THANKSGIVING POINT OFFICE BUILDINGprojects.vcbo.com/docs/11770.00/ASI_2_CHANGED... · construction,...
Transcript of THANKSGIVING POINT OFFICE BUILDINGprojects.vcbo.com/docs/11770.00/ASI_2_CHANGED... · construction,...
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"
e
e
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.
BLOCK OUT FDN WALLAS REQ'D FOR BRACED FRAMECOLUMN INSTALL. COORD W/BRACED FRAME BASE PLDETAILS, TYP.
BLOCK OUT FDN WALLAS REQ'D FOR BRACED FRAMECOLUMN INSTALL. COORD W/BRACED FRAME BASE PLDETAILS, TYP.
BLOCK OUT FDN WALLAS REQ'D FOR BRACED FRAMECOLUMN INSTALL. COORD W/BRACED FRAME BASE PLDETAILS, 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
TRANSVERSE REINFORCING:#5 AT 8" OC TOP, #8 AT 12" OC BOTT
LONGITUDINAL REINFORCING:#9 AT 6" OC TOP, #9 AT 12" OC BOTT
TRANSVERSE REINFORCING:#5 AT 9" OC TOP, #8 AT 12" OC BOTT
LONGITUDINAL REINFORCING:#5 AT 9" OC TOP, #8 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
HSS SILL BRACING ASREQ'D, SEE DET (B5/S502)
HSS SILL BRACING ASREQ'D, SEE DET (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)
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 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
5/31/2013Construction
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
ELEVATOR RAIL SUPPORT COL,TYP. SEE DETS (C1/S602) AND(C2/S602). SEE ELEV SUPPLIERFOR NUMBER AND LOCATIONOF COLS
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)
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.
3. SEE SHEETS (S401) AND (S402) FOR FRAME ELEVATIONSAND DETAILS.
4. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS TOSTEEL COLUMNS AND SLAB EDGES.
5. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR REINFORCING AROUND MISCELLANEOUS OPENINGS INCONCRETE WALLS.
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)
SECTION MARKSHEET NUMBER
CONC OVER MTL DECK, SEE GSN ON(S101)
ADDITIONAL CONC REINF OF (2) #6 BARSx 6'-0", CTR ON CORNERS, NO SPLICES
CONC WALL, SEE SCHED ON (S301)
STL COL, SEE SCHED ON (S302)or
(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"
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
1:2
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
5/31/2013Construction
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
ELEVATOR RAIL SUPPORT COL,TYP. SEE DETS (C1/S602) AND(C2/S602). SEE ELEV SUPPLIERFOR NUMBER AND LOCATIONOF COLS
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
REINF OVER BMSFRAMING INTO COLS,TYP. SEE (C1/S601)
REINF OVER BMSFRAMING INTO COLS,TYP. SEE (C1/S601)
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.
3. SEE SHEETS (S401) AND (S402) FOR FRAME ELEVATIONSAND DETAILS.
4. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS TOSTEEL COLUMNS AND SLAB EDGES.
5. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR REINFORCING AROUND MISCELLANEOUS OPENINGS INCONCRETE WALLS.
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)
SECTION MARKSHEET NUMBER
CONC OVER MTL DECK, SEE GSN ON(S101)
ADDITIONAL CONC REINF OF (2) #6 BARSx 6'-0", CTR ON CORNERS, NO SPLICES
CONC WALL, SEE SCHED ON (S301)
STL COL, SEE SCHED ON (S302)or
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
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
1:2
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
5/31/2013Construction
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.
SECTION MARKSHEET NUMBER
EL ON (S401)FRAME EL MARK FRAME
MTL ROOF DECK, SEE GSN ON (S101)
STL COL, SEE SCHED ON (S302)or
LATERAL FRAME MOMENT CONNECTIONS
GRAVITY MOMENT CONNECTIONS
RD ROOF DRAIN, SEE ARCH AND MECH FOR EXACT LOCATION
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
1:2
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
5/31/2013Construction
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.
PARAPET WALL AND BRACING,SEE (S206) FOR MORE INFORMATION.
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).
SECTION MARKSHEET NUMBER
EL ON (S401)FRAME EL MARK FRAME
MTL ROOF DECK, SEE GSN ON (S101)
STL COL, SEE SCHED ON (S302)or
LATERAL FRAME MOMENT CONNECTIONS
GRAVITY MOMENT CONNECTIONS
RD ROOF DRAIN, SEE ARCH AND MECH FOR EXACT LOCATION
(SLRSC)SEISMIC LOAD RESISTING SYSTEMCOLLECTOR. SEE DETS ON SHEET(__/S___) FOR CONNECTIONS
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 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
THANKSGIVING POINT OFFICE BUILDING
5/31/2013
13026
Construction Documents (Bid Set)
2919 WESTASHTON BOULEVARD, LEHI, UTAH
GARDNER COMPANY
5/31/2013Construction
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
BOLT SPACING ANDEDGE DIST, TYP
4
BOLT SPACING ANDEDGE DIST, TYP
4
BOLT SPACING ANDEDGE DIST, TYP
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
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
1:3
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
5/31/2013Construction
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
2x4 BEVELED KEYWAY,CONT ORINTERMITTENT
2x4 BEVELED KEYWAY,CONT ORINTERMITTENT
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
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 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
MTL STUD WALL OR GLAZINGBY SUPPLIER
CONNECTION OF STUD WALLOR GLAZING TO STRUCT BY SUPPLIER
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
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
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
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 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
THANKSGIVING POINT OFFICE BUILDING
5/31/2013
13026
Construction Documents (Bid Set)
2919 W
ESTASHTON BOULEVARD, LEHI, UTAH
GARDNER COMPANY
5/31/2013Construction
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
CONC OVER MTL FLRDECK
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
HSS12X6X5/16 GUIDERAILSUPPORT COL. LOCATE PERELEVATOR SUPPLIER
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
CONC OVER MTL FLRDECK
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.
HSS12X6X5/16 GUIDERAILSUPPORT COL. LOCATE PERELEVATOR SUPPLIER
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" ±
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
CONN OF CONT ANGLE TOSTUDS BY SUPPLIER
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
WINDOW SYSTEM ( WHERE OCCURS)
L3X3X1/4 HANGERAT EA BRACE
CONC OVERMTL FLR DECK
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)
STL STUDS BY SUPPLIER
STIFF CLIP CONN TOSTRUCT BY SUPPLIER
BENT PL 5/16 X CONT W/ 1/2" Ø X42" LG DBA's AT 18"oc
1" C
LR
CONN OF CONT ANGLE TOSTUDS BY SUPPLIER
L3X3X1/4 HANGER AT EA BRACE
L6X4X5/16XCONT
TOP OF WINDOW TO ACCOMMODATEVERT DEFLECTION AND HORIZONTALBLDG DRIFT NOTED IN GSN
WINDOW SYSTEM ( WHERE OCCURS)
L3X3X1/4 BRACEAT 4'-0"oc MAX
CONC OVERMTL FLR DECK
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
CONC OVERMTL FLR DECK
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
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
1:3
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
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OM
PA
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5/31/2013Construction
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 STUDS BY SUPPLIER
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
MTL ROOF DECKMTL ROOF DECK
4"
12" MAX
SEE ARCHGAP1" ±
SEE ARCH
BENT PL 5/16 X CONT
STL STUDS BY SUPPLIER
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
"
HSS6x2x1/4 PARAPETSUPPORT BM
HSS6x6x1/4 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
STL INFILL 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
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
FULL DEPTH STIFF ANDCONN PL BLW COL
STL BM FRAMES INTO GRIDLINEGIRDER AT SIM CONDITION.
STL COLUMN, SEE PLAN
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"
HSS6x2x1/4 PARAPETSUPPORT BM
HSS6x6x1/4 PARAPETBRACE AT 6'-6"oc (MAX)
4"Ø STD PIPE
SEE ARCH
SEE ARCH
SEE ARCH
1/2" CLOSURE PL
STL STUDS BY SUPPLIER
ATTACHMENT OF STUDSTO STRUCT BY SUPPLIER
1/2" CAP PL
STL BM, STL COL ATSIM CONDITION
S302A1
1/4BM TO COL
1/4
1/4BM TO COL
1/4
1/3
H ±
2/3
H ±
H ≤
13'
-0"
STL BM
FASTEN DECK TOBMS PER GSN, TYP
FULL DEPTH WEBSTIFF OR FULL DPETHCONN PL
MTL ROOF DECK
(3) SIDES,TYP AT EA
CONN 1/4
FULL DEPTH STIFF ANDCONN PL BLW COL
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
STL COLUMN, SEE PLAN
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
CONC OVER MTLFLR DECK
(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
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. 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
STL COLUMN, SEE PLAN
NOTCH DECK AS REQ'DFOR STEEL COLUMNINSTALLATION, TYP.
H ≤
6'-0
"
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. PLTO MATCH COL WIDTH
STL INFILL STUDS ANDATTACHMENT TO STRUCTUREBY SUPPLIER
1/2" CLOSURE CAP PL
NOTCH DECK AS REQ'DFOR COL INSTALL
STL BM
S302A1
GRID
2/3
H ±
STL BM
FASTEN DECK TOBMS PER GSN, TYP
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
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
1:4
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
5/31/2013Construction
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
WINDOW SYSTEM(WHERE OCCURS)
L6X4X3/8XCONT
CONN OF STL STUDS TOSTRUCT BY SUPPLIER. WELDAS REQ'D TO DEVELOP LARGECONN FORCES, TYP
BENT PL 5/16XCONT
STL STUDS BY SUPPLIER
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
WINDOW SYSTEM(WHERE OCCURS)
L6X4X3/8XCONT
CONN OF STL STUDS TOSTRUCT BY SUPPLIER. WELDAS REQ'D TO DEVELOP LARGECONN FORCES, TYP
BENT PL 5/16XCONT
STL STUDS BY SUPPLIER
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
CONN OF STL STUDS TOSTRUCT BY SUPPLIER. WELDAS REQ'D TO DEVELOP LARGECONN FORCES, TYP
BENT PL 5/16XCONT
STL STUDS BY SUPPLIER
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
CONC OVER MTLFLR DECK
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
CONC OVER MTLFLR DECK
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
MTL ROOF DECKMTL ROOF DECK
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
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
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UN
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OC
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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
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PO
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5/31/2013
13026
Constr
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2919 W
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5/31/2013Construction
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
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