENSIONS AND ELEVATIONSWITH ARCHITECTURAL DRAWINGS.

NOTE:THESE STRUCTURAL DRAWINGS ARE BASED ONARCHITECTURAL DRAWINGS DATED 04.02.2013

This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:1

7 A

M

S101

GENERALSTRUCTURAL NOTES

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY

5/31/2013Construction

Documents (Bid Set)

GENERAL STRUCTURAL NOTES

2 10/07/2013 ASI #2

2

44

33

22

11

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

C1S401

C2S401

C3S401

C5S401

A2S401

A1S401

A5S401

A3S401

ELEVATOR RAIL SUPPORT COL,TYP. SEE DETS (C1/S602) AND(C2/S602). SEE ELEV SUPPLIERFOR NUMBER AND LOCATIONOF COLS

B4

S502 TYP

B4

S502 TYP

B4

S502 TYP

B4

S502 TYP

B3

S502

B3

S502

C4

S502 TYP

C4

S502 TYP

D3

S502 TYP

FS23.0 99'-4"FS21.0 98'-0"

FS22.0 94'-6"FS24.0 99'-0"

FS22.0 98'-0"FS21.0 99'-4"

FS10.0 98'-0"

FS22.0 98'-0" FS22.0 94'-6"FS24.0 99'-4"

FS22.0 98'-0"FS21.0 99'-4"

FS21.0 99'-4"

4" UNREINF SLAB ON GRADE OVER4" FREE DRAINING GRAVEL. SEESOILS REPORT FOR MORE INFORMATION.

FC10.0 98'-0"

5'-0"

5'-0"

5'-0" 5'-0" 5'-0" 5'-0"

FC10.0

98'-0"

5'-0"

5'-0"

5'-0"

5'-0"

FC10.0

98'-0"

FC10.0

98'-0"

FC10.0 98'-0"

FS10.0 98'-0"

FS10.0 98'-0"

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

FC2.0 98'-0"

TYP AT EXT, UNO

FC2.0 98'-0"

TYP AT EXT, UNO

FC2.0

98'-0"

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

CW-08

TYP AT EXT, UNO

FC2.0 98'-0"

TYP AT EXT, UNO

FC2.0 98'-0"

4'-0"

4'-0"

5'-0"5'-0"

36" THICK MAT FDN OVER 10'-0"MINIMUM STRUCTURAL FILL.T/FTG = 98'-0"

4'-0"

4'-0"

5'-0" 5'-0"

4'-0"

4'-0"

5'-6"

4'-3"

7'-9"

6'-6"

SEE DET (C2/S501) FORREINF REQ'D AT CORNERSOF DEPRESSED SLABS, TYP.

T.O. FTG ELEVATION TO MATCHT.O. ELEVATOR PIT ELEVATION.COORD. W/ ELEVATOR SUPPLIER.

T.O. FTG ELEVATION TO MATCHT.O. ELEVATOR PIT ELEVATION.COORD. W/ ELEVATOR SUPPLIER.

SEE ARCH FOR SUMPLOCATION AND DET D4/S502FOR MORE INFORMATION.

S501

B1 TYP

A1

S501 TYP

CJ

CJ

CJCJCJCJCJCJ

CJCJCJCJCJCJCJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

B4

S502 TYPD1

S502 TYP

B4

S502 TYPB1

S502 TYP

D1

S502 TYP

S501

B1 TYP

A1

S501 TYP

C6

S502 TYP

C1

S501 TYP

C2

S502 TYP

CP-1

CP-2

CW-08

TYP AT ELEV

D5

S502

C6

S502 TYPSIM

D1

S502 TYPB1

S502 TYP

D2

S502 TYP

CJ

CJ

CJ

CJ

CONTROL JOINTS ON GRID ASSHOWN AND BTWN GRIDS PERGUIDELINES IN GSN, SEE (A1/S501)

CJ

CJ

CJ

CJ

CONTROL JOINTS ON GRID ASSHOWN AND BTWN GRIDS PERGUIDELINES IN GSN, SEE (A1/S501)

S501

B1 TYP

HSS12X6X5/16

CJ CJ

C1

S602 TYP

BLOCK OUT FDN WALLAS REQ'D FOR BRACED FRAMECOLUMN INSTALL. COORD W/BRACED FRAME BASE PLDETAILS, TYP.





26" THICK MAT FDN OVER 10'-0"MINIMUM STRUCTURAL FILL.T/FTG = 98'-0" .

36" THICK MAT FDN OVER 10'-0"MINIMUM STRUCTURAL FILL.T/FTG = 98'-0"

TRANSVERSE REINFORCING:#5 AT 8" OC TOP, #8 AT 12" OC BOTT

LONGITUDINAL REINFORCING:#9 AT 6" OC TOP, #9 AT 12" OC BOTT





HSS12X6X5/16

FC10.0

98'-0"

5'-0"

5'-0"

B5

S502

HSS SILL BRACING ASREQ'D, SEE DET (B5/S502)

B5

S502

B5

S502



2

2

2

2

FOOTING AND FOUNDATION PLANNOTES:

MARKS AND SYMBOL LEGEND

1. COORDINATE LOCATION OF DEPRESSED SLABS, SLOPEDSLABS, AND FLOOR DRAINS WITH ARCHITECTURAL ANDMECHANICAL DRAWINGS.

2. SEE ARCHITECTURAL DRAWINGS AND CIVIL DRAWINGS FOREXTERIOR CONCRETE WORK AT DOORS, SIDEWALKS, ETC.

3. CENTER ALL SPOT FOOTINGS UNDER COLUMNS AS SHOWNON PLAN, TYPICAL UNO.

4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO ALLSTEEL COLUMNS.

5. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR BURIED PIPES RUNNING PARALLEL ANDPERPENDICULAR TO FOOTINGS.

6. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR TYPICAL CONSTRUCTION AND CONTROL JOINTS INFLOOR SLABS.

7. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR LOCATIONS WHERE CONTROL JOINTS AREDISCONTINUOUS.

8. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR REINFORCING AROUND MISCELLANEOUS OPENINGS INCONCRETE WALLS.

9. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR FILL BENEATH FOOTINGS.

10. SEE SHEETS (S401) AND (S402) FOR FRAME ELEVATIONSAND DETAILS.

SECTION MARKSHEET NUMBER

EL ON (S401)FRAME EL MARK FRAME

FTG DESIGNATIONTOF EL, SEE DET ON (S501) FOR REQDFROST DEPTH

FTG EL

DEPRESSED FND WALL,POUR SLAB OVER, SEE FTG ANDFND DETS ON (S501)

FLR OFFSET, SEE FTG ANDFND DETS ON (S501)

DEPRESSED SLAB, SEE ARCH PLANS FOREXACT LOCATION AND EL

CJ CONTROL JOINT, SEE FTG AND FND DETS ON (S501)

CP-x CONC PIER, SEE SCHED ON (S301)

CONC WALL, SEE SCHED ON (S301)

STL COL, SEE SCHED ON (S302)or

CONC WALL, SEE SCHED ON (S301)CW-X

FC-x CONT FTG, SEE SCHED ON (S301)

FS-x SPOT FTG, SEE SCHED ON (S301)


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This drawing, as an instrument of professional service, is the property of DUNN ASSOCIATES INC, and shall not be used, in whole or part for any other project without the written permission of an authorized representative of DUNN ASSOCIATES INC. Unauthorized use will be prosecuted to the fullest extent of the law. Copyright © 2013 by DUNN ASSOCIATES INC.

10/7/2013 12:07:35 PM

S201

FOOTING ANDFOUNDATION PLAN

THANKSGIVING POINT OFFICE BUILDING

5/31/2013

13026

Construction Documents (Bid Set)

2919 WESTASHTON BOULEVARD, LEHI, UTAH

GARDNER COMPANY


Documents (Bid Set)

NORTH

S201 SCALE: 1/8" = 1'-0"

B1 FOOTING AND FOUNDATION PLAN

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

44

33

22

11

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

OPEN

OPEN

C1S401

C2S401

C3S401

C5S401

A2S401

A1S401

A5S401

A3S401

W24X62 (20) W24X62 (20) W24X76 (32) W24X76 (32) W24X62 (26) W24X62 (20)

W27X84 (33) W21X83 (32) W24X62 (28) c=3/4" W24X62 (28) c=3/4" W24X62 (28) c=3/4" W27X84 (33)

W21

X68

(35)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W24

X94

(30)

W24

X94

(30)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21

X68

(35)

W24X62 (20) W24X62 (20) W24X76 (32) W24X62 (20) W24X76 (32) W24X62 (20) W24X62 (20)

W27X84 (33) W21X62 (40) c=3/4" W24X62 (28) c=3/4" W24X68 (36) c=5/8" W24X62 (28) c=3/4" W24X62 (28) c=3/4" W27X84 (33)

W21

X44

(24)

W21

X68

(35)

W24

X55

(26)

W18

X35

(20)

c=7

/8"

W21

X44

(30)

c=3

/4"

W18

X35

(20)

c=7

/8"

W21

X44

(26)

W21

X44

(40)

W24

X55

(58)

W21

X44

(40)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21

X44

(24)

W21

X68

(35)

W16X31 (22)

W21

X44

(24)

W14X22 (4)

W14X22 (4)

W27X84

W27

X84

W27

X84

W14

X22

W14

X22

W21X44 (20)

W10

X12

W10

X12

W24X55

W24X62 (36)

W24

X62

W24

X62

W21

X122

(20)

W14X22 (12)

W14X22 (14)

W14

X22

(10)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W14

X22

(14)

W12

X14

(8)

W12

X14

(8)

W18

X35

(20)

c=7

/8"

W14X22 (8) W14X22 (8)

W14X22 (8)W14X22 (8)

W18

X40

(20)

W14X22 (8)

HSS12X6X5/16

HSS12X6X5/16

W24

X55

(43)

W14X22 (12)

W14

X22

W14X22 (12)

W16

X31

(18)

c=7

/8"

W10

X12

(8)

W10

X12

(6)

W14X22 (6)

OPEN

W14X22

OPEN

OPEN

OPEN

OPEN


C1

S601 TYP

B1

S601

S601

D5 TYP

B2

S601 TYP

D2

S602 TYP

S601

D5 TYP C2

S601 TYP

B2

S601 TYP

D1

S602

D1

S602

C2

S602 TYP

C1

S602 TYP

C1

S602 TYP

C2

S602 TYP

D1

S602

A1

S601 TYP

C3

S602

C5

S602

C5

S602

C3

S601

C3

S602

A1

S601 TYP

C3

S602

C3

S602

C3

S602

C3

S602

C3

S602

C3

S602A3

S601 TYP

A3

S601 TYP

A1

S601 TYP

C5

S602

C3

S602

C1

S601 TYP

C1

S601 TYP

B3

S601 TYP

C1

S601 TYP

C2

S601 TYP B3

S601 TYP

C5

S602

C3

S602

A1

S601 TYP

C3

S602

A1

S601 TYPSIM

C3

S602

C3

S602

B2

S602B2

S602

A3

S601 TYP

C3

S602

C3

S602

REINF OVER BMSFRAMING INTO COLS,TYP. SEE (C1/S601)


C3

S601

C6

S601 TYP

C3

S601

W18X40

W24

X94

W24

X94

HSS18x6x5/16

SKYLIGHTSEE ARCH

SKYLIGHTSEE ARCH

SKYLIGHTSEE ARCH

SKYLIGHTSEE ARCH

SKYLIGHTSEE ARCH

SKYLIGHTSEE ARCH

HSS6x2x1/4 SKYLIGHTSUPPORT BEAMS.

W14

X22

W14

X22

W14X22

W14X22

W14X22

W14X22

B5

S602

B3

S602 TYP

B4

S602 TYP

B5

S602

A3

S701 TYP

A3

S701 TYP

A1

S602 TYP

(HIGH)

HIGHC15X33.9 ABV, SEE (A1/S602)

CONNECT HSS GIRT TOHSS COL SIM TO (D4/S702)

SIM

B1

S602 TYP

C3

S601

C3

S601

C2

S601 TYP

W14X22 W14X22

W27X84

W27X84

D4

S602 TYP

D4

S602 TYP

W18X35 (20)

W10X12 W10X12 W10X12

W14X22 W14X22

B1

S602 TYP

W27X84

W21

X44

(24)

W27X84

D1

S602

D1

S602

W14X22 (4)

W14X22 (4)

W12x14 (-6") W/ C8x11.5HORIZ ON TOP

CENTER BMS IN WALLELEMENT

C1

S703

2

MARKS & SYMBOLS LEGENDFLOOR FRAMING PLAN NOTES:

1. VERIFY WALL FLOOR OPENINGS FOR MECHANICAL SHAFTS,STAIRS, ETC. WITH ARCHITECTURAL DRAWINGS.

2. SEE FLOOR FRAMING DETAILS ON SHEET (S601) FORFRAMING AROUND MISCELLANEOUS OPENINGS.


4. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS TOSTEEL COLUMNS AND SLAB EDGES.


EL ON (S401)

LATERAL FRAME MOMENT CONNECTIONS

DBL SHEAR CONNECTION, SEE SCHEDON (S301)

GRAVITY MOMENT CONNECTIONS

FRAME EL MARK FRAME

W_x_ COMPOSITE STL BMS, SEE GSN ON (S101)


CONC OVER MTL DECK, SEE GSN ON(S101)

ADDITIONAL CONC REINF OF (2) #6 BARSx 6'-0", CTR ON CORNERS, NO SPLICES



(x) NUMBER OF HSA FOR SECTION OF COMPOSITE STL BM, SEE GSN ON (S101)

(c=_") REQD PRE-CAMBER AT MID-SPAN OF BMS, CAMBER TOLERANCE SHALL BE +1/4", -0"


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:2

1 A

M

S202

SECOND FLOORFRAMING PLAN

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NORTH

S202 SCALE: 1/8" = 1'-0"

B1 SECOND FLOOR FRAMING PLAN

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

44

33

22

11

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

C1S401

C2S401

C3S401

C5S401

A2S401

A1S401

A5S401

A3S401

W24X62 (20) W24X62 (20) W24X76 (32) W24X76 (32) W24X62 (26) W24X62 (20)

W27X84 (33) W21X83 (32) W24X62 (28) c=3/4" W24X62 (28) c=3/4" W24X62 (28) c=3/4" W27X84 (33)

W21

X62

(35)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21

X44

(25)

c=1

/2"

W21

X44

(25)

c=1

/2"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21

X62

(35)

W24X62 (20) W24X62 (20) W24X76 (32) W24X62 (20) W24X76 (32) W24X62 (20) W24X62 (20)

W27X84 (33) W24X62 (28) c=3/4" W24X68 (34) c=5/8" W24X62 (28) c=3/4" W24X62 (28) c=3/4" W27X84 (33)

W21

X44

(24)

W21

X62

(35)

W24

X55

(30)

W18

X35

(20)

c=7

/8"

W18

X40

(28)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21

X44

(26)

W18

X35

(20)

c=7

/8"

W24

X55

(47)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21

X44

(24)

W21

X62

(35)

W21

X44

(24)

W14X22 (4)

W14X22 (4)

W24X55 (20)

W14

X22

W14

X22

W14

X22

W14

X22

W21X44 (20)

W10

X12

W10

X12

W24X62 (26)

W24X68 (34) c=1/2"

W10

X12

W10

X12

W21

X122

W14X22 (12)

W14X22 (14)

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W18

X35

(20)

c=7

/8"

W21X62 (38) c=3/4"

W10

X12

(7)

W10

X12

(7)

W14

X22

(14)

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W14X22 (8)

W14X22 (8) W14X22 (8)

W14X22 (8)

W24

X55

(37)

W16

X31

(18)

c=7

/8"

W14X22 (8)

W14X22 (12)

W14X22 (12)

HSS12X6X5/16

HSS12X6X5/16

W10

X12

(6)

W10

X12

(8)

W14

X22

OPEN

OPEN

OPEN

OPEN

W14

X22

(10)

OPENOPEN


C1

S601 TYP

B1

S601

S601

D5 TYP

B2

S601 TYP

D2

S602 TYP

S601

D5 TYP C2

S601 TYP

B2

S601 TYP

D1

S602

D1

S602

C2

S602 TYP

C1

S602 TYP

C1

S602 TYP

C2

S602 TYP

A1

S601 TYP

C3

S602

C5

S602

C5

S602

C3

S601

C3

S602

A1

S601 TYP

C3

S602

C3

S602

C3

S602

C3

S602

C3

S602

C3

S602A3

S601 TYP

A3

S601 TYP

A1

S601 TYP

C5

S602

C3

S602

C1

S601 TYP

C1

S601 TYP

B3

S601 TYP

C1

S601 TYP

C2

S601 TYP B3

S601 TYP

B2

S602

C5

S602

C3

S602

A1

S601 TYP

C3

S602

A1

S601 TYPSIM

A1

S601 TYPSIM

C3

S602

C3

S602

B2

S602

B2

S602

B2

S602A3

S601 TYP

C3

S602



C3

S601

C3

S601

C2

S601 TYP

W14X22 W14X22

W14X22W14X22

W27X84

W27X84

D4

S602 TYP

D4

S602 TYP

W21X44W18X35 (20)W14X22

W21X44W14X22

W27X84

W21

X44

(24)

W27X84

D1

S602

D1

S602

W14X22 (4)

W14X22 (4)

W10

X12

W10

X12

W10

X12

B1

S602 TYPSIM

C3

S602

W12

X26

(LO

W)

W12

X26

(LO

W)

W12X26(LOW)

W12

X26

(LO

W)

(LO

W)

W12

X26

CENTER BM INWALL ELEMENT

(LO

W)

W12X26

W10

X12

(LOW)

D4

S703D5

S703

BRACE TOP OF CURTAIN WALLW/ KICKERS SIM TO DETAIL (D5/S703).SEE ARCH FOR CURTAIN WALL DETAILS

MARKS & SYMBOLS LEGENDFLOOR FRAMING PLAN NOTES:

1. VERIFY WALL FLOOR OPENINGS FOR MECHANICAL SHAFTS,STAIRS, ETC. WITH ARCHITECTURAL DRAWINGS.

2. SEE FLOOR FRAMING DETAILS ON SHEET (S601) FORFRAMING AROUND MISCELLANEOUS OPENINGS.


4. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS TOSTEEL COLUMNS AND SLAB EDGES.


EL ON (S401)


DBL SHEAR CONNECTION, SEE SCHEDON (S301)


FRAME EL MARK FRAME

W_x_ COMPOSITE STL BMS, SEE GSN ON (S101)


CONC OVER MTL DECK, SEE GSN ON(S101)

ADDITIONAL CONC REINF OF (2) #6 BARSx 6'-0", CTR ON CORNERS, NO SPLICES



SC-x STL COL, SEE SCHED ON (S301)

(x) NUMBER OF HSA FOR SECTION OF COMPOSITE STL BM, SEE GSN ON (S101)

(c=_") REQD PRE-CAMBER AT MID-SPAN OF BMS, CAMBER TOLERANCE SHALL BE +1/4", -0"

(SLRSC)SEISMIC LOAD RESISTING SYSTEMCOLLECTOR. SEE DETS ON SHEET(__/S___) FOR CONNECTIONS


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:2

4 A

M

S203

THIRD FLOOR FRAMINGPLAN

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NORTH

S203 SCALE: 1/8" = 1'-0"

1 THIRD FLOOR FRAMING PLAN

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

2

44

33

22

11

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

C1S401

C2S401

C3S401

C5S401

A2S401

A1S401

A5S401

A3S401

W24X76 W24X76 W24X76 W24X55 W24X76 W21X44 W24X76

W24

X76

W21

X44

W24

X76

W24X76 W24X76 W24X76 W24X76 W24X76 W24X76 W24X76

W24

X76

W21

X48

W24

X76

W27X84 W21X62 W27X84 (45) W27X84 (45) W27X84 (45) W24X55 W24X68

W27X84 W21X62 W30X90 (32) W27X84 (45) W27X84 (45) W24X55 W24X68

W16

X26

W16

X26

W16

X26

W16

X26

W16

X31

W16

X31

W16

X26

W16

X26

W16

X26

W21

X44

W21

X44

W16

X26

W16

X26

W16

X26

W21

X44

(40)

c=5

/8"

W18

X35

(30)

c=1

/2"

W21

X44

(24)

W18

X40

(40)

c=5

/8"

W24

X55

(35)

W24

X55

(35)

W21

X44

(30)

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W18

X35

(37)

c=1

/2"

W16

X26

W16

X26 W

16X2

6

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W21

X48

W16

X26

W16

X26

W21

X48

W16

X26

W16

X26

W16

X26

W16

X31

W16

X31

W16

X26

W16

X26

W16

X31

W16

X31

W16

X26

W16

X26

W16

X36

W16

X26

W16

X26 W

16X2

6

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X31

W16

X31

W16

X26

W16

X26

W16

X31 W16

X31

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X26

W16

X36

W16

X26

W16

X26

W16

X26

W16

X31

W16

X31

W16

X26

W16

X26

W21

X48

W14X22

W14

X22

W14

X22

W14

X22

W14

X22

W24X68 W24X55

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W10

X12

W16X26 W16X26

W16X26 W16X26

W16X26

W16X26 W16X26

W16X26W

16X2

6W

16X2

6

W16

X26

W16

X26

W16X26

W16X26

W16X26

W16X26

10'-0

"

10'-0

"10

'-0"

10'-0

"

B3

S702SIM

B3

S702

A1

S702TYP

S701

C2

A2

S702

S701

C2

A1

S702 TYP

A1

S702

S701

C2

A1

S702 TYP

S701

C2

A2

S702

C2

S702SIM

C2

S702

C4

S702

B3

S702 SIM

B3

S702

C2

S702SIM

C2

S702 SIM

B1

S702TYP

C2

S702

C2

S702 SIM

W21

X48

W12X14W12X14

W12X14W12X14

W12X14W12X14

W12X14W12X14

W12X14 W12X14

W12X14 W12X14

W12X14 W12X14

W12X14 W12X14

POST

POST

POST

POST

POSTPOST

POST

POST

POST

POSTABVHSS6X6X

1/4

ABVHSS6X6X

1/4

ABVHSS6X6X

1/4

ABVHSS6X6X

1/4

ABVHSS6X6X

1/4

ABV

HSS6X6X1/4

ABV

HSS6X6X1/4

ABV

HSS6X6X1/4

ABV

HSS6X6X1/4

ABV

HSS6X6X1/4

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4

W10X33

ABV

HSS6X6X1/4 W10X22

ABV

HSS6X6X1/4

W10X22 W10X22

W10X33

ABV

HSS6X6X1/4

W10X22

ABV

HSS6X6X

1/4

W10X22W10X22POST

W10X33 W10X33

W10X33 W10X33

ABVHSS6X6X

1/4

ABV

HSS6X6X

1/4

ABVHSS6X6X

1/4

ABV

HSS6X6X

1/4ABV

HSS6X6X1/4 ABV

HSS6X6X

1/4

W10

X22

W10X22

W10X22

W10

X22

POST

POST

HOLD BRACE SHORTERAS REQ'D TO MISS BRACEIN OTHER DIRECTION

POSTPOST

W21

X48

W10

X33

W10

X33

C4

S702

B2

S701 TYP

B1

S701

C6

S701

A2

S701 TYP

A2

S701 TYP

B1

S701

C6

S701

B1

S701

B4

S701 TYP

A1

S701 TYP

A1

S701 TYP

B1

S701

B4

S701 TYP

A1

S701 TYP

A2

S701 TYP

B1

S701

C6

S701

B2

S701 TYP

A2

S701 TYP

B2

S701 TYP

B1

S701

C6

S701

B1

S701

B1

S701B3

S701

B3

S701

B1

S701

B4

S701 TYP

A1

S701 TYP

HSS12X6X5/16

W14X22 (10)

SIM.

B5

S702 TYP

W10X12

W10X12

W10X12

W10X12

W10X12

D2

S703 TYP

D3

S703

D3

S703

D1

S703 TYP

B4

S601 TYP

TYP

POST

POST

W10

X12

W10

X12

POST

W10

X12

W10

X12

ABV

HSS6X6X

1/4ABV

HSS6X6X1/4

W12X14 W12X14 W12X14 W12X14 W12X14

POSTPOST

POST

W10

X22

W10X22

W10X22

D2

S703 TYPSIM

D2

S703 TYPSIM

POSTPOST POST

POST

POSTPOST

HSS12X6X5/16

FOR HOIST CLR REQ'S

SEE ARCH/ELEV MFR

NOTE: USE HEAVIER GAGE DECKOR SHORE AS REQ'D IF DECK SPANSOVER ELEVATOR HOISTWAY EXCEEDALLOWABLE SPANS FOR UNSHOREDCONSTRUCTION.

W12

X14

W10

X19

HO

IST

W10

X19

HO

IST

W10X19 HOIST

B1

S702TYP

A3

S602 TYP

A3

S602 TYP

A2

S602

D4

S602 TYP

D4

S602 TYP

C4

S702SIM

C4

S702SIM

W10

X22

C4

S703 TYP

W21X44

W18X40

W10X12 W10X12W10X12

W14X22W21X44

W14X22

ABV

HSS6X6X1/4

ABV

HSS6X6X1/4 POST

POST

POSTABV

HSS6X6X1/4W10X33

W10

X33

W10X22

W10X22

W10X22

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4POST

POST

POST ABV

HSS6X6X

1/4

W10X33

W10

X33

W10X22

W10X22 W10X22

W10X12

B1

S702

C4

S702

C2

S702

B1

S702

C4

S702

C2

S702

D2

S703 TYP

W21

X48

C2

S702

C2

S702

C2

S702

W10X33W10X33

W10X33W10X33

ABV

HSS6X6X1/4

ABVHSS6X6X

1/4

ABVHSS6X6X

1/4

ABVHSS6X6X

1/4

ABV

HSS6X6X

1/4

ABV

HSS6X6X

1/4

W10X22

W10X22

C4

S702

W10X12

W10X12

W10X12

D3

S703

D3

S703

D1

S703 TYP

W10X22

W10X22

POST

POST

POST

W10X12

W10X12

POST

W14X22

W14X22 W14X22

W10

X22

W10

X22

W10

X22

W10

X22

W16

X26

W16

X26

W18

X35

W18

X40

W21

X44

(30)

W14X22

W14X22

W14

X22

W16

X26

W18

X40

W18

X35

W16

X26

W16

X26

ALIGN THESE BEAMSBLW ERV-1, TYP.SEE MECH/ARCH. MTL CURBSUPPORT AND CONN TOSTRUCT BY SUPPLIER

W14X22 (10)

W14X22 (10)

W18

X40

(48)

c=5

/8"

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W18

X35

(30)

c=1

/2"

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W16

X31

(37)

c=1

/2"

W21

X44

(24)

c=1

/2"

EQ

LOCATE FRAMING BLW CONDENSERUNIT SUPPORT STRUCTURE, TYPICAL.STEEL FRAME FOR CONDENSERS ANDATTACHMENT TO STRUCTURE DESIGNEDAND PROVIDED BY OTHERS.

ROOFHATCH

(2) EQ SPACES PER ARCH/MECH (2) EQ SPACES

2

MECH UNITSEE ARCH/MECH

PER

MEC

H

ABVHSS8x8x

5/16

ABVHSS8x8x

5/16

ROOF FRAMING PLAN NOTES: MARKS AND SYMBOLS LEGEND1. VERIFY ROOF SLOPES, DRAINS, AND DECK BEARING

ELEVATIONS WITH ARCHITECTURAL DRAWINGS. SEE ROOFFRAMING DETAILS ON SHEET (S701).

2. ALL ROOF OPENINGS SHALL BE FRAMED AS INDICATED INROOF FRAMING DETAILS ON SHEET (S701).JOIST/GIRDER PANEL JOINT.

3. VERIFY SIZE, WEIGHT, AND LOCATION OF ALL ROOF TOPMECHANICAL UNITS WITH ARCHITECTURAL AND MECHANICALDRAWINGS. SEE ROOF FRAMING DETAILS ON SHEET (S701)FOR STEEL FRAMES AT ALL ROOF TOP EQUIPMENT.COORDINATE OPENINGS WITH MECHANICAL, ELECTRICAL,AND GENERAL CONTRACTORS.

4. SEE SHEETS (S401) AND (S402) FOR BRACED FRAMEELEVATIONS AND DETAILS ON SHEET (S701).

5. SEE ARCHITECTURAL PLANS FOR ALL STEEL COLUMNLOCATIONS (DIMENSIONS).

6. STEEL STAIRS ARE A DEFERRED SUBMITTAL ITEM. SEE GSN FOR MORE INFORMATION. MIDLANDINGS MAY BE HUNG FROMTHE STRUCTURE. ADDITIONAL BRACING OF THE STRUCTUREMAY BE REQUIRED BASED ON HOW THE STAIRS ARE HUNG.STEEL STAIR DESIGNER TO PROVIDE SEISMIC BRACING OFMIDLANDINGS AND TO DESIGN STAIRS TO ACCOMMODATEINTERSTORY DRIFTS NOTED ON THE GSN.



MTL ROOF DECK, SEE GSN ON (S101)




RD ROOF DRAIN, SEE ARCH AND MECH FOR EXACT LOCATION


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:2

7 A

M

S206

ROOF FRAMING PLAN

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NORTH

S206 SCALE: 1/8" = 1'-0"

1 ROOF FRAMING PLAN

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

33

22

11

B

B

C

C

D

D

E

E

F

F

G

G

H

H

A3S401

HSS8X8X5/16

PARAPET WALL AND BRACING,SEE (S206) FOR MORE INFORMATION.



HSS8X8X5/16

(HIGH)

(LOW)

HSS8X8X5/16

HSS8X8X5/16

(HIGH)

(LOW)

HSS8X8X5/16

HSS8X8X5/16

(HIGH)

(LOW)

HSS8X8X5/16

HSS8X8X5/16

(HIGH)

(LOW)

HSS8X8X5/16

HSS8X8X5/16

(HIGH)

(LOW)

HSS8X8X5/16

HSS8X8X5/16

(HIGH)

(LOW)

HSS8X8X3/8

(LOW)

HSS8X8X5/16

HSS8X8X5/16

(HIGH)

(LOW)

(HIGH)

D3

S702 TYP

D3

S702 TYP

D3

S702 TYP

D3

S702 TYP

D4

S702 TYP

D4

S702 TYPSIM

D4

S702 TYPSIM

2

HSS8x8x5/16 (LOW)

HSS8X8X5/16

ROOF FRAMING PLAN NOTES:

MARKS AND SYMBOLS LEGEND

1. VERIFY ROOF SLOPES, DRAINS, AND DECK BEARINGELEVATIONS WITH ARCHITECTURAL DRAWINGS. SEE ROOFFRAMING DETAILS ON SHEET (S701).

2. ALL ROOF OPENINGS SHALL BE FRAMED AS INDICATED INROOF FRAMING DETAILS ON SHEET (S701).JOIST/GIRDER PANEL JOINT.

3. VERIFY SIZE, WEIGHT, AND LOCATION OF ALL ROOF TOPMECHANICAL UNITS WITH ARCHITECTURAL AND MECHANICALDRAWINGS. SEE ROOF FRAMING DETAILS ON SHEET (S701)FOR STEEL FRAMES AT ALL ROOF TOP EQUIPMENT.COORDINATE OPENINGS WITH MECHANICAL, ELECTRICAL,AND GENERAL CONTRACTORS.

4. SEE SHEETS (S401) AND (S402) FOR BRACED FRAMEELEVATIONS AND DETAILS ON SHEET (S701).

5. SEE ARCHITECTURAL PLANS FOR ALL STEEL COLUMNLOCATIONS (DIMENSIONS).



MTL ROOF DECK, SEE GSN ON (S101)




RD ROOF DRAIN, SEE ARCH AND MECH FOR EXACT LOCATION

(SLRSC)SEISMIC LOAD RESISTING SYSTEMCOLLECTOR. SEE DETS ON SHEET(__/S___) FOR CONNECTIONS


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This drawing, as an instrument of professional service, is the property of DUNN ASSOCIATES INC, and shall not be used, in whole or part for any other project without the written permission of an authorized representative of DUNN ASSOCIATES INC. Unauthorized use will be prosecuted to the fullest extent of the law. Copyright © 2013 by DUNN ASSOCIATES INC.

10/7/2013 10:37:43 AM

S207

SCREEN WALL ANDPARAPET BRACINGPLAN


5/31/2013

13026


2919 WESTASHTON BOULEVARD, LEHI, UTAH

GARDNER COMPANY


Documents (Bid Set)

NORTH

S207 SCALE: 1/8" = 1'-0"

1 SCREEN WALL AND PARAPET BRACING PLAN

2 10/07/2013 ASI #2

BEAM TO WIDE FLANGE COLUMN WEB PLATE CONNECTION BEAM TO PARALLEL BEAM WEB PLATE CONNECTION SHEAR CONNECTOR PLATES AT SKEWED MEMBERS

BEAM TO WIDE FLANGE COLUMN WEB PLATE CONNECTION BEAM TO BEAM WEB PLATE CONNECTION

WEB PL

WEB PL

BOLT SPACING ANDEDGE DIST, TYP

STL BM

STL BM

STIFF PL

STIFF PL

WEB PL

WEB PL

STL COL

STL COL

STL BM

STIFF PL

WEB PL

STL BM

STL BM

WEB PL

CONDITION A FORSKEWS UP TO 30

DEGREES

CONDITION BFOR SKEWS OVER 30

TO 45 DEGREES

CONDITION CFOR SKEWS OVER 45

TO 60 DEGREES

3/16"

MIN TO PROVIDECLEARANCES

BACKING BAR(BEVEL) BACKING BAR

(BEVEL)

1. BEAM WEB CONNECTION PLATES. THICKNESS EQUALS THE BEAM WEB THICKNESS PLUS1/8" (1/2" MIN).

2. FILLET WELDS SHALL BE AS FOLLOWS:ONE SIDE: PLATE THICKNESS MINUS 1/16" (1/4" MINIMUM)TWO SIDES: 1/2 PLATE THICKNESS PLUS 1/16"

(1/4" MINIMUM) EA SIDE.3. THICKNESS EQUALS BEAM FLANGE THICKNESS OF BEAM FRAMING INTO COLUMN WEB

(3/8" MINIMUM).4. BOLT EDGE DISTANCE SHALL BE 1 1/2" MINIMUM AT ALL EDGES. BOLT SPACING SHALL BE

AT 3". BOLT SPACING MAY BE REDUCED TO 3x THE BOLT DIAMETER IF IT IS REQUIREDFOR A SINGLE ROW OF BOLTS. A SINGLE ROW OF BOLTS IS PREFERRED.

5. WHEN MORE THAN ONE COLUMN OF BOLTS IS NEEDED, THE FIRST COLUMN SHALL BECOMPLETE WITH THE REMAINDER OF THE BOLTS PLACED IN THE SECOND COLUMN.

6. CLIP ANGLES: L5x3 1/2. THICKNESS SHALL BE EQUAL TO ONE HALF THE BEAM WEBTHICKNESS PLUS 1/16" (1/4" MIN). FOR TWO ROWS OF BOLTS OR SKEWEDCONNECTIONS, USE BENT PLATES. WHERE COLUMN WIDTH IS SMALLER THAN THECONNECTING CLIP ANGLES, ANGLE LEGS MAY BE REDUCED TO MATCH WIDTH OFCOLUMN.

A-325 BOLT SCHEDULE

2

4

TYP 4"

4

1/4"

.

4

.

.

1

1

2

2

3 1/2" MIN

1/2" GAP MAX

COPE BM ASREQD

3 1/2" MAX

5

13

1

1

3

1

32

3 1/2" MAX

5

2

5

3" MAX


4


4


4

4

BEAM TO HSS CLIP ANGLE CONNECTION

STL COL

BOLT SPACING

4

COPE AS REQDSTL BM

2CLIP ANGLES NEARSIDE AND FAR SIDE

6

CLIP ANGLES NEARSIDE AND FAR SIDE

6

2 2

MAXIUMU BEAM SIZE IN EACH BEAMDEPTH GROUP No. PER BEAM SIZE

A-325N BOLTS

W8 2 7/8"Ø

W10 2 7/8"Ø

W12 3 7/8"Ø

W14 3 7/8"Ø

W16 4 7/8"Ø

W18 5 7/8"Ø

W21 6 7/8"Ø

W24 7 7/8"Ø

W27 7 7/8"Ø

W30 8 7/8"Ø

W33 9 7/8"Ø

W36 10 7/8"Ø

W40 11 7/8"Ø

W44 12 7/8"Ø

2 1/4" TYP

3 1/2"

2

TYP

TYP

TYP (3) SIDES

(3) SIDES TYP

TYP EA ANGLETYP

2x

STEEL COLUMN BASE PLATE TYPES:

BASE PL ELEVATION

2" 2"

2"

BASE PL SBP-1 BASE PL SBP-2

'H'

'W''

'H'

2"

2"

ABV

BASE

PL

3" M

IN P

RO

JEC

TIO

N

2"

'co''co'

'ed'

'ed'

CAP PL SCP-1

'bc'

'ed'

'co''co'

'ed'

CAP PL SCP-2

'bc'

'ed'

'ed'

CAP PL SCP-3

'bc'

'H''

'W'

'ed'

'W'

'ed'

'W'

'bc'

8"10

"

2"6"

2" FOR OTHERS

AND W10 COLS1 1/2" FOR W8

15/16"Ø HOLES IN COL1 1/16"Ø HOLES IN CHANNELW/ (2) 7/8" A325 BOLTS W/ (2)WASHERS EA

LIFTING HOLE OPTIONAL

(1) C6x10.5 FOR W8 COL(1) C7x12.25 FOR W10 COL(1) C9x15 FOR W12 COL AND OVERSHIM AS REQD(NOTE: USE CHANNELS NS AND FSFOR COLS OVER 30'-0" LONG OROVER 100lbs PER FOOT)

GRAVITY COLUMN SPLICE

A

= SEE TABLE FOR EFFECTIVEWELD SIZE

A

OVER 1/2 TO 3/4 INCLOVER 3/4 TO 1 1/2, INCL

OVER 1 1/2 TO 2 1/4, INCLOVER 2 1/4 TO 6, INCL

OVER 6

1/45/163/81/25/8

THICKNESS OF THINNERFLANGE JOINED EFFECTIVE WELD SIZE

A

FOR LESS THAN 1/2 USE COMPLETE JOINTPENETRATION WELD

PARTIAL PENETRATION GROOVE WIDTH

HSS COL

HSS COLUMN SPLICE

A

HSS COL

CL SPLICE

NOTE: GRIND WELD SMOOTHIF EXPOSED STL

= THINNER COLTHICKNESS - 1/16", 3/16" MIN

A

ERECTION AIDS TO BE REMOVEDAFTER COL SPLICING

1'-0

3/1

6"

2" FOR OTHERS

AND W10 COLS1 1/2" FOR W8

PJP

(3) SIDES5/16

PJP

TYP, UNO1/4

TYP, UNO5/16

5/16

5/16

TYP

4'-0

" ABV

FF

STEEL COLUMN NOTES:

1. UNLESS NOTED OTHERWISE, ALL COLUMNS SHALL BE INSTALLED WITH 3/4"Ø HEADED (ORDOUBLE NUT) ANCHOR BOLTS. PROJECT ANCHOR BOLTS 3" MINIMUM ABOVE THE TOP OFTHE BASE PLATE. EMBEDMENT SHALL BE 9" MINIMUM. ALL BOLTS SHALL BE INSTALLEDWITH HARDENED WASHERS BENEATH THE NUT. ANY BOLT HOLES LARGER THAN THEBOLT DIAMETER PLUS 5/16" SHALL HAVE A PLATE WASHERS INSTALLED BENEATH THEHARDENED WASHERS.

2. ANCHOR BOLTS SHALL NOT BE WELDED (INCLUDING TACK WELDS).3. IF DESIRED SPLICE LOCATIONS DIFFER FROM THOSE LEVELS SHOWN ON PLAN, NOTIFY

STRUCTURAL ENGINEER PRIOR TO FABRICATION. WRITTEN APPROVAL REQUIRED.4. ALL CAP PLATE BOLTS SHALL BE 3/4"Ø A325N BOLTS, TYPICAL UNLESS NOTED

OTHERWISE.5. SEE GENERAL STRUCTURAL NOTES FOR OTHER REQUIREMENTS.6. ERECTION AIDS TO BE REMOVED AFTER COLUMN SPLICING.

BASE PL LEGEND:

'co' = 1/2" MINIMUM'ed' = 1 1/2" MINIMUM'bc' = 3" MINIMUM

CAP PL LEGEND:

'co' = 1/2" MINIMUM'ed' = 1 1/2" MINIMUM'bc' = BEAM OR GIRDER GAGE'w' = BEAM OR GIRDER GAGE + 3"

ORBEAM OR GIRDER FLANGE WIDTH + 1"

ORCOLUMN WIDTH + 1"WHICHEVER IS GREATER

1ST LEVEL 1ST LEVEL

100'-0" 100'-0"

2ND LEVEL 2ND LEVEL

116'-0" 116'-0"

3RD LEVEL 3RD LEVEL

130'-0" 130'-0"

4TH LEVEL 4TH LEVEL

144'-0" 144'-0"

5TH LEVEL 5TH LEVEL

158'-0" 158'-0"

ROOF/ PENTHOUSEFLOOR

ROOF/ PENTHOUSEFLOOR

173'-8" 173'-8"

PENTHOUSE ROOF PENTHOUSE ROOF

187'-0" 187'-0"

Co lu m n Lo c at i on s

B-1, B- 4, G-1 , G-4 B-2, B-3 C-2 , C -3 D(-1 ' -3 31/ 32") -1( 5' -3 ") , E(1 ' -3 31/ 32" ) -1( 5' - 3") D-2, D- 3, E-3 E-2 F(-1 ' -3 31/ 3 2") - 1(5 ' -3" ) , G (1' - 3 3 1/ 32 ") -1 (5' - 3") F -2, F -3 G-2, G-3

3/4"x 21"x 1'-9"SBP-

3/4"x 21"x 1'-9"SBP-

W14

X74

W14

X43

W14

X132

W14

X68

HSS

8x8x

3/8

W14

X109

HSS

8x8x

3/8

W14

X132

HSS

8x8X

1/4

HSS

8x8x

5/8

W14

X132

W14

X109

HSS

8x8x

3/8

W14

X68

HSS

6X6X

5/16

HSS

6X6X

1/4

VARIES

VARIES

VARIES

VARIES

COLUMN LOCATIONS

B-1, B-4, G-1, G-4 B-2,D-2, F-2 B-3,D-3, E-3, F-3 C-2 C-3 C.9-0.8, E.1-0.8 E-2 E.9-0.8, G.1-O.8 G-2, G-3

SEE FTG ANDFND PLAN ANDDETAILS FORBASEPLATEELEVATION

SEE FTG ANDFND PLAN ANDDETAILS FORBASEPLATEELEVATION

COLUMN LOCATIONS

1" X 13" X 1'-11"SBP-2

2 1/4" X 17" X 1'-11"SBP-2

2" X 17" X 1'-11"SBP-2

1 1/2" X 16" X 1'-4"SBP-1

2 1/4" X 17" X 1'-11"SBP-2

1" X 14" X 1'-2"SBP-1

2" X 17" X 1'-11"SBP-2

W14

X132

HSS

8x8x

5/8

BASE PLATE

t X H X W

BASE PLATE

t X H X W


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:3

1 A

M

S302

SCHEDULES

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NO SCALE:S302

A1 TYPICAL BOLTED WEB PLATE CONNECTIONS WITH BOLT SCHEDULE (SINGLE SHEAR)

NO SCALE:S302

C1 STEEL COLUMN SCHEDULE

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

2

SEE ARCH FOR

OPENING CONFIGURATION

CONC SOG EXT SLAB OR GRADE

T&B CONT REINF

DOWEL TO MATCH VERTWALL REINF ABV

CONC FTG

CONC WALL

1

3 (MIN)

WALL BYND24" 24"

#4 AT 16"oc

2x4 BEVELED KEYWAY,CONT ORINTERMITTENT

8" TYP

2x4 BEVELED KEYWAY,CONT

8" TYP

#4 x CONT AT OPENING

2x4 BEVELEDKEYWAY, INTERMITTENT

CONC WALL

DOWEL TO MATCH VERTWALL REINF ABOVE

2x4 BEVELEDKEYWAY, INTERMITTENT

CONC FTG

SEE ARCH FOR RECESSES

HORIZ WALL REINF

VERT WALL REINF

CONC REINF TOP AND BOTT

#5 AT 12"ocEA WAY TOP AND BOTT

CONC SOG

24" 24"

#4 AT 16"oc

1'-4"

1'-4"

EL RAIL SUPPORT

DOWEL TO MATCH VERTWALL REINF ABOVE

HORIZ WALL REINF

VERT WALL REINF

CONC REINF TOP AND BOTT

#5 AT 12"ocEA WAY TOP AND BOTT

CONC SOG

CONC WALL



24" 16"

#4 AT 16"oc

1'-0"

1'-0"

3"

L8x4x1/2x1'-2" W/ (2) 3/4"x6"HSA'S AT 5"ga AND (2) 1/2"Øx 6" DBA'S AT 9"ga

1/4

1/4

12"x12"x12" SUMP PITCOORD SIZE LOCATIONAND DEPTH W/ MECH

STL GRATE W/ 1" x3/16" BRG BMS AT 13/16"oc AND CROSSBARS AT 4"oc GALV

BENT BARS TO MATCHSIZE AND SPACING OFCONC MAT FTG REINF

L3x3x1/4 W/ 1/2"ø MECHANCHOR (2 PER SIDE)GALV

CONC FTG

CONC WALL

1'-0"

SEE TYP ELEVATOR PIT DETFOR FTG REINF SIZE ANDSPACING

CONC BLOCKOUT

(3) SETS OF TIES AT3"oc AROUND AB

CONC PIER

CONC FTG

CONC SOG

1/4

STL COL

T.O. PIER = 99'-4"CONC BLOCKOUT

CONC FTG

CONC SOG

1/4

STL COL

COVE

R3" M

IN

T.O. FTG

SEE PLAN

STAIR STRINGER,SEE ARCH

L3x3x1/4 W/ (2)5/8"ø EXPANSION BOLTW/ 4" EMBED

CONC SOG

#5 AT 12"oc

1

1

(2) #5 x CONT BARS

THICKENED CONC FTG

3/16

2'-0"

1'-0"

NOTE: AT SIM CONDITION, THICKENEDSLAB FOUNDATION RESTS ON CONCRETE FOOTING.

CONC FTG

2'-6" M

IN

CONC STEM WALL

EXT SLAB OR GRADE

STL COL

STL BASE PL OVERNON-SHRINK GROUT

CONC SOG

CONC POUR BACK

AB'S

EXT FINISH SEE ARCH

MTL STUD WALL OR GLAZINGBY SUPPLIER

CONNECTION OF STUD WALLOR GLAZING TO STRUCT BY SUPPLIER

LINE OF SLAB BEYOND

2

CONC FTG

2'-6" M

IN

CONC STEM WALL

EXT SLAB OR GRADE

STL COL


CONC SOG

CONC POUR BACK

AB'S

EXT FINISH SEE ARCH



LINE OF SLAB BEYOND

2

CONC SOG

CONC FTG2x4 BEVELED KEYWAY,CONT ORINTERMITTENT

BOTT CONT REINF

CONC WALL

#4 x CONT

CHAMFER, SEE ARCH

8" TYP

VERT WALL REINF

EXT FINISH SEE ARCH



12" MAX, SEECIVIL/ARCH

24" 24"

#4 AT 16"oc

2TOP CONT REINF

CONC FTG

2'-6" M

IN

CONC STEM WALL

EXT SLAB OR GRADE

STL COL


CONC SOG

CONC POUR BACK

AB'S

EXT FINISH SEE ARCH



LINE OF SLAB BEYOND

2

L2 1/2x2-1/2x1/4 x 0'-6"

STL BM, SEE PLAN

3/163 SIDES

3/16

GA. 6", TYP

1'-8"x5/8" x 2'-0" PL W/(4) 3/4"x5" HSA

4"

VERIFY

1'-4"

T/ CONC

CONC FTG

8" TYP

LINE OF CONC WALL BYND

EXT FINISH SEE ARCH

MTL INFILL STUDSBY SUPPLIER

4 1/2" MIN7"

RUN WALL HORIZ REINF CONTTHRU CONC PIER

3"

2"1/2"

PROVIDE (1) 5/8" ø x 42" LONGDBA EA SIDE OF SILL SUPPORT COL(TO LAP W/ T.O. WALL REINF)

PROVIDE TYP VERT WALLREINF EA SIDE OF CONC PIER

EMBED PL 1/2" x 12" x 1'-0" W/(4) 1/2" ø x 6" LONG HSA'SAT 9" GAGE

5/16

16" x 16" CONC COLUMN W/ (8)#5 VERT AND #4 TIES AT 12" oc

2" CONC CLR MIN

WINDOW SYSTEM,SEE ARCH

HSS6x2x1/4 SILL SUPPORTCOL'S AT 5'-6" MAX

HSS6x2x1/4 HORIZ BTWNVERT SILL COLUMNS

1/4

1/4

1/4

1/4

2

1/4" CAP/CLOSURE PL


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This drawing, as an instrument of professional service, is the property of DUNN ASSOCIATES INC, and shall not be used, in whole or part for any other project without the written perm

ission of an authorized representative of DUNN ASSOCIATES INC. Unauthorized use will be prosecuted to the fullest extent of the law. Copyright © 2013 by DUNN ASSOCIATES INC.

10/7/2013 11:19:58 AM

S502

FOOTING ANDFOUNDATION DETAILS


5/31/2013

13026


2919 W

ESTASHTON BOULEVARD, LEHI, UTAH

GARDNER COMPANY


Documents (Bid Set)

NO SCALE:S502

D1 FOUNDATION WALL AT OPENING DETAILNO SCALE:S502

D2 TYPICAL ELEVATOR PIT DETAILNO SCALE:S502

D3 TYPICAL ELEVATOR PIT DETAILNO SCALE:S502

D4 SUMP IN ELEVATOR PIT

NO SCALE:S502

C2 TYPICAL STEEL COLUMN TO CONCRETE PIERNO SCALE:S502

C4 TYPICAL STEEL COLUMN TO CONCRETE FOOTINGNO SCALE:S502

C6 TYPICAL THICKENED SLAB AT BASE OF STAIRS

NO SCALE:S502

B1 STEEL COLUMN BASE AT BUILDING EXTERIORNO SCALE:S502

B2 STEEL COLUMN BASE AT BUILDING EXTERIORNO SCALE:S502

B4 TYPICAL CONCRETE FOUNDATION WALLNO SCALE:S502

B3 STEEL COLUMN BASE AT BUILDING EXTERIOR

NO SCALE:S502

D5 TYPICAL ELEVATOR DIVIDER BEAM CONNECTION DETAILS

2 10/07/2013 ASI #2

NO SCALE:S502

B5 TYPICAL SILL BRACING DETAIL

STL BM, SEE PLANOR BRACE FRAME EL

STIFF PL, GREATERBM FLANGE THICKNESS+ 1/8" (50 KSI), TYPSEE GSN

STL COL

CONC OVER MTL FLRDECK

STL BM

(3) 7/8"Ø ERECTIONBOLTS, TYP

W/ 1"RETURNS 5/16

CJP T&B TOCOL FLANGE

CJP T&B

T&B5/16

CANTILEVERED FLR BM

STL BM

(3) 7/8"Ø BOLTS TYP

1/2" SHEAR TAB, TYP

WELD ACCESS HOLE,TYP

STL BM

CJP TYPTYP5/16

3/4" STL BASE PL W/(4) 7/8"Ø A325 BOLTS

BM WEB STIFF EASIDE, SEE GSN

STL BM

STL COL


L6x4x5/16 x 0'-5" EA SIDE

HSS 12X6X5/16 GUIDERAILSUPPORT COL. LOCATE PERELEVATOR SUPPLIER. NO COLBLW AT SIM CONDITION.

3/4" THRU BOLT IN 2"VERT SLOTTED HOLE

1"

HSS ELEVATOR DIVIDER BM,SEE PLAN

HSS12X6X5/16 GUIDERAILSUPPORT COL. LOCATE PERELEVATOR SUPPLIER

1/4

3/16

NOTE: ELEVATOR GUIDE RAIL SUPPORTCOLUMNS ARE BASED ON THE OTISGEN2 3500# ELEVATOR. IF ANOTHER ELEVATORIS SELECTED AS AN ALTERNATE, CONSULTSTRUCT ENGINEER FOR REVISED RAILSUPPORT COLUMNS. RAIL SUPPORTBRACKETS TOATTACH WITHIN 4'-0" OFDIVIDER BEAMS.

L6x4x5/16 x 0'-5" EA SIDE

STL BM

3/4" THRU BOLT IN 2"VERT SLOTTED HOLE


PL 1/2"x10"x2'-0" W/ (4)3/4"Ø x 3" HSA

PL 1/2"x1'-0" BENT PL W/ (3)5/8"Øx30" DBA, CENTER ONRAIL LOCATION, CUT OUTBENT PL AS REQD


3/16

1/4

1/4 1/4

NOTE: ELEVATOR GUIDE RAIL SUPPORTCOLUMNS ARE BASED ON THE OTISGEN2 3500# ELEVATOR. IF ANOTHER ELEVATORIS SELECTED AS AN ALTERNATE, CONSULTSTRUCT ENGINEER FOR REVISED RAILSUPPORT COLUMNS. RAIL SUPPORTBRACKETS TOATTACH WITHIN 4'-0" OFFINISHED FLOOR ELEVATION.


5/16

5/16

STL TUBE COL TO ROOFLEVEL ABV AND FLAG POLEUP TO TOP OF SCREEN WALL

STL COL BLW

CAP PL1"x16"x1'-4"

NOTE:STL DECK AND BM'S NOTSHOWN FOR CLARITY

BASE PL1"x15"x1'-3"

LEVEL 5

CONC FLR OVER MTL DECK

SEE ARCH

SEE ARCHCEILING

SEE ARCH

6" ±

GRID

W/ ARCH11", VERIFY

GAP1" ±

WINDOW SYSTEM(WHERE OCCURS)

STL STUDS BY SUPPLIER

STIFF CLIP CONN TOSTRUCT BY SUPPLIER

BENT PL 5/16 X CONT W/ 1/2" ØX 42" LG DBA's AT 18"oc

1" C

LR

S302A1

CONN OF CONT ANGLE TOSTUDS BY SUPPLIER

FULL DEPTH STIFF PL

L3X3X1/4 BRACE AT EA BM AND AT 4'-0"ocMAX. SEE (C5/S602) OR (B1/S602) FORCONDITION BTWN BMS

L6X4X5/16XCONT

TOP OF WINDOW TOACCOMMODATE VERT DEFLECTIONAND HORIZONTAL BLDG DRIFTNOTED IN GSN

WINDOW SYSTEM ( WHERE OCCURS)

L3X3X1/4 HANGERAT EA BRACE

WELD PL 3/8"X6X0'-6"

STL BM

NOTE:FULL DEPTH CONN PL ATBMS FRMG INTO BRACEDFRAME MIDSPAN

CONC OVERMTL FLR DECK

NOTE:GLAZING/ CURTAIN WALL COMESDOWN TO T/SLAB ELEVATION SIMTO (B1/S602) AT SIM COND

3/16

1/4

1/4

1/4

1/4

3-12

3-12

1/4

TYP3/16

S602

C4 TYP. ATSOLID WALL

1

1 MIN2 MAX

SEE ARCH

SEE ARCHCEILING

SEE ARCH

6" ±

GRID

W/ ARCH11", VERIFY

GAP1" ±




BENT PL 5/16 X CONT W/ 1/2" ØX 42" LG DBA's AT 18"oc

1" C

LR


L3X3X1/4 BRACE AT 4'-0"oc MAX.AT CONTRACTORS OPTION,CHANGE KICKER TO L4X4X5/16AND CONN TO NEAREST BM, SEE(B6/S601)

L6X4X5/16XCONT

TOP OF WINDOW TOACCOMMODATE VERT DEFLECTIONAND HORIZONTAL BLDG DRIFTNOTED IN GSN


L3X3X1/4 HANGERAT EA BRACE


1/4

1/4

3-12

3-12

1/4

TYP3/16

S602

C4

STL BMS601

C4

TYP. ATSOLID WALL

1

1 MIN2 MAX

SEE ARCH

SEE ARCHCEILING

SEE ARCH

6" ±

GRID

SEE ARCH

VERIFY W/ ARCH11" SLAB EDGE

GAP1" ±

WINDOW/ CURTAIN WALL(WHERE OCCURS)



BENT PL 5/16 X CONT W/ 1/2" Ø X42" LG DBA's AT 18"oc

1" C

LR


L3X3X1/4 HANGER AT EA BRACE

L6X4X5/16XCONT

TOP OF WINDOW TO ACCOMMODATEVERT DEFLECTION AND HORIZONTALBLDG DRIFT NOTED IN GSN


L3X3X1/4 BRACEAT 4'-0"oc MAX


1/4

1/4

3-12

3-12

1/4TYP

3/16

S602

C4

STL BMS601

C4

BM

PL 3/8"X5"X0'-5", TYP

NOTE: STUD WALL SPANDREL EXTENDS ABV FLR SLAB AT SIM CONDITION

TYP. ATSOLID WALL

1

1 MIN2 MAX

1" C

LR

S302A1

ADD (2) 1/2" Ø X42" LG DBA's ATEA CURTAIN WALL ATTACHMENTPOINT. COORD W/ CURTAIN WALLSUPPLIER

CONC OVER MTLFLOOR DECK

STL BM ( WHERE OCCURS)

NOTE:FULL DEPTH CONN PL ATBMS FRMG INTO BRACEDFRAME MIDSPAN

STL BM

1/4

1/4

3-12

3-12

FULL DEPTH STIFF AT BM CONN's

CURTAIN WALLATTACHMENT TOSTRUCT BY SUPPLIER

BENT PL 5/16" X CONTW/ 1/2" Ø X 42" LGDBA's AT 18"oc

CURTAIN WALL, SEE ARCH

STL STUDS BY SUPPLIER, TYP

DRIFT TRACK CONN BYSUPPLIER. CONN TOACCOMMODATE VERTDEFLECTIONAND BLDG DRIFTNOTED IN GSN

NOTE: SEE (B1/S602) FOR INFO NOT NOTED

SEE ARCH

SOFFIT FRAMING, SEE ARCH

SKYLIGHT SUPPORT BM

SLOPING GUTTER,SEE ARCH

1/4" CLOSURE PL

HSS6X2X1/4 BLKG BTWN BMSFOR SKYLIGHT SUPPORT. SEE(B4/S602) FOR CONN TO BM.

SKYLIGHT, SEE ARCH

HSS SKYLIGHTSUPPORT BM, SEE PLAN

L4X4X1/4X0'-4" NS AND FS

STL STUD BOX HDR ASREQ'D TO SUPPORTGUTTER (BY SUPPLIER)

3/16

3/16

TYP3/16

SEE ARCH

SEE ARCH

GRID

SEE ARCH

VERIFY W/ ARCH11" SLAB EDGE

GAP1" ±

L3X3X1/4 HANGER AT EA BRACE

L3X3X1/4 BRACEAT 4'-0"oc MAX


1/4

1/4

3-12

3-12

1/4TYP

3/16

S602

C4

S601

C4

BM

PL 3/8"X5"X0'-5", TYP

TYP. ATSOLID WALL

1

1 MIN2 MAX

NOTE: AT CONTRACTOR'S OPTION,THIS BRACE MAY CONNECT TO STL BMSFRAMING INTO PERIMETER BMS SIM TO(C3/S602). THE SECOND KICKER MAY BEOMITTED IN THIS CASE. 4'-0" oc MAX SPACINGTO BE MAINTAINED.

HSS6X2X1/4 BLKG BTWNBMS FOR SKYLIGHTSUPPORT

SKYLIGHT SUPPORTBM

SKYLIGHT, SEE ARCH

L4X4X1/4X0'-4" NS AND FS

1/4" CLOSURE PL

FULL DEPTH WEB STIFFAT EA SKYLIGHT BM,SEE GSN

SOFFIT FRMG, SEE ARCH

STL BM

(3) SIDES3/16

(3) SIDES, TYP.3/16

3/16

3/16

3/16

3/16

3" STL BM

FULL DEPTH WEB STIFFOPP HSS CONN, SEE GSN

1/4" CLOSURE PL

1/2" CONN PL NS AND FS

HSS6X2 BLKG

1/4

1/4

3-12

3-12

(3) SIDES TYP1/4

SKYLIGHT SUPPORT BM

1/4(3) SIDES

1/4

GRIDBM

SEE ARCH

THIC

KNES

SFL

OO

R S

LAB

2ND FLOOR

T/SLAB

2ND FLOOR

DECK BRG

BENT PL 5/16 X CONT, TYP

STL CHANNEL, TYP

CURTAIN WALL BY SUPPLIER. GLAZING TO GRAVITYSTACK TO FOUNDATION (SLIP CONN THIS LEVEL), TYP

STL STUDS ASREQ'D TO COVERSTRUCT, SEE ARCH

STL BM

STL BM

1/4TYP

1/4

3-12

3-12

TYP1/4 3-12

1/4 3-12

STL BM, SEE PLAN

L3x2x1/4 (LLH) TOP ANGLE3", BOTT ANGLE 6"

4"

3/16

TYP3/16

3/16

3/16

1" MAX

CONC OVER MTL DECK

ELEVATOR DIVIDER BM

CLIP ANGLE NS AND FS, SEE(A1/S302) FOR MORE INFO, TYP

HOIST BM, TYP

4"

HSS12X6X5/16 RAILSUPPORT COL(WHERE OCCURS)

S602

C1 TYP

7"

1" C

LR

1 1/2" MIN1'-0" AS REQ'D

OU

TSID

E FA

CE

OF

RAI

L SU

PPO

RT

CO

L

BM

SEE ARCH/ELEV MFR

CONC OVER MTLFLR DECK

BENT PL 5/16"X0'-5" W/ (2)3/4"ØX 5" EMBED EXPANSIONBOLTS IN LOW FLUTES

3/4"Ø THRU BOLT IN 2"VERT SLOTTED HOLE

HSS12X6X5/16 GUIDERAIL SUPPORT COL

STL BM

L6X6X5/16X0'5"

NOTE: DO NOT WELD ANGLE OR BENT PL TO RAIL SUPPORT COL. RAIL COL FREE TO SLIP

(3) SIDES1/4


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:3

9 A

M

S602

FLOOR FRAMINGDETAILS

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NO SCALE:S602

D1 CANTILEVERED BEAM CONNECTION AT COLUMNNO SCALE:S602

D2 CANTILEVER BEAM CONNECTION AT BEAMNO SCALE:S602

D3 TYPICAL STEEL COLUMN AND TRANSFER BEAM CONNECTION

NO SCALE:S602

C1 ELEVATOR GUIDE RAIL SUPPORT AT DIVIDER BEAMNO SCALE:S602

C2 ELEVATOR GUIDE RAIL SUPPORT AT EDGE BEAM

NO SCALE:S602

D5 TUBE COLUMN TO WIDE FLANGE COLUMN TRANSITION AT FLOOR LEVEL

NO SCALE:S602

C3 TYPICAL SPANDREL BRACING DETAIL AT BEAM CONNECTIONNO SCALE:S602

C5 TYPICAL SPANDREL BRACING DETAIL

NO SCALE:S602

B1 TYPICAL WINDOW AT BEAMS CLOSE TOGETHERNO SCALE:S602

B2 TYPICAL CURTAIN WALL ATTACHMENT TO EXTERIOR

NO SCALE:S602

C4TYPICAL HORIZONTAL SLIP JOINT IN WALLS ADJACENT TOSPANDREL ELEMENTS

NO SCALE:S602

B3 TYPICAL SKYLIGHT/ CANOPY CONNECTION TO BUILDINGNO SCALE:S602

B4 TYPICAL SKYLIGHT BEAM TO EXTERIOR CANOPY BEAMNO SCALE:S602

B5 TYPICAL HSS CONNECTION TO STEEL BEAM

NO SCALE:S602

A1 TYPICAL SECTION THRU ENTRY AT VAULTED SPACE

NO SCALE:S602

D4TYPICAL ELEVATOR DIVIDER BEAM OR SHAFT WALLSUPPORT CONNECTION DETAILS

NO SCALE:S602

A2 TYPICAL HOIST BEAM CONNECTION TO DIVIDER BEAMNO SCALE:S602

A3 TYPICAL TOP OF RAIL SUPPORT COLUMN CONNECTION

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

2

STL BM

TYP1/4 3-12

1/2"

STL BM

BM

SEE FORCONDITION BTWN BMS

WEB STIFF, SEE GSN

MTL ROOF DECKMTL ROOF DECK

A1

S302

/(D2 S702)

4"

12" MAX

SEE ARCHGAP1" ±

SEE ARCH

BENT PL 5/16 X CONT


STL STUD HDR BY SUPPLIER(WHERE OCCURS)

DOOR/ WINDOW (WHERE OCCURS)

CONN OF STUDS TO STRUCT BYSUPPLIER. CONN TOACCOMMODATE VERT DEFLECTIONAND HORIZ BLDG DRIFT

1/4

FULL DEPTH CONN PL ATBM FRMG INTO BRACEDFRAME MID-SPAN

WELD REQ'D ONLY ATBM FRMG INTO BRACEDFRAME MID-SPAN

NOT USEDSTL BM

TYP1/4 3-12 1/2"

BM


4"

12" MAX

SEE ARCHGAP1" ±

SEE ARCH

BENT PL 5/16 X CONT


STL STUD HDR BY SUPPLIER(WHERE OCCURS)

DOOR/ WINDOW (WHERE OCCURS)

CONN OF STUDS TO STRUCT BYSUPPLIER. CONN TOACCOMMODATE VERT DEFLECTIONAND HORIZ BLDG DRIFT

NOT USED

GRID

SEE ARCH

SEE ARCH

INFILL MTL STUDSAND CONN TOSTRUCTURE BYSUPPLIER

SCREEN WALLSUPPORT BM, TYP

FINISH, SEE ARCH

SEE ARCH

1/2" CAP PL

1/2" CLOSURE PL, TYP

SCREEN WALLSUPPORT BM, TYP

ERECTION AID ANGLESAS REQ'D, TYP

HSS COL

SEE ARCH

1/4TYP

1/4

1/4TYP

1/4

HSS TUBES OCCUR BOTHSIDES AT SIM CONDITION.

WF STL COL

1/2" STL CAP PL 1/2" CLOSURE PL

ERECTION AIDANGLES AS REQ'D

SCREEN WALLSUPPORT BM

TYP1/4

1/4

SEE ARCH

SEE ARCH

HSS6x2x1/4 PARAPETSUPPORT BM

HSS4x4x1/4 PARAPETBRACE AT 6'-6"oc (MAX)

4"Ø STD PIPE

1/2" COL CAP PL

SEE ARCH

SEE ARCH

SEE ARCH

1/2" CLOSURE PL. PL TOMATCH COL WIDTH

INFILL STL STUDS ANDATTACHMENT TO STRUCTUREBY SUPPLIER

1/2" CAP PL

NOTCH DECK AS REQ'DFOR COL INSTALL

STL BM, STL COL ATSIM CONDITION

S302A1

GRID

2/3

H ±

STL BM

FASTEN DECK TOBMS PER GSN, TYP

FULL DEPTH WEB STIFFOR CONN PL EA SIDE

MTL ROOF DECK

FULL DEPTH CONNPLATES AND FULL DEPTHWEB STIFFENERS BLWPOST, TYP

2 MAX1 MIN

1

1/4BM TO COL

1/4

BM TO COL1/4

1/4

1/4

1/4

POST TO BM1/4

1/3

H ±

STL COLUMN, SEE PLAN

H ≤

6'-0

"



4"Ø STD PIPE

1/2" COL CAP PL

SEE ARCH

SEE ARCH

SEE ARCH

1/2" CLOSURE PL

STL INFILL STUDS ANDATTACHMENT TO STRUCTUREBY SUPPLIER

1/2" CAP PL



S302A1

GRID

2/3

H ±

STL BM


MTL ROOF DECK

(3) SIDES,TYP AT EA

CONN 1/4

FULL DEPTH STIFF ANDCONN PL BLW COL

2 MAX1 MIN

1

1/4BM TO COL

1/4

BM TO COL1/4

1/4

1/4

1/4

PIPE TO BM1/4


STL BM FRAMES INTO GRIDLINEGIRDER AT SIM CONDITION.


HSS COL ATTACHES TOGRID '1' GIRDER AT SIMCONDITION. BM BLW STUDWALL FRAMES INTO GIRDERWITH FULL DEPTH CONNPLATES AND STIFFENERS.

1/3

H ±

H ≤

13'

-0"



4"Ø STD PIPE

SEE ARCH

SEE ARCH

SEE ARCH

1/2" CLOSURE PL


ATTACHMENT OF STUDSTO STRUCT BY SUPPLIER

1/2" CAP PL


S302A1

1/4BM TO COL

1/4

1/4BM TO COL

1/4

1/3

H ±

2/3

H ±

H ≤

13'

-0"

STL BM


FULL DEPTH WEBSTIFF OR FULL DPETHCONN PL

MTL ROOF DECK

(3) SIDES,TYP AT EA

CONN 1/4


1/4HSS TO BM,TYP 1/4

2"

2"

2 MAX1 MIN

1

ATTACHMENT OF STUDSTO STRUCT BY SUPPLIER

CURTAIN WALL/ GLAZINGWHERE OCCURS

4"4"

L3X3X1/4 AT EA BM

BENT PL 5/16X CONT, TYP

1/4 3-12

1/4 3-12

INFILL STL STUDS ANDATTACHMENT TO STRUCTUREBY SUPPLIER

1/4

1/4 WELD PL 3/8" X 6" X 0'-6"

1/4

1/4

1/4

TYP1/4


1/2" COL CAP PL

COORDINATE W/

COOLING TOWERSUPPLIER

STL BM

STL BM

STL BM

STL BM

5" STANDARD PIPECOL

1/2" PL EA SIDE

1/4

TYP5/16

5/8" BRG PL W/(4) 7/8"Ø BOLTS


(3) 7/8"Ø ERECTION BOLTS

CJP T&BFLANGES TYP

S302A1

W12x30 PROVIDEDBY MECH, TYP ABVISOLATORS

S602

D2 TYP

ISOLATORS, SEE ARCH

NOTE: EXPOSED EXTERIORFRAMING TO BE GALVANIZED,TYP. SEE ARCH.

NOT USED



4"Ø STD PIPE

1/2" COL CAP PL

SEE ARCH

SEE ARCH

SEE ARCH

1/2" CLOSURE PL. PLTO MATCH COL WIDTH

STL INFILLSTUDS AND ATTACHMENTTO STRUCTURE BY SUPPLIER

1/2" CLOSURE CAP PL

STL BM, STL COLAT SIM CONDITION

S302A1

GRID

1/4BM TO COL

1/4

BM TO COL1/4

1/4

2/3

H ±

2 MAX1 MIN

1

1/3

H ±

1/4

1/4

POST TO BM1/4

FULL DEPTH CONN PLSAND FULL DEPTH WEBSTIFFENERS AT BMSBLW POSTS, TYP


NOTCH DECK AS REQ'DFOR STEEL COLUMNINSTALLATION, TYP.

H ≤

6'-0

"



4"Ø STD PIPE

1/2" COL CAP PL

SEE ARCH

SEE ARCH

SEE ARCH

1/2" CLOSURE PL. PLTO MATCH COL WIDTH

STL INFILL STUDS ANDATTACHMENT TO STRUCTUREBY SUPPLIER

1/2" CLOSURE CAP PL


STL BM

S302A1

GRID

2/3

H ±

STL BM


FULL DEPTH CONN PLSAND FULL DEPTH WEBSTIFFENERS AT BMSBLW POSTS, TYP

MTL ROOF DECK

(3) SIDES TYPAT EA CONN 1/4

2 MAX1 MIN

1

1/4BM TO COL

1/4

BM TO COL1/4

1/4

1/4

1/4

POST TO BM1/4

STL COLUMN, SEE PLAN THIS STL BM SUPPORTS THE PIPEAT SIM CONDITION. STL BM TO STLBM CONNECTION AT PIPE COLUMNTO HAVE FULL DEPTH CONN PLATESAND WEB STIFFENERS.

H ≤

6'-0

"

1/3

H ±

GRID

MTL ROOF DECK

S302A1

STL BM

STL BM (WHERE OCCURS), TYP.NOTE: WHERE ONLY (1) BMFRAMES INTO GRID BM,PROVIDE FULL DEPTH STIFFOPP CONN PER TYP DETAILS

SEE DET (A2/S702) FORCONDITION BTWN BMS

1" C

LR

W/ ARCH

12" VERIFY

2

MTL ROOF DECK

STL BM

GRID

BENT PL 5/16xCONTW/ 1/2"Øx42" LONGDBA'S AT 16"oc

L4x4x5/16xCONTDECK BRG ANGLE

1" C

LR

SEE (A1/S702) FORINFO NOT SHOWN

1/4

1/4

3-12

3-12

1/4 3-12

1/4 3-12

W/ ARCH

12" VERIFY

GRID

SHAFT WALL, SEE ARCH.STUD DESIGN ANDATTACH TO STRUCT BYSUPPLIER, TYP

1/2"Ø DBA'S AT 18"oc,ATTACH TO EA SIDEOF BENT PL

MTL ROOF DECK

U-SHAPED BENT PL3/8"xCONT WHEREKICKERS ARE NOTPOSSIBLE

FULL DEPTH WEBSTIFF EA SIDE AT5'-0" oc MAX

1/4

1/4

3-12

3-12

SHAFT

S702

A1

SEE ARCH SEE ARCH

NOT USED

GRID

SHAFT WALL, SEE ARCH.STUD DESIGN ANDATTACH TO STRUCT BYSUPPLIER, TYP

1/2"Ø DBA'S AT 18"oc,ATTACH TO EA SIDEOF BENT PL

MTL ROOF DECK

BENT PL 5/16"xCONT

FULL DEPTH WEBSTIFF AT ONE SIDEDBM CONN'S, TYP

1/4

1/4

3-12

3-12

S702

A1

SLAB EDGE BRACING ANGLESPER (C4/S601), TYP

STL BM (WHERE OCCURS)

STL GRATING

S703

D4

(C2/S703)

(C2/S703)BENT PLSPACER AT EABM (WHEREOCCURS)

STL BM(WHEREOCCURS)

NOT USED


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:4

3 A

M

S702

ROOF FRAMINGDETAILS

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NO SCALE:S702

D1 TYPICAL ROOF EDGE CONDITION AT PENTHOUSENO SCALE:S702

D2 TYPICAL EDGE CONDITION AT PENTHOUSENO SCALE:S702

D3 TYPICAL SCREENWALL DETAILNO SCALE:S702

D4 TYPICAL HSS BEAM ATTACHMENT TO HSS COLUMNNO SCALE:S702

D5 TYPICAL HSS BEAM ATTACHMENT TO WIDE FLANGE STEEL COLUMN

NO SCALE:S702

B1 TYPICAL PARAPET BRACING DETAIL (H ≤ 6'-0")NO SCALE:S702

B3 TYPICAL HIGH PARAPET WALL BRACING

NO SCALE:S702

B5 TYPICAL EXTERIOR HIGH PARAPET BRACING

NO SCALE:S702

C1 TYPICAL COOLING TOWER COLUMN CONNECTIONNO SCALE:S702

C2 TYPICAL PARAPET BRACING DETAIL (H ≤ 6'-0")NO SCALE:S702

C4 TYPICAL PARAPET BRACING DETAIL (H ≤ 6'-0")

NO SCALE:S702

A1 TYPICAL CONCRETE FLOOR TO ROOF TRANSITIONNO SCALE:S702

A2 TYPICAL CONCRETE FLOOR TO ROOF TRANSITIONNO SCALE:S702

A3 TYPICAL NARROW SLAB EDGE DETAIL ADJACENT TO SHAFTNO SCALE:S702

A4 TYPICAL NARROW SLAB EDGE DETAIL ADJACENT TO SHAFT

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

2

2

2 2

2

2

2

4"

S302A1

BMGRID

W/ ARCH

11" VERIFY

1" ± GAP

SEE ARCH

SEE ARCH

DECK BRG

SEE ARCH

2'-0

" MIN

6'-0

" MAX

STL BM AT6'-0"oc MAX

FULL DEPTH WEB STIFF

WELD PL 3/8"x6"x0'-6", TYP

TOP OF WINDOW TOACCOMMODATE VERT DEFLECTIONAND HORIZ BLDG DRIFT NOTED INGSN

MTL ROOF DECK,ATTACH TO ANGLE ANDBM PER GSN

L4X4X1/4 BRACESAT EA BM


L6X4X3/8XCONT

CONN OF STL STUDS TOSTRUCT BY SUPPLIER. WELDAS REQ'D TO DEVELOP LARGECONN FORCES, TYP

BENT PL 5/16XCONT


COPE ANGLE LEG ANDBEAR ON STL BM (2" MIN)

(3) SIDES TYP1/4

1/4

1/4

3-12

3-12TYP

1/4

4"

S302A1

BMGRID

W/ ARCH

11" VERIFY

1" ± GAP

SEE ARCH

SEE ARCH

DECK BRG

SEE ARCH

2'-0

" MIN

6'-0

" MAX

STL BM AT6'-0"oc MAX

FULLDEPTHWEBSTIFF

WELD PL 3/8"x6"x0'-6", TYP

TOP OF WINDOW TO ACCOMMODATEVERT DEFLECTION AND HORIZ BLDGDRIFT NOTED IN GSN

MTL ROOF DECK,FASTEN DECK TO BMPER GSN

L4X4X1/4 BRACESAT EA BM


L6X4X3/8XCONT


BENT PL 5/16XCONT


1/4

1/4

3-12

3-12

TYP1/4

TYP

(3) SIDES TYP1/4

STL BM, STL COL ATSIM COND

STL BM

1

1 MIN2 MAX

1/4

1/4

4"

S302A1

BMGRID

W/ ARCH

11" VERIFY

1" ± GAP

SEE ARCH

SEE ARCH

DECK BRG

SEE ARCH

2'-0

" MIN

6'-0

" MAX

FULL CONN PL NSAND FS

MTL ROOF DECK,FASTEN DECK TO BMPER GSN

L6X4X3/8XCONT


BENT PL 5/16XCONT


1/4

1/4

3-12

3-12

TYP1/4

TYP

STL BM, STL COL ATSIM COND

STL BM

L4X4X1/4

S602

C4

FULL DEPTH STIFF PL

FULL DEPTHCONN PL

(3) SIDES TYP1/4

TYP1 1/2"

STL COL

3/4" CAP PL W/ (4)7/8" Ø BOLTS AT BMWORKABLE GAGE

GRID

MTL ROOF DECK

CONN OF CURTAINWALL BY SUPPLIER

CURTAIN WALL FRAMING

STL BM

S302A1

FULL DEPTH WEB PL

FULL DEPTH WEBSTIFF, SEE GSN

STL BM


5/16TYP

5/16

CJP TOP & BOTTFLANGES, TYP

1/4" BENT CLOSUREPL, TYP

1/2" X 4" X 6" PLW/ (2) 7/8" DIA ERECTIONBOLTS, TYP

WELD ACCESS HOLES, TYP

W/ 1"RETURNS,

TYP 5/16

BOTT FLANGE OF STL BMSAT SAME ELEVATION

ADD 5" WIDE SHIM PLIF REQ'D TO MAINTAINROOF DECK BRG ELEVATION

WEB STIFF NS ANDSTL BM FS

SEE (C3/S601) FOR BENT PLAND DBA'S

CURTAIN WALL,SEE ARCH

CURTAIN WALL CONNTO STRUCT BY SUPPLIER

TYP1/4 3-12

1/4 3-12

MTL ROOF DECK

5" WIDE SHIM PLIF REQ'D FOR DECKBRG ELEVATION, TYP

BENT PL PER (D1/S702), TYP

STL BM, TYP


BENT PL AND DBA'SPER (C3/S601)

DECK BRG

SEE ARCH

1

1 MIN2 MAX

CURTAIN WALL, SEE ARCHSTEEL STUD SOFFIT BY STUDSUPPLIER, SEE ARCH

L4x4x1/4 KICKER BRACE AT4'-0" oc (MAX)PL 3/8" x 6" SQ

5" 5"

1/4

1/4

3-12

3-12

1/4 3-12

1/4 3-12

CJP T & BFLANGES,

TYP

STL CHANNEL, TYP

C2

S703 TYP

5/16" x CONT BENT PL

1/2" x 4" x 6" WEBPL W/(2) 7/8" DIAERECTION BOLTS

WELD ACCESS HOLE, TYP

STL BM, TYP

STL BM

(3) SIDES5/16

5/16TYP

5/16

1/4

1/4

3-12

3-12 STL BM

STL CHANNEL

EXTERIOR STL STUDFRAMING BY SUPPLIER, TYP

CONN BY SUPPLIER TOACCOMMODATE HORIZONTALAND VERTICAL DEFLECTIONSNOTED IN GSN STL BM

TYP1/4 3-12

1/2"

BM


4"

12" MAX

SEE ARCHGAP1" ±

SEE ARCH

BENT PL 5/16 X CONT

CONN OF JAMB COL TO STRUCT BYSTUD SUPPLIER. CONN TOACCOMMODATE VERT DEFLECTIONAND HORIZ BLDG DRIFT.CONNECTION EA SIDE OF COL ASREQ'D

INFILL STUDS AND CONN TOSTRUCT BY STUD SUPPLIER

HSS JAMB COL

HSS GIRT AT TOP AND BOTTOF LOUVER. CONNECT TOJAMB COL PER (D4/S702)

MECH LOUVER, SEE ARCH/ MECH

T.O. LOUVER

SEE ARCH/MECH

1/4" STIFF AT JAMB COL

1/4

1/4

1/4" CAP PL

NOT USEDMTL ROOF DECK

STL BM

GRID

L4x4x5/16xCONTDECK BRG ANGLE

1" C

LR

SEE (A1/S702) FORINFO NOT SHOWN

1/4

1/4

3-12

3-12

1/4 3-12

1/4 3-12

S601

C4

ALIGN (1) SET OF SLAB EDGEBRACING ANGLES AT COL ORPROVIDE ADDITIONAL SET OFANGLES, SEE (C4/S601) FORMORE INFO

SEE (C2/S602) FORBENT PL AND DBA'SAT JAMB COL

1/4

1/4

SEE (C2/S602) FOREMBED PL AT JAMB COL

INFILL STUDS ASREQ'D BTWN COL'S JAMB COL AT MECH LOUVER

NOT USED

TYPS302

A1

SEE ARCH/ MECH

PIPE COL

KNIFE PL THRU COL FS WHEREOCCURS, WELD TO INTERSECTINGKNIFE PL PER (A1/S302) KNIFE PL THRU COL. WELD

TO PIPE PER (A1/S302)

1/2" COL CAP PL

STL BM FOR MECHUNIT SUPPORT, TYP

CONC OVER MTL DECK

FULL DEPTH WEB STIFF NS,FULL DEPTH CONN PL FSSTL BM

NOTE: EXPOSED STL FRAMING TO BE GALVANIZED, TYP. SEE ARCH

5/16

W/ ARCH6" VERIFY

W/ A

RC

H6"

VER

IFY

BM

12" MAXSEE ARCH

CONC OVER MTL DECK

#4 x CONT

L2X2X3/16XCONT W/1/2"Ø X4" HSA AT 24"oc

#3 STD HOOK AT 16"oc

#4 X CONT

STL BM

BENT PL 5/16"XCONT W/ 1/2"ØX 42" LONG DBA's AT 18"oc

AS REQ'D

8"

BENT PL 5/16XCONT TO CLOSE GAPBTWN DUCT AND STRUCTURE

FACE OF MECH DUCT1/4

1/4

3-12

3-12

NOT USED


Job #

Date

Ins. #

Owner #

E

1 2 3 4 5

E

6

C

A

B

D

1 2 3 4 5 6

D

C

B

A

Fax:

Web:

Phone: (801) 575-8800(801) 531-9850vcbo.com




This

dra

win

g, as a

n instr

um

ent of pro

fessio

nal serv

ice, is

the p

ropert

y o

f D

UN

N A

SS

OC

IAT

ES

IN

C, and s

hall

not be u

sed, in

whole

or

part

for

any o

ther

pro

ject w

ithout th

e w

ritten p

erm

issio

n o

f an a

uth

orized r

epre

senta

tive o

f D

UN

N A

SS

OC

IAT

ES

IN

C. U

nauth

orized u

se w

ill b

e p

rosecute

d to the fulle

st exte

nt of th

e la

w. C

opyright ©

2013 b

y D

UN

N A

SS

OC

IAT

ES

IN

C.

10/7

/2013 1

0:3

1:4

6 A

M

S703

ROOF FRAMINGDETAILS

TH

AN

KS

GIV

ING

PO

INT

OF

FIC

E B

UIL

DIN

G

5/31/2013

13026

Constr

uction D

ocum

ents

(B

id S

et)

2919 W

ES

TA

SH

TO

N B

OU

LE

VA

RD

, LE

HI, U

TA

H

GA

RD

NE

R C

OM

PA

NY


Documents (Bid Set)

NO SCALE:S703

D1TYPICAL EXTERIOR PARAPET DETAIL AT ROOF (6'-0" MAXPARAPET)

NO SCALE:S703

D2TYPICAL EXTERIOR PARAPET DETAIL AT ROOF (6'-0" MAXPARAPET)

NO SCALE:S703

D3TYPICAL EXTERIOR CONDITION AT CANTILEVER BEAM ON STEEL COLUMN (6'-0"MAX PARAPET)

NO SCALE:S703

D4 LEVEL 3 ELEMENT DETAILNO SCALE:S703

D5 TYPICAL ROOF ELEMENT DETAIL

NO SCALE:S703

C1 WING WALL WIND SUPPORT CONNECTIONNO SCALE:S703

C2 WING WALL WIND SUPPORTNO SCALE:S703

C3 TYPICAL HSS JAMB COLUMN ATTACHMENT TO STRUCTURENO SCALE:S703

C4 TYPICAL LOUVER JAMB COLUMN CONNECTION TO PENTHOUSE FLOORNO SCALE:S703

C5 TYPICAL STEEL PLATFORM DETAIL FOR FUTURE MECHANICAL EQUIPMENT

NO SCALE:S703

B1 TYPICAL CONDITION ADJACENT TO MECHANICAL DUCT

1 05/31/2013 NOC #1

2 10/07/2013 ASI #2

22

22

22

2