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STATEMENTS SPECIAL INSPECTIONS CONTINUED: STRUCTURAL STEEL CONTINUED: GENERAL NOTES FREIHEIT
<br /> SPECIAL INSPEC110N PROGRAM CONTRACTORS RESPONSIBILITY(IBC SECTION 1704.4): MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON,OR APPROVED EQUAL.NAIL ALL
<br /> THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND OR SEISMIC HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON CODE: INTERNATIONAL BUILDING CODE,2018 EDITION
<br /> INSPECTION [kNCY RFFERDNCID FORCE RESISTING SYSTEM,DESIGNATED SEISMIC SYSTEM,OR WIND/SEISMIC RESISTING DRAWINGS.ALL NAILS AT
<br /> TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT
<br /> VERDICATION AND INSPDL'ITON GY)N77NTAL6 P71tI0IXC STANDARD COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A DIPPED GALVANIZED. BUILDING RISK CATEGORY ARCHITECTURE
<br /> WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER
<br /> PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT.THE CONTRACTOR'S MACHINE BOLTS TO BE A307. LIVE LOADS:
<br /> STRUCITRAL STEEL STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: UNIFORM LOADS:
<br /> Special inspections and non-d Iaructive testing ofstructural steel elements in bnddungs,smuetmes and portions thereof shall be on 1.ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN FRAMING LUMBER: REFERENCE DESIGN VALUES LOCATION LIVE LOAD REDUCIBLE
<br /> eccotdmce with the uaht assum ce is ection re uueuents ofA1SC 360. THE STATEMENT OF SPECIAL INSPECTIONS; 2x,3x,4x MEMBERS...................................D.F.#2........................................Fb=900 psi ROOF 25 PSF(SNOW) NO
<br /> 2.ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE 6x MEMBERS............................................D.F.#1........................................Fb=1350 psi
<br /> REQUIRED SPECIAL INSPECTIONS AND TEST OF CONCRETECONSTRIICIION WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL; 4x POSTS..........................................D.F.#1........................................Fb=1000 psi SNOW LOAD DATA:
<br /> CON'EINCOLS PERIODIC REFERENCED 3.PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, 6x POSTS...........................................D.F.#1........................................Fb=1200 psi Pg=20 PSF Pf=25 PSF(WITHOUT DRIFT)
<br /> TYPE BC REFERENCE THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE REPORTS; Co=0.9 Pd=N/A
<br /> INSPECTIONS INSPECTIONS STANDARD AND LUMBER NOT NOTED SHALL BE D.F.#2 OR BETTER. Ct 1. Inspection ofreanforcin teal,including uessim tendons, _ ACI 318:Ch.20,81, Ia-1.0 W=N/A
<br /> Tao g s g Tres g X 19084 4.IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S)EXERCISING SUCH CONTROL Is=1.0
<br /> and bceuem. 25.3.26.6.1-26.6.3 AND THEIR POSITION(S)IN THE ORGANIZATION. ALL GRADES SHALL CONFORM TO W WPA WESTERN LUMBER GRADING RULES--2021
<br /> 2. Reinforcing bar welding: EDITION.ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH WIND DESIGN INFORMATION:
<br /> a.Verify weladability ofmi nfami ng bars other than ASTM A706 X AWS DIA - SPECIAL INSPECTIONS: STANDARD CUT WASHERS EXCEPT AS NOTED FOR ANCHOR BOLTS UNDER STRUCTURAL WIND LOADS ON THE MAIN WEND-FORCE RESISTING SYSTEM(MWFRS)WAS DETERMINED
<br /> b.hnspect satgk-pas s fdlet welds.nwxanwn 5/16":and X AC131&26.6.4 SPECIAL INSPECTIONS PER IBC SECTION 1705.A COPY OF ALL INSPECTION REPORTS AND STEEL SECTION.ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE USING THE ENVELOPE PROCEDURE.
<br /> c.Ins act all other welds. X TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING PRESSURE TREATED.MAXIMUM MOISTURE CONTENT 19%AT INSTALLATION FOR ALL
<br /> 3. hs ection of anchors cast it concrete. X AC131&17.8.2 DEPARTMENT,SHUTLER CONSULTING ENGINEERS,THE OWNER AND THE ARCHITECT BY THE LUMBER. WIND SPEED V.a=110 MPH V„d=85 MPH
<br /> bs t anchorspost-installed an hardened concrete numbers. TESTING AGENCY FOR REVIEW.THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING EXPOSURE"B" A=1.00 Kn=L00
<br /> I pec AGENCY APPROVED BY THE BUILDING DEPARTMENT.THE FOLLOWING INSPECTIONS SHALL GLU-LAMINATED WOOD MEMBERS:
<br /> a.Adhesive anchors installed an horizo to and ACI M.178.2A _ BE PROVIDED AS A MINIMUM;ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING CONDITIONS OF SERVICE-DRY CONDITION OF SERVICE n Ry or upw ly X SEISMIC DESIGN INFORMATION:
<br /> inclined orientations to resist sustained tension bads DEPARTMENT SHALL ALSO BE PERFORMED.JOB SITE VISITS BY THE ENGINEER DO NOT SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH PLYWOOD SHEAR
<br /> b.Mechanical anchors and adhesive anchors not del eed in 4.a. X ACT 318:17.8.2 CONSTITUTE AN OFFICIAL INSPECTION. PRESERVATIVE TREATMENT-UNTREATED WOOD WALLS.THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT LATERAL FORCE
<br /> 5. AC1318;Ch.19.26.4.3, 1904.1,1904.2, SEE SPECIAL INSPECTION FREQUENCY TABLE ON THIS SHEET FOR BOTH ON SITE PROCEDURE.
<br /> Verifying use ofrequired design nnix. - X 2644 1908Z 19083 CONSTRUCTION AND OFF SITE FABRICATION. APPEARANCE-APPEARANCE OF MEMBERS SHALL BE:INDUSTRIAL GRADE R=6.5 0o=2.5
<br /> 6. Prior to concrete placement,fabricate specimens for strength test ASTM C172,ASTM SPRINKLER SUPPORT NOTES: PROTECTION-UNLESS OTHERWISE SPECIFIED,A COAT OF END SEALER SHALL BE APPLIED TO �=134.3% Sos=1.074
<br /> rfomt shut d air content test.and detemin the ten are X - C3I,AC7318:26.5, 1908.10 5�=47.6% Sn�=0.476 ©2022
<br /> pit Wan gram IA.ALL SPRINKLER PIPE LARGER THAN 3"NOMINAL DIAMETER IS TO BE CONSIDERED A THE ENDS OF ALL MEMBERS AS SOON AS PRACTICABLE AFTER END TRIMMING.SURFACES Cs=0.179 All rights reserved.No vaster this document may be
<br /> of the concrete. 26.12 "MAIN"FOR THE PURPOSE OF THESE NOTES. OF MEMBERS SHALL BE:SEALED WITH PENETRATING SEALER reproduced,many form or by any means,without
<br /> It,-LO permission in writing from Shutter Consulting Engineers,Inc.
<br /> 7. Inspection of concrete and shoterete placement for proper 1908.6,1908.7, SITE SOIL CLASS=C
<br /> a lication techni ues. X -- AC7 318:26.5 1908.8
<br /> B.THE BIDS FOR BOTH THE SPRINKLER AND JOISTS ARE TO INCLUDE ALL HANGERS,BRACES, MEMBERS SHALL BE-LOAD WRAPPED SEISMIC DESIGN CATEGORY=D
<br /> 8. Venf tenance ofs Jed coat ten tore and _ AQ 318,26.53 ETC.,AND ACCOUNT FOR THE LOADS INDICATED. --- SHUTLER
<br /> y nwan pec' g upem QUALITY MARKS AND CERTIFICATES-MEMBERS SHALL BE MARKED WITH THE AMERICAN FOUNDATIONS: CONSULTING
<br /> techni nit X 26.5.5 1908.9 2A.ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY WOOD SYSTEMS APA-EWS TRADEMARK INDICATING CONFORMANCE WITH THE
<br /> SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST. MANUFACTURING,QUALITY ASSURANCE AND MARKING PROVISIONS OF ANSI STANDARD FOUNDATION DESIGN PER ALL FOUNDGEOTEATION
<br /> WORK
<br /> REPORT HIS#24 REPORT.
<br /> DATED DECEMEER 6,2021 === ENGINEERS Inc.
<br /> REQUIRED SPECIAL INSPECTIONS AND TESTS OFSORS A190.1. BY INDICATED
<br /> GINEERS.EOTECH ICATION WO AREAS FOLLOWS.
<br /> DESIGN CRITERIA
<br /> INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS. 12503 Bel-Red Road,Suite 100
<br /> CONTINUOUS PERIODIC B.EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT
<br /> TYPE LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST. 1 GLU-LAM BEAMS&GIRDERS Bellevue,Washington 98005
<br /> INSPECTIONS INSPECTIONS ) ALLOWABLE SOIL BEARING CAPACITY... 3,350 PSF 425 450-4075 FAX:(425)450-4076
<br /> 1. Verify nwtetixk below shallow fwmdatiots are adequate to MANUFACTURE-MATERIALS,MANUFACTURE AND QUALITY CONTROL SHALL BE IN PASSIVE SOIL RESISTANCE...................... 350 PCF ( )
<br /> achieve the desi n beaan capacity. X 5. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE: CONFORMANCE WITH AMERICAN NATIONAL STANDARD ANSI A190.1,STRUCTURAL GLUED ACTIVE SOIL PRESSURE.......................... 35 PCF
<br /> 2. Vemif Lions are emended to depth and have A.PLACED MID-WAY BETWEEN TWO JOISTS AND BE TRAPEZED SO EACH JOIST SUPPORTS LAMINATED TIMBER. COEFFICIENT OF FRICTION...................... 0.35
<br /> y ercava proper p - X RALF THE LOAD.
<br /> reached ro er material. B. SUPPORTED AT 10'-0"ON CENTER MAXIMUM. STRESS VALUES-THE GLUED LAMINATED TIMBER MEMBERS FURNISHED SHALL PROVIDE ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 19 INCHES BELOW LOWEST ADJACENT
<br /> 3. Perform chrsaification and testing ofcompacted fill materials. - X STRESS VALUES THAT MEET OR EXCEED THE FOLLOWING:(24F-V4 AT SIMPLE SPAN BEAMS, GRADE.SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO
<br /> 4. Verify use of proper materials,densities and lift Wiclmesses X _ 4. USE THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: 24F-V8 AT CANTILEVERED BEAMS) POURING.ALL FOOTINGS SHALL BEAR ON 2'-0"OF STRUCTURAL FILL OR NATIVE SOILS.ALL
<br /> during laceme it and cone action of co acted fiR PIPE SIZE JET PER FOOT HANGER VERTICAL LOAD EXAMPLE: SLABS SHALL BEAR ON A MINIMUM OF F-O"OF RECOMPACTED EXISTING FILL.SEE THE SOILS Q J
<br /> 5. Prior to placement ofcompacted fill mspect subgmde and verify X 8" 51# GIVEN:8"DIAMETER MAIN-- BENDING,Fb 2400 psi REPORT FOR SPECIFIC FILL REQUIREMENTS,FILL PLACEMENT REQUIREMENTS,PRELOAD W
<br /> that site has been re red ro SUPPORTS AT 5'ON CENTER HORIZONTAL SHEAR,Fv 265 psi REQUIREMENTS AND ADDITIONAL INFORMATION. 0
<br /> 6" 32# FIND: HANGER DESIGN LOAD COMPRESSION PERPENDICULAR TO GRAIN 0
<br /> 5" 24# SOLN: 51#/FT X 10'=510# Fe(tension face) 650 psi SLABS ON GRADE: z O
<br /> WOOD 4" 17# ADDN'L PER NFPA#13=250# Fe(compression face) 650 psi THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR
<br /> For Wind Ex ire Cate o B,C,or D aid Seismic Desi a Cate C,A$or F: C 1705.11.1,1705.12.2) 3-1/2" 14# TOTAL SUPPORT DESIGN LOAD=760#/HGR MODULUS OF ELASTICITY,E 1800 km FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA.THE SLAB HAS NOT C }
<br /> 1. Field Glmatg oIelemenr`s of i watdtorce-resisting system or BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL G
<br /> seimme force-resistun a'.
<br /> X ALL HANGERS TO BE DESIGNED,SUPPLIED AND INSTALLED BY THE SPRINKLER SUPPLIER. WOOD SHEATHING: INDUSTRY STANDARDS FOR SIMILAR BUILDINGS.NO CONSTRUCTION LOADS HAVE BEEN = w Q>
<br /> 2. Nadil bolthrg,anchoring and other fastening of components ROOF SHEATHING......3/4"T&G,C-D PLYWOOD WBXTERIOR GLUE...............INDEX 48/24 INCLUDED IN THE DESIGN OF THE FLOOR SLAB. > MO
<br /> within the maur wmdforce or seanicfome resisting system al 5. SPRINKLER LATERAL SWAY BRACING(AT 90 DEGREES TO MAIN)TO BE:
<br /> including wood shearwalls,diapluagi s,drag stuns,braces,and X A. SPACED A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING. ALL PLYWOOD SHALL CONFORM TO U.S.PRODUCT STANDARD PS 1-09.ALL O.S.B.SHALL CONCRETE: Z C\I
<br /> I olddowtia B. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS CONFORM TO U.S.PRODUCT STANDARD PS 2-18.NAILING SHALL BE AS INDICATED ON PLAN. ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF O 2 W OD
<br /> DESIGNED AND INSTALLED BY THE SPRINKLER SUPPLIER. CONTRACTOR IS TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING ROOF APPROXIMATELY 145 POUNDS PER CUBIC FOOT.28 DAY COMPRESSIVE STRENGTH SHALL BE '^ W
<br /> Special inspection is not required for wood shear walls,shear panels and diaphragms.including C. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF HALF THE WATER FILLED SHEATHING. co O Q
<br /> ,mailer bohiu AS FOLLOWS:
<br /> g, g,anchonimg end older fastening m other components ofthe uuaut windforce or PIPE WEIGHT TIMES THE SWAY BRACE SPACING. EXPOSURE MAX W/C AIR >
<br /> "aa ieforce resisting system,where the fastener spacing ofthe sheathing is more than 4 in. TRUSSES: CONSTRUCTION F'c CLASS RATIO CONTENT O
<br /> on center. 6. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR,ARCHITECT AND JOIST TRUSSES ARE TO BE METAL PLATE CONNECTED WOOD TRUSSES,FABRICATED IN FOOTINGS&WALLS 3,500 PSI Fl,S0,W0,Cl 0.55 5°/a
<br /> MANUFACTURER WITH DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH ACCORDANCE WITH IBC SECTION 2303.4 AND ANSI/TP1 1"NATIONAL DESIGN STANDARD FOR INTERIOR SLAB ON GRADE 3,500 PSI ED,SO,WO,CO N/A N/A O W
<br /> DESIGN LOADS,SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS,ETC. METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION".TRUSS FABRICATOR TO PROVIDE
<br /> REQUIRED SPECIAL INSPECTIONS OFPLIIlIIBING,MEX:fL4NTCA1. AND CONTRACTOR IS TO INSTALL ALL REQUIRED BRIDGING AND BLOCKING,BOTH > /
<br /> AND ELECTRICAL COMPONENTS Q DESIGN MIX FOR SLABS ON GRADE SHALL PROVIDE A MIX WITH A MAXIMUM SHRINRAGE OF � W W
<br /> 7. THE ROOF JOIST DESIGNER TO PROVIDE AND INSTALL ADDITIONAL BRACES TO TAKE PERMANENT AND ERECTION IN ACCORDANCE WITH TPI-HIB"COMMENTARY AND 0.04%AT 28 DAYS.
<br /> For Seismic Deai a Cate ore C,D, or.F: C 1705.12. THE SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOF DIAPHRAGM. RECOMMENDATIONS FOR HANDLING,INSTALLING,AND BRACING METAL PLATE CONNECTED O W
<br /> 1. Anchorage of electrical egmipmeN for emergency and standby _ WOOD TRUSSES",AND TPI-DSB"RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY U � \
<br /> X CONCRETE IN ALL EXTERIOR SLABS TO BE AIR ENTRAINED 6%PLUS OR MINDS 1%.
<br /> ns stems. DEFERRED SUBMITTALS BRACING OF METAL PLATE CONNECTED WOOD TRUSSES."DESIGN CRITERIA SHALL MEET OR '//)��
<br /> 2. Installation and anchorage ofpipirtg systems designed to carry X THE FOLLOWING ITEMS ARE DEFERRED STRUCTURAL COMPONENTS SUBMITTALS.REFER TO EXCEED THE FOLLOWING: CONCRETE SUBMITTALS SHALL CONFORM TO ACI 318 CHAPTER 26.MIXING AND PLACING OF J u r.- W
<br /> hamulous materials and then associated mechanical emits. ARCHITECTURAL,MECHANICAL ELECTRICAL AND CIVIL DRAWINGS FOR ADDITIONAL ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318.PROPORTION
<br /> DEFERRED SUBMITTAL COMPONENTS. ROOF TRUSSES..................................LOADING--TOP CHORD................4.25 PSF L.L.PLUS OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE,WORKABLE MIX,
<br /> 3. Installation and anchorage of ductwodr designed to cant'
<br /> haandous materials. - X L METAL PLATE CONNECTED WOOD TRUSSES 15 PSF D.L. WITH A MAXIMUM SLUMP OF 5 INCHES,WHICH CAN BE PLACED WITHOUT SEGREGATION OR
<br /> 4. Installation and anchorage ofvbution isolation systems where --BOTTOM CHORD........5 PSF D.L. EXCESS FREE SURFACE WATER.3/4"CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS
<br /> DOCUMENTS FOR DEFERRED SUBMITTALS SHALL BE SUBMITTED TO SHUTLER CONSULTING INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.GROUT FOR COLUMN BASES SHALL
<br /> the construction documents require a noni al clearance of V4 - X ENGINEERS,INC.WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE WITH THE ROOF TRUSSES...............................DEFLECTION--LIVE LOAD.................U360 BE"RI-FLOW GROUT"AS MANUFACTURED BY THE EUCLID CHEMICAL CO.OR APPROVED
<br /> inch or less between the a ti neat support forme and restraint. DESIGN OF THE BUILDING.THE DEFERRED SUBMITTALS SHALL THEN SUBMITTED TO THE --TOTAL LOAD.............L/240 EQUAL.
<br /> For Seismic Desi rr Cate Eor F: BUILDING DEPARTMENT BY THE GENERAL CONTRACTOR.DEFERRED SUBMITTAL ITEMS
<br /> 1. Anchorage ofothereledricale uryaeut. X SHALL NOT BE INSTALLED UNTIL APPROVED BY THE BUILDING OFFICIAL. [NOTE: TOP CHORDS TO BE DOUGLAS FIR SPECIES OR HAVE A DENSITY OF 0.50G] ANCHORAGE TO CONCRETE:
<br /> EXPANSION BOLTS INTO CONCRETE SHALL BE SIMPSON STRONG-BOLT 2 AS MANUFACTURED
<br /> REQUIRED SPECIAL INSPECTIONS OF ARCHITECTURAL COMPONENTS SHOP DRAWINGS: TRUSS SUPPLIERSNOTE: BY SIMPSON STRONG-TIE COMPANY,INC.SPECIAL INSPECTION AND INSTALLATION PER
<br /> SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND THE TRUSS CONFIGURATIONS,INCLUDING DEPTHS AND MEMBER SIZES,SHOWN ON THE ICC-ES REPORT ESR-3037.
<br /> TYPE CONI7NUDLS PERIODIC STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.SHOP DRAWINGS CONSISTING DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATION AND ARE TO BE COMPLIED WITH
<br /> INSPECTIONS LNSPECTIONS OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL WHEREVER POSSIBLE.IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD CONCRETE SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS
<br /> For Wind Ex ire Gte o B,C,or D and Seismic Design Cate D,$or F: C I705.125 NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED,HE IS TO SUBMIT MANUFACTURED BY SIMPSON STRONG-TIE COMPANY,INC.SPECIAL INSPECTION AND
<br /> 1. Faction and fastening of root and wall eladdin. X SUCH. WRITTEN NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST INSTALLATION PER ICC-ES REPORT ESR-2713.
<br /> For Seismic De si n Cate are D,E,ar F. 1) REINFORCING STEEL PROPOSAL OR BID.
<br /> 1. Interior and emerior nonbearm walls. X a)structural concrete elements i.e.beams,walls,col Rigs,etc. EPDXY FOR FASTENING ANCHOR BOLTS AND BEHAR INTO EXISTING CONCRETE TO BE
<br /> 2. hnterio...d exterior veneer. - X 2) STRUCTURAL STEEL ITEMS IF A DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL SIMPSON SET-3G EPDXY ADHESIVE AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY,
<br /> 3) GLU-LAMINATED MEMBERS FRAMING OR DETAILS,SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF INC.SPECIAL INSPECTION AND INSTALLATION PER ICC-ES REPORT ESR4057. Digitally
<br /> 4) METAL PLATE CONNECTED WOOD TRUSSES THE OWNER,ARCHITECT AND ENGINEER. sI nedb John
<br /> Special Inspectionllesting ProgwwNotes: ALL ANCHOR RODSBOLTS ATTACHING PRESSURE TREATED WOOD PLATES TO CONCRETE ii
<br /> w9 y1. The special inspector shell be aqualifdpersonwhoshagdamonstmtecompetencetothesatisfactionoftheBuildingOffiialforthewpe THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO SHALL BE HOT DIPPED GALVANIZED.ALL ANCHOR BOLTS FOR SILL PLATES SHALL BE s Headland
<br /> ofinspections listed. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO PROVIDED WITH 3"X 3"X 0.229"THICK(MIN)PLATE WASHERS.2. Ifnecessary,We contractor shall arrange a pe-construction meeting with the Architect,Engineer.Building Offis.Testing Agency to review II, CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD.DRAWINGS FOR SUBMITTING SHOP DRAWINGS.IT SHALL BE NOTED IN THE TRUSS MANUFACTURER'S BIDDate:
<br /> COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS.speciaiinspectionprograrn ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER.ANCHORAGE .+`� 2022.09.09
<br /> 3. Duties ofthe S ecial Ins for include,but are not limited to: LICENSED WASHINGTON STATE PROFESSIONAL ENGINEER AND BE SUBMITTED TO THE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. G�!p pec STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF TRUSS SHOP DRAWINGS WILL NOT BE REVIEWED WITHOUT CALCULATIONS STAMPED BY A 10:57:06
<br /> a. Observe We mode for conformance with the approved penult plans and specifeatious.Discrepancies shall be brought ro We attention of due THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE.THE LICENSED PROFESSIONAL ENGINEER.
<br /> Contractor for correction,ifu comected,then to the attention ofthe Architect,Engineer,and Building OBciaL COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY REINFORCING STEEL: -07�00�
<br /> b.Issue Inspection Reports foreach inspection to the Contractor.Architect,Et d Building Official as a minim ia.There reports shall be ALL REINFORCEMENT SHALL CONFORM TI ASTM REINFORCING
<br /> ALL REINFORCING SHALL BE GRADE
<br /> pec Ton pit Engineer,at g po CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL BEDLAM LVL WOOD MEMBERS: 60(Ft'=60,000 psi;Fs=32,000 psi).LAP CONTINUOUS REINFORCING BARS IN CONCRETE AS
<br /> sued in a rarely uw DRAWINGS.SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; 2.0E REDLAM LVL MEMBERS AS MANUFACTURED BY REDBUILT AND FABRICATED IN INDICATED BELOW.CORNER BARS(1'-7"BEND)WILL BE PROVIDED FOR ALL HORIZONTAL
<br /> c. The Special Ins pectornshall submit a final report stating whetherthe work requiring special inspection was inspected,whether the work was REPRODUCIBLE WILL BE REVIEWED AND RETURNED.SHOP DRAWINGS MUST BE REVIEWED ACCORDANCE WITH THE ICC REPORT ESR-2993.THE MICROLLAM MEMBERS SUPPLIED SHALL REINFORCEMENT.DETAIL STEEL IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD
<br /> completed in confomwuce with the approved plans and specifications.and whether We work was in confomwuree with any applicable AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. PROVIDE STRESSES THAT MEET OR EXCEED THE FOLLOWING: PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES.WELDED WIRE FABRIC TO REVISION LIST
<br /> wodawnship provisions ofthe applicable code or standard. BENDING Fb=2900 psi CONFORM TO ASTM A82 AND At 85.
<br /> 4. Special inspections and testing requiretuatts apply equally to all bidder designed components. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE HORIZONTAL SHEAR,Fv=285 psi 75%DD SET 2-28-2022
<br /> 5. Fabricators shallsubnit a certificate ofcom fiance to the Bulletin Official stating that mod:was completed it accordance with the a I STRUCTURAL DRAWINGS,IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR COMPRESSION PERPENDICULAR TO GRAIN MINIMUM LAP SPLICE LENGTHS FOR CONCRETE PERMIT SET 3-31-2022
<br /> P 8 g P pprot ce TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST PARALLEL TO GLUE LINE,F.=750 psi BAR SIZE fe-3500 BLDG.REVISION 9-14-2022
<br /> construction documents. STRUCTURAL DRAWINGS. COMPRESSION PARALLEL TO GRAIN,Fe=2635 psi #4 26"
<br /> TENSION PARALLEL TO GRAIN,IT-1660 psi #5 33"
<br /> SPECIAL CONDITIONS: MODULUS OF ELASTICITY,E=2000 kai #6 40"
<br /> THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION.DURING #7 58"
<br /> CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING,BRACING,AND STATEMENT OF SPECIAL INSPECTIONS: THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT(UNLESS
<br /> GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL,STATE,AND LOCAL SPECIAL INSPECTIONS SHALL BE PERFORMED AS OUTLINED IN THE STRUCTURAL NOTES. INDICATED OTHERWISE ON DRAWINGS):
<br /> CODES.CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. TESTING SHALL BE IN ACCORDANCE WITH THE SPECIAL INSPECTION SECTION OUTLINED ON
<br /> OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES.SEE ARCHITECTURAL THIS DRAWING SHEET.A SEPARATE STATEMENT OF SPECIAL INSPECTIONS AS REQUIRED PER A) CONCRETE CAST AGAINST&PERMANENTLY EXPOSED TO
<br /> DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS,FLOOR AND IBC SECTION 1705 SHALL BE PROVIDED BY OTHERS FOR ALL MATERIALS,SYSTEMS, EARTH 3"EARTH FACE
<br /> WALL FINISHES,ETC. COMPONENTS AND WORK NOT INCLUDED IN THE STRUCTURAL DRAWINGS. B) CONCRETE EXPOSED TO EARTH OR WEATHER(CAST IN FORMS)
<br /> MECHANICAL,FIRE
<br /> PROTECTION AND ELECTRICAL SYSTEMS: #5 THROUGH AL BARS.........................................................1-
<br /> SPECIAL INSPECTION FOR SEISMIC RESISTANCE: #5 BARS&SMALLER...................... .1-1/2"
<br /> IT SHALL BE THE GENERAL CONTRACTOR AND/OR SUB-CONTRACTOR'S RESPONSIBILITY TO ....... O T..
<br /> SPECIAL INSPECTION FOR SEISMIC RESISTANCE IS REQUIRED FOR THE FOLLOWING C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
<br /> q PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR COMPONENTS AND SYSTEMS: SLABS,WALLS&JOIST-#11 BAR&SMALLER................3/4"
<br /> SCOPE OF WORK.THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW BEAMS&COLUMNS.............................................................1-1/2"
<br /> AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION 1)ROOF TOP HVAC UNITS CONTAINING HAZARDOUS MATERIALS
<br /> DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR 2)ROOF DIAPHRAGM STRUCTURAL STEEL:
<br /> SYSTEM. 3)DRAG STRUTS RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500,GRADE C(Fy=
<br /> 4)SHEAR WALLS 50,000 psi).ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A36(Fy=36,000 psi)OR
<br /> 5)HOLD-DOWNS ASTM A992 GRADE 50 Ey=50,000 psi).APPLY PRIMER COATS PER ARCHITECTURAL
<br /> y, 6)CONCRETE WALL REINFORCING AND CONNECTIONS SPECIFICATIONS.
<br /> 7)FOUNDATION REINFORCING
<br /> m
<br /> WELDS NOT SPECIFIED SHALL BE 3/16"CONTINUOUS FILLET MINIMUM.ALL WELDS TO BE II3'
<br /> n (STATEMENT OF SPECIAL INSPECTIONS CONTINUED ABOVE LEFT) ACCORDANCE WITH AWS DI A AND 131.8,AND BY WABO CERTIFIED WELDERS.USE FRESH �+
<br /> E70XX LOW HYDROGEN ELECTRODES. O GENERAL NOTES&
<br /> m SPECIAL INSPECTIONS
<br /> (STRUCTURAL STEEL CONTINUED ABOVE LEFT) O
<br /> 5 ' S_
<br /> 1 .0 10F7
<br /> Xy
<br /> x3
<br />
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