3315 SEAWAY BLVD 2018 Plans 2022-11-29 (3)

ERECTION: Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. TABLE of MINIMUM CONCRETE WALL REINFORCING Wall Thickness HORIZONTAL Bars VERTICAL Bars Location 1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section 7"Erection". • Lag Bolts/Bolts: Conform to ASTM A307 and IBC Section 2304.10. 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. �F RTCN CAP�TA� 6" #4 @ 12"OC #4 @ 12"OC center in wall a. The Erector shall maintain detailed erection quality control procedures that ensure that the . Nails and Staples: Conform to ASTM F1667 and IBC Sections 2303.6 and 2304.10. work is performed in accordance with these requirements and the Contract Documents. 8" #5 @ 12"OC #5 @ 12" OC center in wall 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. 10" #4 @ 16" OC EF #4 @ 16" OC EF EF =each face 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 • Enqineered Wood Products (RedBuilt): The following materials are based on lumber manufactured by "Required Testing", as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. RedBuilt and were used for the design as shown on the plans. Alternate products by other manufactur- 12" #4 @ 12" OC EF #4 @ 12" OC EF EF = each face 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7 "Stud ers may be substituted provided they have current ICC approval for equivalent or greater load and Welding. stiffness properties and are reviewed and approved by the Structural Engineer prior to ordering. 6) Provide Headed (Shear) Stud Anchors welded through the metal deck to tops of beams denoted in plans. a. Laminated Veneer Lumber(RedLam LVL�: Conform to ICC ES Report No. ESR-2993 or CCMC POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) 7) the contractor shall provide temporary bracing and safety protection required by AISC 360 Section Report No. 12627-R. M4.2 and AISC 303 Section 7.10 and 7.11. b. Open Web Wood Trusses: Conform to ICC Report No ESR-1774. The manufacturer shall de- REFERENCE STANDARDS: Conform to: PROTECTIVE COATING REQUIREMENTS� sign the joists for the spans and conditions shown on the plans. Trusses shall have wood a � C �'1 I t E C t S 1) IBC Chapter 19 "Concrete" chords and metal webs. 2) ACI 318-14"Building Code Requirements for Structural Concrete" 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise 3) IBC Chapter 21 "Masonry" specified by the project specifications. TABLE of ENGINEERED WOOD Requirements 2505 Third Avenue 4) ACI 530-13/ASCE 5-13/TMS402-13 "Building Code Requirements for Masonry Structures 2) INTERIOR STEEL: Suite 324 Type Use Widths E(�oe) Fb Fv Fc// Seattle, WA 98121 POST-INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following condi- post-Installed anchors types and locations shall be approved by the SER and shall have a current ICC- tions: PSI PSI PSI PSI Evaluation Service Report that provides relevant design values necessary to validate the available strength • Concealed by the interior building finishes, Rimboard or Stair 206_720.7001 phone exceeds the required strength. Submit current manufacturer's data and ICC ESR report to SER for approval • Fireproofed, RedLam LVL Rimboard Stringer � �" 1.4E 1,800 225 2,500 206_720.2949 fax regardless of whether or not it is a pre-approved anchor. Anchors shall be installed in strict accordance to • Embedded in concrete, ICC-ESR and the manufacturer's rinted installation instructions MPII in con unction with ed e distance, • RedLam LVL Header, Beam or Col- 1 3/<", 3 '/2", 5 www.craftarchit p ( ) 1 9 Specially prepared as a "faying surface" for Type-SC "slip-critical" connections including umn �4�� » 2.OE 2,900 285 2,635 ects.com spacing and embedment depth as indicated on the drawings. The contractor shall arrange for a manufactur- bolted connections that form a part of the Seismic Force Resisting System governed by er's field representative to provide installation training for all products to be used, prior to the commencement AISC 341 unless the coating conforms to requirements of the RCSC Bolt Specification and of work. Only trained installer shall perform post installed anchor installation. A record of training shall be is approved by the Engineer. kept on site and be made available to the SER as requested. Adhesive anchors installed in horizontally or . Welded; if area requires painting, do not paint until after weld inspections and non- NAILING REQUIREMENTS: Conform to IBC Section 2304.10 "Connections and fasteners." Unless noted on N upwardly inclined orientation shall be performed by a certified adhesive anchor installer (AAI) as certified destructive testing requirement, if any, are satisfied. plans, nail per Table 2304.10.1. Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails through ACIlCRSI or approved equivalent. Proof of current certification shall be submitted to the engineer for shall be driven flush and shall not fracture the surface of sheathing. Alternate nails may be used but are approval prior to commencement of installation. No reinforcing bars shall be damaged during installation of b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated � post-installed anchors. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, indicated in the project specifications. Field touch-ups to match the finish coat or as otherwise sheathing is subject to review by the structural engineer prior to construction. diameter and embedment shall be as indicated on drawings. indicated in the project specifications. Q STANDARD LIGHT-FRAME CONSTRUCTfON: Unless noted on the plans, construction shall conform to 3) Steel need not be primed or painted unless noted otherwise on the drawings or in the project specifi- �BC Section 2308 "Conventional Light-Frame Construction." � 1. ADHESIVE ANCHORS: The following Adhesive-type anchoring systems have been used in the cations. Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi-coat system is w design and shall be used for anchorage to CONCRETE as applicable and in accordance with required per the project specifications. WOOD SHRINKAGE AND EXPANSION: Wood materials will expand or contract based on relative changes corresponding current ICC ESR report. Reference the corresponding ICC ESR report for re- in moisture. The contractor is responsible for means and methods of construction related to mitigating and �, quired minimum age of concrete, concrete temperature range, moisture condition, light weight managing the effects of changes in moisture. � concrete, and hole drilling and preparation requirements. Drilled-in anchor embedment lengths WOOD FRAMING W � shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (7D). Ad- MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% hesive anchors are to be installed in concrete aged a minimum of 21 days, unless otherwise REFERENCE STANDARDS: Conform to: except for the pressure-treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of � � � specified in the ICC ESR report. (1) IBC Chapter 23 "WOOD" these limits. The maximum moisture content required may be less than 19% when based on a particular cladding/insulation system. Refer to the Architect's drawings, and project specifications, or with cladding in- � � a. HILTI "HIT-HY 200" - ICC ESR-3187 for anchorage to CONCRETE with embedment (2) NDS -"2015 National Design Specification (NDS)for Wood Construction" staller for maximum recommended moisture content. O Q depth less than or equal to 20 bar diameters (3) ANSI/AF&PA-SDPWA-15: Special Design Provisions for Wind and Seismic � (4) APA D510C-12 Plywood Design Specification SHRINKAGE COMPENSATION FOR MECHANICAL ELECTRICAL AND PLUMBING SYSTEMS: MEP � .�j 2. EXPANSION ANCHORS: The following Expansion type anchors are pre-approved for anchor- ,� � age to CONCRETE or MASONRY in accordance with corresponding current ICC ESR report: (5) ANSI/TPI 1-2014 National Design Standard for Metal-Plate-Connected Wood Truss Construction" systems, including ductwork, pipes, and other elements that run continuously between levels shall be in- � (6) BCSI "Guide to Good Practice for Handling, Installing & Bracing of Metal Plated Connected Wood stalled/designed in such a manner to accommodate shrinkage in the wood framing. Wood shrinkage Q a. HILTI "KWIK BOLT TZ"-ICC ESR-1917 for anchorage to CONCRETE Only Trusses" ' amounts will vary depending on the construction process and materials used. The anticipated shrinkage Q � (7) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood under typical conditions is expected to range between 1/8" and 1/4" per floor. � 3. SCREW ANCHORS: The following Screw type anchor is pre-approved for anchorage to CON- Trusses" � CRETE in accordance with corresponding current ICC ESR report: (8) APA Report TT-045B "Minimum Nail Penetration for Wood Structural Panel Connections Sub�ect to � Lateral Loads" � CLADDING COMPATIBILTY: The Architect/Owner shall review the cladding and insulation systems pro- � � a. HILTI "KWIK HUS-EZ"- ICC ESR-3027 for anchorage to CONCRETE Only posed for the project with respect to their performance �ver wood studs with moisture contents greater than DEFERRED SUBMITTALS: Submit product data and proof of tCC approval for framing members and fasten- 19%. EIFS systems should be avoided on wood-framed projects due to problems with moisture proofing. � ers that have been designed by others. Submit calculations prepared by the SSE in the state of Washington PRESERVATIVE TREATMENT (PT): Wood materials that are required to be "treated wood" in accordance STRUCTURAL STEEL for all members and connections designed by others along with shop drawings. All necessary bridging, with IBC Section 2304.12. "Protection Against Decay and Termite Protection" shall conform to the appropri- ~ blocking, blocking panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and ate standards of the American Wood-Preservers Association (AWPA) for sawn lumber, glued laminated tim- REFERENCE STANDARDS. Conform to: permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits ber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee ALSC � 1) IBC Chapter 22 -"Steel" shall be as noted under DEFFERRED SUBMITTLALS section specific details. Products included are: ( ) quali- ty assurance procedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood � 2) ANSI/AISC 303-10-"Code of Standard Practice for Steel Buildings & Bridges" shall be of stainless steel or hot-dipped galvanized or as per IBC 2304.10.5. 3) AISC -"Manual of Steel Construction", Fourteenth Edition (2010) • Open web wood trusses 4) ANSI/AISC 360-10-"Specification for Structural Steel Buildings" Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Oc- 5) AWS D1.1:2010-"Structural Welding Code-Steel" IDENTIFICATION: All sawn lumber and pre-manufactured wood products shall be identified by the grade taborate Tetrahydrate) as recent studies have noted less connector corrosion potential than other available 6) 2009 RCSC -"Specification for Structural Joints using High-Strength Bolts" mark or a certificate of inspection issued by the certifying agency. wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and installation to minimize leaching of the water-soluble preservative from the SUBMITTALS: Submit the following documents to the SER for review: MATERIALS: lumber. Sodium borate pressure treated plates do not require hot-dipped galvanized connectors. (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA and Table below. Finger jointed if using preservative treatments other than CCA or sodium borate, fasteners must be hot dipped galvanized (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. studs acceptable at interior walls only. or stainless steel. Wood treated with Alkaline Copper Quaternary (ACQ) requires steel components in con- CONSULTANT TABLE of SOLID SAWN LUMBER tact with the wood to be stainless (nails, bolts, screws, washers & lag screws). Fasteners (nails, bolts, �� Make copies of the following documents "Available upon Request" to the SER or Owner's Inspection Agency screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT � in electronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: Member Use Size Species Grade wood sha�l have similar corrosion resistance properties (matching protective treatments) as the protected ' connector; that is, use hot dipped galvanized or stainless-steel fasteners. Fasteners (nails, bolts, screws, � 1) _Fabricator's written Quality Control Manual that includes, as a minimum: Wall Stud/Top & Bot- washers& la screws attachin sawn timber members or sheathing (shear walls) to Pressure Treated wood � 2x4, 3x4, 2x6 3 5 � a. Material Control Procedures tom Plates , x6 Doug Fir Larch No. 2 shall be corrosion resistant hot di ed alvanized or stainless steel b. Inspection Procedures ( pp g ). c. Non-conformance Procedures Sill Plate (at concrete) 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No. 2 Always verify the suitability of the fastener protection/coating with the wood treatment chemical manufactur- (2) cat on&Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifi- Post 4x4, 4x6, 4x8 Doug Fir Larch No. 2 er/supplier. www.tici-engineers.com (3) Fastener manufacturer's Certification documenting conformance with the specification. Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 c iv i� / STR U CTU RAL (4) Filler metal manufacturer's qroduct data for SMAW, FCAW and GMAW indicating: O I ' a. Product specification compliance Beam 4x8 through 4x12 Doug Fir Larch No. 2 - � b. Recommended welding parameters ' Beam 6x8 through 6x12 Doug Fir Larch No. 1 c. Recommended storage and exposure requirements including baking ° d. Limitations of use Post or Timber 6x6, 8x8 Doug-Fir Larch No. 1 (5) Welded Headed (Shear) Stud Anchors Manufacturer's certification indicating the meet specifications. \\ � t��/l (6) Weld Procedure Specifications (WPS's)for shop and field welding. �� , �� (7) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases(welding consumables). �� ._ � rocedure Qualification Records (PQR's) for WPS's that are not prequalified in accordance with . Wood Structural Sheathing (Plywood): Wood APA-rated structural sheathing includes: all veneer ply- , , �� AWS. wood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and (9) Weldina qersonnel Performance Qualification Records (WPQR�and continuity records conforming to wood based material with T&G joint. Architect may disallow OSB. Confirm with Architect. Conform � �� AWS standards and WABO standards as applicable for Washington State projects. to "Construction and Industrial Plywood" based on Product Standard PS 1-09 by the U.S. Dept. of � � 3 90 �;�� ,� ommerce, and "Performance Standard for Wood-Based Structural-Use Panels" based on Product � %, MATERIALS: Standard PS 2-10 by the U.S. Dept. of Commerce and "Plywood Design Specification" based on APA �J�i,�\ )\ ' `,�`�� Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 includ- \ D510C-12 by the American Plywood Association. Unless noted otherwise, sheathing shall comply with ing, but not limited to: the following table: . • • Structural Plate (PL).............. ........................ .....ASTM A36, Fy = 36 ksi Submittals/Revisions: Hollow Structural Section -Square/Rect(HSS)..ASTM A500, Grade B, Fy = 46 ksi TABLE of SHEATHING -Use, Minimum Thickness and Minimum APA Rating Heavy Hex Nuts...................................................ASTM A563, Grade and Finish per RCSC Table 2.1 Washers(Hardened Flat or Beveled)..................ASTM F436, Grade and Finish per RCSC Table 2.1 PERMIT SUBMITTAL 08/08f 18 Anchor Rods (Anchor Bolts, typical).................. .ASTM F1554, Gr. 36 Location Thickness Span Rating Plywood Grade Exposure Mild Threaded Rods .......... .ASTM A36, Fy = 36 ksi � PERMIT CORRECTIONS 10 19 18 Floor 23/32"T&G 24 OC STURD-I-FLOOR 1 � L ANCHORAGE to CONCRETE: � Walls 15/32" 32/16 C-D 1 � COLUMN ANCHOR RODS and BASE PLATES� All columns (vertical member assemblies weighing 2 PERMIT CORRECTIONS 11/13 18 over 300 pounds) shall be provided with a minimum of four 9/e" diameter anchor rods. Column Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports 0 PERMIT REVISION 01 base plates shall be at least '/." thick, unless noted otherwise. Cast-in-place anchor rods shall be 11/19 provided unless otherwise approved by the Engineer. Unless noted otherwise, embedment of cast-in and with panel continuous over finro or more spans. End joints shall occur over supports. -place anchor rods shall be 12 times the anchor diameter(12D). • Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. FABRICATION: Alternate connectors by other manufacturers may be substituted provided they have current ICC ap- 1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6"Shop Fabrication". proval for equivalent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps 2) Quality Control (QC) shall conform to: connect two members, place one-half of the nails or bolts in each member. Where straps are used as a. AISC 360 Chapter N "Quality Control and Quality Assurance"and hold-downs, nail straps to wood framing just prior to drywall application, as late as possible in the fram- b. AISC 303 Section 8 "Quality Control". ing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures lead to strap buckling and potential finish damage. per AISC 360 section N3. d. Fabricator shall perform self-inspections per AISC 360 section N5 to ensure that their work Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) Sheet Title: STRUCTURAL is performed in accordance with Code of Standard Practice, the AISC Specification, Con- other than CCA, connectors shall be either batch hot-dipped galvanized (HDG), mechanically galva- tract Documents and the Applicable Building Code. nized (ASTM B695, Class 55 minimum) stainless steel, or provided with 1.85 oz/sf of zinc galvanizing G E NERAL NOTES e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 equal to or better than Simpson ZMAX finish. where fabricators QA procedures provide the necessary basis for material control, inspec- Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and Date: tion, and control of the workmanshi ex ected b the S ecial Ins ector. 10�19�18 P P Y P p the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish WELDING: damage. Design: CS 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by • Fasteners (nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, AISC 360 section J2. Welders shall be qualified in accordance with WABO requirements. etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as Drawn: PR � 2) Use 70ksi strength, low-hydrogen type electrodes (E7018) or E71T as appropriate for the process the protected connector. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or � selected. sheathing (shear walls)to PT wood shall be corrosion resistant; nails and lag bolts shall be either HDG N Project No: 18011-0162 N 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. (ASTM A153) or stainless steel. Verify the suitability of the fastener protection/coating with the wood `° 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding". treatment chemical manufacturer/supplier. 0 0 Approved: GG � 0 Building No: N � ^ Sheet No: S I . I 0 0 COPYRIGNT CRAF7 ARCHITECTS 2018