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.

12. 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.

13. Shop Drawings and submittals:13.1. Review of shop drawings and submittals by Dunn Associates, Inc. is for general compliance only and is

not intended for approval. The shop drawing review shall not relieve the contractor from the responsibilityof completing the project according to the contract documents.

13.2. Submittals for the following items shall be submitted to the Project Architect/Engineer for review prior tofabrication and/or installation:13.2.1. Concrete Mix Design13.2.2. Concrete Reinforcing13.2.3. Masonry Block and Grout13.2.4. Masonry Reinforcing13.2.5. Anchorage and Embeds13.2.6. Structural Steel13.2.7. Steel Open Web Joists13.2.8. Steel Decking13.2.9. Deferred Design Items

13.3. Quality control submittals shall be submitted to special inspector for review prior to fabrication/installation.Courtesy copies shall be provided to the project architect and engineer for their records.

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

13.5. Shop drawings made from reproductions of the structural drawings will be rejected unless the contractorsigns a release agreement prior to the shop drawings being reviewed. The contractor may also obtainelectronic files of the plan sheets after signing a release agreement. Electronic files of the detail sheetsand schedule sheets will not be made available.

13.6. The Contractor may choose to submit shop drawings and submittals for review electronically. TheContractor may do this provided a minimum of one hard copy set is submitted for review. The submittalwill be stamped as received by Dunn Associates, Inc. when the hard copy is received by our office. Hardcopies of small submittals need not be submitted if the Contractor receives the approval for this exceptionby the Engineer of Record.

BASIS OF DESIGN

1. Governing Building Code---------------------------------------------- International Building Code 20152. Risk Category------------------------------------------------------------- III3. Floor Live Loads

3.1. Uniformly Distributed Loads3.1.1. Offices + Partitions-----------------------------80 psf3.1.2. Lobbies & Main Floor Corridors------------ 100 psf3.1.3. Catwalks/Fly Gallery-------------------------- 60 psf3.1.4. Light Storage------------------------------------125 psf3.1.5. Stage Floor/Mechanical Rooms----------- 150 psf

3.2. Concentrated Loads, all areas------------------------------ 2000 lbs4. Roof Snow Load

4.1. Ground Snow Load-------------------------------------------- Pg = 43 psf4.2. Flat Roof Snow Load------------------------------------------ Pf = 40 psf4.3. Snow Exposure Factor--------------------------------------- Ce = 1.04.4. Thermal Factor------------------------------------------------- Ct = 1.24.5. Snow Load Importance Factor------------------------------ Is = 1.1

5. Wind Load5.1. Ultimate Wind Design Speed -------------------------------120 mph5.2. Wind Exposure------------------------------------------------- B5.3. Internal Pressure Coefficient-------------------------------- ± 0.18

6. Seismic Design Criteria6.1. Mapped Spectral Response Accelerations

6.1.1. Short Period Acceleration------------------- SS = 1.5426.1.2. 1-Second Acceleration----------------------- S1 = 0.530

6.2. Spectral Response Coefficients6.2.1. Short Period Acceleration------------------- SDS = 1.0286.2.2. 1-Second Acceleration----------------------- SD1 = 0.530

6.2. Site Class (Soil Profile)--------------------------------------- D6.3. Seismic Importance Factor---------------------------------- 1.256.4. Seismic Design Category------------------------------------ D6.5. Effective Structural Seismic Weight----------------------- W

6.5.1. Lateral Force Resisting System------------Special Masonry Shear Walls/Ordinary Steel MF6.5.2. Response Modification Coefficient-------- R = 5/3.56.5.3. System Overstrength Factor---------------- Ωo = 2.5/36.5.4. Deflection Amplification Factor------------- CD = 3.5/36.5.5. Design Base Shear---------------------------- V = Cs*W = 0.257W, 0.367W

6.6. Analysis Procedure-------------------------------------------- Equivalent Lateral Force7. Serviceability Criteria

7.1. Interstory Seismic/Wind Drift-------------------------------- Δa < 0.015h ('h' is story height)7.2. Deflection Limits------------------------------------------------ Total----------------- Live/Snow/Wind

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

FOUNDATION

1. Soils Report by:---------------------------------------------------------- Gordon Geotechnical Engineering, Inc.2. Report Number & Date:------------------------------------------------ August 2, 20163. Soil Bearing Pressure:--------------------------------------------------1,500 psf, on Suitable Native Soils4. Frost Protection:----------------------------------------------------------30 inches minimum5. Lateral Soil Pressure Fluid Equivalent Density:

5.1. Active------------------------------------------------------------- 45 pcf (retaining walls)5.2. Lateral Seismic Soil Pressure-------------------------------100 psf5.3. Passive----------------------------------------------------------- 300 pcf

6. Coefficient of Friction--------------------------------------------------- 0.5

EARTHWORK

1. Consult the project specifications and soils report for further earthwork requirements. In absence of information,refer to the following notes.

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

and utilities on or adjacent to project site.5. Contractor shall provide dewatering as required to protect the site from flooding.6. 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.7. Compacted structural fill: All fill material shall be a well-graded granular material with a maximum size less than 4"

and with not more than 10% passing a #200 sieve. Fill beneath footings shall be compacted to 95% of themaximum laboratory density as determined by ASTM D 1557. All fill shall be tested. Compacted structural fillshall be placed in lifts not exceeding 8" in uncompacted thickness.

8. Floor slabs shall be underlain by a granular layer at least 4" thick. The granular layer shall have a maximum sizeless than 1" with not more than 5% passing a #200 sieve and shall be compacted to at least 90% of the maximumlaboratory density as determined by ASTM D 1557.

9. The soils engineer shall review all excavations and fill placement prior to placing concrete.

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 concreteslabs 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. These values shall be used for parking slabs on grade or other slabs within the building footprint

with exterior exposure. See civil drawings for site concrete requirements.1. Materials unless noted otherwise:

1.1. Normal Weight aggregates----------------------------------------------------------- ASTM C331.2. Fly Ash, Class F Pozzolan----------------------------------------------------------- ASTM C6181.3. Reinforcing Steel

1.3.1. General------------------------------------------------------------------- ASTM A615 Grade 601.3.2. Columns, Beams, Shearwalls--------------------------------------- ASTM A706-60ksi

ASTM A615 is permitted if mill certifications are submitted showing that actual yield strengthdoes not exceed the specified strength by more than 18000 psi, the ratio of tensile to yieldstrength is greater than 1.25, and required minimum elongations of A706 are met.

1.3.3. Subject to the above requirements, ASTM A615 Grade 75 steel may be used at thecontractor's option, except in special moment frames, special concrete shear walls, shearstirrups or torsional reinforcement.

1.4. Deformed Bar Anchors (DBA) ------------------------------------------------------ ASTM A4961.5. Headed Stud Anchors (HSA) ------------------------------------------------------- ASTM A1081.6. Anchor Bolts: See steel and/or wood section(s) of general notes.1.7. No aluminum conduit or product containing aluminum or any other material injurious to concrete shall be

embedded in concrete.2. The contractor shall be responsible for the design, detailing, care, placement and removal of all formwork and

shores.2.1. 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. Inno case, however, shall forms and shoring be removed in less than 24 hours after concrete placement.

3. Reinforcement shall have the following concrete clear cover:3.1. Cast-in-place Concrete

3.1.1. Cast against and permanently exposed to earth--------------- 3"3.1.2. Formed concrete exposed to earth or weather:

#6 thru #18 bars-------------------------------------------------------- 2"#5 and smaller bars--------------------------------------------------- 1 1/2"

3.1.3. 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

4. Construction Joints and Control Joints:4.1. 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 intentionallyroughened to a full amplitude of approximately 1/4".

4.2. Control joints shall be installed in slabs on grade so the length to width ratio of the slab is no more than1.25:1. Control joints shall be completed within 12 hours of concrete placement. Control joints may beinstalled by either:4.2.1. Saw cut with depth of 1/4 the thickness of the slab4.2.2. Tooled joints with depth of 1/4 the thickness of the slab

4.3. Install construction or control joints in slabs on grade at a spacing not to exceed 30 times the slabthickness in any direction, unless noted otherwise. Construction joints shall not exceed a distance of125'-0" on center in any direction.

5. Construction5.1. Use chairs or other support devices recommended by the CRSI to support bar and tie reinforcement bars

and WWR prior to placing concrete. WWR shall be continuously supported at 36" on center maximum.Reinforcing steel for slabs on grade shall be adequately supported on precast concrete units. Lifting thereinforcing off the grade during placement of concrete is not permitted.

5.2. Contractor shall coordinate placement of all openings, curbs, dowels, sleeves, conduits, bolts, inserts andother embedded items prior to concrete placement.

5.3. All embeds and dowels shall be securely tied to formwork or to adjacent rebar prior to concrete placement.5.4. 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 wallprior 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.

5.5. Reinforcing bars shall not be welded unless specifically shown on drawings. In such cases, use only AWSstandards. Do not substitute reinforcing bars for DBAs or HSAs.

5.6. Reinforcing bars partially embedded in concrete shall not be field bent, except as shown in the contractdrawings or permitted by the EOR.

5.7. Top of concrete columns shall be flush (±1/4") with bottom of supported cast-in-place members.6. Detailing:

6.1. Lap splice lengths shall be detailed to comply with the "Reinforcing Bar Lap Splice Schedule" containedwithin the contract drawings.6.1.1. Do not splice stirrups and ties. Do not splice vertical bars in retaining walls unless specifically

shown.6.1.2. At shear wall boundary elements lap lengths shall be increased by 25%.6.1.3. Splices may be made with mechanical splices capable of 125% of yield strength of the bar

being spliced (Type 1). Splices located within lateral resisting elements shall also develop thetensile strength of the bar (Type 2). Mechanical splices shall be the positive connecting typecoupler 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 couplerson adjacent bars shall be staggered a minimum of 24" apart along the longitudinal axis of thereinforcing bars.

6.2. At joints provide reinforcing dowels to match the member reinforcing, unless noted otherwise.6.3. At all discontinuous control or construction slab on grade joints, provide (2) #4 x 48".6.4. Provide corner bars at intersecting wall corners using the same bar size and spacing as the horizontal wall

reinforcing.6.5. 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 terminatewith a 90° standard hook and shall extend to within 4" of the bottom of the footing. Footing dowels (#8bars and smaller) with hooks need not extend more than 20" into footings.

6.6. In concrete shearwalls, the horizontal wall reinforcing shall terminate at ends of walls and openings intothe far end of the jamb column with a standard hook . Horizontal wall reinforcing shall be continuousthrough construction and control joints. Ties on boundary elements shall extend a minimum of 12" into thefoundation.

6.7. See details for reinforcing around miscellaneous openings. All recesses that interrupt reinforcing shall bereinforced the same as an opening.

6.8. Reference ACI 315 for additional detailing requirements.7. Contractor required to submit concrete mix design for review by the engineer prior to any placement of concrete.8. Contractor shall refer to and follow the recommendations in ACI 305R for hot weather concreting and ACI 306R

for cold weather concreting.9. 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 unlessthe walls have been shored or approval of the EOR has been granted, or it has been noted otherwise on thedesign drawings.

10. Construction activity or storage of materials shall not take place on newly placed concrete for a minimum of 7days after concrete placement.

Concrete Use Comp. Strengthf 'c (psi)

ExposureClasses

CementType

Max. W/CMRatio

Max.Flyash

AirContent

AggregateSize, Max.

SlumpLimit

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

Exterior Concrete(reinforced)

5000 F3, S0, P0, C2 I, II 0.40 25% 6% 3/4" 4"

ab,c

d

CONCRETE

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

Exterior Concrete(unreinforced)

4500 F3, S0, P0, C0 I, II 0.45 25% 6% 3/4" 4"

e

e

Footings 4500 F1, S0, P0, C0 I, II 0.45 25% 4.5% 1 1/2" 5"

Mat Footings 4500 F1, S0, P0, C0 I, II 0.45 25% 4.5% 1 1/2" 5"

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

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. Post-installed anchors that are exposed to exterior conditions, or interior spaces where moisture can accumulate,shall be either galvanized or stainless steel anchors.

4. For installation of adhesive anchors horizontally or vertically inclined, installers must have AMI/CRSI AdhesiveAnchor Installer Certification.

5. 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. Adhesive anchors maynot be installed in concrete less than 21 days old without prior approval.5.1. Adhesive anchors in concrete (normal weight only) shall be

5.1.1. HIT-RE 500-SD by Hilti (ESR-2322)5.1.2. HIT-RE 500v3 by Hilti (ESR-3814)5.1.3. HIT-HY 200 by Hilti (ESR-3187)5.1.4. SET-XP by Simpson (ESR-2508)5.1.5. AT-XP by Simpson (IAPMO ES ER-0263)5.1.6. Pure 110+ by Powers (ESR-3298)5.1.7. Epcon S7 by ITW (ESR-2308)5.1.8. Epcon G5 by ITW (ESR-1137)5.1.9. Epcon C6+ by ITW (ESR-3577)

MASONRY

1. Materials, unless noted otherwise:1.1. Concrete Masonry Units (CMU): Medium weight (115pcf) (min. unit strength of 1900 psi) f'm = 1900 psi1.2. Mortar: Type "S" (1800 psi minimum compressive strength)1.3. Grout shall attain a minimum compressive strength of 2000 psi at 28 days.1.4. Reinforcing Steel----------------------------------------------- ASTM 615 Grade 60 (Fy = 60 ksi)1.5. Deformed Bar Anchors (DBA)------------------------------ ASTM A4961.6. Headed Stud Anchors (HSA)------------------------------- ASTM A1081.7. Anchor Bolts----------------------------------------------------- ASTM A3071.8. Heavy hex nuts and hardened washers------------------ ASTM A563

2. Reinforcement shall have the following cover:2.1. Other reinforcement shall have a minimum coverage of one bar diameter over all the bars, but not less

than 3/4". When masonry is exposed to soil, minimum coverage shall be 1 1/2".3. Construction Requirements

3.1. All units shall be laid with full mortar beds on the face shells. All head joints shall be filled solidly withmortar for a distance in from the face of the units not less than the thickness of the longitudinal face shells. Cells which are to be grouted shall have full head joints.

3.2. Masonry walls, beams and columns shall be constructed with running bond unless noted otherwise.3.3. Solid grouting of walls is unacceptable except where specifically noted.3.4. All cells containing reinforcement, embeds, anchor bolts, etc. shall be filled solid with grout. Grout shall be

placed by mechanical vibration during placing and revibrated after excess moisture has been absorbedbut before workability is lost. Puddling or rodding of grout is not allowed.

3.5. Where walls are not grouted solid, each grout pour shall terminate flush with the top of the uppermost unitexcept at cells with vertical reinforcing where the grout shall be 1 1/2" below top of unit to provideconstruction key.

3.6. Grout pours shall be limited to 5'-0" unless high lift grouting procedures are followed.3.7. All masonry below grade shall be solid grouted and use Type "M" mortar (2500 psi minimum compressive

strength).3.8. Vertical cells to be filled with grout shall have vertical alignment sufficient to maintain a clear,

unobstructed, vertical cell measuring not less than 2" by 3". All steel reinforcement shall be securedagainst displacement prior to grouting by wire positioners or other suitable devices at intervals notexceeding 200 bar diameters or 10'-0" maximum, or at bar splice locations. Vertical reinforcing shall belocated at the center of the wall unless noted otherwise.

3.9. Reinforcing bars shall not be welded unless specifically shown on drawings. In such cases, use only AWSstandards. Do not substitute reinforcing bars for DBAs or HSAs.

3.10. Control Joints: Spacing shall not exceed 26'-0". See architectural drawings for locations.3.11. Grout all beam and joist pockets solid after installation of beams and joists.3.12. Embed channels and plates shall be placed so as to create a flush surface with the face of the wall.3.13. Anchor bolts and headed stud anchors shall be set in a grouted cell. Anchor bolts and headed stud

anchors shall have 1/2" grout surrounding the shank at its penetration. Grout shall be flush with the face ortop of the masonry.

4. Detailing Requirements4.1. Lap all masonry reinforcing per the "Masonry Reinforcing Bar Lap Splice Schedule" contained within the

contract drawings. In the absence of this schedule, lap all masonry reinforcing per bar size as follows:4.1.1. Single bars centered in each cell: #3 = 16", #4 = 22", #5 = 26",#6 = 43", #7 = 60", #8 = 72", #9

= 82"4.1.2. Flush wall pilaster/column, 2 bars per cell with 2.5" cover: #3 = 16", #4 = 22", #5 = 32", #6 =

54", #7 = 63", #8 = 72", #9 = 82"4.2. All vertical reinforcing shall be doweled to the foundation wall, footing (structure below) and to the

structure below with the same size dowel, spacing (and in the same core) as the vertical wall reinforcingabove.

4.3. Corner Bars: Horizontal reinforcement shall be continuous at all corners and at intersecting walls.Provide corner bars with the required lap splice length.

4.4. See details for reinforcing around miscellaneous openings.4.5. Horizontal wall reinforcing shall be continuous through joining concrete walls, masonry walls, columns,

and pilasters. Provide a key between the wall and the column or pilaster. Horizontal wall reinforcing shallbe placed inside the column vertical reinforcing.

4.6. Horizontal reinforcing shall terminate with a standard hook at edge of openings and ends of walls withoutcorner bars as shown in details.

4.7. Horizontal wall reinforcing shall terminate with a standard 180° hook at each side of control joints exceptat floor and roof levels, lintels, beams and at top of parapets as shown in details.

4.8. All masonry column ties shall terminate with 135° hooks plus a 6 bar diameter extension (4" minimum).

STRUCTURAL STEEL

1. Codes and Standards: Fabrication, Erection and Quality Control of structural steel shall comply with the latestedition of the following:1.1. American Institute of Steel Construction (AISC) 360, "Specification for Structural Steel Buildings," with

"Commentary".1.2. AISC 341 "Seismic Provisions for Structural Steel Buildings."1.3. AISC 303 "Code of Standard Practice" excluding sections 3.4, 4.4 and 4.4.1.1.4. AISC "Specification for Structural Joints Using ASTM A325 or A490 Bolts"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 demand critical welds. Minimum Charpy V-Notch requirementsare 20 ft-lbs at 0°F and 40 ft-lbs at 70°F

2.4. Hollow Structural Shapes2.4.1. Rectangular------------------------------------- ASTM A500 Grade B (46 ksi)2.4.2. Round-------------------------------------------- ASTM A500 Grade B (42 ksi)

2.5. Other Structural Shapes (M, C, etc)----------------------- ASTM A362.6. Bolted Connections-------------------------------------------- ASTM A3252.7. Anchor Bolts

2.7.1. All Columns unless noted otherwise: ASTM F1554 Grade 105 with ASTM A563 heavy hexnuts with Grade A hardened washers.

2.7.2. Braced Frame/Moment Frame Columns unless noted otherwise: ASTM F1554 Grade 105(equiv to A193 Grade B7) with ASTM A563 heavy hex nuts with ASTM F436 minimum 5/16"thick washers. Bottom assembly to include double heavy hex nuts with 5/16" min thick platewasher.

2.8. Weld Filler Metal2.8.1. Shielded Metal Arc Welding---------------- AWS A5.1, low-hydrogen only

Low-hydrogen restrictions do not apply when welding sheet steels in accordance with AWSD1.3, including attaching these steels to structural members.

2.8.2. Gas-Metal & Metal-Cored Arc Welding-- AWS A5.182.8.3. Flux-Cored Arc Welding--------------------- AWS A5.20

E7XT-4 or E7XT-11 electrodes are not permitted.2.8.4. 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 with AWSD1.8, annex B. The Field Erection Contractor is responsible for verifying that intermixing ofself-shielded weld metal with weld metal of other processes will not occur, or alternatively, thewelding procedure is qualified by testing.

2.9. Deformed Bar Anchors (DBA)------------------------------ ASTM A4962.10. Headed Stud Anchors (HSA)------------------------------- ASTM A1082.11. 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

2.12. Refer to architectural drawings for structural steel fireproofing requirements .3. Structural Detailing

3.1. Welds may be performed in the shop or the field. Designations of field welds on the Contract Documentsare shown where it is anticipated field welds may be required, and are shown only for the purpose ofassisting the Contractor in the bidding process. The Contractor shall coordinate the welding sequencebetween sub-contractors, and any costs associated with variations in the welding sequence are outsidethe scope of the Design Engineer, and are the responsibility of the Contractor. Field welding is to beminimized where possible. Contractor is to verify that the sequencing of welds meets all safetyregulations, and the requirements of the Construction Documents and their referenced codes.

OPEN WEB STEEL JOISTS AND GIRDERS

1. All open web steel joist and girders shall be fabricated and erected in accordance with the latest edition of SteelJoist Institute (SJI), "Standard Specifications and Code of Standard Practice."

2. Joists or girders with slopes greater than 1/2" per foot shall be designed to meet or exceed the load capacities,listed in the SJI load tables, of the joist or girder sizes indicated on the framing plan, as if the joists or girders wereinstalled level.

3. Provide special bearing ends to accommodate slopes from sloped joists, sloped girders or sloped bearingconditions.

4. Modifications to any joist or girder, including holes through the top and bottom chords, without the written consentand direction from the manufacturer is not allowed.

5. Design loads, unless noted otherwise:5.1. Wind loads (W) shown are calculated using ASCE 7.5.2. Seismic loads (E and Em) shown are calculated using ASCE 7.5.3. Gravity loads (D, L, S, etc.) shown are Allowable Stress (Working Stress) levels.5.4. Loads shown are at levels to be used directly by the Load Combinations from Section 1605 of the IBC

without further adjustment.5.5. Allowable stress increases are permitted as allowed by the referenced standard being used for design.

6. The deflection of all open web joists and girders shall be limited to L/240 for total load and L/360 for live load,unless noted otherwise.

7. A certificate of compliance must be submitted to the building official upon completion of fabrication per IBC 2207.5.

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 roof deck or galvanized deck are to be painted.10. Steel deck shall be galvanized (G60) when used above or below mechanical equipment rooms.11. 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----------0.233--------------------0.223----------------1170 plf for 7'-0" span---------------Type 13" N/18--------------0.663---------------------1.369----------------1057 plf for 12'-0" span-------------Type 211.1. 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):11.1.1. 6" on center to all supports perpendicular to deck corrugations (7 welds per 36" sheet) or 8"

on center for Type N deck (4 welds per 24" sheet).11.1.2. 6" on center to all supports parallel to deck corrugations.11.1.3. Interlocking side seams between adjacent pieces of decking may be attached with "PunchLok

II" by Verco Manufacturing (VSC2) or "ASC DeltaGrip side seam connection" by ASC SteelDeck at 12" on center minimum.

11.2. The Contractor may submit, for review and approval, the manufacturer's ICC report of an alternate methodof deck attachment, including Hilti X-HSN 24 (open web joist attachment) and Hilti X-ENP 19 (steel beamattachment). The alternate method shall provide minimum deck diaphragm shear values equal to orgreater than those noted above. The alternate method shall be approved by the engineer of record priorto the substitution.

11.3. Provide a minimum deck bearing of 2". Lap splices shall be centered over the support. To ensure properlap placement, 4" of lap is recommended, however, it may be reduced to 2" minimum. Deck laps less thanthe minimum will need to be replaced with deck that meets the minimum lap.

COLD FORMED STEEL

1. Cold Formed Steel Framing1.1. 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.1.2. 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.1.3. All steel framing members shall comply with ASTM A1003.1.4. Follow all manufacturers' guidelines and recommendations for all products.1.5. Unless noted otherwise, all welded connections shall be done according to AWS standards.1.6. 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 not exceed200 and shall not be spaced further apart than 10'-0" on center. Connect diagonal braces to the top of thesteel stud walls and to the top flange of the steel beams with (2) #10 tek screws minimum. Where aconcrete deck occurs above, use two powder-driven fasteners per diagonal brace. Other approvedmethods may be used.

1.7. Anchor bolts: See steel section of general notes.2. Connection Hardware

2.1. 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 drift indicated.See architectural drawings for joint location and details.

2.2. All connection hardware (examples: "StiffClip", "VertiClip", "DriftClip", "BridgeClip", etc) shown shall besupplied by the Steel Network, Inc.

2.3. Install all hardware per the manufacturer's guidelines and recommendations.2.4. The contractor may submit an alternate connection method for approval by Dunn Associates, Inc. and the

Architect.

ABBREVIATIONS

AB Anchor BoltABV AboveALT AlternateARCH Architect

BFB Braced Frame BeamBFC Braced Frame ColumnBLDG BuildingBLW BelowBM BeamBOTT BottomBRB Buckling Restrained BraceBRDG BridgingBRG BearingBTW Between

CANT CantileveredCJ Control JointCJP Complete Joint PenetrationCL Center LineCMU Concrete Masonry Unit

JST Joist

K Kip(s) = 1000 PoundsKLF Kips Per Lineal FootKSF Kips Per Square Foot

LB Pounds (#)LOC Location

MAS MasonryMAX MaximumMECH MechanicalMEZZ MezzanineMFB Moment Frame BeamMFC Moment Frame ColumnMFR ManufacturerMIN MinimumMISC MiscellaneousMTL Metal

NTS Not To Scale

DEFERRED SUBMITTALS

1. Deferred submittals are items that are not part of our scope which require architectural and/or engineering review. Deferred submittals include plans, details, calculations and/or other relevant design information stamped by aProfessional Engineer licensed in the state in which construction will occur.

2. Deferred submittals shall first be submitted to the project architect and/or engineer for review and coordination.Upon completion of the architect/engineer review, the architect/engineer will submit the deferred submittals to theBuilding Official for review and approval. The submittal to the Building Official shall include a letter stating that thearchitect/engineer review has been performed and that the plans and calculations for the deferred submittal itemsare found to be in general conformance with the design drawings with no exceptions.

3. Construction related to deferred submittals shall not commence until the Building Official has approved thesubmittal. Approved deferred submittals shall be available at the jobsite throughout construction.

4. Items requiring deferred submittals are listed below. These items shall be designed and fabricated by themanufacturer according to specifications given in the construction documents.4.1. Open Web Steel Roof Joists and Girders (by steel joist manufacturer)4.2. Steel Ladders and stairs (by steel stair manufacturer). Suppliers to provide any additional required

support steel beyond that of the main building framing system shown on the design drawings.4.3. Seismic Bracing for mechanical, electrical and plumbing components per ASCE 7, Chapter 13 (by MEP

consultant)

5. Follow manufacturer and ICC evaluation report requirements for installation temperature of adhesive anchors.

5.2. Adhesive anchors in grouted masonry shall be5.2.1. HIT-HY 70 by Hilti (ESR-2682)5.2.2. AT-XP by Simpson (IAPMO UES ER-263)5.2.3. SET-XP by Simpson (IAPMO UES ER-265)5.2.4. ET-HP by Simpson (IAPMO UES ER-241)

6. Mechanical anchors6.1. Mechanical anchors in concrete shall be

6.1.1. Kwik Bolt TZ by Hilti (ESR-1917)6.1.2. Kwik HUS-EZ by Hilti (ESR-3027)6.1.3. Strong-Bolt 2 by Simpson (ESR-3037)6.1.4. Titen HD by Simpson (ESR-2713)6.1.5. Torq-cut by Simpson (ESR-2705)6.1.6. Trubolt+ by ITW (ESR-2427)6.1.7. Tapcon/Sammy Anchors by ITW (ESR-2202)6.1.8. Wedge-Bolt+ by Powers (ESR-2526)6.1.9. Power-Stud+ SD2 by Powers (ESR-2502)6.1.10. Power-Stud+ SD3, SD4 and SD6 Stainless by Powers (ESR-3471)6.1.11. Snake+ by Powers (ESR-2272)

6.2. Mechanical anchors in grouted masonry shall be6.2.1. Kwik Bolt 3 by Hilti (ESR-1385)6.2.2. Kwik HUS-EZ by Hilti (ESR-3056)6.2.2. Titen HD by Simpson (ESR-1056)6.2.3. Strong-Bolt 2 by Simpson (IAPMO ES ER-0240)6.2.3. Wedge-All by Simpson (ESR-1396)6.2.4. Power-Stud+ SD1 by Powers (ESR-2966)6.2.5. Wedge-Bolt+ by Powers (ESR-1678)

7. 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.

Non-shrink grout shall be prepackaged, non-metallic and non-gaseous.

3.2. Provide full depth web stiffener plates at each side of all beams at all bearing points. Stiffener plates shallbe the thickness called out below unless noted otherwise. Stiffeners shall be welded on both sides of theplate-to-flange and plate-to-web interfaces. Do not weld into the web-to-flange fillet region 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 noted otherwise: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 the beam for the span andsteel specified.

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

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 critical welds,unless noted otherwise. Backgouge the root and weld to sound metal. Reweld the gouged area and adda 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, structural bolts, orheaded 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.

COL ColumnCONC ConcreteCONN ConnectionCONT ContinuousCOORD CoordinateCTR Center

DB Deck BearingDBA Deformed Bar AnchorDBL DoubleDCW Demand Critical WeldDET DetailDIA DiameterDIM DimensionDWG Drawing

(E) ExistingEA EachEF Each FaceEL ElevationELEC ElectricalENGR EngineerEQ EqualEQUIP EquipmentEQ SP Equally SpacedEW Each WayEJ Expansion JointEXT Exterior

FLR FloorFND FoundationFTG Footing

ga GageGALV GalvanizedGSN General Structural Notes

HORIZ HorizontalHSA Headed Stud AnchorHSS Hollow Structural Section

IBC International Building CodeICC International Code CouncilINT Interior

oc On CenterOPNG OpeningOPP Opposite

PCF Pounds per Cubic FootPEN Penetrate or PenetrationPERP PerpendicularPJP Partial Joint PenetrationPL PlatePLF Pounds per Lineal FootPREFAB PrefabricatedPSF Pounds per Square FootPSI Pounds per Square Inch

REINF ReinforceREQD RequiredRTU Roof Top Unit

SCHED ScheduleSFRS Seismic Force Resisting SystemSIM SimilarSOG Slab on GradeSTD StandardSTIFF StiffenerSTL SteelSTRUCT StructuralSW Shear Wall

T&B Top and BottomTEMP TemperatureTHRU ThroughT/ Top ofTYP Typical

UNO Unless Noted Otherwise

VERT Vertical

W/ WithWWR Welded Wire ReinforcementWP Working Point

1 2 3 4 5

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Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

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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 08.16.2016

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PERMIT SET

BDR09.09.2016

16073

GENERAL

STRUCTURAL

NOTES

S101

09.09.2016PERMIT SET

GENERAL STRUCTURAL NOTES

Permit Set

This set is submitted as a complete set of structural drawings to be reviewed by the City orGoverning Jurisdiction responsible for issuing a Building Permit. Upon their final review and re-submittal of these drawings it is understood that this set will be re-issued for General Contractorpricing. The General Contractor is not to provide a GMP off this submittal.

# Date Revision

SPECIAL INSPECTION, TESTING AND STRUCTURAL OBSERVATION REQUIREMENTS

1. Special Inspections and Testing1.1. Special inspections and testing as required per the construction documents and per IBC Chapter 17 shall

be provided for this project unless waived by the Building Official.1.2. An independent agency/agencies employed by the Owner, shall perform the special inspection and testing

services required.1.3. The special inspection and testing requirements of this section of the General Structural Notes and the

special inspection tables serve as the Engineer of Record's statement of special inspections and structuralobservations required by IBC Chapter 17.

2. Contractor Responsibilities2.1. Each Contractor responsible for the construction of a main wind or seismic force-resisting system, a

designated seismic system, or a wind or seismic force-resisting component shall submit a writtenstatement of responsibility to the Building Official and Owner prior to commencing with the work involved.It shall contain acknowledgement of awareness of the special inspection and testing requirements.

2.2. The Contractor shall coordinate and cooperate with all the required inspections, testing, and/or structuralobservations required for the project. The Contractor shall not proceed with subsequent work untilrequired inspections, testing, and/or structural observations have been provided.

2.3. The Contractor shall correct all work found to be deficient, and re-test at no additional cost to the Owner.2.4. The Contractor shall notify the Engineer of Record at least (7) days prior to any required structural

observations.2.5. Submit all required documentation to the Special Inspector for review.

3. Special Inspector Responsibilities3.1. Each Special Inspector shall be a qualified person who shall demonstrate competence and relevant

experience or training, to the satisfaction of the Building Official, for the inspection of the particular type ofconstruction or operation requiring special inspection.

3.2. Special Inspectors shall keep records of their inspections.3.3. Inspection reports shall indicate whether the work inspected was or was not completed in accordance with

the construction documents and the referenced building codes.3.4. Non-conforming work and/or discrepancies shall be brought to the Contractor's immediate attention for

correction.3.5. The Special Inspector shall notify the Architect/Engineer of any non-conforming work or discrepancies that

the Contractor cannot readily correct.3.6. Any uncorrected non-conforming work or discrepancies shall be brought to the attention of the

Architect/Engineer and the Building Official prior to completion of that phase of the work.3.7. Submit the following to the Building Official:

3.7.1. Special Inspections and Testing Reports.3.7.2. Certificates of Compliance for:

3.7.2.1. Fabrication of structural elements from approved fabricators.3.7.2.2. The seismic qualifications of nonstructural components, supports, and

attachments.3.7.2.3. Designated Seismic Systems.3.7.2.4. Open-web steel joists and joist girders.

3.7.3. Reports of:3.7.3.1. Pre-construction tests for shotcrete.3.7.3.2. Material properties verifying compliance with the requirements of AWS D1.4 for

weldability for reinforcing bars other than ASTM A706.3.7.3.3. Mill tests for ASTM A615 reinforcing bars used to resist earthquake induced

forces in special moment frames, special structural walls or coupling beams instructures assigned to Seismic Design Category B, C, D, E, or F.

4. Quality Control Submittals for Structural Steel4.1. Provide Level III non-destructive testing (NDT) personnel certifications.4.2. Provide welder qualification records to verify project welders are tested and qualified in accordance with

AWS D1.1 before welding structural or miscellaneous steels, D1.3 before welding sheet steels (10 gaugeand thinner), and D1.4 before welding reinforcing steel. Submit documentation to the approved inspectionagency for review before welding.4.2.1. Special, restricted welder qualification testing is required for welders joining the bottom-flange

through the weld access hole connection in demand critical welds. Qualify welders for theminimum groove angle and maximum deposition rate used in production. Follow theinstructions for supplemental qualification testing in AWS D1.8, Section 5.1. Qualificationtesting must take place within two years from the start of this project.

4.3. Provide welder identification methodology. The fabricator/erector shall maintain a system by which thewelder who has welded a joint or member can be identified. Stamps, if used, shall be the low stress type.

4.4. Provide welding procedures that comply with AWS D1.1, D1.3, D1.4, D1.8, as required by the project.Welding procedures shall be made available to welders and inspectors.4.4.1. Provide weld filler metal product data sheets identifying optimum welding parameters and

storage conditions with each welding procedure submittal.4.4.2. Identify the maximum welding heat input per inch of weld (KJ/in) permitted by the welding

procedures.4.4.3. Identify the maximum deposition rate that will be used while welding on any demand critical

weld.4.4.4. Provide typical welding filler metal Certificates of Conformance that identify the WPS Heat

Input Envelope.4.5. Provide a preliminary welding repair procedure to follow should welding repairs be required within the

Seismic Protected Zone.4.6. Provide mill/material test reports (MTR) or certificates of conformance (CC) that verify compliance of

furnished materials to the requirements of the approved contract documents. MTRs or CCs are requiredfor structural shapes, plate, metal deck, fasteners, headed studs, DBAs, weld filler metal, and boltassemblies used as primary, load-bearing members. Maintain the heat number traceability of structuralshapes and plate used as primary, load bearing members.

5. Structural Steel Non-Destructive Testing (NDT) Personnel Qualifications5.1. NDT personnel will:

5.1.1. Qualify in accordance with the recommended practices of the American Society ofNondestructive Testing, SNT-TC-1A, latest edition.

5.1.2. Pass eye examinations meeting: (1) ASTM requirements at least once a year, and (2) AWSD1.1 every three years.

5.1.3. Be certified in accordance with the AWS QC-1, latest edition.5.1.4. Level III must be qualified by ASNT testing in the applicable method under review.

5.2. Only Level II and Level III technicians, qualified by testing in the applicable method, are permitted tointerpret nondestructive testing results.

5.3. Only Senior Certified or Certified Welding Inspectors (SCWI, CWI) are permitted to evaluate welds.Certified Associate Welding Inspectors may evaluate welds when under the direct supervision of a SCWIand/or CWI.

5.4. Approved Inspection Agency will certify the following:5.4.1. Level III inspector has reviewed the NDT procedures5.4.2. Project ultrasonic testing technicians, testing demand critical welds, are trained and qualified

in accordance with AWS D1.8, Annex E5.4.3. That the Inspection Agencies' ultrasonic testing procedures are qualified by weld mockups

similar to AWS D1.1, Annex S.6. Special Inspections

6.1. Fabricated Items (1704.2.5): Where fabrication of structural, load bearing or lateral load-resisting membersor assemblies is being conducted on the premises of a fabricator's shop, special inspections of thefabricated items shall be performed during fabrication. Special inspections during fabrication are notrequired where the work is done on the premises of a fabricator registered and approved by the buildingofficial to perform such work without special inspection. At the completion of fabrication, the approvedfabricators shall submit a certificate of compliance to the Owner for submittal to the Building Official.

6.2. Structural Steel: Special inspection and non-destructive testing (NDT) are required during the fabricationand erection of any load-bearing members and assemblies. Special inspection, except NDT, may bewaived when the work is performed in a fabricating shop, or by an erector approved by the BuildingOfficial to perform work without Special Inspection. NDT of welds completed in an approved fabricator'sshop may be performed by the fabricator when approved by the Building Official. When the fabricatorperforms the NDT, the fabricator shall submit the NDT reports for review by the Special Inspector. Specialinspection and NDT shall be provided per the special inspection tables for structural steel in theconstruction documents.6.2.1. Perform all welding and welding special inspection activities in accordance with AWS D1.1,

D1.3, D1.4, and D1.8, AISC 360 Chapter N, and AISC 341 Chapter J, as appropriate for thematerial form and welding methods employed. Approved methods and acceptance criteriaare established in these codes.

6.2.2. Perform all bolting and bolting inspection activities in accordance with AISC 360 Specificationfor Structural Steel Buildings Using A325 and A490 Bolts, AISC 360 Chapter N, and AISC341 Chapter J, as applicable.

6.2.3. Non-Destructive Testing (NDT) of welds is required as follows:6.2.3.1. Ultrasonic testing (UT), magnetic particle testing (MT), penetrant testing (PT),

and radiographic testing (RT), where required, shall be performed in accordancewith AWS D1.1/D1.1M. Acceptance criteria shall be in accordance with AWSD1.1/D1.1M for statically loaded structures, unless otherwise designated on thedesign drawings or project specifications.

6.2.3.2. All NDT shall be documented. NDT reports shall be distributed to thefabricator/erector, the Building Official, the Contractor, and the Architect.

6.2.3.3. Amount of NDT is permitted to be reduced according to AISC 360 Chapter N andAISC 341 Chapter J if appropriate criteria are met, and if approved by theBuilding Official and the Engineer of Record.

6.2.3.4. Requirements for structures in Seismic Design Categories C thru F:6.2.3.4.1. Ultrasonic test all complete joint penetration groove6.2.3.4.2. Magnetic particle test or penetrant test all thermally cut surfaces ofaccess holes for flange or web thicknesses exceeding 2”. Magnetic particle testor penetrant test all thermally cut surfaces of beam copes access holes for flangeor web thicknesses exceeding 1 ½” for members of the seismic force resistingsystem in Seismic Design Categories C thru F. Any crack shall be deemedunacceptable.

6.2.4. Special inspections and Testing for Non-Shrink Grout are required as follows:6.2.4.1. Periodic special inspection verifying the use of required mix design.6.2.4.2. Samples of non-shrink grout shall be tested for compressive strength at least

daily, with additional tests required for each additional 10 bags mixed per day.6.3. Steel Construction (1705.2): The special inspections and nondestructive testing of steel construction in

buildings shall be in in accordance with the following:6.3.1. Structural Steel. Special inspections and non-destructive testing of structural steel elements

in buildings, structures, and portions thereof shall be in accordance with the QualityAssurance inspection requirements of AISC 360 and tables in the construction documents.

6.3.2. Cold-Formed Steel Deck. Special inspections and qualification of welding special inspectorsfor cold-formed steel floor and roof deck shall be in accordance with the Quality Assurance

or penetrant test all thermally cut surfaces of beam copes access holes for flange

6.3.2. Cold-Formed Steel Deck. Special inspections and qualification of welding special inspectorsfor cold-formed steel floor and roof deck shall be in accordance with the Quality Assuranceinspection requirements of SDI QA/QC.

6.3.3. Open-Web Steel Joists and Joist Girders. Special inspections of open-web steel joists andjoist girders in buildings, structures, and portions thereof shall be in accordance with Table1705.2.3 in the construction documents.

6.3.4. Cold-Formed Steel Trusses Spanning 60 Feet or Greater. The special inspector shall verifythat the temporary installation restraint/bracing and the permanent individual truss memberrestraint/bracing are installed in accordance with the approved truss submittal package.

6.4. Concrete (1705.3): Special inspections and tests of concrete construction shall be performed inaccordance with Table 1705.3 in the construction documents.6.4.1. Special inspections of welding of and qualifications of special inspectors for reinforcing bars

shall be in accordance with the requirements of AWS D1.4 for special inspections and forspecial inspector qualifications.

6.4.2. In the absence of sufficient data or documentation providing evidence of conformance toquality standards for concrete materials, the building official shall require testing inaccordance with the appropriate standards and criteria for the materials.

6.5. Masonry (1705.4): Special inspections and tests of masonry construction shall be performed inaccordance with the Qualtiy Assurance program requirements of ACI 530 and 530.1.6.5.1. Engineered masonry and vertical masonry foundation elements in Risk Categories I, II and III

shall be special inspected per Table 3.1.2- Masonry Level B Quality Assurance in theconstruction documents.

6.6. Soils (1705.6): Special inspections and tests of existing site soil conditions, fill materials, placement, andload-bearing requirements shall be performed in accordance with the approved soils report and Table1705.6 in the construction documents. The Special Inspector shall verify that proper materials andprocedures are used. The approved geotechnical report and the construction documents shall be used todetermine compliance

6.7. Post-Installed Anchors: Special inspections and tests shall be performed during installation ofpost-installed anchors according to the requirements of the ICC Evaluation Report and table 1705.3 in theconstruction documents.

6.8. See architectural drawings for additional required inspections pertaining to sprayed fire-resistant materials(1705.14), mastic and intumescent fire-resistant coatings (1705.15), EIFS (1705.16), fire resistantpenetrations and joints (1705.17), or smoke control systems (1705.18).

7. Special Inspections for Seismic Resistance (1705.12): Special inspections for seismic resistance are requiredfor this project per IBC section 1705.12. Provide as follows:7.1. Structural Steel (1705.12.1): Special Inspections for seismic resistance shall be in accordance with the

following as applicable:7.1.1. Seismic Force-Resisting Systems; Special Inspections of structural steel in the seismic

force-resisting systems of buildings and structures assigned to Seismic Design Category B, C,D, E, or F shall be performed in accordance with the Quality Assurance requirements of AISC341 and the construction documents.

7.1.2. Structural Steel Elements; Special Inspections of structural steel elements in the seismicforce-resisting systems of buildings and structures assigned to Seismic Design Category B, C,D, E, or F other than those covered in section7.1.1 above, including struts, collectors, chords,and foundation elements, shall be performed in accordance with the Quality Assurancerequirements of AISC 341 and the construction documents.

7.2. Designated Seismic Systems (1705.12.4): For structures assigned to Seismic Design Category C, D, E, orF, the Special Inspector shall examine designated seismic systems requiring seismic qualifications inaccordance with ASCE7 Section 13.2.2, and verify that label, anchorage and mounting conforms to thecertificate of compliance.

7.3. Architectural Components (1705.12.5): Periodic special inspection is required for the erection andfastening of exterior cladding, interior and exterior nonbearing walls and interior and exterior veneer instructures assigned to Seismic Design Category D, E, or F.7.3.1. Access Floors. Periodic special inspection is required for the anchorage of access floors in

structures assigned to Seismic Design Category D, E, or F.7.4. Plumbing, Mechanical, and Electrical Components (1705.12.6): Periodic special inspection of plumbing,

mechanical, and electrical components shall be required for the following:7.4.1. Anchorage of electrical equipment for emergency and standby power systems in structures

assigned to Seismic Design Category C, D, E, or F.7.4.2. Anchorage of other electrical equipment is structures assigned to Seismic Design Category E

or F.7.4.3. Installation and anchorage of piping systems designed to carry hazardous materials and their

associated mechanical units in structures assigned to Seismic Design Category C, D, E, or F.7.4.4. Installation and anchorage of ductwork designed to carry hazardous materials in structures

assigned to Seismic Design Category C, D, E, or F.7.4.5. Installation and anchorage of vibration isolated systems in structures assigned to Seismic

Design Category C, D, E, or F where the approved construction documents require a nominalclearance of 1/4” or less between the equipment support frame and restraint.

8. Testing for Seismic Resistance (1705.13): Testing for seismic resistance is/is not required for this project perIBC section 1705.13. Provide as follows:8.1. Structural Steel (1705.13.1):

8.1.1. Seismic Force-resisting Systems. Non-destructive testing of structural steel in the seismicforce-resisting systems of structures assigned to Seismic Design Category B, C, D, E, or Fshall be performed in accordance with the Qualtiy Assurance requirements of AISC 341.

8.1.2. Structural Steel Elements. Non-destructive testing of structural steel elements in the seismicforce-resisting systems of structures assigned to Seismic Design Category B, C, D, E, or Fshall be performed in accordance with the Qualtiy Assurance requirements of AISC 341.

8.2. Non-Structural Components (1705.13.2): For structures assigned to Seismic Design Category B, C, D, E,or F where the requirements of ASCE 7 Section 13.2.1 for nonstructural components, supports orattachments are met by seismic qualification as specified in Item #2 therein, the registered designprofessional of the applicable discipline shall specify on the approved construction documents therequirements for seismic qualification by analysis, testing, or experience data. Certificates of Compliancefor the seismic qualification shall be submitted to the Building Official.

8.3. Designated Seismic Systems (1705.13.3): For structures assigned to Seismic Design Category C, D, E,or F and with designated seismic systems that are subject to the requirements of ASCE 7 Section 13.2.2for certification, the registered design professional of the applicable discipline shall specify on theapproved contract documents the requirements to be met by analysis, testing, or experience data asspecified therein. Certificates of Compliance documenting that the requirements are met shall besubmitted to the Building Official.

9. Special Inspections for Wind Resistance (1705.11): Special inspections for wind resistance are not required forthis project per IBC Section 1705.11.

10. Structural Observations/Site Observations (1704.6): Structural observations are required for this project per IBCsection 1704.6.10.1. The Engineer of Record or his representative shall perform the structural observations as required.10.2. A registered design professional employed by the Owner shall perform the structural observations as

required.10.3. Structural Observations of the following stages of construction shall be provided. The Contractor shall

notify (in writing) the [EOR/design professional] performing the structural observations at least 7 days priorto the following stages of construction so that they may have the opportunity to review the work. At theconclusion of the work, a site observation report will be provided stating that the site visits have beenmade and report any unresolved deficiencies.10.3.1. Initial placing of any concrete, including but not limited to: footings, shear walls, or slabs on

grade.10.3.2. Initial grout pours for masonry walls10.3.3. Initial erection of structural steel10.3.4. Completion of structural roof deck10.3.5. Initial finish work

10.4. Structural observation/Site observation reports will be provided to the Architect. Distribution to theContractor, Owner, and/or Building Official will be through the Architect.

11. Seismic/Wind Main Force Resisting Systems That Require Special Inspections11.1. Masonry Shear Walls11.2. Steel Moment Frames11.3. Metal Roof Deck

WOOD

1. Materials1.1. Dimension Lumber and Timbers (Sawn Lumber)

1.1.1. All dimensioned lumber shall comply with USDOC PS20.1.1.2. Visually graded dimension lumber shall be Douglas Fir-Larch #2 or better.1.1.3. Visually graded timbers (5" x 5" and larger) shall be Douglas Fir-Larch #1 or better.1.1.4. Machine stress rated (MSR) lumber shall be 1600f-1.6E or better.1.1.5. Approved end jointed lumber may be used interchangeably with solid sawn members of the

same species and grade.1.2. Laminated Veneer Lumber (LVL) and Rim Board

1.2.1. All LVL shall be a minimum of 1 3/4" thick with the following design values in psi: Fb = 2600,E = 2.0x10^6, Fcperp=750, Fv = 285, Fcpar =2510, Ft = 1555).

1.2.2. All rim boards shall be a minimum of 1 1/2" thick . See bearing wall schedule for verticalcapacity requirements.

1.2.3. Handle, store and install all LVL per the manufacturer's guidelines.1.2.4. Connect multiple members together per the manufacturer's guidelines.1.2.5. LVL, LSL and Rim Board of equal design properties as determined by ASTM D5456 may be

substituted with written approval from Dunn Associates, Inc.1.3. Wood Structural Panel Sheathing

1.3.1. Wood structural panels shall conform to the requirements for its type in USDOC PS1 orUSDOC PS2. The panels must be identified by the trademarks of the approving testing andinspection agency.

1.3.2. Wood sheathing shall be APA rated sheathing Exposure 1 unless noted otherwise. See plansand schedules for thickness and span rating.

1.4. Nails1.4.1. All Nails shall conform to the requirements specified in ASTM F1667, "Standard Specification

of Driven Fasteners: Nails, Spikes and Staples."1.4.2. All nails shall be common nails with the following properties:

Nail------------------Shank Diameter--------------------------------Min. Penetration into Support6d--------------------0.113"--------------------------------------------1.25"8d--------------------0.131"--------------------------------------------1.50"10d-------------------0.148"--------------------------------------------1.63"12d-------------------0.148"--------------------------------------------1.63"16d-------------------0.162"--------------------------------------------1.75"Nails with properties less then those listed above shall not be used without prior writtenapproval from Dunn Associates, Inc.

1.4.3. Nails with "T", brad, finish or casing heads are not permitted. Nails with Round (full), Offset,Oval, Clipped or Notched heads are acceptable.

1.4.4. Deformed shank nails shall have either a helical (screw) or an annular (ring) shank.1.5. Bolts

1.5.1. Anchor Bolts: ASTM F1554 Grade 36 (or A307 Grade A/C or A36)1.5.2. All anchor bolts connecting shearwall sill plates to the concrete foundation shall have a

PL1/4"x3"x3" washer between the sill plate and the nut, UNO. See the shear wall schedule.1.5.3. Connection Bolts: ASTM A307 Grade A/C or ANSI Standard B18.2.1.1.5.4. Bolt holes shall be a minimum of 1/32" to a maximum of 1/16" larger than the bolt diameter.

Holes shall be accurately aligned in main members and side plates or side members. Boltsshall not be forcibly driven.

1.5.5. At all bolted connections, provide a standard cut or larger washer or metal plate between thewood and the bolt head and between the wood and the nut.

1.6. Connection Hardware1.6.1. All connection hardware shown shall be supplied by Simpson Strong-Tie Incorporated.1.6.2. Install all hardware per the manufacturer's guidelines.1.6.3. Connection hardware of equal design properties, including USP Structural Connectors or

other manufacturers may be substituted with written approval from Dunn Associates, Inc.1.7. Continuous Rod Hold Down systems

1.7.1. Maximum rod elongation shall be limited to 1/8", or as required by building official.1.7.2. Maximum total system elongation (rod, take-up device, couplers, bearing plate, and plate

crushing) shall be limited to 0.2", as shown by calculation, or as required by building official.1.7.3. Systems shall anchor at each floor level and/or point of lateral reaction. Skipping of floors is

not permitted.1.7.4. An ICC or IAPMO approved take-up device shall be provided at every level and

accommodate 1/8" shrinkage per level for engineered wood floor framing, or 1/4" shrinkageper level for solid sawn floor trusses.

2. All fasteners in contact with preservative-treated or fire-treated wood shall be hot-dipped zinc-coated galvanizedor stainless steel.

3. All wood in contact with concrete, masonry or soil shall be preservative-treated or redwood.4. General framing and carpentry shall be connected as per "THE MINIMUM NAILING SCHEDULE" unless noted

otherwise.5. Provide solid shaped blocking at least 2" (nominal) thick and full depth of joist at ends and at each support of joist.

Provide approved bridging at an 8'-0" on center maximum between joist end supports.6. All bearing and shear walls shall have a minimum of 2 top plates. See details for splices in top plates.7. Provide a double joist under parallel partitions.8. Solid blocking at eaves may be omitted where required for ventilation (1 block in 5 blocks), UNO.9. Holes or penetrations through bearing walls shall be limited to the clear space between studs. Holes in shear wall

sheathing shall be limited to 6" diameter (max), spaced at a minimum of 3 diameters on center. The maximumaccumulated length of openings in a shear wall shall not exceed 20% of the wall length, UNO.

1 2 3 4 5

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Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

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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 08.16.2016

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Author09.09.2016

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09.09.2016PERMIT SET

# Date Revision

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

TABLE 1705.6: REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODIC DURING TASK LISTED

TABLE 1705.2.2: REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTIONOTHER THAN STRUCTURAL STEEL

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBCREFERENCE

TABLE 1705.3: REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

REFERENCED STANDARD IBC REFERENCE

a

a

REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONSTRUCTIONPRIOR TO BOLTING OR WELDING

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD

REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONSTRUCTIONDURING BOLTING OR WELDING

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD

REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONSTRUCTIONAFTER BOLTING OR WELDING

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD

TABLE 1.19.2: MASONRY LEVEL B QUALITY ASSURANCERISK CATEGORY I, II, AND III ENGINEERED MASONRY

INSPECTION TASK FREQUENCY

PERIODIC

REFERENCE FOR CRITERIA

MINIMUM TESTS

MINIMUM INSPECTION

CONTINUOUS TMS 402 /ACI 530 /ASCE 5

TMS 602 /ACI 530.1 /

ASCE 6

- X -

- X -

- X

X -

- X

X

- -

- X

- X

- X

- X

X -

X -

- X

-

- X

X

- X

-

X -

- X

- X

1. Material verification of cold-formed steel deck:

AWS D1.4ACI 318: Section 3.5.2

1. Verify materials below shallow foundations are adequate to achieve thedesign bearing capacity.

2. Verify excavations are extended to proper depth and have reached propermaterial.

3. Perform classification and testing of compacted fill materials.

4. Verify use of proper materials, densities and lift thicknesses during placementand compaction of compacted fill.

5. Prior to placement of compacted fill, observe subgrade and verify that sitehas been prepared properly.

Applicable ASTM materialstandards

For SI: 1 inch = 25.4 mm.a. Where application, see also Section 1705.11. Special inspection for seismic resistance.

1. Inspection of reinforcing steel, including prestressingtendons and placement.

2. Inspection of reinforcing steel welding in accordancewith Table 1705.2.2, Item 2b

3. Inspection of anchors cast in concrete where allowable loads havebeen increased or where strength design is used.

5. Verifying use of required design mix.

6. At the time fresh concrete is sampled to fabricate specimens forstrength tests, perform slump and air content tests, anddetermine the temperature of the concrete.

7. Inspection for maintenance of specified curing temperatureand techniques.

8. Verification of in-situ concrete strength, prior to stressing of tendonsin post-tensioned concrete and prior to removal of shores and formsfrom beams and structural slabs.

9. Inspect formwork for shape, location and dimensions of the concretemember being formed.

ACI 318: 6.1.1

ACI 318: 6.2

ACI 318: 5.11-5.13

ASTM C 172ASTM C 31

ACI 318: 5.6, 5.8

ACI 318: Ch 4, 5.2-5.4

AWS D1.4ACI 318: 3.5.2

ACI 318: 3.5, 7.1-7.7 1910.4

1908.5, 1909.1

1904.2, 1910.21910.3

1910.10

1910.9

AWS D1.3

ACI 318; 8.1.3,21.1.8

- X4. Inspection of anchors post-installed in hardened concrete members. ACI 318: 3.8.6, 8.1.3, 21.1.8 1909.1

For SI: 1 inch = 25.4 mm.a. Where application, see also Section 1705.11. Special inspection for seismic resistance.b. Specific requirements for special inspection shall be included in the research report for anchor issued by an approved source in accordance

with ACI 355.2 or other qualification procedures. Where specific requirements are not provided, special inspection requirements shallbe specified by the registered design professional and shall be approved by the building official prior to commencement of the work.

b

-X

-X

-X

1. Required Special Inspections prior to bolting or welding

a. Verify welding procedure specifications are available AISC 360-10 Table N5.4-1

b. Observe and document Reduced Beam Section requirements ifapplicable (Contour, finish and dimensional tolerances)

a. Verify connecting elements, including the appropriate fayingsurface condition and hole preparation, if specified, meet theapplicable requirements

2. Additional required Special Inspections prior to bolting or welding inSeismic Design Categories C thru F

b. Verify manufacturer's certifications for welding consumables is available AISC 360-10 Table N5.4-1

X-c. Verify material type/grade AISC 360-10 Table N5.4-1 and AISC 341-10 Table J6-1

X-d. Verify fabricator or erector has a system by which a welder who weldeda joint or member can be identified

AISC 360-10 Table N5.4-1 andAISC 341-10 Table J6-1

e. Verify the following for the fit-up of groove welds (including jointgeometry)

AISC 360-10 Table N5.4-1 andAISC 341-10 Table J6-1

X-1) Joint preparation

X-2) Dimensions (alignment, root opening, root face, bevel)

X-3) Cleanliness (condition of steel surfaces)

X-

4) Tacking (tack weld quality and location)

g. Verify the following for the fit-up of fillet welds

X-1) Dimensions (alignment, gaps at root)

5) Backing type and fit (if applicable)

X-

X-

f. Verify the configuration and finish of access holes

2) Cleanliness (condition of steel surfaces)

3) Tacking (tack weld quality and location)

AISC 360-10 Table N5.4-1 and AISC 341-10 Table J6-1

AISC 360-10 Table N5.4-1 and AISC 341-10 Table J6-1

X-

X-

-Xh. Verify manufacturer's certifications available for fasteners AISC 360-10 Table N5.6-1

X-i Verify fasteners are marked in accordance with ASTM requirements AISC 360-10 Table N5.6-1

X-j. Verify proper fasteners are selected for the joint detail (grade, type)

X-k. Verify proper procedure selected for joint detail

X-l. Observe and document pre-installation verification testing byinstallation personnel for fastening assemblies and methods used.

AISC 360-10 Table N5.6-1 andAISC 341-10 Table J7-1

X-

m. Verify proper storage is provided for bolts, nuts, washers and otherfastener components.

AISC 341-10 Table J7-1

AISC 360-10 Table N5.6-1 and AISC 341-10 Table J7-1

AISC 360-10 Table N5.6-1 and AISC 341-10 Table J7-1

AISC 341-10 Table J8-1

X- AISC 360-10 Table N5.6-1 andAISC 341-10 Table J7-1

1) Packing

2) Exposure Control

AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2a. Verify use of qualified welders

AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2b. Verify the control and handling of consumables

X-

X-

X-

c. Verify no welding occurs over cracked tack welds X- AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2

d. Verify environmental conditions AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2

X-

X-

1) Wind speed within limits

2) Precipitation and temperature

e. Verify weld specification procedures are followed AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2

X-

X-

1) Settings on weld equipment

2) Travel speed X-

X-3) Selecting weld materials -

4) Shielding gas type/flow rate X-

5) Preheat applied X-

6) Interpass temperature maintained (min/max) X-

X-7) Proper position (F, V, H, OH)

f. Verify welding techniques AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2

X-1) Interpass and final cleaning

2) Each pass within profile limitations X-

3) Each pass meets quality requirements X-

g. Verify fastener assemblies, of suitable condition, are placed in all holesand washers are positioned as required

AISC 360-10 Table N5.6-2 andAISC 341-10 Table J7-2

h. Verify joints are brought to the snug-tight condition prior to thepretensioning operation

AISC 360-10 Table N5.6-2 andAISC 341-10 Table J7-2

X-

X-

i. Verify fastener components not turned by the wrench are preventedfrom rotating

AISC 360-10 Table N5.6-2 andAISC 341-10 Table J7-2

X-

j. Verify fasteners are pretensioned in accordance with RCSCSpecification progressing from the most rigid point toward the free edges

AISC 360-10 Table N5.6-2 andAISC 341-10 Table J7-2

X-

2. Additional required Special Inspections during bolting or welding in SeismicDesign Categories C thru F

a. Verify intermix of filler metals avoided unless approved AISC 341-10 Table J6-2X-

1. Note: Special inspection is not required during bolting of snug tight connections2. Note: Special inspection is not required during bolting for pretensioned joints or slip-critical joints when installer

is using the turn-of-nut method with matchmarking techniques, the direct tension indicator method, or twist-off-type tension control bolt method

1. Required Special Inspections after bolting or welding

a. Verify welds are cleaned AISC 360-10 Table N5.4-3 and AISC 341-10 Table J6-3X-

b. Verify size, length and location of welds AISC 360-10 Table N5.4-3 and AISC 341-10 Table J6-3-X

c. Verify welds meet visual acceptance criteria AISC 360-10 Table N5.4-3 and AISC 341-10 Table J6-3

1) Crack prohibition

2) Weld/base metal fusion

3) Crater cross section

4) Weld profiles

5) Undercut

6) Porosity

-X

-X

-X

-X

-X

-X

d. Inspect arc strikes for cracks AISC 360-10 Table N5.4-3-X

e. Visually inspect the web k-area for cracks within 3" of webdoubler plates and stiffeners

AISC 360-10 Table N5.4-3-X

f. Verify backing bars removed (if required) and weld tabs removed AISC 360-10 Table N5.4-3 and AISC 341-10 Table J6-3-X

g. Observe repair activities -X

h. Document acceptance or rejection of welded joint or member andbolted connections

-X

i. Verify structural steel framing is in compliance with details shown onthe Construction Documents, including bracing, stiffeners, memberlocations, and proper application of joint details at each connection

X

AISC 360-10 Table N5.4-3 and AISC 341-10 Table J6-3

AISC 360-10 Table N5.6-3

AISC 360-10 Chapter N-

2. Additional required Special Inspections after bolting or welding in SeismicDesign Categories C thru F

a. Verify placement of reinforcing or contouring fillet welds (if required) AISC 341-10 Table J6-3

b. Verify placement of backing fillet welds (if required) AISC 341-10 Table J6-3-X

c. Inspect and document protected zones have no holes andunapproved attachments

AISC 341-10 Table J8-1-X

-X

1. Required Special Inspections during bolting or welding1, 2

Verification of Slump flow and Visual Stability Index (VSI) as delivered to the project site inaccordance with Specification Article 1.5 B.1.b.3 for self consolidating grout.

2. As masonry construction begins, verify that the following are in compliance:

b. Construction of mortar joints

a. Proportions of site-prepared mortar

1. Verify compliance with the approved submittals

c. Grade and size of prestressing tendons and anchorages

d. Location of reinforcement, connectors, and prestressing tendons andanchorages

e. Prestressing technique

f. Properties of thin-bed mortar for AAC masonry

3. Prior to grouting, verify that the following are in compliance:

a. Grout space

b. Grade, type, and size of reinforcement and anchor bolts, andprestressing tendons and anchorages

c. Placement of reinforcement, connectors, and prestressing tendonsand anchorages

d. Proportions of site-prepared grout and prestressing grout for bondedtendons

e. Construction of mortar joints

4. Verify during construction:

a. Size and location of structural elements

b. Type, size, and location of anchors, including other details of anchorageof masonry to structural members, frames, or other construction

c. Welding of reinforcement

d. Preparation, construction, and protection of masonry during coldweather (temperature below 40°F (4.4°C)) or hot weather(temperature above 90°F (32.2°C))

e. Application and measurement of prestressing force

f. Placement of grout and prestressing grout for bonded tendons is incompliance

g. Placement of AAC masonry units and construction of thin-bedmortar joints

5. Observe preparation of grout specimens, mortar specimens, and/or prisms

(a) Frequency refers to the frequency of inspection, which may be continuous during the task listed or periodically during the listed task, as defined in the table.(b) Required for the first 5000 square feet (465 square meters) of AAC masonry.(c) Required after the first 5000 square feet (465 square meters) of AAC masonry.

X

X

X

X

X

X X

X

X

X

X

X

X

X

X

X

X

X

X X

X

X

(b) (c)

(b) (c)

Art. 3.3 F

Art. 1.8 C, 1.8 D

Art. 3.5, 3.6 C

Art. 3.3 B.8

Art. 3.6 B

Sec. 2.1.7.7.2, 3.3.3.4 (c),8.3.3.4(b)

Sec. 1.16.4.3, 1.17.1

Art. 1.5

Art. 2.1, 2.6 A

Art. 3.3 B

Art. 2.4 B, 2.4 H

Art. 3.4, 3.6 A

Art. 3.6 B

Art. 2.1 C

Art. 3.2 D, 3.2 F

Art. 2.4, 3.4

Art. 3.2 E, 3.4, 3.6 A

Art. 2.6 B, 2.4 G.1.b

Art. 3.3 B

(a)

Sec. 1.16

Sec. 1.16

Art. 1.4 B.2.a.3, 1.4 B.2.b.3,1.4 B.2.c.3, 1.4 B.3, 1.4 B.4

Verification of f ' and f ' in accordance with Specification Article 1.4 B prior to construction, except wherespecifically exempted by this Code

-

-

2. Inspection of welding:

m ACC

b. Manufacturer's certified test reports.

a. Identification markings to conform to ASTM standards specifiedin the approved construction documents.

2) Reinforcing steel resisting flexural and axial forces inintermediateand special moment frames, and boundary elements of specialstructural walls of concrete and shear reinforcement.

a. Cold-formed steel deck:

1) Floor and roof deck welds.

b. Reinforcing steel:

1) Verification of weldability of reinforcing steel other thanASTM A 706.

4) Other reinforcing steel.

3) Shear reinforcement.

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

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Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

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PERMIT SET

Author09.09.2016

16073

GENERAL

STRUCTURAL

NOTES

S103

09.09.2016PERMIT SET

# Date Revision

SW-1

SW-1

SW-1

SW-1

FOOTING AND FOUNDATIONPLAN NOTES:

MARKS AND SYMBOLS LEGEND

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

FTG EL

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 AND PERPENDICULARTO 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) FORLOCATIONS WHERE CONTROL JOINTS ARE DISCONTINUOUS.

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

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

10. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR REINFORCING AROUND RECESSES IN MASONRY WALLS.

11. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR MASONRY CONTROL JOINTS.

12. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR TERMINATION ON HORIZONTAL WALL REINFORCING ATENDS OF WALLS.

13. SEE MASONRY LINTEL SCHEDULE (S301) FOR JAMB COLUMNSAT SIDES OF OPENINGS.

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

FTG STEP, SEE FTG ANDFND DETS ON (S501)

FLR OFFSET, SEE FTG ANDFND DETS ON (S501)

CONC WALL, SEE SCHED ON (S301)

S S

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

CONC WALL BLW AND MAS WALL ABV,SEE SCHED ON (S301)

MW-X

CW-X

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

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

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

FD FLR DRAIN, SEE ARCH FOR EXACT LOCATION

SECTION MARKSHEET NUMBER

DEPRESSED SLAB, SEE ARCH PLANS FOREXACT LOCATION AND EL

MAS WALL, SEE SCHED ON (S301)

STL COL

MAS WALL, SEE SCHED ON (S301)MW-X

HELICAL PIER, BY SUPPLIER/MFRSEE SCHED ON (S302)

SW-x WOOD SHEAR WALL, SEE SCHED ON (S510)

(E)FC2.0 102'-2"

(E)FS6.0 102'-2"

(E)FC2.0 101'-2"

(E)FS6.0 102'-2"

(E)FC2.0 100'-0"

(E)FC2.0 99'-4"

(E)FC5.0 100'-0"

(E)FC3.0 101'-2"

(E)FC5.0 101'-2"

(E)FC2.0 102'-2"

(E)FC2.0 101'-2"

(E)FC2.0 100'-0"

(E)FC2.0 100'-0"

(E)FC2.0 100'-0"

(E)FC1.0 97'-0"

(E)FC1.0 97'-0"

(E)FC3.0 100'-0"

(E)FC3.0 100'-0"

(E)FC3.0 100'-0"

(E)FC3.0 #6 114'-7"

(E)FC2.0 114'-7"

(E)F

C3.

0 #6

113'

-10"

(E)F

C3.

0 #6

112'

-2"

(E)F

C3.

0 #6

110'

-5"

(E)F

C3.

0 #6

108'

-10"

(E)F

C3.

0 #6

107'

-3"

(E)F

C3.

0 #6

105'

-8"

(E)F

C3.

0 #6

104'

-4"

(E)F

C3.

0 #6

103'

-1"

(E)F

C3.

0 #6

101'

-2"

(E)F

C3.

0 #6

113'

-10"

(E)F

C3.

0 #6

112'

-2"

(E)F

C3.

0 #6

110'

-5"

(E)F

C3.

0 #6

108'

-10"

(E)F

C3.

0 #6

105'

-8"

(E)F

C3.

0 #6

104'

-4"

(E)F

C3.

0 #6

103'

-1"

(E)F

C3.

0 #6

102'

-1"

(E)F

C3.

0 #6

107'

-3"

(E)FC3.0 #6 101'-2"

(E)F

C3.

0 #6

101'

-2"

FC4.

511

4'-7

"

FC2.

011

4'-7

"

FC3.0 114'-7"

FC3.0 114'-7"

CW

-08A

CW-08

CW-08

CW

-08

STUD WALLS2x6 AT 16"oc

4" UNREINFORCEDCONC SLAB OVER 4" OFGRAVELT/ SLAB = 116'-1"

4" UNREINFORCEDCONC SLAB OVER 4" OFGRAVELT/ SLAB = 116'-1"

4" UNREINFORCEDCONC SLAB OVER 4" OFGRAVELT/ SLAB = 117'-10"

HSS20X20X3/4

HSS20X20

X3/4

HSS4X4X

1/4

HSS4X4X

1/4

HSS4X4X

1/4

HSS20X20

X3/4

HSS12X12

X1/2

HSS12X12

X1/2

FC3.0 100'-0"

FC3.0 102'-0"

FC3.

010

2'-0

"

FC2.0 100'-0"

FC2.0 100'-0"

FS4.0 100'-0"

1

1

2

2

3

3

4

4

AA

CC

DD

BB

EE

FF

GG

HH

5

5

6

6

7

7

8

8

6.2

6.2

HSS4X4X1/4

FC3.0 102'-0"

CW

-08A

CW-08A

MW

-06

D1

S502

D2

S502

TYP AT EXT, UNO

MW-08

D2

S502

D2

S502

D3

S502

CW

-08A

MW

-06

CW-14

MW-06

CW

-08

MW

-08

CW

-08A

MW

-06

CW-06

MW-06

CW-08

MW-08

FC3.

010

0'-0

"

CW-08

MW-08

FC3.0 100'-0"

CW-14

MW-06

FC3.

010

0'-0

"

C2

S502

C2

S502

C2

S502

C2

S502

D3

S502

C1

S502

A1

S502

FC3.

010

0'-0

"

MW-06

CW-06

CW-12

TYP AT EXT, UNO

FC3.0 100'-0"

TYP AT INT, UNO

FC2.0 100'-0"

CW-08

MW-08

FC3.0 100'-0"

CW-08ATYP AT LOADINGDOCK

TYP AT LOADINGDOCK

D2

S502

FC3.0 100'-0"

CW-08A

MW-08

FC3.0 100'-0"

A4

S510 TYP

A3

S510 TYP

D2

S502

D2

S502

1'-0"2'-0"

2'-0"2'-0"

2'-0"

1'-0"

1'-6" 1'-6"

1'-0"

3'-0"3'-0"

1'-0"

1'-0"

6'-0"

1'-0"

A4

S501TYP (4)LOC

C1

S502CW-08A

1 2 3 4

56

78

9 101112

13

1415

16

17

18

1920 21

22

232425 26

2728

24" THICK MAT FOOTINGREINF WITH #7 AT 9" oc EW,TOP AND BOTT. HOOK AT EDGEST/FTG = 102'-0"

24" THICK MAT FOOTINGREINF WITH #7 AT 9" oc EW,TOP AND BOTT. HOOK AT EDGEST/FTG = 103'-2"

24" THICK MAT FOOTINGREINF WITH #6 AT 9" oc EW,TOP AND BOTT. HOOK AT EDGEST/FTG = 103'-2"

24" THICK MAT FOOTINGREINF WITH #7 AT 9" oc EW,TOP AND BOTT. HOOK AT EDGEST/FTG = 103'-2"

24" THICK MAT FOOTINGREINF WITH #7 AT 9" oc EW,TOP AND BOTT. HOOK AT EDGEST/FTG = 103'-2"

TYP (6)LOC

CW-08A

FC3.0 100'-0"

CW-08A

FC3.0 100'-0"

HSS6X6X

1/4

C1

S502

CW-08

TYP AT INT, UNO

FC2.0 114'-7"

CW-08

TYP AT (2) PIER CAP

CUT OPENING IN (E)MAS WALL FOR NEW3'-0" DOOR, SEE DET

TYP5"

FC3.0 100'-0"

4" THICK SOG REINF W/ #3 AT 24"ocEW OVER 4" GRANULAR FILL OVERPREPAIRED SUBGRADE.T/SLAB = 104'-0", VERIFY W/ ARCH

HSS10X6X

1/2

HSS10X6X

1/2

B2

S502CUT NEW OPENING IN WALL

FC2.0 100'-0"

MW-06

CUT OPENING IN (E) MAS WALL,NEW 3'-0" DOOR, SEE DET

INFILL (E) OPENING W/FLUTED MAS TO MATCH (E)SEE DET /(B1 S502)

1'-0"

3'-6"

3'-6"

CUT OPENING IN (E)MAS WALL FOR NEW6'-0" DOOR, SEE DET

TYP AT (7) PIER CAP

TYP AT (5) PIER CAP

3" MIN TOPPING SLAB REINF W/6"X6"-W1.4/W1.4 WWF. SEEARCH FOR ELEV. PATCH FLOORSLAB AS REQUIRED AFTERINSTALLATION OF NEWFOUNDATIONS

3" MIN TOPPING SLAB REINFW/ 6"X6"-W1.4/W1.4 WWF.SEE ARCH FOR ELEV

3" MIN TOPPING SLAB REINFW/ 6"X6"-W1.4/W1.4 WWF.SEE ARCH FOR ELEV. PATCHFLOOR SLAB AS REQUIREDAFTER INSTALLATION OF NEWFOUNDATIONS.

/(C5 S702)

/(C5 S702)

4" THICK SOG REINF W/ #3 AT 24"ocEW OVER 4" GRANULAR FILL OVERPREPAIRED SUBGRADE.T/SLAB = 102'-1" VERIFY W/ ARCH

REMOVE (E) FOUNDATION ASREQUIRED FOR INSTALLATIONOF NEW WALL

SIZE MAS LINTEL TO SPAN FULLOPENING W/OUT 6" CMU COLS

B2

S502 SIM

EXTENT OFBASEPL BYND, TYP

B4

S502

B6

S502

A2

S502

EXTENT OFBASEPL BYND, TYP

A3

S502

HSS20X20

X3/4

A3

S502

A3

S502

A3

S502

(E) CONC SEATING STEPSTO REMAIN, SEE ARCH

REBUILT CONC STEPS, SEEARCH FOR INFORMATION

1'-1

0"

A5

S502

B4

S501(2) PLCS

SITE WALL, SEEARCH FOR EXTENT

FC2.0 100'-0"FC2.0 102'-0"

REMODEL / ADDITIONPLAN NOTES

1. THE EXISTING INFORMATION SHOWN IS TO BE FIELDVERIFIED. IT SHOULD BE ANTICIPATED THAT ADJUSTMENTSWILL BE NECESSARY.

2. INFORMATION FOR DIMENSIONS IS CONTAINED IN ASEPARATE SET OF ARCHITECTURAL PLANS.

3. THE CONTRACTOR SHALL VERIFY THESE DRAWINGS WITHEXISTING CONDITIONS AND NOTIFY THEARCHITECT/ENGINEER IMMEDIATELY OF INCONSISTENCIESBETWEEN THE DRAWINGS AND ACTUAL CONDITIONS BEFOREPROCEEDING WITH DEMOLITION OR CONSTRUCTION.

4. THE CONTRACTOR SHALL ALSO NOTIFY THE OWNERIMMEDIATELY IF ANY WORK INDICATED IN THE CONTRACTDOCUMENTS CANNOT BE PERFORMED DUE TO EXISTINGFIELD CONDITIONS.

5. IF ANY EXISTING FIRE PROOFING OR FIRE ASSEMBLIES AREDAMAGED DURING DEMOLITION OR CONSTRUCTION, THEYSHALL BE REPAIRED TO CONFORM TO ORIGINAL FIRERATING.

6. REMOVE EXISTING CONSTRUCTION AS INDICATED IN THEARCHITECTURAL DEMO DRAWINGS AND WHERE NOTED INSTRUCTURAL DETAILS.

7. THE CONTRACTOR SHALL NOT CUT STRUCTURAL WORK IN AMANNER RESULTING IN A REDUCTION OF LOAD CARRYINGCAPACITY OR LOAD/DEFLECTION RATIO. THE CONTRACTORSHALL NOTIFY THE ENGINEER OF ALL STRUCTURAL CUTSPRIOR TO EXECUTION SO THAT APPROVAL CAN BEOBTAINED.

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

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PERMIT SET

Author09.09.2016

16073

FOOTING

AND

FOUNDATION

PLAN

S201

09.09.2016PERMIT SET

NORTH

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

A1 FOOTING AND FOUNDATION PLAN

# Date Revision

OPEN

OPEN

OPEN

OPEN

OPEN

OPEN

OPEN

OPEN

OPEN

OPEN

OPEN

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 JOISTS SHALL HAVE 5" DEEP BEARING ENDS. UNO.3. ALL ROOF OPENINGS SHALL BE FRAMED AS INDICATED IN

ROOF FRAMING DETAILS ON SHEET (S701).4. SEE ROOF FRAMING DETAILS ON SHEET (S701) FOR

CONCENTRATED LOADS LOCATED FURTHER THAN 6" FROMJOIST PANEL JOINT.

5. SEE ROOF FRAMING DETAILS ON SHEET (S701) FORMECHANICAL UNITS HUNG BELOW JOISTS.

6. 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.

7. OPEN WEB STEEL JOISTS AND JOIST GIRDERS SHALL BEDESIGNATED BY THE MANUFACTURER TO SUPPORT THEMECHANICAL AND LATERAL LOADS SHOWN ON THE ROOFFRAMING PLANS IN ADDITION TO THE UNIFORM AND POINTLOADS SHOWN.

8. WHERE SKYLIGHTS OR MECHANICAL UNITS INTERRUPTHORIZONTAL BRIDGING, PROVIDE CROSS BRIDGING AT JOISTSPACES ON EA SIDE, TYPICAL.

9. WHERE DIAGONAL BRIDGING CONFLICTS WITH MECHANICALDUCTS, REMOVE DIAGONAL BRIDGING AND REPLACE WITHHORIZONTAL BRIDGING (AFTER ROOF DECK IS IN PLACE).

10. * - INDICATES THAT THESE JOISTS SHALL BE DESIGNED FORAN ADLOAD OF 1000# AT ANY TOP CHORD PANEL POINT. THISLOAD IS TO BE ADDED TO THE GIRDER TOP CHORD LOAD.MULTIPLE "*" ARE ADDITIVE.

11. JOIST DESIGNER SHALL DESIGN JOISTS AND SUPPLYADDITIONAL BRIDGING AS REQUIRED FOR 13 PSF NET UPLIFTDUE TO WIND. THERE IS NO UPLIFT ON GIRDERS.

12. SEE ROOF FRAMING DETAILS ON SHEET (S701). FORREINFORCING AROUND MISCELLANEOUS MASONRYOPENINGS SEE DETAILS ON SHEET (S501).

13. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR MASONRY CONTROL JOINTS.

14. SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S501)FOR TERMINATION OF HORIZONTAL REINFORCING AT ENDSOF MASONRY WALLS.

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

16. SPRINKLER DESIGNER SHALL COORDINATE THE SPRINKLERDESIGN WITH THE JOIST/GIRDER SHOP DRAWINGS.

17. MASONRY LINTEL DEPTH BASED ON ROUGH OPENING WIDTH.SEE MASONRY LINTEL SCHEDULE (S301) FOR REINFORCINGAND JAMB COLUMNS AT SIDES OF OPENINGS.

MTL ROOF DECK

RD ROOF DRAIN, SEE ARCH AND MECH FOR EXACT LOCATION

HORIZ BRDG REQD FOR UPLIFT, SEE STLJST SUPPLIER FOR REQUIREMENTS

D-x

UNIFORM ROOF SNOW LOAD, SEE GSN

MAX PSF

O PSF

D-1 MAX = 65 PSFL =13'-3"

D-2 MAX = 68 PSFL =13'-9"

'L'

SNOW DRIFT LOADING DIAGRAM

WOOD WALL ABV, SEE SCHED ON (S510)

SECTION MARKSHEET NUMBER

MAS WALL, SEE SCHED ON (S301)

STL COL

T=C=xK ROOF JST TOP CHORD SHALL BE DESIGNED FOR AN ADDITIONAL LOAD OF __KIPS IN TENSION AND COMPRESSION. LOADS ARE PROVIDED AT ULTIMATE STRENGTH LEVEL

DOUBLE SHEAR CONNECTION, SEE SCHED ON(S302)

2x8

AT 1

6"oc

(3)2

x10

ROOF SHEATHING:19/32" OSB W/ 40/20 SPANRATING 8d AT 6"ocEDGES, AND 12"oc FIELD

W36X170 MFB

W12X14

W12

X14

W12

X14

W12

X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12

X14

W12

X14

W12X14

W12

X14

W36

X170

W36X170

W30

X90

W12X14

W12X14

W12X14

W36X135

W12X14

W12X14

W12X14

W36X170 MFB W36X170

W36X170

W18

X35

W21X44

W12X14W12X14

W21X44 W21X44

W16X31

W14X22 W14X22

W16X31 MFBW16X31

1

1

2

2

3

3

4

4AA

CC

DD

BB

EE

FF

GG

HH

5

5

6

6

7

7

8

8

6.2

6.2

W36

X135

MFB

W18

X40

W18

X40

W8X10

W18X35

W30

X108

W16

X26

W16

x26

W12x14

W12x14

W12

X14

W12x14

W16

x26

W12x14W12X14

W1 2X1 4

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W12X14

W21X44

W36

X170

W24

X76

W12

X14

W12

X14

B2

S701 TYP

B3

S701 TYP

B3

S701 TYP

C2

S701

C2

S701

C2

S701

C2

S701

B2

S701 TYPD4

S601

TYP AT CATWALKHANGING COLUMN

B2

S701 TYP

B2

S701 TYP

B3

S701 TYP

2x8 BLOCKING AT 16"oc,TYP

A5

S510 TYP

A6

S510 TYP

A5

S510 TYP

A6

S510 TYP

W36

X135

C1

S702

C1

S702

2

W12X14

W12X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12X14

W12X14

CANT

CAN

T

W16

X26

SIM

W36

X135

MFB

W36X170

TYP

W12X14

W12X14

53

53

W14X22

W8X10

W8X10

W8X10

W8X10

W8X10

W8X10

W8X10

W12

X19

W12

X14

C12X

20.7

W12X14

W8X10

W16

X26

W14X22

W14X22

18" O

WSJ

(350

/235

+ D

RIF

T)

14" OWSJ (350/235 + DRIFT)

28" OWSJ (350/235 + DRIFT)

(5) E

Q S

PCS

4

AA

CC

DD

BB

EE

FF

GG

HH

5

5

6

6

7

7

8

8

6.2

6.2

EXISTING ROOFFRAMING

EXISTING ROOFFRAMING

HSS6

X6X3

/16

HSS6

X6X3

/16

CANT

HSS6x6x5/16

HSS6X6X3/16

HSS8x6x3/8 BLW,RADIUSED HSS6x6x3/16BLKG ABOVE BTWNOUTLOOKERS

C2

S701

C2

S702 TYPA2

S701 TYP

A2

S701 TYP

A3

S701

D3

S702

D4

S702

A3

S701

D4

S702

D2

S702

D6

S702

B2

S701 TYP

1

1

1

CANOPY ABOVE

D-1

D-2

HSS10X6X1/2

6"

HSS6X6X1/4 (ABV)

CANT

CANT

HSS6X6X1/4

HSS6X6X1/4

HSS6X6X1/4 HSS

6X6X

3/16

HSS6

X6X3

/16

HSS6

X6X3

/16

W10X12

HSS

6X6X

3/16

HSS

6X6X

3/16

HSS8

X6X3

/8 (B

LW)

HSS8X6X3/8 (BLW)

HSS6X6X1/4

HSS6X6X1/4

HSS8X6X3/8 (BLW)

C4

S702

C3

S702

HSS6X6X1/4 (ABV)

HSS6x6x1/4 POSTSBTWN HIGH/LOW BM,TYP (9) LOC

HSS6X6X1/4

HSS6X6X1/4

HSS6X6X1/4

HSS6x6x3/8, TYP

PROVIDE 1/2" EXPANSIONJOINT AROUND COLUMN ATEXISTING ROOF, TYP

HIGH/LOW

HIGH/LOW

A3

S701SIM

A3

S701SIM

SIM

W8X10

W8X10

A3

S702

CANT

MAS WALL

(6) EQ SPCS

B5

S702

A2

S702

A1

S702

B6

S702

53

53

SIM

B1

S702

OH

B1

S702

LOW

4

4

CC

DD

EE

FF

5

5

6

6

7

7

8

8

6.2

6.2

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS6

X4X1

/4

HSS6

X4X1

/4

HSS6X4X1/4HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X3/8

HSS6X4X1/4

HSS6X4X3/8

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS4X4X1/4

HSS6X4X1/4

HSS4X4X1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS4X4X1/4

HSS4X4X1/4

HSS6X4X1/4 HSS6X4X1/4

HSS4X4X1/4HSS4X4X1/4

HSS6X4X1/4 HSS6X4X1/4

HSS4X4X1/4HSS4X4X1/4

HSS6X4X1/4 HSS6X4X1/4

HSS4X4X1/4HSS4X4X1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS

6X4X

1/4

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS4X4X

3/16

HANGER, TYP

1 1/4"x3/16" GALVGRATING, TYP

D1

S601 TYP

D1

S601 TYP

D2

S601 TYP

D2

S601 TYP

D3

S601 TYP

D3

S601 TYP

D2

S601 TYP

D2

S601 TYP

HSS6X4X1/4

HSS6X4X1/4

HSS4X4X1/4

HSS6X4X1/4

HSS6X4X1/4

HSS6x4x1/4

HSS4X4X1/4

HSS4x4x1/4 BRACEUP, TYP

D5

S601TYP

HSS6x4x1/4

HSS6x4x1/4

OPEN

OPEN

C1

S601

C1

S601

C1

S601

C4

S601TYP ATEAST

C2

S601C2

S601

C3

S601

TYP ATWEST

C2

S601

C1

S601

53

53

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

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Author09.09.2016

16073

ROOF

FRAMING

PLAN

S202

09.09.2016PERMIT SET

NORTH

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

B1 UPPER ROOF FRAMING PLANNORTH

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

B5 LOW ROOF FRAMING PLAN

NORTH

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1 CATWALK FRAMING PLAN

# Date Revision

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

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Author09.09.2016

16073

ROOF 3D

VIEWS

S203

09.09.2016PERMIT SET

NO SCALE:S203

1 3D VIEWNO SCALE:S203

2 3D VIEW

NO SCALE:S203

3 3D VIEWNO SCALE:S203

4 3D VIEW

# Date Revision

ML-1

MASONRY LINTEL NOTES:

1. LINTEL WIDTH AND MATERIAL TYPES SHALL BE THE SAME AS THE WALL IN WHICH THELINTEL IS CONSTRUCTED.

2. GROUT MASONRY LINTELS MONOLITHICALLY WITH THE SUPPORT WALL OR COLUMN AT EAEND.3. MASONRY LINTELS ML-1 THRU ML-4 SHALL BE USED OVER OPENINGS IN MASONRY WALLS

WHEN A SPECIFIC MASONRY LINTEL IS NOT OTHERWISE SPECIFIED. WHEN A LINTEL ISSPECIFIED ON THE PLANS, THE MAXIMUM SPAN AS NOTED IN THIS SCHEDULE SHALL NOTAPPLY. CONSULT THE STRUCTURAL ENGINEER FOR LINTELS NOT SPECIFIED ON THEPLANS WHICH HAVE A SPAN GREATER THAN 10'-0".

4. MASONRY LINTELS ML-1 THRU ML-4 SHALL NOT BE LOCATED DIRECTLY BELOW FLOOR ORROOF BEAMS OR GIRDERS UNLESS NOTED OTHERWISE ON THE PLANS. JOISTS SHALL NOTBEAR ON ANY LINTEL LESS THAN 16" DEEP. CONSULT THE STRUCTURAL ENGINEER FORLINTELS NOT SHOWN ON THE PLANS WHICH ARE LOCATED DIRECTLY BELOW FLOOR ORROOF BEAMS OR GIRDERS.

5. EXTEND ALL HORIZONTAL REINFORCING BEYOND THE EDGE OF ALL OPENINGS. IF HORIZONTALREINFORCING CANNOT EXTEND LAP SPLICE LENGTH BEYOND EDGE OF OPENING, PROVIDE 90°STANDARD HOOK.

6. SPLICE TOP BARS AT MID-SPAN OF LINTEL ONLY AND BOTTOM BARS OVER SUPPORTS ONLY.7. HORIZONTAL WALL REINFORCING SHALL CONTINUE THRU MASONRY LINTELS, WHERE BOTH

HORIZONTAL WALL REINFORCING AND LINTEL REINFORCING OCCUR IN THE SAME COURSE, USETHE LARGER REINFORCING.

8. DOWEL VERTICAL REINFORCING OF WALL ABOVE LINTEL INTO THE FULL DEPTH OF LINTEL.9. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.

MASONRY LINTEL SCHEDULE

MARK LINTEL DEPTHHORIZONTAL STIRRUPS

REINFORCINGLINTEL SPAN(MAX)

COMMENTS

NONE(1) #7 BARML-1 8" 3' - 4" MC-1 EA END

ML-2 16" (1) #7BAR CONT T&B #4 AT 8"oc6' - 0" MC-1 EA END

ML-3 24" (1) #7BAR CONT T&B #4 AT 8"oc8' - 0" MC-2 EA END

ML-4 32" (1) #7BAR CONT T&B #4 AT 8"oc10' - 0" MC-3 EA END

8"

ML-2

16"

ML-3

24"

ML-4

32"

MASONRY WALL NOTES:

1. COORDINATE WITH ARCHITECTURAL DRAWINGS, MASONRY WALL FINISHES, TYPES OF MATERIAL, COURSING, ETC.2. DO NOT SOLID GROUT WALLS UNLESS NOTED OTHERWISE.3. ALL MASONRY BELOW GRADE SHALL BE GROUTED SOLID.4. VERTICAL REINFORCING SHALL BE CENTERED IN THE WALL UNLESS NOTED OTHERWISE.5. (1) VERTICAL BARS MINIMUM AT ALL CORNERS AND END OF WALLS.6. HORIZONTAL WALL REINFORCING SHALL BE PLACED BETWEEN VERTICAL MASONRY COLUMN REINFORCING BARS.7. HORIZONTAL WALL REINFORCING SHALL CONTINUE THRU MASONRY LINTELS, WHERE BOTH HORIZONTAL WALL

REINFORCING AND LINTEL REINFORCING OCCUR IN THE SAME COURSE, USE THE LARGER REINFORCING.8. MASONRY WALLS NOT DESIGNATED ON THE PLANS SHALL BE REINFORCED AS FOLLOWS:

9. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.10. MASONRY SHALL BE SPECIAL INSPECTED SEE GENERAL STRUCTURAL NOTES.11. HORIZONTAL WALL REINFORCEMENT SPACING SHALL NOT EXCEED 48"oc OR THE WALL LENGTH.

THICKNESS

6"8"

10"12"

VERTICAL REINFORCING

#5 BARS AT 32"oc#5 BARS AT 32"oc#6 BARS AT 32"oc#6 BARS AT 32"oc

HORIZONTAL REINFORCING

#4 BARS AT 48"oc#5 BARS AT 48"oc#6 BARS AT 48"oc

(2) #5 BARS AT 48"oc

MASONRY WALL SCHEDULE

TYPE 'C'(SINGLE HORIZ BARS)

DBL VERT BARS)

TYPE 'B'(DBL MAT REINF)

TYPE 'A'(SINGLE MAT REINF)

HORIZ WALL REINF

HORIZ WALL REINF

HORIZ WALL REINF

VERT WALL REINF

VERT WALL REINF

VERT WALL REINF

2 1/

2"2

1/2"

2 1/

2"2

1/2"

MARK THICKNESSVERTICAL HORIZONTAL

REINFORCINGMATERIALS SOLID

GROUTTYPE JOINT

MW-06 6" CMU (1) #5 AT 32"oc (1) #4 AT 48"oc A NONO

MW-08 8" CMU (1) #5 AT 32"oc (1) #5 AT 48"oc A NONO

TYPE 'D'(DBL HORIZ DBL VERT BARS)

HORIZ WALL REINF

VERT WALL REINF

2 1/

2"2

1/2"

NON-BEARING MASONRY ORCONCRETE WALL BRACING SCHEDULE

NON-BEARING MASONRY OR CONCRETE WALL BRACING NOTES:

1. ALL NON-BEARING WALLS AND PARTITIONS SHALL BE BRACED AT THE TOP.2. NON-BEARING WALLS THAT ARE NOT DIRECTLY CONNECTED TO THE STRUCTURE AT THE TOP SHALL BE BRACED AT A

MINIMUM OF 8'-0"oc.3. NON-BEARING WALLS MAY BE BRACED BY INTERSECTING WALLS IF THE SUPPORTING WALLS ARE EQUAL TO OR

GREATER IN HEIGHT THAN THE WALL WHICH THEY BRACE. THE MINIMUM LENGTH OF THE MASONRY SUPPORT WALLSHALL BE 4'-0". WHERE INTERSECTING WALLS ARE SPACED MORE THAN 8'-0"oc APART, AN ANGLE BRACE IS REQUIRED.

FOR METAL STUDS, SEEGSN

L5x5x1/4 x 6" LONG W/ (2) 5/8"Øx 6" HSA

DIAGONAL STL BRACE, SEESCHED FOR SIZE AND MAXLENGTH, EXTEND BRACE TO TOPOF NEAREST BM OR JST

STL BM OR JST

MAS OR CONC WALL

(1) 3/4"Ø BOLT

1

1 MAX

(1) 5/8"Ø ADHESIVEANCHOR INTO CONCSTRUCTURE

SEE SCHEDULE

L = M

AXIMUM LE

NGTH FOR BRACE SIZEANGLE BRACE SIZE MAXIMUM LENGTH 'L'

L2 1/2X2 1/2X3/16 8'-0"

L3x3x3/16 9'-6"

L3 1/2x3 1/2x1/4 11'-0"

L4x4x1/4 13'-0"

L5x5x5/16 16'-3"

L6x6x5/16 19'-9" 6"

3"

3/16 2"

AT CONTRACTORSOPTION

3/16 2"(3) SIDES

3/16(2) PLCS, TYP

TYPE "A" TYPE "B" TYPE "C" TYPE "D"

EQ EQ

VERT REINF

HORIZREINF

VERT REINF

HORIZREINF

WALL REINFORCEMENT PLACEMENT TYPES:

CONCRETE WALL NOTES:

1. SEE GENERAL STRUCTURAL NOTES FOR COVER AND OTHER REQUIREMENTS NOT NOTED IN SCHEDULE.2. CONCRETE WALLS NOT DESIGNATED ON THE PLANS SHALL BE REINFORCED AS FOLLOWS:

3. PLACE STEEL IN THE CENTER OF THE WALL (EXCEPT TYPE 'B' AND RETAINING WALLS). WALLS THICKER THAN 10" SHALLHAVE TWO CURTAINS OF REINFORCEMENT (PLACED NEAR EA FACE OF THE WALL), UNLESS NOTED OTHERWISE ON THESTRUCTURAL DRAWINGS.

THICKNESS

6"8"

10"12"

VERTICAL REINFORCING

#4 BARS AT 18"oc#4 BARS AT 18"oc#4 BARS AT 16"oc

#4 BARS AT 18"oc EA FACE

HORIZONTAL REINFORCING

#4 BARS AT 16"oc#4 BARS AT 12"oc#5 BARS AT 15"oc

#4 BARS AT 16"oc EA FACE

CONCRETE WALL SCHEDULE

MARK THICKNESSREINFORCING

VERTICALCOMMENTS

HORIZONTAL TOP AND BOTTOMWALL TYPE

CW-08 8" (1) #4 AT 18"oc (1) #4 AT 12"oc (1) #4 A

CW-14 14" (2) #4 AT 16"oc (2) #4 AT 14"oc (2) #4 C __

3" MIN

CW-18 18" (2) #4 AT 16"oc (2) #5 AT 16"oc (2) #5 C __

CW-08A 8" (1) #5 AT 12"oc (1) #4 AT 12"oc (1) #4 B REBAR TOWARDS SOIL SIDE

CW-12 12" (2) #4 AT 16"oc (2) #4 AT 16"oc (2) #4 C __

NOTES:

1. THIS SCHEDULE SHALL BE USED FOR ALL SPLICES, UNLESS NOTED OTHERWISE.2. HORIZONTAL BARS ARE CLASSIFIED AS TOP BARS WHERE 12", OR MORE, OF FRESH CONCRETE IS CAST

BELOW THE REINFORCING BARS.3. CLASS 'B' SPLICES SHALL BE USED FOR ALL SPLICES UNLESS NOTED OTHERWISE.4. TIES AND STIRRUPS SHALL NOT BE SPLICED.5. FOR ALL LIGHTWEIGHT CONCRETE, LAP LENGTHS SHALL BE MULTIPLIED BY 1.3.6. FOR ALL EPOXY COATED BARS, LAP LENGTHS SHALL BE MULTIPLIED BY 1.3 FOR TOP BARS AND 1.5 FOR

REGULAR BARS.7. LAP LENGTHS SHALL BE MULTIPLIED BY 1.25 AT SHEARWALL BOUNDARY ELEMENTS.8. DEVELOPMENT LENGTH 'Ld' IS EQUAL TO CLASS 'A' SPLICE.9. IF REINFORCING HAS CLEAR COVER LESS THAN ONE BAR DIAMETER, LAP LENGTHS SHALL BE MULTIPLIED BY 1.5.10. IF REINFORCING IS NOT ENCLOSED IN TIES OR STIRRUPS AND IS SPACED TIGHTER THAN 3 BAR DIAMETERS ON

CENTER, LAP LENGTHS SHALL BE MULTIPLIED BY 1.5.11. LAP LENGTHS SHALL BE MULTIPLIED BY 1.25 FOR GRADE 75 REBAR.

45° BEND

180° HOOK 135° HOOK(SEISMIC)

OFFSET

D

D

D

D

D4d OR 2 1/2" MIN

D

d

d

12

2

D

d

12d

6d O

R 3" M

IN

90° HOOK

D = 6d FOR #3 - #8D = 8d FOR #9 - #11D = 10d FOR #14 - #18

CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE

REGULAR TOP

CLASS CLASS

A B A B

BARSIZE

f'c = 3000 PSI

#3 17" 22"22" 28"

#4 22" 29"29" 38"

#5 28" 36"36" 47"

#6 33" 43"43" 56"

#7 48" 63"63" 81"

#8 55" 72"72" 93"

#9 62" 81"81" 105"

#10 70" 91"91" 118"

#11 78" 101"101" 131"

REGULAR TOP

CLASS CLASS

A B A B

f'c = 4000 PSI

15" 19"19" 25"

19" 25"25" 33"

24" 31"31" 41"

29" 37"37" 49"

42" 54"54" 71"

48" 62"62" 81"

54" 70"70" 91"

61" 79"79" 102"

67" 87"87" 114"

REGULAR TOP

CLASS CLASS

A B A B

f'c = 4500 PSI

14" 18"18" 23"

18" 24"24" 31"

23" 30"30" 38"

27" 35"35" 46"

40" 51"51" 67"

45" 59"59" 76"

51" 66"66" 86"

57" 74"74" 96"

64" 82"82" 107"

REGULAR TOP

CLASS CLASS

A B A B

f'c = 5000 PSI

13" 17"17" 22"

17" 23"23" 29"

22" 28"28" 36"

26" 34"34" 49"

38" 49"49" 63"

43" 56"56" 72"

48" 63"63" 81"

54" 71"71" 92"

60" 78"78" 102"

REGULAR TOP

CLASS CLASS

A B A B

f'c = 3500 PSI

16" 21"21" 26"

21" 27"27" 36"

26" 34"34" 44"

31" 40"40" 52"

45" 59"59" 75"

51" 67"67" 82"

58" 75"75" 98"

65" 85"85" 110"

73" 94"94" 122"

#3

BAR SIZE

9"

f'c = 3000 PSI

8"

f'c = 4000 PSI

7"

f'c = 4500 PSI

7"

f'c = 5000 PSI

6"

f'c = 6000 PSI

#4

#5

#6

#7

#8

#9

#10

#11

11" 10" 9" 9" 8"

14" 12" 12" 11" 10"

17" 15" 14" 13" 12"

20" 17" 16" 15" 14"

22" 19" 18" 17" 16"

25" 22" 21" 20" 18"

28" 25" 23" 22" 20"

31" 27" 26" 24" 22"

HOOKED BAR DEVELOPMENT LENGTHS, Ldh

NOTES:

1. FOR GRADE 75 REBAR, MULTIPLY LENGTHS BY 1.25.2. FOR LIGHTWEIGHT CONCRETE, MULTIPLY LENGTHS BY 1.3.3. FOR EPOXY COATED REINFORCEMENT, MULTIPLY LENGTHS BY 1.2.4. FOR HOOKS WITH 2.5" MINIMUM SIDE COVER PERPENDICULAR TO PLANE OF

HOOK, MULTIPLY LENGTHS BY 0.7.5. FOR LATERAL LOAD RESISTING ELEMENTS, CRITICAL SECTIONS SHALL BE TAKEN AS THE FACE OF TIE / HOOP AT CONFINED CORES OF COLUMN JOINTS OR SHEAR WALL BOUNDARY ZONE.

TYPICAL SECTION SECTION AT LATERAL LOADRESISTING ELEMENT

2" MIN

2" MIN Ldh

FACE OF CONC

STANDARDHOOK

CRITICALSECTION

Ldh

CRITICALSECTION

FACE OF CONC

STANDARDHOOK

LATERAL LOADRESISTINGELEMENT

TYPICAL FOOTING SECTION

TYP FTG REINF

3" C

LR

3" CLR 3" CLREQ EQ EQ

CONCRETE FOOTING NOTES:

1. PLACE ALL FOOTING REINFORCING IN BOTTOM OF FOOTING WITH 3" CLEAR CONCRETE COVER, UNLESS NOTED OTHERWISE.2. TOP REINFORCING, WHERE SPECIFIED, SHALL BE PLACED IN THE TOP OF THE FOOTING WITH 2" MINIMUM CONCRETE COVER.3. IF FOOTINGS ARE EARTH FORMED, FOOTING WIDTH AND LENGTH SHALL BE 6" WIDER AND LONGER THAN SCHEDULED.4. SEE GENERAL STRUCTURAL NOTES FOR ALL OTHER REQUIREMENTS.5. NOT ALL FOOTINGS ARE USED, SEE FOUNDATION PLAN FOR FOOTING MARKS.6. RUN CONTINUOUS BARS IN 'FC' FOOTING THROUGH INTERSECTED 'FS' FOOTINGS.7. EXTEND CONTINUOUS FOOTINGS 1'-0" BEYOND END OF WALL, EXCEPT AT INTERSECTING CORNERS OR UNO ON PLAN.8. FOOTINGS MAY BE THICKER THAN THE SCHEDULED DEPTH IN AREAS SURROUNDING ANCHOR BOLTS OR HOLD DOWNS, SEE

ANCHORAGE AND HOLD DOWN DETAILS.

C4500-S1500

FS3.0 3' - 0" 3 #5 2' - 6" EQ 2' - 6"#53 '-0" 12" EQ3

CONCRETE FOOTING SCHEDULE

CONT CONTFC2.0 2' - 0" 12" 3 #4 EQ

CONT CONTFC2.5 2'-6"' #5 2' - 0" 14"12" 3 #5 EQ

MARK WIDTHNO SPACING

REINFORCING CROSSWISECOMMENTSLENGTH

SIZE LENGTH NO SPACING

REINFORCING LENGTHWISE

SIZE LENGTHDEPTH

CONT CONTFC1.5 1'-6"' 12" 2 #4 EQ

CONT CONTFC3.0 3' - 0" #5 2' - 6" 14"12" 3 #5 EQ

CONT CONTFTS1.5 1' - 6" 12" 2 #4 EQ

CONT CONTFTS2.0 2' - 0" 12" 3 #4 EQ

FS3.5 3' - 6" 3 #5 3' - 0" EQ 3' - 0"#53 '-6" 12" EQ3

FS4.0 4' - 0" 4 #5 3' - 6" EQ 3' - 6"#54 '-0" 12" EQ4

FS4.5 4' - 6" 4 #5 4' - 0" EQ 4' - 0"#54 '-6" 12" EQ4

FS5.0 5' - 0" 5 #5 4' - 6" EQ 4' - 6"#55 '-0" 12" EQ5

FS5.5 5' - 6" 5 #5 5' - 0" EQ 5' - 0"#55 '-6" 12" EQ5

FS6.0 6' - 0" 6 #5 5' - 6" EQ 5' - 6"#56 '-0" 12" EQ6

CONT CONTFC4.5 4' - 6" #5 4' - 0" 14"12" 4 #5 EQ

CONFIGURATION FOR MAS COL

4" TYP

TIES

VERT COL REINF

TIE,

TYP

2" C

LR T

O

MASONRY COLUMN NOTES:

1. HORIZONTAL WALL REINFORCEMENT SHALL BE LOCATED TO THE INSIDE OF VERTICAL BARS. THECENTERLINE OF VERTICAL BARS SHALL BE LOCATED 2 1/2" FROM FACE OF THE MASONRY.

2. UNLESS NOTED OTHERWISE, VERTICAL REINFORCING AND TIES SHALL EXTEND TO FULL WALL HEIGHT.3. VERTICAL MASONRY COLUMN REINFORCING SHALL EXTEND INTO FOOTING AND TERMINATE WITH A

STANDARD 90° HOOK. FOR CONCRETE FOUNDATION WALLS OVER 5'-0" TALL, VERTICAL COLUMNREINFORCING SHALL DOWEL 4'-0" MINIMUM INTO THE FOUNDATION WALL.

4. IN CONCRETE FOUNDATION WALLS, VERTICAL MASONRY COLUMN REINFORCING SHALL BE TIED WITH #3TIES AT THE SAME SPACING AND CONFIGURATION AS MASONRY COLUMNS ABOVE.

5. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.6. SPACE TIES AT 48"oc FROM A POINT 24" ABOVE OPENINGS TO THE TOP OF THE WALL.7. THIS SCHEDULE APPLIES AT AT 6" MASONRY WALL. REDUCE TIES AS REQUIRED TO FIT WITHIN WALL.

RUN HORIZ REINF THRU COL

TYPE 1

TYPE 2

TYPE 3

TYPE 4

TYPE 5

MARK COLUMN SIZEVERTICAL TIES

REINFORCING

TYPE

MC-1 8" x 16" (4) #5 #2 AT 8"oc 1

MASONRY COLUMN SCHEDULE

MC-2 8" x 24" (6) #5 #2 AT 8"oc 2

MC-3 8" x 32" (8) #5 #2 AT 8"oc 3

MC-4 8" x 40" (10) #5 #2 AT 8"oc 4

MC-5 8" x 48" (12) #5 #2 AT 8"oc 5

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

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erty

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N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

t the

writ

ten

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issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

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will

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st e

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t of t

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w. C

opyr

ight

© 2

016

by D

UN

N A

SSO

CIA

TES

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.

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/2016 4

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AY

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AM

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EA

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R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

SCHEDULES

S301

09.09.2016PERMIT SET

NO SCALE:S301

A1 MASONRY LINTEL SCHEDULE

NO SCALE:S301

C1 MASONRY WALL SCHEDULENO SCALE:S301

C3 NON-BEARING MASONRY OR CONCRETE WALL BRACING SCHEDULENO SCALE:S301

C5 CONCRETE WALL SCHEDULE

NO SCALE:S301

D2CONCRETE REINFORCING BAR LAP SCHEDULES ANDDIAGRAMS

NO SCALE:S301

D1 CONCRETE FOOTING SCHEDULE

# Date Revision

NO SCALE:S301

A3 MASONRY COLUMN SCHEDULE

BEAM TO PARALLEL BEAM WEB PLATE CONNECTION SHEAR CONNECTOR PLATES AT SKEWED MEMBERS TO WIDEFLANGE SECTIONS

BEAM TO BEAM WEB PLATE CONNECTION

BOLT SPACING ANDEDGE DIST, TYP

STL BM

STL BM

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

BACKING BAR(BEVEL)

BACKING BAR(BEVEL)

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 SKEWED CONNECTIONS,USE BENT PLATES. WHERE COLUMN WIDTH IS SMALLER THAN THE CONNECTING CLIPANGLES, ANGLE LEGS SHALL BE REDUCED TO MATCH WIDTH OF COLUMN.

BEAM WEB CONNECTION PLATES. THICKNESS EQUALS THE BEAM WEB THICKNESS PLUS1/8" (3/8" MIN).

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.

THICKNESS EQUALS BEAM FLANGE THICKNESS OF BEAM FRAMING INTO COLUMN WEB(3/8" MINIMUM).

BOLT EDGE DISTANCE SHALL BE 1 1/2" MINIMUM AT ALL EDGES. BOLT SPACING SHALL BEAT 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.

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.

A-325 BOLT SCHEDULE

2

5

CLEA

RANC

ES

MIN

TO

PROV

IDE

5

1/4"

5

3/16"

.

2

2

3

3

3 1/2" MIN

1/2" GAP MAX

COPE BM ASREQD

3 1/2" MAX

6

BOLT SPACING ANDEDGE DIST, TYP

5

5

BEAM TO HSS CLIP ANGLE CONNECTION

STL COL

BOLT SPACING

5

COPE AS REQDSTL BM

3CLIP ANGLES NEARSIDE AND FAR SIDE

1

CLIP ANGLES NEARSIDE AND FAR SIDE

1

3 3

MAXIMUM 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 6 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

3" TYP

5"

3

SHEAR CONNECTION PLATESAT SKEWED MEMBERS TO HSS

3

5

3"

5 MIN TO PROVIDECLEARANCE

BM WEB

HSS WALL

BENT WEBPL 2

TYP, EA ANGLE2xTYP

(3) SIDES

(3) SIDES, TYP

TYP

CLEARANCES

MIN TO PROVID

E

CLEARANCES

MIN TO PROVIDE1

2

3

4

5

6

HELICAL PIER LOAD SCHEDULE

1. LOADS SHOWN ARE ACTUAL ALLOWABLE LOADS. THE HELICAL PIERDESIGNER SHALL APPLY APPROPRIATE SAFETY FACTORS FOR PIERDESIGN.

2. CONTRACTOR TO COORDINATE NEED FOR ADDITIONAL HELICAL PIERS, IFREQD W/ EOR PRIOR TO GRADE BM REBAR FABRICATION.

3. HELICAL PIER TYPES 2 AND 3 SHALL BE INSTALLED AT A 1V:1H SLOPEPARALLEL TO THE GRADE BEAM AND IN LINE WITH THE MOMENT FRAMECOLUMNS TO A DEPTH TO ACHIEVE LOAD SPECIFIED IN THE SCHEDULE.TERMINATE THE TOP OF THE HELICAL PIER NINE INCHES INTO THE GRADEBEAM WITH AN END EFFECTER CAP THAT CAN ACHIEVE THE LATERALLOAD IN TENSION OR COMPRESSION WITH THE APPROPRIATE SAFETYFACTORS.

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

win

g, a

s an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of D

UN

N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

t the

writ

ten

perm

issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

use

will

be p

rose

cute

d to

the

fulle

st e

xten

t of t

he la

w. C

opyr

ight

© 2

016

by D

UN

N A

SSO

CIA

TES

INC

.

9/9

/2016 4

:09:5

1 P

M

MU

RR

AY

CIT

Y

MU

RR

AY

PA

RK

AM

PH

I TH

EA

TE

R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

SCHEDULES

S302

09.09.2016PERMIT SET

NO SCALE:S302

D1TYPICAL BOLTED WEB PLATE CONNECTIONS WITH BOLTSCHEDULE (SINGLE SHEAR)

NO SCALE:S302

D5 DETAIL

# Date Revision

A A

b + 2d MIN

24" M

IN

d (V

ARIE

S)

CONC FTG

STRUCT FILLSEE GSN

CONSULT THE PROJECT SPECIFICATIONSAND SOILS REPORT FOR EARTHWORKREQUIREMENTS. IN ABSENCE OFINFORMATION, REFER TO THE DTL ABV

b

2

1 BOTT OF TRENCH TO BE ABVTHIS LINE

BACKFILL TRENCHPER GSN

CONC FTG

CONC WALL

PIPE

6"

IF THIS DIMEXCEEDS 1'-6", DONOT THICKEN FTG

PIPE BELOW FOOTING

6" M

IN

PIPE THROUGH FOOTING

THICKEN FTG

THICKENED FTG

LAP SPLICE

PROVIDE ADDITIONALLENGTHWISE REINFAS SHOWN TO MATCHBAR THAT IS CUT

PROVIDE SLEEVE FORALL PIPES PASSINGTHRU WALLS AND FTGS

CONC FTGPROVIDE SLEEVE FORALL PIPES PASSINGTHRU WALLS AND FTGS

1/2" CLEAR

12" MIN 3d 12" MIN

"d" = LARGEST PIPE DIAMETER

1/2" CLEAR

3d

"d" = LARGEST PIPE DIAMETER

12" MIN 12" MIN

CLR3"

8" M

IN

0" T

O 1

'-6"

VAR

IES

DOWELS TO MATCHVERT WALL REINF

'Z' BARS TO MATCHCONT FTG REINF 2x4 BEVELED KEYWAY,

CONT

CONC FND WALL

4'-0

" MAX

H

1.5 H MIN

W

CONC FTG

PROVIDE TRANSVERSEREINF IN VERT FTG TOMATCH FTG TRANSVERSEREINF

EQ

EQ

(2) #5 x 4'-0" ATEA STEP, TYP

"T" T

YP

"T" TYP"T" = FTGTHICKNESS

ADDITIONAL VERTBARS AT CORNERTYP

CORNER BARS TOMATCH WALL HORIZBARS

CONC WALL

CORNER BARS TO MATCHWALL HORIZ BARS

CONC WALL

ADDITIONAL VERT BARSAT INTERSECTIONTYP

LAP LENGTH, TYP

LAP

LEN

GTH

, TYP

LAP

LEN

GTH

MAS WALL

ADDITIONAL VERT BAR ATINTERSECTION, TYP (4)PLACES

LAP LENGTH

MIN

LAP LENGTH

MIN

LAP LENGTH

MIN

LAP LENGTH

MIN

CORNER BAR TO MATCHWALL HORIZ BARS

CORNER BAR TO MATCHWALL HORIZ BARS

ADDITIONAL VERT BARAT INTERSECTION, TYP(3) PLACES

MAS WALL

LAP LENGTH

PREFORMED "T" QUICK JOINT ORSAWCUT, USE TOOLED JOINTS ATEXT SLABS

4" SLAB ON GRADE

CONTROL JOINT

4" SLAB ON GRADE

CONSTRUCTION JOINT

5" AND 6" SLAB ON GRADE

CONSTRUCTION JOINT

5" AND 6" SLAB ON GRADE

CONTROL JOINT

5" AND 6" SLAB ON GRADE

CONSTRUCTION JOINT

ALTERNATE

EDGE EA SIDE W/ 1/8"RADIUS

EDGE EA SIDE W/ 1/8"RADIUS

JOINT DOWEL; 5/8"Ø x 18" SLIPDOWEL AT 18"oc OR 4 1/2"x4 1/2"DIAMOND DOWEL AT 24"oc ORAPPROVED EQ

BARS CONTTHRU CJ

DISCONTINUEBARS AT COLD CJ

BARS CONTTHRU CJ

PREFORMED "T" QUICK JOINT ORSAWCUT , USE TOOLED JOINTSAT EXT SLABS

INSTALL BACKER RODIMMEDIATELY AFTERSAWCUTTING JOINTS

t

THIC

KNES

S (t)

1/4"

SLA

B

t

2" C

LR

THIC

KNES

S (t)

1/4

SLAB

2" C

LR2"

CLR

INSTALL BACKER RODIMMEDIATELY AFTERSAWCUTTING JOINTS

EDGE EA SIDE W/ 1/8"RADIUS

JOINT DOWEL; 5/8"Ø x 18" SLIPDOWEL AT 18"oc OR 4 1/2"x4 1/2"DIAMOND DOWEL AT 24"oc ORAPPROVED EQ

DISCONTINUE BARS ATCOLD CJ

2" C

LR

1

3 (MIN)

EDGE W/ 1/8" RADIUS

CONC SOG

CONC SOG

CONSTRUCTION JOINT

1

3 (MIN)

EDGE W/ 1/8" RADIUS

CONC SOG

CONC SOG

CONTROL JOINT

SAWCUT

6" MIN

THIC

KNES

S "t"

1/4"

SLA

B

6" MIN

"t""t"

INSTALL BACKER RODIMMEDIATELY AFTERSAWCUTTING JOINTS

#4 x CONT

JOINT DOWEL: 5/8" x 18" SLIPDOWEL AT 18"oc OR 4 1/2 x 4 1/2DIAMOND DOWEL AT 24"oc ORAPPROVED EQUAL

JOINT DOWEL: 5/8" x 18" SLIPDOWEL AT 18"oc OR 4 1/2 x 4 1/2DIAMOND DOWEL AT 24"oc ORAPPROVED EQUAL

#4 x CONT

(2) #4 x 4'-0" BARS AT EA CORNER OFRECESSED OR DEPRESSED SLABSWHERE CONTROL OR CONSTRUCTIONJOINTS DO NOT EXTEND BYNDCORNER

(2) #4 x 4'-0" BARS WHERE CONTROLOR CONSTRUCTION JOINTS DO NOTEXTEND FROM CORNERS OF FLRSLAB BLOCK OUTS AT BLDG COL

(2) #4 x 4'-0" BARS WHERECONTROL OR CONSTRUCTIONJOINTS INTERSECT BUT DO NOTCONT BYND

RECESSED ORDEPRESSED SLAB

CJ

CJ

PLAN VIEW

PLAN VIEW

PLAN VIEW

BLOCK OUT

COL

REINF INSIDE CORNERSSIM TO DEPRESSED SLABS

CONC FND WALL / CONC COL

CONC FTG

EXT FINAL GRADE

INT FINISH FLR

STRUCTURE ABVFINISHED FLR NOTE: CONTRACTOR SHALL

VERIFY AND COMPARE ALLFINAL EXT GRADE ELS W/ TOPOF FTG ELS NOTED TO INSUREMIN REQD FROST DEPTH ISPROVIDED

TYP AT EXT FND PER

GSN

REQ

UIR

ED F

RO

ST D

EPTH

6" M

IN

1'-4" MIN

3d MIN

3d M

IN6"

MIN

END OF CONC WALL

6" M

AX

6" M

AX

PROVIDE TYP WALLHORIZ REINF

PROVIDE TYPHORIZ REINFBTWN SLEEVES

PROVIDE SLEEVE FOR ALLPIPES OR CONDUITS PASSINGTHRU WALLS. 8"Ø MAX

PROVIDE TYP WALL HORIZREINF

d = DIAMETER OF PIPE SLEEVE

FOR PIPE SLEEVE DIAMETERSGREATER THAN 8", SEE TYP TRIMBARS AROUND MISCELLANEOUSCONCRETE WALL OPENINGS

IF SPACING REQUIREMENTSCANNOT BE MET, ENGINEEROF RECORD IS TO BECONTACTED PRIOR TOSLEEVES BEING INSTALLED

BOTT/ CONC

WALL

TOP/ CONC

WALL

MECH HOUSE KEEPING PAD

#3 AT 12"oc, EA WAY

EQUIPMENT CONNECTIONBY OTHERS AS REQD

#3 AT 12"oc, EA WAY

8" MIN

STRUCTURAL FLOOR(CONC OVER MTL DECKOR SOG)

CLR2"

#3 AT 12"oc AROUNDPERIMETER W/ STDHOOK EACH END

NOTE: DET MAY BE USED IN LIEU OF POST-INSTALLED HOUSEKEEPING PAD DET

OPENINGS CLOSER THAN 16" EDGETO EDGE SHALL BE TREATED AS ASINGLE OPENING

MISCOPENING OR

RECESS

FLR OR ROOF LEVEL

(1) #5 AT 8" WALLS(1) #6 AT 10" WALLS(2) #5 AT 12" WALLS

MEASURED FROMEDGE OF OPNG

FLR LEVEL

SEE MAS LINTELSCHED FOR REINF

VERT BARS TO MATCHWALL REINF (BARSTO BE FLR TO FLR)

STANDARD HOOK

LAP LENGTH OR

STANDARD HOOK

LAP LENGTH OR

TRIM BARS NOT REQD FOR OPENINGS6" WIDE OR LESS

3'-0" MAX

SEE MAS LINTELSCHED FOR REINFABV RECESS

RECESS IN WALL

STD 180 DEG HOOK

VERT REINF FULLHEIGHT OF WALL ATEA SIDE OF RECESS

#5 HORIZ BAR BLWRECESS, EXTEND 48BAR Ø EA SIDEOF RECESSED OPNG

PLAN VIEW

SECTION CONDITION AT HORIZONTAL BOND BEAM AND JOINT REINFORCING

HORIZ REINF CONTTHRU JOINT

CONT VERT CJ

(1) VERT BAR TO MATCH VERT WALLREINF, EA SIDE OF JOINT

JOINT MATERIAL DUR-O-WALL WF TYPE (ORAPPROVED EQ) SIZE VARIES BASED ON WALLTHICKNESS, VERIFY W/ ARCH

TYP VERT REINFIN LAST CELL

HORIZ REINF TO TERMINATEW/STD 180 DEG HOOK ATSINGLE LAYER OF VERT REINF

TYP VERT REINFIN LAST (2) CELLS

HORIZ REINF TO TERMINATEW/STD 90 DEG HOOK AT DBLLAYER OF VERT REINF EXTENDBYND VERT REINF

LAP LENGTH

LAP LENGTH

MAS WALL

SINGLE LAYER VERTICAL REINFORCING

DOUBLE LAYER VERTICAL REINFORCING

TIES SEE MAS COL SCHEDCONC BLOCKOUT

(E) CONC WALL

(E) CONC FTG

(E) CONC SLAB

2" MIN4"

TYP

1 1/

2"7"

EDGE OF (E) CONC WALL

EDGE OF (E) CONC FTG

V.I.F.

5"

3/4" THICK BASE PL W/ (4)3/4"Øx4" KWIK HUS-EZ BOLT

1/4

(E) MAS WALL

T/ PIER CAP

VARIES

COL

HSS STL COL

CONC PIER CAP,EXTEND TO (E) WALL

IN THE EVENT OF ABCONFLICT W/ (E) FTG, CHIP(E) FTG OR CORE HOLE TOALLOW FULL EMBEDMENT

(E) FTG, EXTENTVARIES, FIELD VERIFY

S502

C3

HELICAL PIERS BY SUPPLIER

EXTEND PIER CAP DOWNTO ADJACENT (E) FTGWHERE OCCURS

THICKEN FTG AS REQD AT AB'S

PIER CAP BY SUPPLIER TOACHIEVE SPECIFIED LOADING

3" C

LRPI

ER C

AP T

HIC

KNES

S

2'-0

"

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

win

g, a

s an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of D

UN

N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

t the

writ

ten

perm

issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

use

will

be p

rose

cute

d to

the

fulle

st e

xten

t of t

he la

w. C

opyr

ight

© 2

016

by D

UN

N A

SSO

CIA

TES

INC

.

9/9

/2016 4

:09:5

3 P

M

MU

RR

AY

CIT

Y

MU

RR

AY

PA

RK

AM

PH

I TH

EA

TE

R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

FOOTING

AND

FOUNDATION

DETAILS

S501

09.09.2016PERMIT SET

NO SCALE:S501

D1 TYPICAL SUBGRADE PREPARATIONNO SCALE:S501

D3 TYPICAL PIPE PARALLEL TO FOOTINGNO SCALE:S501

D4 TYPICAL PIPE PERPENDICULAR TO FOOTING

NO SCALE:S501

C1 TYPICAL FOOTING STEP AT CONCRETE FOUNDATION WALLNO SCALE:S501

C2TYPICAL CORNER BARS FOR SINGLE REINFORCEDCONCRETE WALLS (PLAN VIEW)

NO SCALE:S501

C3TYPICAL CORNER BARS FOR SINGLE REINFORCEDMASONRY WALLS (PLAN VIEW)

NO SCALE:S501

C4 TYPICAL SLAB ON GRADE JOINTSNO SCALE:S501

C6 TYPICAL SLAB ON GRADE DEPRESSION DETAILS

NO SCALE:S501

B1TYPICAL SLAB ON GRADE DISCONTINUITIES REQUIRINGADDITIONAL REINFORCING

NO SCALE:S501

D2 TYPICAL FOOTING DEPTH DETAIL FOR FROST PROTECTIONNO SCALE:S501

D5TYPICAL SMALL PIPE OR CONDUIT THROUGH CONCRETEWALL

NO SCALE:S501

B2POST INSTALLED ANCHOR DETAIL FOR HOUSEKEEPINGPAD ON CONCRETE OVER METAL DECK OR SOG

NO SCALE:S501

B3TYPICAL REINFORCING DETAIL FOR MISCELLANEOUSMASONRY WALL OPENINGS AND RECESSES

NO SCALE:S501

A1TYPICAL MASONRY WALL RECESS DETAILS FOR SINGLEREINFORCED MASONRY WALLS (PLAN VIEW)

NO SCALE:S501

A2TYPICAL CONTROL JOINT FOR SINGLE REINFORCEDMASONRY WALLS (PLAN VIEW)

NO SCALE:S501

A3TYPICAL TERMINATION OF HORIZONTAL REINFORCING FORREINFORCED MASONRY WALLS (PLAN VIEW)

NO SCALE:S501

A4 TYPICAL STEEL COLUMN TO EXISTING CONCRETE FOOTING

# Date Revision

NO SCALE:S501

B4 MOMENT FRAME COLUMN TO PIER CAP

A

A

A A

A A

CONC SOG

CONC FTG

VERT WALL REINF

HORIZ WALL REINF

CONT BAR -#5 AT 6" AND 8" THICKMAS WALL

OPTION

SOLID GROUT ALL CELLSBLW GRADE

DOWEL TO MATCH VERTWALL REINF ABV

MAS WALL

HORIZ WALL REINF

HORIZ WALL REINF

ALTERNATE HOOK DIRECTION

8" T

YP

1/4" ROUGHENEDSURFACE

CONC SOG

CONC FTG

HORIZ WALL REINF

BOTT CONT REINFCONC WALL

HORIZ WALL REINF

VERT WALL REINF

TOP CONT REINF

CHAMFER, SEE ARCH

WHERE 'H' EXCEEDS 24"#4 AT 24"

DOWEL TO MATCH VERTWALL REINF ABV

MAS WALLSILL OPTION

CONT #5 BAR

PRECAST CONC SILL, SEEARCH MAS WALL BYND

24" 18"

"H"

ALTERNATE HOOK DIRECTION1/4" ROUGHENEDSURFACE

CONC BLOCKOUT

STL COL

CONC SOG

CONC FTG 1/2"Ø ASTM F1554 GR36HEAVY HEX AB'S

3" M

INC

OVE

R

1/2" STL BASE PL ON 2"OF NON-SHRINK GROUT

1/4

(E) CONC/MASONRY WALL

SECTION A-A

9" E

MBE

D4"

PR

OJ.

1 1/2"

1 1/

2"

TYP1/2"

SEE

PLAN

(2) ADDITIONAL #5 BARS xOPNG + 4'-0". CTRD AT ALLOPNG

CONC SOG

CONC FTG

WALL BYND

#4 'ZEE' DOWEL AT 16"oc

#5 BAR x CONT

1/4" ROUGHENED SURFACE

1

3 (MIN)

JOINT DOWEL: 5/8"Ø x 18" SLIPDOWEL AT 18"oc OR 4 1/2 x 4 1/2DIAMOND DOWEL AT 24"oc ORAPPROVED EQUAL

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" 18"

#4

1/4" ROUGHENED JOINT

8" T

YP

#4 x CONT. EXTEND 4'-0" MINEA END BEYOND OPENING

SLOPE

#4 x 4'-0" AT 18"oc

1/4" ROUGHENED SURFACE

1

3

AT WALL VERT REINF

2'-0"

(2) CONT #5 BARS

#4 CONT AT 12"ocHOOK DOWN ATEDGE OF STAIRS

6" M

IN

10"

#4 BARS AT 12"oc,MAYBE FIELD BENT (1) TIMEONLY, EA BEND

2x4 x CONTKEYWAY

CONC SOG

SECTION A-A

SEE ARCHFOR RAILING

CONT #4 BARAT 12"oc

(2) CONT#5 BARS

SEE ARCH FOR RISEAND RUN OF STAIRS

CONC STEM WALL(CW-08A)

CONC FTG

2x4 KEYWAY, TYP

DOWEL TO MATCHWALL REINF

CONC SOG

CONC SOG

CONC SOG

AT RAMPELIMINATE STEP

1'-0

"

8"

1'-0

"

CONC SOG

CONC FTG

HORIZ WALL REINF

BOTT CONT REINF

CONC WALL

HORIZ WALL REINF

VERT WALL REINF

TOP CONT REINF

WHERE 'H' EXCEEDS 24"#4 AT 24"

DOWEL TO MATCH VERTWALL REINF ABV

MAS WALL

24" 18"

1/4" ROUGHENEDSURFACE TYP

VERT REINF PER SCHED ONDETAIL /(C5 S301)

CONC SOG

SEE ARCH

SEE ARCH

CONC BLOCKOUT

STL COL

CONC FTGAB'S

STL BASE PL ON 2"NON-SHRINK GROUT

T/CONC SOG

SEE ARCH DWGS

T/FTG

CLR3" THICKEN FTG AT AB'S

1'-9

" EM

BED

PRO

J.

6"

(E) CONC SLAB. SAWCUT ASREQ'D FOR INSTALLATIONOF FTG

C5

S502

(2) HEAVY HEX NUTS W/ PLWASHER AT EA BOLT.AT HSS20x20:1 1/2"x5 1/2" SQ PL WASHERAT HSS12x12:1"x4" SQ PL WASHER

BASE PLATE FOR HSS20x20 BASE PLATE FOR HSS12x12

3" 50ksi BASE PL

3/4"x5" SQ PL WASHER, TYP

5 1/

2" T

YP

TYP

1'-3

1/2

"

TYP

1'-3

1/2

"5

1/2"

TYP

TYP

1'-9

"

TYP

1'-9

"

COL

4" T

YP

TYP

10"

TYP

10"

4" T

YP

TYP

1'-2

"

TYP

1'-2

"

CJP DCW

5/16TYP

CJP DCW

5/16TYP

2" 50ksi BASE PL

1/2"x3 1/2" SQ PL WASHER,TYP

(8) 3" HOLES FOR 2"ØASTM F1554 GR 105 AB'S

(8) 2 1/4" HOLES FOR 1 1/2"ØASTM F1554 GR 105 AB'S

STL COL TYP

FILL BOLT HOLES W/ NON-SHRINK GROUT PRIOR ROPLACING PL WASHER, TYP

COL

COL

PROVIDE INTERMEDIATEVERT #5 MAX SPACINGAT 32"oc

NEW MASONRY INFILL,SIZE TO MATCH (E)

PROVIDE MIN (1) #5 VERTAT EA EDGE OF INFILL

PROVIDE HORIZ #5 ATMIN SPACING OF 48"oc

#5 DOWEL TO BE EPOXIED INTO(E) SOLID GROUTED CELLS

TYP

6" M

IN

4"

TYP

4"

VERIFY W/ (E) 2'-0" MIN

1'-6"

2'-0

"

SECTION A-A

HSS JAMB/COL, SEE PLAN

NOTCH (E) FDN WALL AS REQ'D

3/4"x9"x12" BP W/ (2) 3/4" EPOXYAB W/ 6" EMBEDMENT OR CASTIN AB 9" INTO PIER

NEW SOG, SEE PLAN

TYP TIE "U" BAR

(E) CMU WALL, SEE PLAN

(E) FND, VERIFY W/ (E)

MIN8"

2'-0"x1'-6" PIER W/ (7) #5 BAR(VERT) W/ #4 TIES AT 6"oc

(2) LAYERS #4 AT 12"oc MAX SPACING EW

4'-0" LONG ADD FTG CENTEREDAT HSS COL LOC

AT SIM COND, TERMINATE CONC PIER AT TOPOF PIER CAP, EXTEND VERTS THRU CAP

TOP OF PIER CAP WHERE OCCURS

TYP

EQ EQ

CONC FTG

CONC WALLEXT SOG TYP

1/4" ROUGHENED SURFACE

1/4" ROUGHENEDSURFACE, TYP

PLACE REBAR AT SOIL SIDE OFWALL, TYP SEE CONC WALLSCHED ADD'L INFORMATION

SEE ARCH

TYP

DRILL AND EPOXY#4 BAR W/ 4" MINEMBEDMENT

#4 HORIZ x CONT TYP

TYP

Ldh

MIN

TYP

LAP

SPLI

CE

TYP

8"

SEE ARCH

CONC SOG, REINF SAME ASDOCK SLAB

DOCK SOG, SEE PLAN FORREINF

24" 18"

#4 AT 24"oc

24" 18"

#4 AT 24"oc

CONC FTG

CONC WALL

CONC SOG

1/4" ROUGHENED SURFACE

1/4" ROUGHENEDSURFACE, TYP

PLACE REBAR AT SOIL SIDE OFWALL, TYP SEE CONC WALLSCHED FOR ADD'L INFORMATION

SEE PLAN

#4 HORIZ x CONT TYP

TYP

LAP

SPLI

CE

DOCK SOG, SEE PLAN FORREINF

24" 18"

#4 AT 24"oc

8"

STL COL

3/4" BASE PL ON 1 1/2"NON-SHRINK GROUT

EXT SOG

14"x14" CONC PIER W/ (4) #5AND #4 TIES AT 6"oc, EPOXYBARS INTO (E) FTG ASREQUIRED 6" MIN

EPOXY FTG BARS INTO(E) FTG 10" MIN

(E) MAS WALL

(E) CONC WALL

(E) FTG

5"

8"

SECTION A-A

4" 1 1/2"

9"1

1/2"

SOG

CONC WALL

FINISH, SEE ARCH

EXT SOG

CONC FTG

(E) MAS WALL

T/ PIER CAP

VARIES

COL

HSS STL COL

CONC PIER CAP,EXTEND TO (E) WALL

IN THE EVENT OF ABCONFLICT W/ (E) FTG, CHIP(E) FTG OR CORE HOLE TOALLOW FULL EMBEDMENT

(E) FTG, EXTENTVARIES, FIELD VERIFY

9" M

AX6"

MIN

S502

C3

HELICAL PIERS BY SUPPLIER

EXTEND PIER CAP DOWNTO ADJACENT (E) FTGWHERE OCCURS

THICKEN FTG AS REQD AT AB'S

3" C

LR

CORE FTG AS REQD TO ALLOWINSTALLATION OF HELICAL PIERS.PACK CORED HOLE W/ CONC

PIER CAP BY SUPPLIER TOACHIEVE SPECIFIED LOADING

4"4"

LAP (TYP)

#4 BAR DRILLED AND EPOXIED INTO(E) MAS WALL W/ 8" EMBED (TYP)AT HORIZ REINF

MAS WALL VERT REINFNOT SHOWN

(E) MAS WALL REINFNOT SHIOWN

(E) FTG REINFNOT SHOWN

CONC FTG

#5 BARS DRILLED ANDEPOXIED INTO (E) FTGW/ 10" EMBED LAP W/NEW FTG REINF

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

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Author09.09.2016

16073

FOOTING

AND

FOUNDATION

DETAILS

S502

09.09.2016PERMIT SET

NO SCALE:S502

D3TYPICAL SINGLE MAT REINFORCING MASONRY WALL ONINTERIOR CONCRETE FOOTING

NO SCALE:S502

D1TYPICAL SINGLE MAT REINFORCING MASONRY WALL ONCONCRETE FOUNDATION WALL

NO SCALE:S502

D6 TYPICAL STEEL COLUMN TO CONCRETE FOOTINGNO SCALE:S502

D4 TYPICAL INTERIOR WALL OPENING DETAIL AT 8" WALLSNO SCALE:S502

D2 TYPICAL FOUNDATION WALL AT OPENING

NO SCALE:S502

C1 CONCRETE STAIR OR RAMP DETAILNO SCALE:S502

C2TYPICAL SINGLE MAT REINFORCING MASONRY WALL ONCONCRETE FOUNDATION WALL AT STEP

NO SCALE:S502

C3 HSS MOMENT FRAME COLUMN TO CONCRETE FOOTINGNO SCALE:S502

C5 MOMENT FRAME BASE PLATE DETAIL

# Date RevisionNO SCALE:S502

B1 TYPICAL EXISTING MASONRY WALL INFILLNO SCALE:S502

B2 TUBE STEELNO SCALE:S502

B4 CONCRETE WALL AT PLAZANO SCALE:S502

B6 CONCRETE WALL AT DOCK AREA

NO SCALE:S502

A1 STEEL COLUMN AT (E) WALLNO SCALE:S502

A2 TICKET WINDOW FOOTING WALLNO SCALE:S502

A3 MOMENT FRAME COLUMN TO PIER CAPNO SCALE:S502

A5 NEW MASONRY WALL TO EXISTING MASONRY WALL

A

A

A

A

NOTES:1. NAILING SCHEDULE IS PER TABLE OF THE I.B.C.2. NAILING REQUIREMENTS SHOWN HERE DO NOT REPLACE HARDWARE ON THE PLANS OR DETAILS.3. ALL NAILS USED ARE COMMON NAILS, UNO.

MINIMUM NAILING SCHEDULECONNECTION NAILING

BRDG TO JST, TOE NAIL EA ENDSOLE PL TO JST OR BLK, FACE NAILTOP PL TO STUD, END NAILSTUD TO SOLE PL, END NAILDBL STUDS, FACE NAILDBL TOP PL, FACE NAILBLK BTWN JST OR RAFTERS TO TOP PL, TOE NAILRIM JST TO TOP PL, TOE NAILTOP PL, LAPS AT WALL INTERSECTION, FACE NAILCONT HEADER, TWO PIECESCEILING JST TO PL, TOE NAILCONT HEADER TO STUD, TOE NAILCEILING JST, LAPS OVER PARTITIONS, FACE NAILCEILING JST TO PARALLEL RAFTERS, FACE NAILRAFTER TO PL, TOE NAIL1" BRACE TO EA STUD AND PL, FACE NAILBUILT-UP CORNER STUDSBUILT-UP GIRDER AND BM

COLLAR TIE TO RAFTER, FACE NAILJACK RAFTER TO HIP, TOE NAIL

FACE NAILROOF RAFTER TO 2x RIDGE BM, TOE NAIL

FACE NAILJST TO BAND JST, FACE NAILLEDGER STRIP, FACE NAIL AT EA JOISTPLYWOOD AND PARTICLEBOARD:

SUBFLOOR, ROOF AND WALLSHEATHING (TO FRAMING)

1/2" AND LESS19/32" - 1"1 1/8" - 1 1/4

COMBINATION SUB FLOOR -UNDERLAYMENT (TO FRAMING)

3/4" AND LESS7/8" - 1"1 1/8" - 1 1/4"

NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12INCHES AT INTERMEDIATE SUPPORTS, EXCEPT 6" INCHESAT ALL SUPPORTS WHERE SPANS ARE 48 INCHES ORMORE. FOR NAILING OF DIAPHRAGMS AND SHEAR WALLS,REFER TO THE APPROPRIATE SCHEDULE.

(2) 8d16d AT 1'-4"oc(2) 16d(2) 16d16d AT 2'-0"oc16d AT 1'-4"oc(3) 8d8d AT 0'-6"oc(2) 16d16d AT 1'-4"oc ALONG EA EDGE(3) 8d(4) 8d(3) 16d(3) 16d(3) 8d(2) 8d16d AT 2'-0"oc3" x 0.131 AT 24"oc AT TOP AND BOTTAND STAGGERED, (3) 3" x 0.131 ATENDS AND AT EA SPLICE(3) 10d(3) 10d(2) 16d(2) 16d(2) 16d(3) 16d(3) 16d

8d8d OR 10d10d

8d8d OR 10d10d

SHEATHING SCHEDULE AT ROOF AND FLOOR

NOTES:1. ALL ROOF SHEATHING SHALL BE APA RATED SHEATHING WITH A MINIMUM SPAN RATING OF 40/20. USE OSB INSTEAD OF PLYWOOD UNLESS

OTHERWISE APPROVED BY THE EOR.2. NAIL ROOF SHEATHING TO SUPPORTS. GLUE AND NAIL FLOOR SHEATHING TO SUPPORTS.3. USE COMMON NAILS (8d DIAMETER = 0.131”, 10d DIAMETER = 0.148”). MINIMUM NAIL PENETRATION INTO FRAMING MEMBERS, 8d = 1 1/2”, 10d = 1 5/8”.4. DRIVE NAILS WITH NAIL HEADS FLUSH WITH THE SURFACE OF THE SHEATHING. DO NOT OVER DRIVE OR UNDER DRIVE NAILS. EDGE NAILS SHALL BE

PLACED 3/8” FROM EDGE OF PANEL.5. PANEL EDGES PERPENDICULAR TO SUPPORTS SHALL BE UNBLOCKED UNLESS FULLY BLOCKED IS SPECIFICALLY NOTED. PROVIDE PANEL EDGE

NAILING AS SPECIFIED ALONG ALL SUPPORTED EDGES (ALL EDGES IF FULLY BLOCKED), BOUNDARIES, TOP PLATES OF SHEAR WALLS, STRAPS,COLLECTORS, AND AT ALL OTHER LOCATIONS AS INDICATED AND/OR REQUIRED FOR A COMPLETE INSTALLATION.

6. PROVIDE FIELD NAILING AT 12”oc TYPICAL FOR ALL DIAPHRAGMS.7. ALL SHEATHING PANELS SHALL HAVE A MINIMUM WIDTH OF 2’-0”, UNLESS PANEL IS FULLY BLOCKED AND NAILED TO ADJACENT PANELS.8. PLACE ALL SHEATHING PANELS JOINTS ALONG THE CENTER OF A SINGLE COMMON BACK-UP MEMBER, TYPICAL.9. 10. EXTERIOR FLOOR SHEATHING SHALL BE PLYWOOD (NOT OSB) WHEN REQUIRED BY THE ARCHITECT.

OTHER EDGE

STAGGER JOINTS

CONT EDGE

FIELD NAILING

1/16

" GAP

AT

SID

E JO

INTS

EDGE OF PLYWOOD SHEETSCTR ON JSTS AND BLOCKS

1/8" GAP AT END JOINTS

LEDGER

BN

EN

EDGE BLK, WHERE NOTEDIN SCHED, USE 2x4 FLATBLK, UNO

LOCATIONWOOD

SHEATHINGTHICKNESS

NAIL SIZEEDGE NAIL

CONT EDGE OTHER EDGE

EDGEBLOCK

BOUNDARYNAIL

FIELDNAIL

ROOF 19/32" 8d 6" 6" 6"12" NO

SEE SW SCHED FOR AB SIZEAND SPACING. USE 5/8"Ø AT48"oc ELSEWHERE TYP, UNO

D = 6" MIN, 12" MAX

'D' 'D'

EQ

ALL AB TO HAVE A 6" MINEMBEDMENT TO TOP OF J-BOLTOR NUT, TYP UNO

'D'

'D'

WHERE SOLE PL IS DRILLEDOR NOTCHED MORE THAN 1/3WIDTH, INSTALL AB EA SIDEOF NOTCH

"D"

SPLICE"D"

PT/DF SOLE PL

EQ EQ

(2) 2x4 STUDS (3) 2x4 STUDS (4) 2x4 OR MORE STUDS

10d NAILS 30d NAILSOR SDW22438 SCREWS

1/2"Ø BOLTS W/ WASHERSOR SDW22600 SCREWS

(4 PLY ONLY)

2 1/

2"

1"

3 1/

2"

1 1/2"

(2) 2x6 OR GREATER STUDS (3) 2x6 OR GREATER STUDS (4) 2x6 OR GREATER OR MORE STUDS

2 1/

2"6"

TYP

1"

3 1/

2"8"

TYP

1 1/2"

8" T

YP

2" FOR GREATER1 1/2" FOR 2x6

4"

6" T

YP

6" T

YP

10d NAILS 30d NAILSOR SDW22438 SCREWS

1/2"Ø BOLTS W/ WASHERSOR SDW22600 SCREWS

(4 PLY ONLY)

8" T

YP

1 3/4" 1 3/4"

4"

= NAIL NEAR SIDE

= NAIL FAR SIDE

THIS DTL DOES NOT APPLY TO MULTIPLESTUDS IN SHEATHED WALL.AT MULTIPLE STUDS IN WALLS PROVIDE(1) ROW 16d NAILS AT 8"oc IN 2x4 WALLSOR (2) ROWS 16d NAILS AT 8"oc IN 2x6 OR2x8 WALLS.

1. L = CLEAR SPAN OF JST / BEAM.2. NO NOTCHING PERMITTED IN STUDS.3. NO HOLES OR NOTCHES PERMITTED IN

BEAMS WHICH ARE LESS THAN 6" DEEP.4. NO NOTCHES IN GLU-LAMS WITHOUT PRIOR

APPROVAL FROM ENGINEER.5. FOR LVL AND I-JST REFER TO

MANUFACTURERS REQUIREMENTS.

dj /

6 M

AX

L/3 MAXNO NOTCHES

STUD

ds 2dj MIN

MAX

dj/3

JST/

BMdj

2" M

IN2"

MIN

2" M

AXdj

/3

L/3 MIN dj MIN

NO HOLESEQ EQ

MINds

ds / 4 MAX

L

STUD

BEAM

dj MIN

UPPER PL SPLICE

(20) 16d NAILS MIN EA SIDEOF EA SPLICE

DBL TOP PL SPLICESSHALL OCCUR OVERSTUDS, TYP UNO

MIN

4'-0"

WALL STUDS

LOWER PL SPLICE

SHTGTHICKNESS

BOTHSIDES

SHEATHED

NAILSIZE

STUD/ BLKG ATJOINT

SILL NAILINGAT BOTT OF WALL

(SEE NOTE 15)

SOLE BOLTINGTO CONCRETE(SEE NOTE 12)

MARKEDGE NAIL

(EN)

SHEAR WALL SCHEDULE

SW-1

SW-2

SW-3

7/16"

7/16"

7/16"

NO

NO

NO

8d

8d

8d

6"

4"

3"

2x (1) 16d AT 8"oc

3x

3x

(1) 16d AT 5"oc

(1) 16d AT 4"oc

5/8"Ø AT 48"oc

5/8"Ø AT 40"oc

5/8"Ø AT 32"oc

FRAMING ANCHORAT TOP OF WALL

(SEE NOTE 15)

(1) A35 AT 16"oc

(1) A35 AT 16"oc

(1) A35 AT 16"oc

EN

HDU WHEREAPPLIES

FIELD NAIL

EN INTO HDPOST1/

16" G

AP A

T SI

DE

JOIN

TS

1/8" GAP AT END JOINTSSW/EN TO UPPER TOP PL

BLK ALL JOINTS

SOLE PL, USE 3xWHERE BOTH SIDESARE SHEATHED

EDGE OF WOODSHEATHING SHEETS CTRON STUDS AND BLKS

EN

JOINT STUD, USE 3x WHEREREQD BY SCHED

WOOD SHEATHING SHEETSMAY BE INSTALLEDVERTICALLY

TYP ELEVATION

STUD AND BOLT

PL WASHER 1/4"3"x REQD W/SLOTTED HOLE

ANCHOR BOLT, STD WASHERAND NUT

PT/DF SOLE PL

1/2" MAX 1/2" MAX

STUD AND BOLT

PL WASHER 1/4"3"x3" W/SLOTTED HOLE

ANCHOR BOLT, STDWASHER AND NUT

PT/DF SOLE PL

1/2" MAX

SW SHTG

(1) PLY (2) PLY

SW SHTG

TYPICAL ANCHOR BOLTS AT SHEAR WALLS (PLAN VIEW)

NOTES:1. ALL WALL SHEATHING SHALL BE APA RATED SHEATHING WITH A MINIMUM SPAN INDEX OF 24/16. USE OSB INSTEAD OF PLYWOOD UNLESS OTHERWISE APPROVED BY THE EOR.2. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH 7/16" SHEATHING AND NAILED WITH 8d NAILS AT 6”oc AT PANEL EDGES AND AT 12”oc IN THE FIELD, TYPICAL, UNO. SEE SHEAR WALL

SCHEDULE FOR ADDITIONAL REQUIREMENTS.3. SHEATHING AT EXTERIOR WALLS MAY NEED TO BE FIRE-TREATED. SEE ARCHITECTURAL DRAWINGS.4. USE COMMON NAILS (8d DIAMETER = 0.131”, 10d DIAMETER = 0.148”). MINIMUM NAIL PENETRATION INTO FRAMING MEMBERS, 8d = 1 1/2”, 10d = 1 5/8”.5. DRIVE NAILS WITH NAIL HEADS FLUSH WITH THE SURFACE OF THE SHEATHING. DO NOT OVER DRIVE OR UNDER DRIVE THE NAILS. EDGE NAILS SHALL BE PLACED 3/8” FROM EDGE OF

PANEL.6. ALL PANEL EDGES SHALL BE FULLY BLOCKED, UNO. PROVIDE PANEL EDGE NAILING AS SPECIFIED ALONG ALL PANEL EDGES, UPPER TOP PLATES, SILL PLATES, HOLD-DOWN

ELEMENTS, STRAPS, COLLECTORS, AND AT ALL OTHER LOCATIONS AS INDICATED AND/OR AS REQUIRED FOR A COMPLETE INSTALLATION.7. PROVIDE FIELD NAILING AT 12”oc TYPICAL FOR ALL SHEATHED WALLS.8. PLACE ALL SHEATHING PANELS WITH A 1/8” GAP AT END JOINTS, 1/16" GAP AT SIDE JOINTS. PLACE ALL SHEATHING PANEL JOINTS ALONG THE CENTER OF A SINGLE COMMON BACK-

UP MEMBER, TYPICAL (EXCEPT AS NOTED BELOW). SEE SCHEDULE FOR THICKNESS REQUIREMENTS FOR BACK-UP MEMBER (STUDS, BLOCKING). AS AN ALTERNATE, (2) 2x MEMBERSMAY BE USED INSTEAD OF A 3x MEMBER FOR STUDS, PLATES, OR BLOCKING AT SHEATHING PANEL JOINTS PROVIDED THE (2) 2x MEMBERS ARE STITCH NAILED WITH 16d NAILS ATSPACING TO MATCH THE PANEL EDGE NAIL PACING SHOWN IN THE SCHEDULE.

9. DO NOT SPLICE SHEATHING ALONG TOP PLATES OR SILL PLATES UNLESS THE PLATE MEETS THE MINIMUM THICKNESS INDICATED IN THE SCHEDULE.10. AT WALLS WITH SHEATHING ON EACH FACE OF THE WALL, STAGGER ALL PANEL JOINTS ON ONE FACE OF THE WALL FROM THE PANEL JOINTS ON THE OTHER FACE OF THE WALL,

BOTH HORIZONTAL AND VERTICAL JOINTS.11. SOLE PLATES AT THE FOUNDATION LEVEL SHALL BE 2x MATERIAL, EXCEPT WHEN BOTH FACES OF THE WALL ARE SHEATHED THEY SHALL BE 3x MATERIAL, TYPICAL, UNO.12. ALL ANCHOR BOLTS IN SOLE PLATES SHALL BE POSITIONED AND TIED INTO PLACE PRIOR TO CASTING CONCRETE. PLACE ANCHOR BOLTS ALONG CENTERLINE OF STUD WALL. SHIFT

LAYOUT OF STUDS AS REQUIRED TO MISS ANCHOR BOLTS. PROVIDE A PLATE WASHER BELOW EACH ANCHOR BOLT NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2” OF THEFACE OF THE SHEATHING. MINIMUM SIZE OF PLATE WASHER SHALL BE 3”x3”x1/4”. HOWEVER, AT WALLS WITH SHEATHING ON EACH FACE OF THE WALL, THE PLATE WASHER WILLNEED TO EXTEND TO WITHIN 1/2" OF EACH FACE OF SHEATHING. PLATE WASHERS MAY HAVE A DIAGONALLY SLOTTED HOLE WITH A WIDTH OF UP TO THE DIAMETER OF THE BOLTPLUS 3/16” AND A LENGTH OF 1 3/4” PROVIDED A STANDARDCUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. ANCHOR BOLTS SHALL HAVE 6” MINIMUM EMBED TO THE TOP OF THE J-BOLT OR NUT.

13. PROVIDE A HOLD-DOWN AT EACH END OF EACH SHEAR WALL. SEE THE TYPICAL SHEAR WALL AND HOLD-DOWN DETAILS. PLACEMENT OF HOLD-DOWNS SHALL ALLOW FOR THECORRECT NUMBER OF TRIMMER AND KING POSTS AT OPENINGS.

14. WHERE PERPENDICULAR SHEAR WALLS MEET AT A COMMON CORNER, USE THE LARGER HOLD-DOWN SPECIFIED FOR EACH WALL AND NAIL THE SHEATHING FROM EACH WALL TOTHE HOLD DOWN POST. IF SHEATHING FROM BOTH WALLS CANNOT ATTACH TO THE SAME HOLD-DOWN POST, INSTALL BOTH HOLD-DOWNS. AT CONTINUOUS ANCHOR ROD TYPEHOLD DOWNS, INSTALL BOTH HOLD DOWNS.

15. THE SILL NAILING AND FRAMING ANCHOR PORTIONS OF THE SCHEDULE ONLY APPLY WHERE VERTICAL WALL SHEATHING IS INTERRUPTED BY FLOOR FRAMING ELEMENTS. IN CASESWHERE SILL NAILING IS NOT REQUIRED, SILL PLATES SHALL BE FASTENED TO WOOD BELOW WITH 16d NAILS AT 8”oc. WHERE REQUIRED SILL NAILING IS 6"oc OR LESS (EFFECTIVE),RIM BOARD SHALL BE 3 1/2" WIDE LVL MEMBERS OR REQUIRED WIDTH PER MANUFACTURER. SEE BEARING WALL FRAMING SCHEDULE FOR TYPICAL RIM BOARD.

SW-4 7/16" NO 8d 2" 3x (1) 16d AT 3"oc 5/8"Ø AT 24"oc(2) A35 AT 16"oc

SW-5 7/16" YES 8d 4" 3x (2) 16d AT 5"oc 5/8"Ø AT 24"oc(2) A35 AT 16"oc

SW-6 7/16" YES 8d 3" 3x (2) 16d AT 4"oc 5/8"Ø AT 16"oc(2) A35 AT 16"oc

NOTE:WHERE SHEAR WALL SHEATHING (DASHED LINE) IS SHOWN CONTINUOUSACROSS OPENINGS ON PLAN, PROVIDE STRAPS PER DETAIL ABOVE. STRAPSARE NOT REQUIRED BETWEEN INDIVIDUAL SHEAR WALLS.

KING STUD

HEADER, SEE PLAN

SIMPSON STRAP ASINDICATED, TYP

DBL 2x X CONT SILL PLNO SPLICE

EDGE NAIL SHEATHING ALLAROUND OPNG FULL HEIGHTOF KING STUD AND FULLLENGTH OF BLOCKS

2x FLAT BLOCK TO RECEIVESTRAP NAILING TYP

SPAN (ft) SIZENUMBER OFTRIM STUDS

NUMBER OFKING STUDS

SPANSIZE

NUMBER OFTRIM STUDS

NUMBER OFKING STUDS

EXTERIOR WALL INTERIOR WALL

0'-0" > < 3'-0" (3) 2x8 1 2 0'-0" > < 3'-0" (3) 2x8 1 2

3'-0" > < 5'-0" (3) 2x10 2 2 3'-0" > < 5'-0" (3) 2x10 2 2

HEADER SCHEDULE

5'-0" > < 6'-6" (3) 1 3/4 x 9 1/2 LVL 2 3 5'-0" > < 6'-6" (3) 1 3/4 x 9 1/2 LVL 3 2

SEE PLANSEE PLAN> 6'-6" >6'-6"

CONT PL

BRG STUD(S)KING STUD(S)

'SIMPSON' LCE4 POSTCAP, FILL ALL HOLESW/ 16d NAILS

(4) 16d NAILS EAEND OF HEADER

WOOD BM, USE SHTGAS FILLER AS REQD,SEE DTLFOR NAILING

SECTION A-A

CRIPPLE STUDS

WOOD BM

/(A2 S510)BRG STUDS FOR OPNGABV, WHERE OCCURS

SQUASH BLKG ATALL BRG STUDS

ROOF FRAMING

DBL TOP PL

SECTION A-A

QUADRUPLE 2x

DOUBLE 2x TRIPLE 2x

2'-0"

1'-0" 1'-0"

(2) ROWS 1/2"Ø THRUBOLT AT 24"oc ONE EAEDGE, STAGGERED(OR SDW22600)

2"2"

WOOD BEAM NOTES:1. BUILT-UP LVL BEAMS SHALL BE CONNECTED

PER MANUFACTURER'S GUIDELINES.

3" x .131" AT 24"oc EA EDGE,STAGGERED TYP,(3) 3" x .131" AT ENDS

2"2"

3" x .131" AT 24"oc EAEDGE, STAGGERED TYP,(OR SDW22438 SCREWS)(3) 3" x .131" AT ENDS

DOUBLE I JST

10d WEB FILL NAILING AT 12"ocEA FACE TOP AND BOTT

(2) 3/4" WOOD PANELS OR2x FILLER BLK

2"2"

2"2"

CONC FTG

CONC WALL

CONC SOG

STUD WALL

PT/DF SOLE PLEN

SW SHTGAB PER SW SCHED

EXT SLAB OR GRADE

1/4" ROUGHENED SURFACE

EXT FINISH, SEE ARCH

FRO

ST D

EPTH

PER

GSN

SEE

ARC

H

GYP PER ARCH

2x2 PT/DF NAILER

EMBE

D

6"

6" M

IN

SEE ARCH

ROOF SHTGBN

PFT

HDR WHEREOCCURS

H1 OR SDWC EA JOIST

A35 AT 32"oc

DBL TOP PL

STUD WALL

2x FLAT BLKG W/ (2)16d NAILS AT 12" oc

EN

RAILING, SEEARCH

LIGHT BAR, SEEARCH

SEE ARCH

ROOF SHTG

BN

HDR WHERE OCCURS2x LEDGER

DBL TOP PL

STUD WALL

2x BLKG

EN

16d AT 6"oc

EN

CONC FTG

CONC WALL

CONC SOG

EXT RETAINED SOIL

1/4" ROUGHENED SURFACE

SEE

ARC

H

EMBE

D

6"

PLACE REBAR ATSOIL SIDE OF WALL,SEE CONC WALLSCHED

FOR INFORMATION NOT SHOWNHERE SEE DETAIL /(A3 S510)

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

win

g, a

s an

inst

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ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of D

UN

N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

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writ

ten

perm

issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

use

will

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the

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st e

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w. C

opyr

ight

© 2

016

by D

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N A

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CIA

TES

INC

.

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/2016 4

:09:5

8 P

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AM

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R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

WOOD

FRAMING

SCHEDULES

AND DETAILS

S510

09.09.2016PERMIT SET

NO SCALE:S510

D1 MINIMUM NAILING SCHEDULENO SCALE:S510

D2 SHEATHING SCHEDULE AT ROOF AND FLOOR

NO SCALE:S510

D3 TYPICAL SOLE PLATE BOLTING TO CONCRETE (PLAN VIEW)NO SCALE:S510

D4 TYPICAL BUILT-UP 2x WOOD COLUMN CONNECTIONS

NO SCALE:S510

C1 TYPICAL PERMITTED NOTCHES AND HOLESNO SCALE:S510

C2 TYPICAL TOP PLATE SPLICENO SCALE:S510

C3 SHEAR WALL SCHEDULE AND TYPICAL DETAILS

NO SCALE:S510

A1 HEADER SCHEDULENO SCALE:S510

A2 TYPICAL BUILT-UP WOOD BEAM CONNECTIONSNO SCALE:S510

A3 TYPICAL PERIMETER WALL AT CONCRETE WALLNO SCALE:S510

A5 PFT AT PERIMETER BEARINGNO SCALE:S510

A6 BLOCKING AT PERIMETER BEARING

# Date Revision

NO SCALE:S510

A4 TYPICAL PERIMETER WALL AT CONCRETE WALL

A A

SEE ARCH FOR RAILING

GALV. GRATING

STL BM

1/4"x5 1/2"xCONT KICK PLATETYP BOTH SIDES OF CATWALK

1/4

KICK PL TO RAILPOST

1/4POST TO BM

HSS STRUT

HSS CAP PL PERDETAIL

HANGING HSS COL,SEE PLAN

CATWALK BM

1/4(3) SIDES

3/16PJP CAP PL

/(D1 S601)

GALV. GRATING

GALV. GRATING

HANGING STL HSS COL, SEE PLAN

STL BM

WP

SECTION A-A

3/16

1/4" CAP PL/ERECTION AID

2 1/4" MIN

1/4(3) SIDES

1/4HANGING COL TO PL

ROOF DECK NOTSHOWN FOR CLARITY

STIFF PL BOTHSIDES, PER GSN

HSS HANGING COL,SLOT HSS OVER PLSLOT WIDTH = PLTHICKNESS +1/8"

STL BM

PL 5/8"x8"x10" KNIFEDTHROUGH HSS COL

5/16

5/16PL TO BM

CAP PL BOTHSIDES OF KNIFEPL

3/16HSS TO PL

STEP DOWN

STEP UP

HSS BM L2x2X1/4 x 0'-6" AT BM LOC

3/16

3/16

GRATING

1/4" CAP PL

1/4" CAP PL

HSS BM

GRATINGPL 1/4x1 1/4 x CONT

3/16 2-12

HSS6x4x3/16 BLKG

HSS BM

BTWN BMS

PL 1/4x1 1/4 x CONT

2-12

2-12

3/16 2-12

PLAN VIEW

ELEVATION VIEW

± 4"

HSS6x4x1/4 CATWALK BEAM

HSS20x20 MOMENT FRAME COL

HSS6x4x1/4 CATWALK BEAM,GRATING NOT SHOWN FORCLARITY

1/4

ROOF FRAMING

TOP

3/16TYP

PL 1/2x6" SQ, TYP

HSS4x4x1/4 BRACE, TYP6" MAX

SEE (S701) FOR ROOFFRAMING DETAILS

3/16

BOTTOM S601

D1 TYP

HSS4x4x1/4 BRACE

3/16

PL 1/2x6" SQ

3/16

MIN3"

ROOF FRAMING

PL 1/2 x 6" SQ,TYP

HSS4x4x1/4 BRACE, TYP

3/16TYP

3/16TYP

SEE (S701) ROOFFRAMING DETAILS

HANGING STL COL

GALV GRATING

ROOF FRAMING

S601

C3

SEE (S701) FOR ROOFFRAMING DETAILS

PL 1/2 x 6" SQ,TYP

HSS4x4x1/4 BRACE,TYP

3/16TYP

3/16TYP

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

win

g, a

s an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of D

UN

N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

t the

writ

ten

perm

issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

use

will

be p

rose

cute

d to

the

fulle

st e

xten

t of t

he la

w. C

opyr

ight

© 2

016

by D

UN

N A

SSO

CIA

TES

INC

.

9/9

/2016 4

:10:0

0 P

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PA

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AM

PH

I TH

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R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

CATWALK

FRAMING

DETAILS

S601

09.09.2016PERMIT SET

NO SCALE:S601

D2 RAILING TO CATWALK BEAMNO SCALE:S601

D3 TYPICAL STRUT CONNECTION AT CATWALK LEVEL CHANGENO SCALE:S601

D1TYPICAL BEAM TO BEAM CONNECTION AT CATWALKHANGING COLUMN

NO SCALE:S601

D4 HANGING HSS COLUMN TO BEAM DETAIL

# Date Revision

NO SCALE:S601

D5 CATWALK STEP DETAIL

NO SCALE:S601

C1 CATWALK BEAM TO MOMENT FRAME COLUMNNO SCALE:S601

C2 NORTH / SOUTH CATWALK BRACINGNO SCALE:S601

C3 WEST CATWALK BRACINGNO SCALE:S601

C4 EAST CATWALK BRACING

OPEN

A

A

A SIM

A SIM

OPEN OPEN OPEN

OPEN

MECH UNIT, SEE MECH DWGS

(2) L5x3x1/4 (LLV) USE UNISTRUT FORUNITS WEIGHING LESS THAN 300#

L6x4x5/16 x 0'-10" (LLV) TYP

HANGING RODS, SEE MECHCONTRACTOR

5 1/2"x3" SPACER PL 1/16" THICKERTHAN HANGING RODS AT THIRDPOINTS

MTL ROOF DECK

(FOR UNITS WEIGHING 2500#'S OR LESS)

1/4TYP

1/4

1/4

3/16

PLAN VIEW

PIPE SLEEVE

18ga PL W/ #10 SHEET MTLSCREWS AT 6"oc EW

MTL ROOF DECK

12" SQ < 4"Ø

24" SQ < 8"Ø

36" SQ < 12"Ø

WEB STIFF, SEE GSN

STL BMSTL BM

STL BMSTL BM

MTL ROOF DECK

MTL ROOF DECK

D1

S302

D1

S302

SEE EXT WALL CONNECTIONDETS FOR ADDITIONALREINF REQD

L

BENT PL (SEE TABLE)

< 6"

6" ≤ 10"

10" ≤ 12"

CLOSURE PL

3/16"

1/4"

5/16"

STL BM

L

1/2"

BM

3/8" BENT PL MAY BE USEDFOR OVERHANG < 16"

MTL ROOF DECKMTL ROOF DECK

UN

O

4"

PROVIDE 3/4" MIN GAP ATBRICK VENEER, CURTAINWALL OR STL STUD FRAMING.PROVIDE 1 1/4" MIN GAP APRECAST FRAMING

BYPASS FRAMING ASREQD, SEE ARCH DWGS

3/16 2-12TYP

STL BM

L

1/2"

STL BM

BM

NOTE: FOR ROOF EDGEOVERHANG GREATER THAN12", SEE DET

WEB STIFF, SEE GSN

MTL ROOF DECKMTL ROOF DECK

D1

S302

C1

S701

NOTE:ROOF DECK TO BE WELDEDTO ANGLE FRAME

L5x3x1/4 (LLV) x 0'-6" TYP

SEE FRAMING OPTION FORALT FRAMING

TRIM VERT LEGAT JST

FRAMING OPTION

SEE TYP ROOF TOP MECH UNIT SUPPORTDET FOR FRAMES BENEATHMECH UNITS WEIGHING MORE THEN 700#

PROVIDE EXTRA WEB MEMBERS PER(C3/S701) FOR OPNGS 6'-0" AND LARGER

OPEN WEB STL JST OR BM

SEE DET (B1/S701) FOROPNGS LESS THAN 12" IN Ø

SEE ARCH/MECH

OPNG DIM

ANGLE FRAMEL5x3x1/4 (LLV)

SEE

ARC

H/M

ECH

OPN

G D

IM

3/16TYP

3/16

3/16TYP

1/4

/(C4 S701)

UNIT PARALLEL TO JSTS PLAN VIEW

SECTION A-A

C12x30 BLW LONG SIDEOF CURB

L4x4x1/4 BLW DECK VERTLEG DOWN

C12x30 BLW LONG SIDEOF CURB

REMOVE DECK ATPEN ONLY C12x30 AT

6'-0"oc MAX

REMOVE DECK ATPEN ONLY

ROOF JST

DECK NOT SHOWN FORCLARITY

ROOF JST

RTU - CURB

TAPERED BLK

CHANNEL, LOCATE INDECK FLUTES ASSHOWN

RTU

NOTE: ACTUALCONFIGURATION OFFRAME TO SUPPORTMECH UNIT TO BESUPPLIED BY THE MECHENGINEER

1. INSTALL CHANNEL FROM TOP SIDE ABOVE DECK, LOCATE INDECK FLUTES ADJUSTING SPACING IN 6" INCREMENTS TOSUPPORT LONG SIDE OF CURB.

2. POSITION CURB OVER CHANNELS AND LOCATE REQUIRED DUCTPENETRATIONS THRU ROOF. REFER TO MECHANICAL PLANS FOREXACT SIZES AND LOCATIONS.

3. POSITION ANGLES BELOW DECK AND WELD TO CHANNELSTHRU DECK FROM TOP SIDE. OMIT CROSS ANGLES IF EDGES OFPENETRATION IS WITHIN 6" OF A JOIST.

4. CUT ROOF DECK ONLY AS REQUIRED FOR DUCT PENETRATIONS.

MECHANICAL UNIT SUPPORT NOTES

UNIT PERPENDICULAR TO JSTS PLAN VIEW

1/8THRU DECK

1/8THRU DECK

1/8THRU DECK, TYP

TRIM HORIZ LEG OF ANGLEWHERE UNIT SPANS OVERMORE THAN 2 JSTS

SOLID BLK THE FLUTES OF THE STL DECK BENEATH THE CURB OF THE MECH UNIT W/ HSS11/2x1 1/2x3/16x 0'-6", TACK WELDED TO THE STL DECK OR W/ SOLID BLK CONNECTED TO THESTL DECK

OPEN WEB STL JSTOR BM

SEE ARCH/MECH

CURB DIM

OPN

G F

OR

DU

CT

SEE

ARC

H/M

ECH

NOTE:ROOF DECK TO BE WELDEDTO ANGLE FRAME

6" M

IN

BEYOND JST TOP CHORD PANELPOINT COORD W/ JST SUPPLIER

L6x4x5/16 (LLV) TYP

L3X3x1/4 AROUND DUCTOPNG TYP

ANGLE FRAMEL6x4x5/16 (LLV) UNDER MECHUNIT CURBING

6" M

IN

BEYOND JST TOP CHORD PANELPOINT COORD W/ JST SUPPLIER

STL JST

3/16TYP

3/16 3-12TYP

2" MIN1/4"x3" PL

HANGER BY SUPPLIER

MTL ROOF DECK

60 lb MAXIMUM PERFLUTE (ONE POINTLOAD PER BAY)

HANGER BY SUPPLIER

MTL ROOF DECK

30 lb MAXIMUM PERFLUTE (ONE POINTLOAD PER BAY)

60 lb MAXIMUM PERFLUTE (ONE POINTLOAD PER BAY)

15 lb MAXIMUM PERFLUTE (ONE POINTLOAD PER BAY)

1/4"x1 1/2"x1 1/2"PL WASHER

MTL ROOF DECK

(2) #8 SELF DRILLINGSCREWS, TYP

L3x3x1/4

MTL ROOF DECK

12 ga x 3" WIDE STL STRAP

(MINIMUM 20 GAUGE DECK)(SUSPENDED LOADS FROM ROOF DECK ARE NOT PERMITTED FOR DECK

SPANS GREATER THAN 7'-0" AND SINGLE SPANS GREATER THAN 6'-0")

BAY IS DEFINED AS AN AREABETWEEN BEAMS OR JOISTS

(2) #8 SELF DRILLINGSCREWS, TYP

HANGER BY SUPPLIER

HANGER BY SUPPLIER

CANTILEVERED FLR BMSTL BM

(3) 7/8"Ø ERECTION BOLTS TYP

1/2" SHEAR TAB, TYP

WELD ACCESS HOLE,TYP

STL BM

5/16W/ 1" RETURN TYP

CJP, TYP

50 KSI WEB PL = BM WEBTHICKNESS + 1/8" W/ (3) 7/8" ØERECTION BOLTS (TYP)

BM BRG PL AS FOLLOWS:W8 - W10 3/4"x5 1/2" x 1'-0"W12 - W14 3/4"x5 1/2" x 1'-0"W16 - W18 3/4"x5 1/2" x 1'-0"W21 - W24 3/4"x5 1/2" x 1'-8"ALL PLS WITH (2) 3/4"øx 0'-10" HSA AT 10" GA

BRG PL 3/4" x 5 1/2" x 1'-0" W/ (2)3/4"ø x10" HSAAT 8" GA

BRG PL 3/4"xWALLTHICKNESS x 1'-0"W/(2) 3/4"ø x 0'-10" HSAAT 8" GA

BM BRG PL AS FOLLOWS:W8 & W10 - PL 1'-0" x 3/4"

x WALL THICKNESSW12 & W14 - PL 1'-0"x3/4"

x WALL THICKNESSW16 & W18 - PL 1'-0"x3/4"

x WALL THICKNESSW21 & W24 - PL 1'-0"x3/4"

x WALL THICKNESSALL PLS W/ (2) 3/4"ø x 8"HSA AT 10" GA

ST JST

1/2" JOINT WHEREOCCURS

MAS WALL

STL BM STL BM

ST JST

3 1/2"

5" TYP

3 1/2"

5" TYP1/2" TYP

MAS WALL

(1) #5 CONT BAR AT DB

(2) #5 CONT BARS AT JSTBRG

BTWN JSTS

DB L5x3x1/4 x CONT (LLH)PARALLEL TO DECK FLUTES

EMBED PL 3/8"x4" x 0'-8" W/ (2)3/4"x5" HSA AT 32"oc ((2) MINBTWN JSTS)

BRG PL

MTL ROOF DECK

GROUT JST POCKET SOLIDAFTER JST HAS BEENINSTALLED

3 1/2"STL JST

S701

A1 TYP

1/4

1/4

2

2TYP

3/16TYP

3/16

3/16TYP

MTL ROOF DECK

HORIZ BRDG BY JST SUPPLIER

DB ANGLEL3x3x1/4 x CONT PERP TODECK FLUTES

(2) #5 CONT BAR DB

MAS WALL

BRDG ATTACHMENTL3x3x1/4 x JST DEPTH W/ (2)3/4"Ø EPOXY BOLTS W/ 5"EMBED

EMBED PL 3/8"x4" x 0'-8" W/ (2)3/4"x5" HSA AT 5" GA AT 32"oc ((2)MIN BTWN JSTS)

NOTES:1. PER 'SJI' REQD BOTT HORIZ BRIDG SHALL

NOT KICK UP AT A DIAGONAL TOWARDSDECK BRG, BUT SHALL BE INSTALLED HORIZAS SHOWN.

2. DO NOT WELD BRDG TO WEB MEMBERS.3. DO NOT HANG ANY MECH, ELEC, ETC. EQUIP

FROM BRDG.

3/16TYP

3/16

3/16TYP

AT SIM: PROVIDE L5x3x1/4 x CONT (LLV) W/3/4" EPOXY BOLTS AT 24" oc W/ 5"EMBEDMENT INTO (E) CMU WALL

TYP DECK BRG ANGLE

JST BRG END

PL1/2"x5"x0'-8" W/ 3/4"ø x 0'-8"HSA EA SIDE OF MAS CJ

RUN HORIZ WALL REINFCONT THRU MAS CJ

MAS WALL

6" 6"

MAS CJ (MCJ)

SEE ARCH

1/4 4TYP

MTL ROOF DECK

HORIZ BRDG BY JST SUPPLIER

(2) #5 CONT BAR DB

MAS WALL

NOTES:1. PER 'SJI' REQD BOTT HORIZ BRIDG SHALL

NOT KICK UP AT A DIAGONAL TOWARDSDECK BRG, BUT SHALL BE INSTALLED HORIZAS SHOWN.

2. DO NOT WELD BRDG TO WEB MEMBERS.3. DO NOT HANG ANY MECH, ELEC, ETC. EQUIP

FROM BRDG.

PL 1/4"x5" x CONT W/3/4"Ø x 5" HSA AT 32"oc

BRDG ATTACHMENT L3x3x1/4 xJST DEPTH W/ (2) 3/4"Ø THRUBOLTS

3/16TYP

6"

6"

P = CONCENTRATED LOAD

ADDITIONAL DIAGONAL WEBMEMBER, L2x2x3/16 MIN

TYP ROOF JST

P = CONCENTRATED LOAD

NOTE:WHERE CONCENTRATED LOADS ON OPEN WEB JSTS ARE LOCATED MORE THAN 6" FROM THEPANEL POINTS AT EITHER THE TOP OR BOTT CHORD, ADDITIONAL DIAGONAL WEB MEMBERSSHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR AT THE LOCATION OF THECONCENTRATED LOAD

3/16TYP

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

win

g, a

s an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of D

UN

N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

t the

writ

ten

perm

issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

use

will

be p

rose

cute

d to

the

fulle

st e

xten

t of t

he la

w. C

opyr

ight

© 2

016

by D

UN

N A

SSO

CIA

TES

INC

.

9/9

/2016 4

:10:0

2 P

M

MU

RR

AY

CIT

Y

MU

RR

AY

PA

RK

AM

PH

I TH

EA

TE

R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

ROOF

FRAMING

DETAILS

S701

09.09.2016PERMIT SET

NO SCALE:S701

C4 HANGING MECHANICAL UNIT

NO SCALE:S701

B1TYPICAL PIPE SLEEVE HOLE DETAIL (12"Ø OR LESS) THRUROOF DECK

NO SCALE:S701

B2 TYPICAL STEEL BEAM TO STEEL BEAM CONNECTION DETAILS

NO SCALE:S701

C1 TYPICAL CLOSURE PLATE (OVERHANG 'L' ≤ 12")NO SCALE:S701

C2 TYP ROOF EDGE CONDITION AT BEAM (OVERHANG 'L' ≤ 12")

NO SCALE:S701

D1TYPICAL ROOF OPENING OR MECHANICAL UNIT WEIGHINGLESS THAN 700#

NO SCALE:S701

D3TYPICAL ROOF OPENING OR MECHANICAL UNITS (PLANVIEW)

NO SCALE:S701

D2TYPICAL ROOF TOP MECHANICAL UNIT WEIGHING MORETHAN 700#

NO SCALE:S701

B4 SUSPENDED LOADS FROM METAL DECKNO SCALE:S701

B3 TYPICAL CANTILEVER BEAM CONNECTION AT BEAM

NO SCALE:S701

A1 BEARING PLATE SCHEDULE FOR ROOF JOIST/BEAMNO SCALE:S701

A2 TYPICAL JOIST / DECK BEARING DETAILNO SCALE:S701

A3 TYPICAL DECK BEARING WITH BRIDGING DETAILNO SCALE:S701

A4 JOIST BEARING AT MASONRY CONTROL JOINT DETAIL

NO SCALE:S701

B6TYPICAL DECK BEARING AT MASONRY WALL WITHBRIDGING ATTACHMENT

NO SCALE:S701

C3 TYPICAL JOIST REINFORCING

# Date Revision

A A

A A

A A

OPEN

OPEN

OPEN OPEN

OPEN OPEN

OPEN OPEN

MTL ROOF DECK

(2) #5 CONT BARS AT JST BRG

MAS WALL

BRG PL

BTWN JSTS

DB PL 1/4"x5"x CONT W/3/4"Ø x 0'-5" HSA AT 32"oc

ALT BTWN JSTS

12ga BENT PL OR EQ

STL JST

S701

A1 TYP

3 1/2"

4"

1/8 3-12TYP

1/4

1/4

2

2TYPMTL ROOF DECK

(2) #5 CONT BARS AT JST BRG

MAS WALL

BRG PL

BTWN JSTS

DB PL 1/4"x5"x CONT W/3/4"Ø x 0'-5" HSA AT 32"oc

EDGE ANGLE L5x3x1/4x CONT (LLH)

EDGE ANGLE L5x3x1/4 xCONT (LLH)

STL JST

S701

A1 TYP

3 1/2"

1/4

1/4

2

2TYP

3/16

1/8 3-12

MTL ROOF DECK

(2) #5 CONT BARS AT JST BRG

MAS WALL

BRG PL

BTWN JSTS

DB PL 1/4"x5"x CONT W/3/4"Ø x 0'-5" HSA AT 32"oc

ALT BTWN JSTS

12ga BENT PL OR EQ

STL JST STL JST

S701

A1 TYP

4"

1/4

1/4

2

2TYP

1/8 3-12TYP

MTL ROOF DECK

WALL PARALLEL TO DECK FLUTES

MTL ROOF DECK

WALL PERPENDICULAR TO DECK FLUTES

(2) #4 CONT BAR AT DB

PL 3/8"x6"x CONT W/ 3/4"Ø x6" HSA AT 32"oc

PL 3/8"x5"x CONT W/ 3/4"Ø x 6"HSA AT 32"oc

(2) #4 CONT BAR AT DB

MAS WALL

MAS WALL

MTL ROOF DECK

STL JST

HSS4x6x1/4 POST

HSS BM

L3x3x1/4 x CONT, RADIUS TOMATCH ROOF

MTL ROOF DECK

STL BM

3/16

1/4

BTWN JSTS

STL BM

HSS5x5x3/16

2-12

2-12

C1

S701

CJP

CJP TOP &BOTT FLGS

TYP

CJP TOP & BOTT HSSTO PL, TYP

STL COL, SEE PLAN

STL BM, SEE PLAN

CONTINUITY PL (50ksi) THICKNESS =GREATER BM FLANGE + 1/8"

(3) ERECTION BOLTS

1/2" SHEAR TAB

W/ 1" RETURN5/16

HSS TO MATCH COL SIZE

CAP PL (50ksi) THICKNESS =GREATER BM FLANGE + 1/8"

(3) #5 CONT BARS x 4'-0"MIN AT BM BRG

MTL ROOF DECK

TYP HORIZ REINF AT TOP OFWALL

MAS COLGROUT BM POCKET SOLIDAFTER BM HAS BEENINSTALLED

STL BM

BRG PL

(1) #5 CONT BAR AT DB

BTWN BMS

DB L5x3x1/4 x CONT (LLH)PARALLEL TO DECK FLUTES

EMBED PL 3/8"x4" x 0'-8" W/ (2)3/4"x5" HSA AT 32"oc ((2) MINBTWN BMS)

BM WEB STIFF, EA SIDE,SEE GSN

S701

A1 TYP

3 1/2"

3/16

3/16TYP

1/4

1/4

4

4TYP

5" M

AX

OF

BOLT

3" T

O C

L

(E) MAS WALL

L4x4x3/8x8" W/ 3/4"ØBOLT AT 32"oc

HSS HEADER, SEE PLAN

1/8"xCONTx6" WIDE CLOSURE PL

1" MIN OVERLAP

3/4"Ø THRU BOLTAT 18"oc

L8x4x1/2xCONT EA SIDE. SEEDETAIL FOR EXTENDEDLENGTH BEYOND JAMBS AT EASIDE

(E) CMU TO BE SOLID GROUTED (4)FULL COURSES ABOVE OPENING

4"x4"x3/16" PL WASHERAT EA BOLT

5-16 3-12

5/16 3-12

1/8 312

/(C4 S702)

4"

TOS = (DB)-1'-0"

START ANGLES 4"BLW TOP OF COL

L4x4x3/8x0'-8" EA SIDE W/ 3/4"ØTHRU BOLT W/ 4" PLx3/16 WASHERON BACK SIDE. PROVIDE ANGLESAT 32"oc FOR FULL HEIGHT OF COL

EXTEND DBL ANGLE AS SHOWNIN DET 2'-0" PASTEDGE OF NEW OPENING IN CMUWALL

L8x8x1/2x0'-6" BEARINGSEAT W/ 3/8" GUSSET

ARCH

SEE

2'-0"

EDGE OF NEW OPENINGIN CMU WALL

STL ANGLE INSTALLEDPER

L4x4x1/4x0'-6"

HSS JAMB COL, SEE PLAN

1/4" CAP PL

5/16

1/43 SIDES

C3

S702

/(C3 S702)

/(C3 S702)

CEILING ELEV

SEE ARCH

1'-0

"

PORTION OF (E) WALL TO BE REMOVED

L6x3x3/8xCONT (LLV) W/ 3/4"ØTHRU BOLT AT 16"oc. EXTENDANGLES 16" BEYOND EAEDGE OF OPENING

PL 1/8"x4"xCONT1/8 3-12

2"EQ

EQEQ

2"

3" 6" 3" L (MIN)

RETURN MAS WALL

EMBED PL AT EA END OF BM3/4"x12"x2'-0" W/ (6) 3/4"Ø x 5"HSA'S CENTERED ON BM

MAS WALL

3/8" STIFFPL, TYP

STL BM

HSA AT BACK OFEMBED PL, TYP

L5x5x3/8 x 0'-10" TOP AND BOTT

5/16(3) SIDES, TYP

5/16

TYP AT EA END OFBM/WALL

D1

S302

A1

S701

'L'

SECTION A-A

JST TOP CHORD

L3x3x1/4 x 0'-6", TYP

L3x3x1/4, TYP

FRAMING OPTION

TRIM VERT LEG ATJST

JST TOP CHORD

L3x3x1/4 x 0'-6", TYP

L3x3x1/4, TYP

JST TOP CHORD

L3x3x1/4 x 0'-6" TYP

L3x3x1/4 TYP

SEE FRAMING OPTION FOR ALTFRAMING

DECK LEDGER ANGLE

L3x3x1/4 x 0'-6" TYP

L3x3x1/4 TYP

SEE FRAMING OPTION FORALT FRAMING

STRUCT WALL

TRIM VERT LEG TYP ATLEDGER

3/16TYP

3/16TYP

3/16TYP

3/16TYP

3/16TYP

3/16TYP

3/16TYP

3/16TYP

3/16TYP

3/16TYP

S702

C2 TYP

S702

C2 TYPOPP

OPP

MAS WALL

HSS BMS701

A1 TYP

MTL ROOF DECK

EDGE ANGLE

PROVIDE 3/8"THICK CAP PL

PROVIDE 3/8"THICK CAP PL

HSS POST

HSS BM

3/16

3/16BM TO BM

HSS BM

3/16

3/16BM TO POST

3/16TYP

HSS BM

HSS BM SKEWED

HSS POST

HSS BM

MTL ROOF DECK

EDGE ANGLE

3/8" CAPPL

3/16

3/16TYP

3/16

3/16TYP

1/4

HSS BM SKEWED

HSS COL

MTL ROOF DECK

HSS BM

3/16

3/16

3/16

3/16

3/16

3/16

EDGE ANGLE

(E) MAS WALL

MTL ROOF DECK

HSS BM

EDGE ANGLE

3/8" CAP PL

(E) MAS WALL

GROUTED CELLS IF NOTPREVIOUSLY GROUTED

3/16

PLUG WELD A36RODS TO PL1/2" x 9" SQ PL

(4) 3/4"Ø A36 THREADED RODSDRILLED AND EPOXIED W/ 5"EMBED 6" SQ SPACING

MTL ROOF DECK(E) MAS WALL

GROUT CELL

BTWN BMS

L4x4x1/4 DECK BRG ANGLE3/4"Ø A36 ALL THREAD RODW/ 5" EMBED, SPACE AT32"oc MAX AND 8" MAXFROM ENDS

SEE

ARCH

#5 AT 48"oc HORIZ

(2) #4 AT 32"oc VERT

1/2" DBA x 24" TO LAP W/ WALL VERTS

WEB STIFF 32"oc EA SIDE

STL BM

L5x3x1/4 (LLH) x CONT

MTL ROOF DECK

MAS WALL

1/4

1/4TYP

1 2 3 4 5

A

B

C

D

Architectural NEXUS, Inc.2505 East Parleys WaySalt Lake City, Utah 84109T 801.924.5000http://www.archnexus.com

Original drawings remain the property ofthe Architect and as such the Architectretains total ownership and control. Thedesign represented by these drawings issold to the client for a one time use,unless otherwise agreed upon in writingby the Architect.© Architectural Nexus, Inc. 2014

NEXUS PROJECT #:CHECKED BY:DRAWN BY:DATE:

TAK

E

6

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 08.16.2016

This

dra

win

g, a

s an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of D

UN

N A

SSO

CIA

TES

INC

, and

sha

ll no

t be

used

, in

who

le o

r par

t for

any

oth

er p

roje

ct w

ithou

t the

writ

ten

perm

issi

on o

f an

auth

oriz

ed re

pres

enta

tive

of D

UN

N A

SSO

CIA

TES

INC

. Una

utho

rized

use

will

be p

rose

cute

d to

the

fulle

st e

xten

t of t

he la

w. C

opyr

ight

© 2

016

by D

UN

N A

SSO

CIA

TES

INC

.

9/9

/2016 4

:10:0

5 P

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PH

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EA

TE

R495 E

5300 S

PERMIT SET

Author09.09.2016

16073

ROOF

FRAMING

DETAILS

S702

09.09.2016PERMIT SET

NO SCALE:S702

D2 TYPICAL JOIST / DECK BEARING DETAILNO SCALE:S702

D1 TYPICAL JOIST / DECK BEARING DETAILNO SCALE:S702

D3 TYPICAL JOIST / DECK BEARING DETAILNO SCALE:S702

D4 TYPICAL DECK BEARING AT MASONRY WALLNO SCALE:S702

D6 TYPICAL JOIST TO STEEL BEAM CONNECTION

NO SCALE:S702

C1 BEAM TO HSS COLUMN MOMENT CONNECTION

# Date Revision

NO SCALE:S702

C2 TYPICAL BEAM / DECK BEARING DETAILNO SCALE:S702

C3 HSS HEADER DETAIL AT EXISTING CMUNO SCALE:S702

C4 TUBE STEEL JAMB/COLUMN AT NEW CMU OPENINGNO SCALE:S702

C5 TYPICAL INTERIOR OPENING IN CMU WALL DETAIL

NO SCALE:S702

B1 STEEL CHANNEL CANTILEVERED THRU MASONRY WALL

WEBSTIFF

NO SCALE:S702

B2 TYPICAL ROOF DRAIN SUPPORT (PLAN VIEW)NO SCALE:S702

B5 CANOPY DETAILNO SCALE:S702

B6 CANOPY DETAIL

NO SCALE:S702

A1 CANOPY DETAILNO SCALE:S702

A2 CANOPY AT EXISTING WALLNO SCALE:S702

A3 MASONRY PARAPET DETAIL