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CV1"�U�`�U L � � �� � N OT' � DESIGN CRITERIA AND LOADS DEFERRED SU�MITTALS ■ Prior to Weldin
<br /> g per AISC 360-10 Table N5.4-1 and AISC 341-10 Table J6-1 of the
<br /> SFRS �
<br /> BIDDER-DESIGNED ELEMENTS • During Welding per AISC 360-10 Table N5.4-2 and AISC 341-10 Table J6-2 of the
<br /> OCCUPANCY: Risk Category of Building per 2012 IBC Table 1604.5 = II Submit"�idder-Designed" deferred submittals to the Architect and SER for review. The deferred submittals SFRS.
<br /> GENEI�AL REQUIf2EMENTS shall also be submitted to the city for approval, if required by the city. ■ After Welding per AISC 360-10 Table N5.4-3 and AISC 341-10 Table J6-3 of the
<br /> WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM SFRS.
<br /> GOVERNING CODE: The design and construction of this project is governed by the 'lntemational Build- Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall o Nondestructive Testing (NDT) ofwelds:
<br /> ing Code (IBC)", 2012 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Ultimate Design Wind Speed, V��T (MPH) 110 be comply with the following requirements: ■ Risk Category for determination of extent of NDT per AISC 360 N5.5b is noted in
<br /> Everett,WA understood to be the Authority Having Jurisdiction (AHJ). Exposure Category g 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by th� Design Criteria and Loads section of these General Requirements.
<br /> IBC. ■ NDT performed shall be documented and reports shall identify the tested weld by
<br /> REFERENCE STANDARDS: Refer to Chapter 35 of 2012 I�C. Where other Standards are noted in the Topographic Factor Kzt= 1.0 2) Design within the Deflection Limits noted herein and as specified or referenced in the I�C. piece mark and location in the piece.
<br /> drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific 3) Design shall conform to the specifications and reference standards of the governing code. ■ For field work, the NDT report shall identify the tested weld by location in the struc-
<br /> section in a code does not relieve the contractor from com liance with the entire standard. Wind Analysis procedure used: Envelope
<br /> p 4) Submittal shall include: ture, piece mark and location in the piece.
<br /> a. Calculations prepared, stamped and signed by the SSE demonstrating code conform-
<br /> ance. WOOD CONSTRUCTION p�r IBC Section 1705.5 & 1705.11.2: c� r C h I t e C t S
<br /> DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: COMPONENT� CLADDING PRESSURES for DESIGN PSF b. Engineered component design drawings are prepared, stamped and signed by the SSE.
<br /> Ultimate • Periodic inspection required for verification of:
<br /> "Architect/Engineer''-The Architect of Record and the Structural Engineer of Record. l } c. Product data, technical information and manufacturer's written requirements and Agency o Diaphragms: blocking, strap connections, boundary edge and panel shear nailing size & 2505 Third Avenue
<br /> • "Structural En ineer of Record" SER The structural en ineer who is licensed to stam &si n the Wall Cladding, Typical Zone +22,9 -14.5 approvals as applicable. p g p g g • Suite 324
<br /> g { � g p g ' d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design s acin where fastener s acin of the sheathin �s 4 inches or less.
<br /> structural documents for the project. The SER is responsible for the design of the Primary Structural Wall Cladding, Edge Zone within 11feet of corners +35, -30.6 criteria of similar nature and generally equivalency which is recognized by the Code and o Moisture content of wood studs, plates, beams and joists. Seattle, WA 98121
<br /> System. acceptable to the Authority Having Jurisdiction. Submit adequate documentation of de- o Proper bottom plates sizes (2x and 3x) and plate washers.
<br /> • "Submit for review" -Submit to the Architect/Engineer for review prior to fabrication or construction. Roof Cladding, Middle Zone +9.4, -22.9 sign. °
<br /> 206.720.7001 phone
<br /> Roof Cladding, Edge Zone within 11 feet of edge +g.4, -38.3 POST-INSTAL�ED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. 206.720_2949 fax
<br /> • "Per Plan"- Indicates references to the structural plans, elevations and structural general notes. DEFLECTION VERTICA� LIMiT Inspections shall be in accordance with the requirements set forth in the approved ICC Evaluation Re-
<br /> • "3 ecialt Structural En ineer" SS� A rofessional en ineer PE or SE licensed in the Roof Cladding, Corner Zone within 11 feet of corners +9.4, -57.8
<br /> P y g � � � p g � )� LIMITS �OR SSE / port and as indicated by the design requirements specified on the drawings. Refer to the POST IN- WWW,craftarchitects.com
<br /> State where the project is located, (typically not the SER), who performs specialty structural engi- Uplift Load Net(ASD:0.6WL-0.6WL) 5 BIDDER DE- STALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspec-
<br /> neering services for selected specialty-engineered elements identified in the Contract Documents, SIGNED ELE- tor shall verify anchors are as specified in the POST INSTALLED ANCHORS section of these notes or
<br /> and who has experience and training in the Specialty. Documents stamped and signed by the SSE MENTS: as otherwise specified on the drawings. Substitutions require approval by the SER and require substanti-
<br /> shall be completed by or under the direct supervision of the SSE. ating calculations and current 2012 IBC recognized ICC Evaluation Services (ES) Report. Special In-
<br /> SEISMIC Seismic Design Category: SDC = D Roof Members, Dead + Live or Snow or Wind, L/240, where spector shall document in their Special Inspection Report compliance with each of the elements required
<br /> • "Bidder-designed" � Components of the structure that require the general contractor, sub- Total Load (TL) Deflection (L is span length,inches) within the applicable ICC Evaluation Services (ES) Report.
<br /> contractor, or supplier who is responsible for the design, fabrication and installation of specialty- D�SIGN:
<br /> engineered elements identified in the Contract Documents to retain the services of an SSE. Submit- Roof, Live or Snow or Wind Load (RLL) L/360
<br /> Basic Structural System Bearing Wall INSPECTION SU�MITTALS: Special inspection reports shall be provided on a weekly basis. Final special
<br /> tals of"Bidder-designed" elements shall be stamped and signed by the SSE. Floor Memb�rs, Total Load (TL) uno L/240
<br /> Seismic Force Resisting System Special Reinforced inspection reports will be required by each special inspection firm per IBC 1704.2.4. Submit copies of all
<br /> SPECI�'ICATIONS: Refer to the project specifications issued as part of the contract documents for Concrete Shear Floor Live Load (LL) uno L/360 inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review. J °
<br /> information supplemental to these drawings. Wa��S FiORIZONTAL LIMIT and FOOTNOT@
<br /> OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings Response Modification Factor: R= 5 STRUCTURAL OBSERVATION: Structural Observation shall be provided for structures classified as Seis- � o
<br /> Members Supporting Brittle Finishes L/240 (1) mic Design Category D, E and F in accordance with IBC Section 1704.5 and Section 107.3.4. Structural ob- �
<br /> for additional information including but not limited to: dimensions, elevations, slopes, door and window open0 System Over strength Factor Omega = 2.5 servation site visits will be as follows: during foundation installation, during wall construction, during roof � �--
<br /> ings, non-bearing walls, stairs, finishes, drains, waterproofing, railings, curbs, depressions, mechanical unit Members Supporting Flexible Finishes L/ 180 (1) framing and after roof diaphragm is complete prior to roofing. Contractor shall notify the SER in a � Q �
<br /> locations, and other nonstructural items. Deflection Amplification Factor Cd= 5 timely manner to allow scheduled Observations to occur. Field (Observation) Reports will be distributed to W
<br /> S�RUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of Site Classification per IBC 1613.3.2 &ASCE 7-10, Ch. 20 (1) Wind Load is reducible to 0.42 times the Component and Cladding Loads per Table 1604.3 footnote f. the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. �„ �
<br /> Site Class = D �
<br /> the project and are not intended to show all details of the work. Use entire detail sheets and specific details GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to � vJ
<br /> referenced in the plans as "typical"wherever they apply. Similarly, use details on entire sheets with "typical" Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 component drawings, the SER will review the submittal for general conformance with the design of the build- provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibili- �
<br /> in the name wherever they apply. S ectral Res onse Acceleration Short Period S - 1.45 in and will stam the submittal accordin I . Review of the S ecialt Structural En ineer's SSE sho draw- ties associated with the above Statement of Special Inspections addressing the re uirements listed in IBC
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<br /> ings (component design drawings) is for compliance with design criteria and compatibility with the design of Section 1704.4. Contractor is referred to IBC Sections 1705.11.5 and 1705.11.6 for architectural and MEP �
<br /> - STRUCTURA� RESPONSI�ILITIES: The structural engineer (SER) is responsible for the strength and Spectral Response Acceleration (1-Second Period) S, = 0.725 buildin s st�ms that ma be sub'ect to additional ins ° Q �
<br /> stability of the primary structure in its completed form. the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, g Y Y J pections (based on the building s designated S�ismic � �
<br /> Spectral Design Response Coefficient(Short Period) Sos = 0.967 g ties, anchorage, propri�tary products shall be furnished and installed per manufacturer's instructions or the Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous ma- .- °
<br /> SSE's design drawings and calculations. Th€se elements include but are not limited to: terials, piping systems and mechanical units containing flammable, combustible or highly toxic materials, � Q
<br /> COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for con- Spectral Design Response Coefficient(1-Second Period) Sp,= 0.483 g electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling sys- U �- W �
<br /> firming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of Seismic response coefficient(s) Cs= 0.193 • Open Web Steel Joists and Girders tems. � �
<br /> assembly; and for performing work in a safe and secure manner. • Steel Stairs � �
<br /> Redundancy Factor(North/South Direction) N/S rho= 1.0 . Handrails, Guardrails and Balcon Rail Anchora es PREFA�RICAT�D CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703.
<br /> MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and Y 9 W
<br /> methods of construction and all job related safety standards such as OSHA and DOSH (Department of Oc- Redundancy Factor(East/West Direction) E/W rho= 1.0 • Roof Mounted Components: Skylights, hatches �
<br /> cupational Safety and Health). Contractor is responsible to adhere to OSHA regulations regarding steel erec- Design Base Shear(North/South Direction) (KIPS) 348 • Mechanical, �lectrical, Plumbing &Sprinkler Hanger Plans SOILS AND FOUNDATIONS W
<br /> tion items specifically addr�ssed in the latest OSHA regulations. Bolting and field w�lding at all member con- • Concrete Tilt-up Panel Reinforcement for Lifting (�rection} and Temporary Bracing Requirements
<br /> nections is to be completed prior to the release of the member from the hoisting mechanism unless reviewed Design Base Shear(East/West Direction) (KIPS) 560
<br /> and approved by the General Contractor's temporary bracing and shoring design engineer. INSPECTIONS, QUAL.ITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS REFERENCE STANDARDS: Conform to lBC Chapter 18 "Soils and Foundations."
<br /> Base shear governed by: seismic
<br /> �RACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a regis- Seismic Analysis procedure used: Equivalent Lateral INSPECT'IONS: Foundations, footings, under slab systems and framing are subject to inspection by the ���T�CHNICAL R�PORT: Recomm�ndations contained in Sea Cerrter, 36t'' Ave West and Seaway
<br /> tered rofessional en ineer for the desi n of an tem ora bracin and shorin Force ELF Boulevard, Everett,WA by Terra Associates, Inc. date ay 11, 2 were used for design.
<br /> p 9 9 Y P rY 9 9• � ) Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the � .
<br /> Building Official. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report
<br /> TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the struc- and shall follow the recommendations specified therein including, but not limited to, subgrade preparations,
<br /> ture during construction and shall provide t�mporary shoring, bracing and other elements required to main� SNOW LOAD: ��� Flat Roof Snow Load, (PSF) p ,= 25 �2� SPECIAL INSPECT'IONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and l`esting ile ins al ' ��
<br /> p t lation procedures, ground wat�r manag�ment and steep slope Best Manag�ment Practices.
<br /> tain stability until the structure is complete. It is th� contractor's responsibility to be familiar with the work re- shall be done in accordance with IBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein
<br /> quired in the construction documents and the requirements for executing it properly. Snow Drift Loading required by Authority Having Jurisdiction? No per IBC Sections 1704 and 1705, including 1705.11 and 1705.12 for seismic resistance for projects in Seis- CONSULTANT
<br /> Snow Load Importance Factor � - (3) mic Design Categories C, D, E and F as applicable. GEOTECHNICAL SUBGRADE INSF'ECTION: The Geotechnical �ngine�r shall inspect all sub-grades and
<br /> CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design g- 1.0 prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical
<br /> Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foun-
<br /> loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain a WABO accredited dation �earin
<br /> g Pressure(s)" shown below.
<br /> etermined by the Contractor's SSE for Bracing/Shoring. 1) Snow Load is un-reducible and includes 5 psf rain-on-snow surcharge where ground snow load is Special Inspections agency to provide Special Inspections for the project. Special Inspectors shall be quali-
<br /> greater than zero and 20 psf or less per ASCE 7-10 Section 7.10. fied persons per IBC 1704.2.1.
<br /> CHANG�S 1N LOADING: The contractor has the responsibility to notify the SER of any architectural, me- �� � � � � �� � � ��
<br /> 2) Snow Load based on WABO/SEAW White Paper in Low-Lying Puget Sound Basin, ASCE Fig 7-1. DESIGN SOIL VALUES:
<br /> chanical, electrical, or plumbing load imposed onto the structure that differs from, or that is not documented 3) Snow Load Importance Factor per ASCE 7-1Q Table 1.5-2. STATEMENT OF SPECIAL INSPECTIONS. Special Inspections and Testing per IBC Sections 1704 and Safety Factor per Soils Report.......................................... 1.5 818 STEWART STREET•SUITE 1000
<br /> on the original Contract Documents (architectural /structural / mechanical / electrical or plumbing drawings). 1705 are required for the following: Allowable Foundation Bearing Pressure........................... 3000 PSF SEATTLE, WASI�INGTON 98101
<br /> Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400
<br /> ounds. Provid� mark�d-u structural lan indicatin locations of an new e ui men#or loads. Submit lans D�SIGN LIVE AREA LIVE LOADS REMARKS 8 FOOT- Passive Lateral Pressure.................................................. 300 PSF/FT PHONE:(206)332-1900 . FAX:(206)332-1600 °
<br /> P P P 9 Y q p p FABRICATION SHOP INSPECTION: Where off-site Fabrication of gravity LOAD BEARING MEMBERS
<br /> to the Archit�ct/Engineer for review prior to installation. LOA�S (PSFI UNO NOTES & ASSEMBLIES is p€rformed, Special Inspector shall verify that the fabricator complies with I�C Coefficient of Sliding Friction ............................................ 0.35 WEBSITE: www.dci-engineers.com
<br /> 1704.2.5 CI�/IL / STRUCTIJRAL
<br /> NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and Handrails & Pedestrian Guardrails 50 PLF or (1) FOUNDATIONS and FOOTINGS: Foundations shall bear on competent native soil or compacted structural OO Copyright O6/2016 D'Amato Conversano Inc. All Rights ftzservzd
<br /> detail drawings supplements information in the Structural General Notes.
<br /> 200 LB SOILS 8� FOUNDA�ION CONSTRUCTION per IBC Section 1705.6 fill as per the geotechnical report. Exterior perimeter footings shall bear not less than 18 inches below finish �h�P'�`wtho�t wrtten permisslon Gom9DAmat nConversanoenen"h°�e°`
<br /> grade, unless otherwise specified by the geotechnical engineer and/or the building official. o�Amato Conversono Inc.discloims��Y responsibiliiy for�ts unauthonzed�s2.
<br /> Stairs & Exits 100 PSF or Stair treads per note . Periodic inspection of soils earthwork per Table 1705.6 is required for: STAMP
<br /> DISCRE�ANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or 300 LB (2) o Footing soil bearing surFaces prior to placing any reinforcing steel FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with
<br /> Reference Standards, the Architect/Engineer shall det€rmine which shall govem. Discrepancies shall be o Excavation depth and bearing layer prior to placing any reinforcing steel. steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil grading E .
<br /> brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy 1 To rail shall be desi ned to resist 50 PLF line load or 200 Ib oint load a lied in an direction at an o Compacted fill material classification. lans to ensure that the exterior erimeter footin s bear no less than 18 inches below finish rade or as oth- �� W� ��
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<br /> be found in the Contract Documents, the Contractor will be deemed to have included in the price the most g ,
<br /> oint. Intermediate rails all those exce t the handrail balusters and anel fillers shall be desi ned to o Subgrade preparation prior to filling. erwise indicated b the eotechnical en ineer or buildin official. � >. �G,
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<br /> expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a withstand a horizontally applied normal load of 50 LB on an area not to exceed 1 ft square. These three .�����.�h;, o
<br /> decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract • Continuous inspection per Table(s) 1705.6 required for: �,Y;;�;;_
<br /> Documents shall not be a basis for adjustment in the Contract Price. loads are to be considered separately with worst case used for design. SLABS-ON-GRAD�: All slabs-on-grad€ shall bear on compacted structural fill or competent native soil per
<br /> (2) Place 300 Ib concentrated load over 2"x2" area at any point to produce maximum stress. Area load and o Filling operations to satisfy requirements of IBC Table 1705.6 and the geotechnical report the geotechnical report. All moisture sensitive slabs-on-grade or those subject to receive moisture sensitive �
<br /> listed under SOILS & FOUNDATIONS section. �µ;;
<br /> SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts concentrated load are to be considered separately with worst case used for design. coatings/covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the �, ,t,, �;� r,. �
<br /> o Compacted fill density testing of each lift, proper lift thickness and material classification. subgrade prepared and installed as noted in the geotechnical report, barrier manufacturer's written recom- o %r� 2g�s9�1:��\���
<br /> befinreen the drawings and actual site conditions shall be brought to the attention of the ArchitecUEngineer � ��,�,L E�
<br /> before proceeding with the work. DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES mendations and coordinated with the finishes specified by the Architect. IsSI��r��t, ����,
<br /> CONCRETE CONSTRUCTION er I�C Section 1705.3 and T'able 1705.3 includin
<br /> LOADS (PSF) UNO p g� CAST-IN-PLACE CONCREI'E Submittals/Revisions:
<br /> ADJACENT IJTILI�'IES: The contrac#or shall determine the location of all adjacent underground utili- Roof Dead Load, Total 15 PSF For Open Web Steel Joist de- • Periodic inspection required for:
<br /> ties prior to earthwork, foundations, shoring, and excavation. Any utility information shown on the drawings Top Chord 10 PSF sign o Size& placement of all reinforcing steel prior to the pour. REFERENCE STANDARDS: Conform to:
<br /> and details is approximate and not necessarily complete. o P►acem�nt clearances around reinforcin steel at embedded conduit. PERMIT SUBMITTAL 05/04/16
<br /> Bottom Chord 5 PSF 9 (1) ACI 301-10"Specifications for Structural Concrete"
<br /> ALTERNATES: Alternate roducts of similar stren th nature and form for s ecified items ma be o Placing &size of cast-in-place bolts and embedded fabrications prior to the pour. (2) I�C Chapter 19 "Concrete"
<br /> p 9 . P Y OWSJ Additional Load 500 LBS Point load to be applied at any panel point o Shape, location & dimensions of inembers formed. (3) ACI 318-11/318R-11 "�uilding Code Requirements for Structural Concrete" �CITY COMMENTS 0������6
<br /> submitted with adequate technical documentation (proper test report, etc.) to the ArchitecUEngineer for re- on the top or bottom chord of o Use of the re uired desi n concrete mix.
<br /> view. Alternate materials that are submitted without adequate technical documentation or that significantly each joist (wherever it produces a g (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials"
<br /> deviate from the design intent of materials specified may be returned without review. Alternates that require the highest stress) o Maintenance of specified curing temperature and techniques.
<br /> substantial effort to review will not be reviewed unless authorized by the Owner. o Verification of in-situ concrete strength prior to removal of shores and forms from beams and FIELD REFERENC�: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard
<br /> structural slabs. Specifications for Structural Concrete (ACI 301)with Selected ACI and ASTM References."
<br /> o Erection of precast concrete members. �
<br /> SU�MITTALS CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.2. �
<br /> • Continuous inspection required during the: �
<br /> SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data and mill tests are required for o Placing of reinforced concrete, including concrete on metal deck for proper application tech- MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, ag- �w
<br /> items noted in the individual materials sections and for bidder designed elements. niques. gregates, mixing water and admixtures. Y�
<br /> o Placing of concrete around cast-in-place bolts and embeds. �a
<br /> � o Sam lin of fresh concrete. SU�MIT�'ALS: Provide all submittals re uired b ACI 301 Section 4.1.2. Submit mix desi ns for each mix in � �
<br /> i �' SU�MITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or p g q y g _
<br /> 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. o Determinations of slump, air content and temperature. the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI y�
<br /> � � o Grouting operation of post-installed bolts or rebar dowels. 318 Section 5.3. ° �
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<br /> ONTRACTOR S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor o L
<br /> shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and L.�
<br /> therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional STRUCTURAL STEEL per IBC 17042.5.1 ~a Sheet Title: STRUCTURAL
<br /> k details re quested by the Detailer and provide the Contractor's review stamp and signature before forwar ding A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspec- aL
<br /> totheArchitect/Engineer. tions for the project shall review and confirm the Fabricator and Erector's Quality Control (QC) proce- °� GENERAL NOTES �
<br /> dures for completeness and adequacy relative to AISC 360-10 Chapter N, the AISC 303 Code of Stand- L o
<br /> 3WOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the ard Practic€, AWS D1.1�2010 Structural Welding Code, AISC 341-10 Seismic Provisions Section J, _
<br /> � submittal for general conformance with the desi gn co n c e p t a n d t h e c o n t r a c t d o c u m e n t s o f t h e b u i l d i n g a n d A W S D 1.8 S e i s m i c S u p p l e m e n t a n d 2 0 1 2 I�C c o d e r e q u i r e m e n t s f o r t h e f a b r i c a t o r's s c o pe o f wor k. m o Date: 0 4/0 7/1 6
<br /> will stamp the submittal accordingly. Markings or comments shall not be construed as relieving the contrac- L �
<br /> � tor from compliance with the project plans and specifications, nor departures there from. The SER will return `s � Design:
<br /> � � + submittals in the form they are submitted in (either hard copy or electronic). For hard copy submittals, the o QA Agency providing Special Inspections shall provide personnel meeting the minimum � o TB
<br /> contractor is responsible for submitting the required number of copies to the SER for review. qualification requirements for Inspection and Nondestructive Testing NDT per AISC 360-10 "o
<br /> �, Section N4. � Q Drawn: J M
<br /> 3 SHOP DRAWING DEVIATIONS: When sho p drawin g s (c o m p on e n t d e s i g n d r a w i n g s) d i f f e r f r o m o r o V e r i f y F a b r i c a t o r a n d E r e c t o r Q u a l i t y C o n t r o l P r o g r a m p e r A I S C 3 6 0-1 0 S e c t i o n N 2. � �
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<br /> ;� add to the requirements of the structural drawings they shall be designed and stamped by the responsible :N 3 Project No: 16011-0158
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<br /> SSE. o Visual Welding Inspection of welds by both QC and QA personnel shall be per tables listed � ,
<br /> � in AISC 360 Section N5. � � Approved:
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