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<br /> CONCRETE REINFORCEMENT (4) Filler metal manufacturer's qroduct data for SMAW, FCAW and GMAW indicating:
<br /> TABLE OF MIX DESIGN REQUIREMENTS a. Product specification compliance SUBMITTALS: Comply with IBC 2207. Submit structurai calculations and shop drawings (component design
<br /> REFERENCE STANDARDS: Conform to: b. Recommended welding parameters drawings) stamped by a SSE. Reference DEFERRED SUBMITTALS above for additional information. ������ �,������
<br /> Member Strength TestAge Maximum Exposure Max Air Con- Notes (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Rein- c. Recommended storage and exposure requirements including baking
<br /> yp ' (p ) ( y ) gg g � yp forcement Su orts." d. Limitations of use SIZE: Joists and irders shall be desi ned and fabricated b a member of the Steel Joist Institute SJI for
<br /> T e/Location f c si da s A re ate Class W/C tent 1 to 8 T ical PP 9� 9 Y ( )
<br /> Ratio UNO) (2) ACI SP-66-04 "ACI Detailing Manual" including ACI 315-99 "Details and Detailing of Concrete Rein- (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. the loads indicated above and on the drawings. Design live loads are listed under THE "DESIGN CRITERIA �
<br /> forcement." (6) Weld Procedure Specifications (WPS's) for shop and field welding. AND LOADS" section in these "STRUCTURAL GENERAL NOTES". Design dead loads are shown in the
<br /> Footings 3000 28 1" - - - - (3) CRSI MSP-09, 28th Edition, "Manual of Standard Practice." (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). "BIDDER DESIGNED" table in the same section. Design shall include the effects of wind up-lift and for fire
<br /> (4) ANSI/AWS D1.4"Structural Welding Code - Reinforcing Steel." (8) Procedure Qualification Records (PQR's�for WPS's that are not prequalified in accordance with sprinkler support loads, where applicable.
<br /> Exterior Slabs on 4000 28 1" - 0.45 5% - (5) IBC Chapter 19-Concrete. AWS. ,
<br /> Grade (6) ACI 318-11 "Building Code Requirements for Structural Concrete." (9) Weldinq personnel Performance Qualification Records (WPQR) and continuity records conforming to ERECTION AND STABILITY: The overall stability of the joist system is the responsibility of the SSE (SJI
<br /> &Sidewalks (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" AWS standards and WABO standards as applicable for Washington State projects. supplier). Careful attention shall be given to the stability of the joists during erection in accordance with the
<br /> IBC and all sections of the SJI Manual. Specifically, sections in the SJI Manual on 'Bridging", "Erection Sta-
<br /> SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals, data and drawings.° Submit placing drawings MATERIALS: bility and Handling" and "Handling and Erection" shall be carefully followed by the SSE (SJI supplier) to pro-
<br /> Interior Slabs on 4000 28 1" - 0.5 - - showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 includ- vide stability of all members at all times. 2 I' C h 1 t E C t S
<br /> Grade ing, but not limited to:
<br /> LIFTING REQUIREMENTS for Tilt-Up Panels: The contractor is responsible for designing and detailing addi- Wide Flange (W), Tee (WT) Shapes....................ASTM A992 Fy = 50 ksi ACCESSORIES: All bridging, collector-drag struts, drag splice plates, bottom chord bracing, girders and re-
<br /> Architectural I Ex- 5000 28 %2" - 0.45 _ tional reinforcement required for lifting & erecting panels and for temporarily bracing the panels against wind Channel (C) &Angle (L) Shapes..........................ASTM A36, Fy = 36 ksi lated connection hardware shall be provided and designed by the supplier. All additional erection bolts, stabi- 2505 Third Avenue
<br /> or other forces that ma occur durin construction and until connections to the ermanent structural s stem Structural Plate (PL).............. . . . ... .... .. . . . .. ...ASTM A36, Fy = 36 ksi lizer plates, and an other additional steel to meet OSHA standards shall be coordinated b the oist manu- Suite 324
<br /> posed Building Walls Y 9 p y • • • � • • • � � � � Y � y j
<br /> are completed. Hollow Structural Section -Square/Rect(HSS)..ASTM A500, Grade B Fy= 46 ksi facturer and shall be provided by the steel detailer/supplier. Supplier to provide sloped bearing seats where Seattle, WA 9812'I �
<br /> Site Retaining Walls 4000 28 1" - 0.45 5% - High Strength, Heavy Hex Structural Bolts..........ASTM A325/F1852, Type 1 or 3, Plain required for roof slope.
<br /> Heav Hex Nuts......... ..........................................ASTM A563, Grade and Finish er RCSC Table 2.1 206.720.7001 phone
<br /> MATERIALS: Y � p
<br /> Reinforcing Bars.............. . .................. ASTM A615, Grade 60, deformed bars. Washers (Hardened Flat or Beveled)...................ASTM F436, Grade and Finish per RCSC Table 2.1 PRIMER COLOR: All steel shall be painted grey, red, per project specifications with one coat of standard 20 .72
<br /> Table of Mix Desiqn Requirements Notes: • •••••••••••�•••� 6 0.2949 fax
<br /> Weldable Reinforcing Bars.................................. ASTM A706, Grade 60, deformed bars. Anchor Rods (Anchor Bolts, typical).....................ASTM F1554, Gr. 36 shop primer unless noted otherwise on the drawings or in the specifications. •
<br /> (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious ma- Smooth Welded Wire Fabric................................ ASTM A185 Anchor Rods(High Strength)...............................ASTM F1554, Gr. 55 (weldable) per Supplement S1
<br /> terials. Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and
<br /> Deformed Welded Wire Fabric............................ ASTM A497 Mild Threaded Rods ............................................ASTM A36, Fy = 36 ksi STEEL STAIRS www.craftarcf,itects.com
<br /> durability requirements given in ACI 318 Section 4.3. Bar Supports........................................................ CRSI MSP-09, Chapter 3 "Bar Supports." Welded Headed (shear) Stud Anchors ................ASTM A108- Nelson/TRW S3L
<br /> Tie Wire............................................................... 16 a e or heavier black annealed. Welded Headed Stud (WHS)Anchors.................ASTM A108- Nelson/TRW H4L
<br /> 9 9 � REFERENCE STANDARDS: Conform to:
<br /> Stud Rails................ .. . ... ..... ..... .... . ... . . ..... . ASTM A1044 Dowel Bar Anchors (DBA) ...................................ASTM A496- Nelson/TRW D2L F 70 ksi «
<br /> (2) Cementitious Materials: • • • � � � � � � � � • � y - 1) IBC Chapter 10- Means of Egress", IBC Table 1607.1
<br /> Headed Deformed Bars....................................... ASTM A970 2) NAAMM -"Metals Stairs Manual"
<br /> a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 4.3.1 STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS: 3) ANSI/AISC 360-10-"Specification for Structural Steel Buildings"
<br /> and 4.4.2. Maximum amount of fly ash shall be 25% of total cementitious content unless re-
<br /> FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66"ACI Detailing Manual." 4
<br /> viewed and approved otherwise by SER. ) AISI 2007-"North American Specification for the Design of Cold-Formed Steel Structural Members"
<br /> 1) ASTM A325-N bolts-"threads NOT excluded in the shear plane". 5 AWS D1.1-10 "Structural Weldin Code - Steel"
<br /> b. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section ) 9
<br /> WELDING: Bars shall not be welded unless authorized. When authorized conform to ACI 301, Section 2) High-strength bolted joints have been designed as"BEARING" connections. ' �
<br /> 3.2.1. 3.2.2.2. "Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. 6} AWS D1.3-08 "Structural Welding Code - Sheet Steel."
<br /> 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. SUBMITTALS: Steel stairs are to be re ared b a SSE. Reference DEFINITIONS and DEFERRED SUB- J
<br /> (3) Air Content: Conform to ACI 318 Section 4.4.1. Minimum standards for exposure class are noted in p p Y
<br /> PLACING: Conform to ACI 301, Section 3.3.2 "Placement." Placin tolerances shall conform to ACI 117. 5) Provide Nut and Washer grades, types and finishes conforming to RCSC specification Table 2.1.
<br /> the table. If freezing and thawing class is not noted, air content given is that required by the SER. g MITTALS above. Submit structural calculations and shop drawings (component design drawings) stamped z
<br /> 6) Provide fastenerassemblies from a single supplier. b a rofessional Civil Structural En in Q O
<br /> Tolerance is±1-%%. Air content shall be measured at point of placement. � y p g' eer registered in the state of Washington. '
<br /> CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. 7) Joint Types shall be: '
<br /> (4) Aggregates shall conform to ASTM C33. Concrete cast a ainst earth............... . ........... ... 3" a. ST-"Snug Tight", for typical beam end "shear" connections unless noted otherwise.
<br /> 9 • • � . � MATERIALS: � �
<br /> Concrete ex osed to earth or weather.............. . 2" b. SC -"Slip Critical", where specifically indicated. Provide with Class A[B] Faying surface. � (�
<br /> P � . Structural WF Shapes .........................................ASTM A992-GR50 v
<br /> Ties in columns and beams................... ..... ....... 1-%z" 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1. Steel Channels, An les Plates & Bar.................ASTM A36 � W
<br /> (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. ' : 3/» 9 Ins ection is er RCSC Section 9. Sheet Steel (Galva nzed).....................................ASTM A446 � Z
<br /> Bars in slabs........................................... ) P P � Z
<br /> Bars in walls................. '/<" Steel Pi e Rail..................................................... ASTM A53, Grade B �—^
<br /> . (6) Chloride Content: Conform to ACI 318 Section 4.3.1. ��������"����������������������������� » ANCHORAGE to CONCRETE: p
<br /> Exterior bars in Tilt-up Panels............................. 1 Steel Tubing......................................................... ASTM A500, Grade B � v, �
<br /> (7) Non-chloride accelerator: Non-chloride accelerating admixture may be used in concrete placed at am- „ „ „ 1) SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs Steel Rod.............................................................ASTM A36 or A307 �
<br /> o SPLICES: Conform to ACI 301, Section 3.3.2.7, Splices . Refer to Typical Lap Splice and Development welded to tops of Wide Flange Beams, shall be 3/4" diameter WHS with nominal stud lengths as Steel Deck........................................................... 1-1/2" Composite Floor Deck � Q
<br /> bient temperatures below 50 F at the contractor's option. Length Schedule" for typical reinforcement splices. Splices indicated on individual sheets shall control over indicated. Unless noted otherwise, provide minimum shear stud height equal to the (metal deck Bolts.....................................................................ASTM A325N Q � �
<br /> (8) ACI 318, Section 4.2.1 exposure classes shall be assumed to be F1, S0, P0, and �;0 unless different the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the depth + 1 '/") and a maximum shear stud height that allows for%2" of concrete cover over the stud. Welds, Structural Steel........................................AWS D1.1 �
<br /> lateral s stem shear walls and reinforcin connectin the dia hra m slab to the lateral s stem mechanical � � �
<br /> exposure classes are listed in the Table of Mix Design Requirements that modify these base require- Y � � 9 g p g y ' 2 EMBEDDED STEEL PLATES for Anchora e to Concrete: Plates PL embedded in concrete with Welds, Sheet Steel..............................................AWS D1.3 � �
<br /> splice strength is increased to develop 100 percent of the specified tensile strength of the splices bar. ) 9 ( ) Welded Headed Studs WHS ASTM A108 AWS D1.1 � � W �
<br /> ments. studs (WHS) or dowel bar anchors (DBA) shall be of the sizes and lengths as indicated on the plans � ������������������������������ '
<br /> �� � with minimum 1/2" dia. WHS x 6" lon but rovide not less than '/" interior cover or 1 %2" exterior Headed Concrete Anchors (HCA)....................... ASTM A108, AWS D1.1 °
<br /> FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. Field Bending or Straightening.' Bar sizes #3 9 P
<br /> FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal throu h #5 ma be field bent cold the first time. Other bars re uire reheatin Do not twist bars. Bars shall cover to the opposite face of concrete unless noted otherwise. � � �
<br /> of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f' c, g y a p g� ' STRUCTURAL REQUIREMENTS: � � �
<br /> not be bent past 45 degrees. 3) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing W
<br /> MEASURING. MIXING, AND DELIVERY: Conform to ACl 301 Section 4.3. over 300 pounds) shall be provided with a minimum of four '/."diameter anchor rods. Column base (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to
<br /> TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the follow- plates shall be at least 3/<" thick, unless noted otherwise. Cast-in-place anchor rods shall be provided the primary structure unless noted otherwise. All inserts required for attachment to the primary struc- W �
<br /> ing minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to re- unless otherwise a roved b the En ineer. Unless noted otherwise, embedment of cast-in- ture shall be desi ned and rovided b the stair su lier.
<br /> HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot Pp Y 9� place 9 P Y pP M W
<br /> bar fabrication. anchor rods shall be 12 times the anchor diameter(12D). W
<br /> weather concreting shall conform to ACI 305.1-06 and cold weather concreting shall conform to ACI 306.1-
<br /> gp. (2) Loads: Stair treads shall be designed for 100 PSF live load or a 300 Ib. concentrated load placed to
<br /> TABLE of MINIMUM CONCRETE WALL REIfVFORCING FABRICATION: produce maximum stress, whichever controls. Stringers and landings shall be designed for 100 PSF
<br /> live load. Live load deflection shall not exceed 1/360 of the span. The stair assembly and attachment �
<br /> CONCRETE CURING: Provide curing compounds for concrete as follows: 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication". to the main structure shall be designed for lateral loads per IBC Chapter 16.
<br /> Wall Thickness HORIZONTAL Bars VERTICAL Bars Location
<br /> (1) Use membrane curing compounds that are compatible with and will not affect surfaces to be covered 2) Quality Control (QC) shall conform to:
<br /> 6" #4 @ 12" OC #4 @ 12" OC center in wall a. AISC 360 Chapter N "Quality Control and Quality Assurance"and (3) Railinqs: The completed handrail, guardrail, and supporting structure and their connections shall be
<br /> with finish materials applied directly to concrete. desi ned to resist loads as s ecified in IBC Section 1607.8.
<br /> b. AISC 303 Section 8 "Qualit Control". 9 P '
<br /> 2 A I curin com ounds at a rate e uivalent to the rate of a lication at which curin com ound was $�� #5 @ 12" OC #5 @ 12" OC center in wall Y
<br /> � ) PP Y 9 P G Pp 9 P c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures
<br /> originally tested for in conformance to the requirements of ASTM C 309-07 and the manufacturer's 10" #4 @ 16" OC EF #4 @ 16" OC EF EF = each face perAISC 360 section N3. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural draw- CONSULTANT
<br /> recommendations. d. Fabricator shall perform self-inspections per AISC 360 section N5 to ensure that their work ings. Consult the project specifications for additional informati�n. All steel shall be painted per project specifi-
<br /> (3) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete is performed in accordance with Code of Standard Practice, the AISC Specification, Con- cations with one coat of standard shop primer unless noted otherwise on the drawings or in the specifica-
<br /> tract Documents and the Applicable Building Code. tions.
<br /> (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous opera- POST-INSTALLED AIdCHORS INTO CONCRETE
<br /> , tion by power spray or roller in accordance with manufacturer's directions. Recoat areas subjected to e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 CONCRETE FILL: Conform to notes, this sheet for CAST-IN-PLACE CONCRETE and CONCRETE REIN-
<br /> heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage where fabricators QA procedures provide the necessary basis for material control, inspec-
<br /> REFERENCE STANDARDS: Conform to: tion, and control of the workmanship expected by the Special Inspector. FORCMENT. Provide minimum 3000 psi concrete and WWF 6x6-W1.4xW1.4 or Fibermesh unless noted on � � � 0 ��, � � � ��
<br /> during curing period. 1) IBC Chapter 19 "Concrete" the drawings.
<br /> (4) Use curing compound compatible with and applied under direction of system manufacturer of protec- 2) ACI 318-11 "Building Code Requirements for Structural Concrete" wE�p�N�: 818 STEWART STREET•SUITE 1000 '
<br /> tive sealer. 3) IBC Chapter21 "Masonry" WOOD FRAMING SEATTLE, WASHINGTON 98101
<br /> 1) Welding shall conform to AWS D1.1 and D1.8 as applicable for Seismic elements with Prequalified PHONE:(206)332-1900 . FAX:(206)332-1600
<br /> (5) Apply two separate coats with first allowed to become tacky before applying second. Direction of sec- POST-INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All Welding Processes except as modified by AISC 360 section J2 and AISC 341 as applicable]. Weld- WEBSITE: www.dci-engineers.com
<br /> ond a lication shall be at ri ht an les to direction of first. post-Installed anchors t es and locations shall be a roved b the SER and shall have a current ICC- REFERENCE STANDARDS: Conform to:
<br /> PP 9 9 YP pP Y ers shall be qualified in accordance with AWS D1.1 and WABO, (and D1.8 for Demand Critical „ CIVIL / STRIJCTIJRAL •
<br /> Evaluation Service Report that provides relevant design values necessary to validate the available strength Welds where applicable} requirements. (1) IBC Chapter 23 "WOOD �
<br /> CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 22.2.5, 5.2.2.1 and 5.3.2.6. Construction oints exceeds the re uired stren th. Submit current manufacturer's data and ICC ESR re ort to SER for a roval (2) NDS -"2012 National Design Specification (NDS) for Wood Construction" O T�pyao�m06/�201t6eDde s�a�d desqnssmo�nl tCbeAreusedhtn Re�s�e�rved
<br /> 1 a 9 P pP 2) Use 70ksi strength, low-hydrogen type electrodes (E7018) or E71T as appropriate for the process 3 ANSI/AF&PA-SDPWA-08: S ecial Desi n Provisions for Wind and Seismic ��pa�,withou{written pertnission(rom D�Amato Conversano���.
<br /> shall be located and detailed as on the construction drawings. Submit alternate locations per ACI 301 Sec- regardless of whether or not it is a pre-approved anchor. Anchors shall be installed in strict accordance to selected. � � P 9 o��a<o Comersano���.d�=��a�ms any�es,o�s�b,���fo�,ts��a�tho�=ed �se.
<br /> tion 5.1.2.3a for review and approval by the SER two weeks minimum prior to forming. Use of an acceptable ICC-ESR and manufacturer's instructions. No reinforcing bars shall be damaged during installation of post- 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. (4) APA PDS-04 Plywood Design Specification
<br /> adhesive, surface retardant, ortland cement rout or rou henin the surface is not re uired unless s ecifi- installed anchors. S ecial ins ection shall be er the TESTS and INSPECTIONS section. Anchor t e, di- 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding". (5) ANSI/TPI 1-2007 "National Design Standard for Metal-Plate-Connected Wood Truss Construction" STAMP
<br /> P 9 9 9 q P p p P YP
<br /> 6 BCSI "Guide to Good Practice for Handlin Installin & Bracin of Metal Plated Connected Wood
<br /> cally noted on the drawings. ameter and embedment shall be as indicated on drawings. 9� 9 5
<br /> Trusses" � E • B
<br /> � ERECTION: O �'
<br /> EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and (7) TPI DSB"Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood ��o� ti�'ASIIf`�rjl
<br /> non-structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, 1. ADHESIVE ANCHORS: The following Adhesive-type anchoring systems have been used in the 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7 "Erection". Trusses" > ,,�, ��
<br /> plumbing and architectural drawings and coordinate other embedded items. design and shall be used for anchorage to CONCRETE as applicable and in accordance with 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. (8) APA Report TT-0456 "Minimum Nail Penetration for Wood Structural Panel Connections Subject to ���"" " � .
<br /> corres ondin current ICC ESR re ort. Drilled-in anchor embedment len ths shall be as shown Lateral Loads" `
<br /> P 9 P 9 a. The Erector shall maintain detailed erection quality control procedures that ensure that the
<br /> GROUT: Use 6000 psi non-shrink grout under column base plates and under tilt-up panels. on drawings, or not less than 7 times the anchor nominal diameter(7D). work is performed in accordance with these requirements and the Contract Documents. �u
<br /> IDENTIFICATION: All sawn lumber and pre-manufactured wood products shall be identified by the grade �� �s;. I 297s9 �,��� ��
<br /> POST-INSTALLED ANCHORS to CONCRETE: Anchor location t e diameter and embedment shall be as a. HILTI "HIT-HY 200" - ICC ESR-3187 for anchorage to CONCRETE with embedment 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. mark or a certificate of inspection issued by the certifyin a enc . `°����`I��r;�L L���`'.,=��
<br /> ' yp depth less than or equal to 20 bar diameters 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 g 9 y !;�.�, ,t ����� ,
<br /> indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-Installed "Required Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. I��,�'�
<br /> Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC- 2. EXPANSION ANCHORS: The following Expansion type anchors are pre-approved for anchor- 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7 "Stud MATERIALS:
<br /> Evaluation Service Re ort ESR . S ecial ins ection shall be er the TESTS and INSPECTIONS section. a e to CONCRETE in accordance with corres ondin current ICC ESR re ort: Weldin � Submittals/Revisions:
<br /> p � � p p p g P g p 9• Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Finger jointed
<br /> 6) Provide Headed (Shear) Stud Anchors welded through the metal deck to tops of beams denoted in studs�cce table at interior walls onl
<br /> SHRINKAGE: Conventional and ost-tensioned concrete slabs will continue to shrink after initial lacement a. HILTI "KWIK BOLT TZ"- ICC ESR-1917 for CONCRETE Only P Y�
<br /> P P p�ans. PERMIT SUBMITTAL 05/04/16
<br /> and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finish- 3. SCREW ANCHORS: The following Screw type anchor is pre-approved for anchorage to CON- 7} The contractor shall provide temporary bracing and safety protection required by AISC 360 Section TABLE of SOLID SAWN LUMBER
<br /> es to provide adequate tolerance for expected structural frame shrinkage and shall include, but not be limited CRETE in accordance with corresponding current ICC ESR report: M4.2 and AISC 303 Section 7.10 and 7.11. �CITY COMMENTS ���0���6
<br /> to: curtain wall, dryvit, storefront, skylight, floor finish, and ceiling suppliers. Contact Engineer for expected „ Member Use Size Species Grade
<br /> range of shrinkage. a. SIMPSON "TITEN HD - ICC ESR-2713 for CONCRETE Only PROTECTIVE COATING REQUIREMENTS:
<br /> Wall Stud 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No. 2
<br /> STRENGTH TESTING AND ACCEPTANCE: STRUCTURAL STEEL 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless othe►rwise Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No. 2
<br /> specified by the project specifications.
<br /> Testinq: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional sam- REFERENCE STANDARDS: Conform to: Post 4x4, 4x6, 4x8 Doug Fir Larch No. 2
<br /> les ma be re uired to obtain concrete stren ths at alternate intervals than shown below. 1) IBC Cha ter 22-"Steel" 2) INTERIOR STEEL: �
<br /> P Y q 9 p Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2
<br /> 2) ANSI/AISC 303-10-"Code of Standard Practice for Steel Buildings & Bridges" a. Unless noted otherwise, do not pai►rt any of the steel surfaces meeting the following conditions: _ °
<br /> • Cure 4 cylinders for 28-day test age test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 3) AISC-"Manual of Steel Construction", Fourteenth Edition (2010) • Concealed by the interior building finishes, Beam 4x8 through 4x12 Doug Fir Larch No. 2 �w
<br /> 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer 4) ANSI/AISC 360-10-"Specification for Structural Steel Buildings" • Fireproofed, �o
<br /> to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 5) AWS D1.1:2010-"Structural Welding Code-Steel" • Embedded in concrete Beam 6x8 through 6x12 Doug Fir Larch No. 1 ��
<br /> 2 8-day strengt h requirements. ' 6) 2009 RCSC-"Specification for Structural Joints using High-Strength Bolts" • Specially prepared as a "faying surface" for Type-SC "slip-critical" connections including , 9- � o
<br /> Post or Timber 6x6 8x8 Dou Fir Larch No. 1
<br /> • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are 7) AWS D1.8:2009-"Structural Welding Code-Seismic Supplement" bolted connections that form a part of the Seismic Force Resisting System governed by ";
<br /> to be used, additional cylinders must be cured for testing of,3 cylinders at tes#age per the table of AISC 341 unless the coating conforms to requirements of the RCSC Bolt Specification and �._
<br /> mix design requirements. � SUBMITTALS: Submit the following documents to the SER for review: is approved by the Engineer. o=
<br /> U c
<br /> • Welded; if area requires painting, do not paint until after weld inspections and non- � �
<br /> (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. destructive testing requirement, if any, are satisfied. �y Sheet Title: STRUCTURAL .
<br /> Acceqtance. Strength is satisfactory when: (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. � '
<br /> 1 The avera es of all sets of 3 consecutive tests e ual or exceed the s ecified stren th. 3 Weld Procedure Specifications WPS's for sho and field weldin b. Interior steel ex osed to view, shall be ainted with one coat of sho rimer unless otherwise a a
<br /> ( ) 9 q P 9 { � � � p g' � p p p p � o GENERAL NOTES
<br /> indicated in the project specifications. Field touch-ups to match the finish coat or as otherwise o._
<br /> (2) No individual test falls below the s pecified stren gth b y more than 500 psi. M a k e c o p i e s o f t h e f o l l o w i n g d o c u m e n t s "A v a i l a b l e u p o n R e q u e s t" t o t h e S E R o r O w n e r's I n s p e c t i o n A g e n c y i n d i c a t e d i n t h e p r o j e c t s p e c i f i c a t i o n s. ° ' Date:
<br /> A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylin- in electronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: �0 04/07/16 �
<br /> ders tested at the specified test age. 3) E X T E R I O R S T E E L: Expose d ex terior s tee l s ha l l be pro tec te d by eit her: __
<br /> (1) Fabricator's written Quality Control Manual that includes, as a minimum: a. Paint with an exterior multi-coat system as per the project specifications. Field touch-up painting � � Design: TB
<br /> a. M a t e r i a l C o n t r o l P r o c e du r e s s ha l l er t he ro ec t s eci fications. �°
<br /> CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. P P 1 P
<br /> b. Inspection Procedures �� Drawn: �M
<br /> c. Non-conformance Procedures � �
<br /> � FLOOR FLATNESS and FLOOR LEVELNESS: All concrete slabs (including slabs on grade) shall have a , , OPEN WEB STEEL JOISTS AND JOIST GIRDERS (OWSJ) o �
<br /> minimum Floor Flatness (FF) of 20 as measured in accordance with ACI 117. Concrete slabs that will re- (2) Steel &Anchor Rod su�,pliers Material Test Reports (MTR s) indicating the compliance with specifi- o �
<br /> cations. y 3 P r o j e c t N o: 16011-0158
<br /> �, ceive wood flooring shall have a minimum FF of 35. All concrete slabs on grade shall have a minimum Floor REFERENCE STANDARDS: Conform to: E N
<br /> � (3) Fastener manufacturer's Certification documenting conformance with the specification. N.>_
<br /> Levelness of 20 as measured in accordance with ACI 117. 1) IBC Section 2207 -"Steel Joists" � �
<br /> � 2) SJI -"Standard Specifications for Open Web Steel Joists, K-Series" � o Approved: .
<br /> � 3) SJI - "Standard Specifications for Long span Steel Joists, LH-Series and Deep Long span Steel F— a�
<br /> � �o�sts, DLH Series�� � �� Building No:
<br /> � 4) SJI -"Standard Specifications for Joist Girders" � ��
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<br /> Q � = COPYRIGHT CRAFT ARCHITECTS 2016
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<br /> F� 16011-0158—Sl.t.dwg 2 J —.J u rjmihey{ov8 �
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