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<br /> ANCHORAGE® 00P: A R C H I ,C T U RaEnd.cem
<br /> INTERIOR DESIGN
<br /> 15. EXPANSION BOLTS INTO GONGRETE 5-ALL BE O\E OF T E FOLLOWING INSTALLED IN STRICT ACCORDANCE IT T-E IGCES 20. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, f� a 60,000 P5I . 30. FRAMING LUMBER SHALL BE KILN DRIED OR MG-11, AND GRADED AND MARKED IN GONFORMANGE IT A.C.L.B. STANDARD Greg L.Alluvine,AIA
<br /> REPORTS INDICATED AND MANUFAGTURER'S INSTRUCTIONS: 1"KAI< BOLT Tr AS MANUFACTURED BY HILTI , INC. ( IOC-ES NO. o GRADING RULES FOR WEST COAST LUMBER NO. 11. FURNIS= TO T-E 'OLLOAING `1INIMU" STA\CHARDS; JeffreyA.Williams,AlA ,
<br /> 1111) ; OR "STRONG-BOLT 2" AS MANU=ACTURED BY SIMPSON STRONG-TIE GOVPA\Y, INC. ( IOC-ES \O. 3031) ; OR "POWERS-STUD+ 21 . REIN=ORGING STEE_ 5-ALL BE DETAILED ( INCLUDING ®OOKS ADD BENDS) IN ACCORDANCE WIT- AGI 315-11 AND 31S-1L. LAP
<br /> 502" AS MANUFACTURED BY DEWALT/POWERS ( I6C-ES NO. 2502) . SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED ALL CONTINUOUS REINFORCEMENT (#5 AND SMALLER) 40 BAR DIAMETERS OR 21 -0" MINIMUM. PROVIDE CORNER BARS AT ALL HALL JOISTS: (2x AND 3x MEMBERS) DOUG FIR O. 2 C • LOG H Li '
<br /> FOR REVIEW NITH ICG-ES REPORTS INDICATING EQUIVALE\T OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS AND FOOTING INTERSECTIONS. LAP CORNER BARS (#5 AND SMALLER) LO BAR DIAMETERS OR 2'-011 MINIMUM. LAPS OF LARGER MINIMUM BASIC DESIGN STRESS 'b m 100 PSI Fv = 1S0 PSI , E m 1600 <SI PORTER.
<br /> SHALL MEET ICC-ES ACCEPTANCE CRITERIA A6115. SPECIAL INSPECTION IS REQUIRED 'OR ALL EXPANSION BOLT INSTALLATION. BARS 5-ALL BE MADE IN ACCORDANCE IT AGI 51S-14 SECTION 25.5, CLASS B. LAP ADJACENT HATS OF WELDED HIRE FABRIC LLI,a. EY
<br /> EXPANSION BOLTS 5-ALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPEGFIGALLY APPROVED BY T-E A MINIMUM OF 12" AT SIDES AND ENDS. (4x vEMBERS) DOUG FIR NO. 1
<br /> STRUCTURAL ENGINEER. NOTIFY ENGINEER I= BOLT LOCATIONS CON=LILT IT REINFORCING STEEL G DO NOT GUT REINFORCING MINIMUM BASIC DESIGN STRESS, eb m 1000 PSI , =v o 1S0 PSI, E y 1100 <SI
<br /> OR REDUCE EMBEDMENT DEPT-5 "IITHOUT PRIOR APPROVAL. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON ThE DRAWINGS OR 801 SECOND AVENUE. SUITE 9oo
<br /> APPROVED BY T-E STRUCTURAL ENGINEER. BEAMS AND STRINGERS: -EM-FIR NO. 2 SEATS LE,WA 98104
<br /> UNLESS OTHERWISE NOTED, PROVIDE T-E =OLLOWING NOMINAL EMBEDMENT DEPT 5 FOR EXPANSION BOLTS INTO CONCRETE: ( INCLUDING 6x AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb m S50 PSI , Fv m 150 PSI , E m 1500 <SI F: 206/343-5691
<br /> 22. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL 5-ALL BE AS FOLLOWS: m e
<br /> I LTI KHI I< BOLT TZ: POSTS: (4x AND LARGER MEMBERS) ¢EM-FIR NO. 2 A CONSULTING
<br /> 3/8110 EXPANSION BOLTS 2®5/16" STRUCTURAL AND CIVIL
<br /> FOOTINGS AND OT®ER UNFORMED SUR�AGES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTm 3 MINIMUM BASIC DESIGN STRESS, Fc o 1500 PSI , E 9 1300 KSI ENGINEERING CORPORATION 1/nP EXPANSION BOLTS 3-5/S" =ORNED SURFACES EXPOSED TO EARTH ( i .e. WALLS BELOW GROUND) OR HEAT-ER (#6 BARS OR LARGER) . . . 2"
<br /> 5/8" EXPANSION BOLTS 4-1/16" (#5 BARS OR SMALLER) . . . 1 1/2"
<br /> 3/411 EXPANSION BOLTS 5-5/16" SLAB-ON-GRADE BOTTOM REIN=ORCING ( NIT- VAPOR BARRIER BELOW) 1 1/2" STUDS, PLATES, LEDGERS $ EN-FIR STUD GRADE
<br /> COLUMN TIES OR SPIRALS A\D BEAM STIRRUPS 1 1/2" MISCELLANEOUS LIGHT FRAMING: MINIMUM BASIC DESIGN STRESS, Fb m 615 PSI E f 1500 <SI `�(l��:�� t.iiii"tY,.'
<br /> SIMPSON STRONG-BOLT 2: SLABS AND WALLS ( INTERIOR FACE) (#11 BARS OR SMALLER) . 3/L" Y
<br /> 3/S",D EXPANSION BOLTS 2-1/S II =c m 80O PSI , Ft400 PSI ,1,.y,;,7_ xA,
<br /> 1/2"� EXPANSION BOLTS - �� ��'�� bly�IIh,; �5< Rz;*R iai
<br /> 3-1/S 23. GAST-IN-PLACE GONGR
<br /> ETE: SEE ARG�ITECTURAL DRAWINGS FOR EXACT IODATIONS AND DIMENSIONS OF D00R AND WIINDOW NOTE: FINGER JOINTED STUDS MAY BE SUBSTITU�D ONLY IF THEYtiti �;� -5/S"� EXPANSION BOLTS 5-1/S11 OPENINGS IN ALL CONCRETE WALLS. SEE MEC-ANIOAL DRAWINGS FOR SIZE AND LOCATION 0= MISCELLANEOUS MECANIOAL MEET PR *I ESGRIBED BENDING STRESS � TENSION STRESS CRITERIA. �'
<br /> 3/4"4) EXPANSION BOLTS 5-5/4" OPENINGS ThROUG- CONCRETE WALLS. SEE ARC-ITECTURAL DRAWINGS FOR AL_ GROOVES, NOTC-ES, G-AMFERS, FEATURE STRIPS ` � � 4
<br /> 44I
<br /> „ANAL .,- :..
<br /> COLOR, TEXTURE, AND OT-ER FINIS DETAILS AT ALL EXPOSED CONCRETE SURFACES. 31 . GLUED LAMINATED MEMBERS SHALL BE FABRICATED Iy CONFORMANCE WITS ASTM ADD A. I .T.G. STANDARDS IN AGGORDA E WIT � ,a.-�:�;-r�r� `� ®q/25/18 .
<br /> DEWALT/POWERS POWER-STUD+5D2: IBC SECTION 2305. 1 .5. EAC MEVBER 5-ALL BEAR AN A. I .T.G. IDENTI=IGATION MARK AND 5-ALL BE ACCOMPANIED BY A\
<br /> 3/S"0 EXPANSION BOLTS 2-3/b" 2L. BONDING AGENT 5-ALL BE "NASTEREMAGO ADH 526" BY BASE CORPORATION. OR EQUIVALENT, AND 5-ALL BE USED WERE NEA A, I .T.G. CERT FICATE OF CONFORMANCE. -ORIZONTAL MEMBERS AND INCLINED MEMBERS OF LESS T-AN 1 : 1 SLOPE 5-ALL -AVE A
<br /> 1/2"© EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 5-3/4" CONCRETE 15 PLACED AGAINST -ARDENED CONCRETE. PLACE IN STRICT ACCORDANCE WIT- MANUFACTURER'S INSTRUCTIONS, RADIUSED CAMBER 0 5,500 ET. UNLESS OTHERWISE NOTED.
<br /> 5/8"(1) EXPANSION BOLTS 4-1/81" INCLUDING PREPARATION OF EXISTING SURFACES. CONCRETE 5-ALL BE CONSIDERED HARDENED AFTER 56 DAYS.
<br /> 5/4"1) EXPANSION BOLTS 5m3/41" SIMPLE SPAN BEAMS: DOUGLAS FIR COMBINATION 24F®V4
<br /> Fb m- 2400 R51 , Fv o 265 PSI , E m MO K5I
<br /> 16. DRIVE PINS AND OUTER POWDER-ACTUATED FASTENERS 5-ALL BE ONE OF ThE FOLLOWING INSTALLED IN STRICT ACCORDANCE
<br /> WITF ThE ICC-ES REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: 11TE STEEL: CONTINUOUS OR c SERIES" (0. 151" DIAMETER) AS MANUFACTURED BY ITW RAMSET ( ICC=ES NO. 1111) ; OR "X-U" (0. I51" DIAMETER) AS CANTILEVERED BEAMS: DOUGLAS FIR COMBINATION 24F-VS
<br /> MANUFACTURED BY HILTI , INC. ( IGG-ES NO. 226R) ; OR "STRONG-TIE PDPA" (0. 151" DIAMETER) AS MANUFACTURED BY SIMPSON 25. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTIO\ SHALL BE BASED ON T-E LATEST EDITIONS OF T-E A. I .S.C. Fb a 2400 PSI , Fv o 265 PSI , E m 1500 KSI w
<br /> STRONG-TIE COMPANY, INC. ( IGG-ES NO. 215S) ; OR "GSI PIN" (0. 151" DIAMETER) AS MANUFACTURED BY DEAALT/POWERS SPECIFICATIONS AND CODES: 0
<br /> ( ICC=ES NO. 2024) ; OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. MINIMUM EMBEDMENT IN CONCRETE 5-ALL BE GLUED LAMINATED MEMBERS EXPOSED TO HEATHER OR MOISTURE SHALL BE TREATED WIT- A NON-CORROSIVE, APPROVED
<br /> 1 " UNLESS OTHERWISE NOTED. MAINTAIN AT .EAST 3-1/2" TO DEAREST CONCRETE EDGE. 1 . SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS-ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD PRESERVATIVE.
<br /> AND RESISTANCE FACTOR DESIGN SPEGI=IGATION FOR STRUCTURAL STEEL BUI_DINGS.
<br /> 11. EPDXY-GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON TFE DRAWINGS 5-ALL BE ONE 0' THE FOLLOWING INSTALLED IN 52. PREFABRICATED CONNECTOR LATE WOOD ROOF TRUSSES 5-ALL BE DESIGNED BY T-E MANUFACTURER IN ACCORDANCE WITH
<br /> STRICT ACCORDANCE WIT- TIE ICCES REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED APRIL 14, 2010. ANSI/TPI 1 =2014 AND IBC SECTION 2303.4 FOR TIE SPANS AND CONDITIONS SHOWN ON TIE DRAWINGS.
<br /> REQUIREMENTS: "SET=XP" AS MANUFACTURED 5Y SIMPSON STRONG-TIE COMPANY, INC. ( ICG-ES NO. 250S) ; OR "-IT--Y 20011 AS DESIGN LOADS 5-ALL BE AS FOLLOWS:
<br /> MANUFACTURED BY =ILTI , INC. ( ICC-ES NO. 3181) , "SAFE-SET1" INSTALLATION IT -OLLOW CARBIDE DRILL BIT IS IN REFERENCE TO SECTIONS 3. 1 .2 AND 4.4. 1 , T-E CONTRACT DOCUMENTS (DESIGN DRAWINGS) 5-ON COMPETE
<br /> PERMITTED; OR PURE110 " AS MANUFACTURED BY DEWALT/POWERS ( ICG-ES N0. 321S) . SUBSTITUTES PROPOSED BY CONTRACTOR CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DESIGN®BUILD ITEMS. ALTERNATE CONNECTION TOP CORD LIVE LOAD PER DESIGN LOADING CRITERIA elii
<br /> 5-ALL BE SUBMITTED OR REVIEW WIT- ICCFS REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. I! ADDITION, DETAILS REQUESTED BY TIE FABRICATOR 5-ALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A BOTTOM CHORD LIVE LOAD PER DESIGN LOADING CRITERIA
<br /> SUBSTITUTIONS 5-ALL MEET ICCES ACCEPTANCE CRITERIA AGSOS, SPECIAL INSPECTION OF EPDXY-GROUTED ANC-OR REQUEST FOR IN=ORMATION (R--I) PRIOR TO COMPLETION O= SHOP DRAAINGS. TOP CORD DEAD LOAD 11 PSF
<br /> INSTALLATION IS REQUIRED. EPDXY GROUTED RODS OR REBAR 5-ALL NOT BE USED AS SUBSTITUTES FOR CASThINIPLACE ANC-OR _ BOTTOM CHORD DEAD LOAD 10 PS'
<br /> BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY T-E STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR IN RE=ERENGE TO SECTION 5. 1 .6, FABRICATOR 5-ALL ALSO REVIEW PROJECT SPECI IGATIONS AND ARCITEGTURAE WIND UPLIFT (TOP C-ORD) 26/11 PS'
<br /> (ASP NET/GROSS)
<br /> LOCATIONS CONFLICT WIT- REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPT-5 WIT-OUT PRIOR DRAWINGS TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASO\RY OR ISSUE DATE: Issue Date APPROVAL. INSTALLATION OF ADIESIVE ANC-ORS -ORIZONTALLY OR UPWARDLYINCLINED TO SUPPORT SUSTAINED TENSION LOADS TO RECEIVE SPRAY-ON FIREPROOFING 5-ALL NOT BE PAINTED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TIE TRUSS MANUFACTURER 5-ALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MEC-ANICAL UNITS,
<br /> 5-ALL BE PER=ORMED BY CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 31So 14 SECTION 11.8.2.2, -OLE SHALL BE -AMMER TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO AELDING. DUCTS, AND/OR OTTER MISCELLANEOUS ITEMS WITH TEE CONTRACTOR PRIOR TO TRUSS FABRICATION. TIE TRUSS MANUFACTURER
<br /> DRILLED AND DRY. SHALL DESIGN TRUSSES TO SUPPORT ALL LOADS ASSOCIATED WITH SUC ITEMS. T-E TRUSS SHOP DRAWINGS CALL INCLUDE ALL
<br /> IN RE=ERENGE TO SECTION 3.5, IN T-E EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, DESIGN LOADS AND APPROVED =ANGER, CONNECTION DETAILS TO TRUSS CHORDS FOR SUPPORT O= -UNG MECHANICAL SYSTEM
<br /> UNLESS OTHERWISE NOTED, PROVIDE THE =OLLOWING EMBEDMENT DEPT=-5 OR ANC-ORS AT CONCRETE: THE DESIGN DRAWINGS GOVERN. COMPONENTS.
<br /> 3/81"4) ROD OR #3 BAR 4" IN REFERENCE TO SECTION 4. 1 , TIE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING T-E MOOD TRUSSES 5-ALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAI_ OR EQUAL) . SHOP ORANINGS AND CALCULATIONS SHALL
<br /> 1/2"4) ROD OR #4 BAR 5" DRAWINGS FOR CONSTRUCTION HIT-ODU EXPLICIT DIRECTION TO DO SO BY TFE OHNER. BE PROVIDED AS A DE=ERRED SUBMITTAL TO T-E ARC ITECT AND STRUCTURAL ENGINEER PER GENERAL STRUCTURAL NOTE 13.
<br /> 5/and? ROD OR #5 BAR 1" S-OP DRAWINGS 5-ALL INDICATE 5-APES, BEARING POINTS, INTERSECTIONS -IPS VALLEYS, ETC. EXACT COMPOSITION
<br /> 3 4'(D ROD OR #6 BAR q" 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 0R A410 BOLTS. OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DON\ TRUSSES, ETC.)
<br /> SHALL BE DETERMINED BY THE MA\UFACTURER UNLESS OTHERWISE NOTED ON THE DRAWINGS, TIE TRUSS MANUFACTURER 5-ALL 0
<br /> lb. CO GR TE SCREAI ANC-ORS 5-ALL BE ONE OF T-E FOLLOWING INSTALLED IN STRICT ACCORDANCE WIT- THE IGG-ES REPORTS 4. QUALITY CONTROL 5-ALL BE IN ACCORDANCE NIT- AISG 560 CARTER N (AISC 34=1 CHAPTER J 'OR STEEL 5EI51'4I6 SYSTEM) . PROVIDE ALL TRUSS-TO-TRUSS AND TRUSS-TO-BEAM/JOIST CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS, THE
<br /> INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: "TITEN HD" A5 MANUFACTURED BY TRUSS MANUFACTURER 5-ALL DESIGN AND PROVIDE DETAILS FOR ALL TEMPORARY AND PERMA`ENT TRUSS BRACING AND BRIDGING.
<br /> SIMPSON STRONG-TIE COMPANY ( IGCES NO. 2113) ; OR 11<HI< -US®EZ" AS MANUFACTURED BY HILTI , INC. ( IGCES NO. 3021) ; CONTRACTOR SHALL ALSO COMPLY WIT- OSHA REGULATION 21 C=R PART 1126 SUBPART R a STEEL ERECTION, PUBLISIED JANUARY -A
<br /> OR "SCREW®BOLT+" AS MANUFACTURED BY DEWALT/POWERS ( IGG-ES NO. 388q) . SUBSTITUTES PROPOSED BY CONTRACTOR 5-ALL BE 1S, 2001 . MISCELLANEOUS PLATES 'OR GUYING GABLE ATTAC ENTS, TEMPORARY JOIST BRACING ETC. 5-ALL BE ADDED A5 33. ROOT, FLOOR 4 HALL S-EATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (055)
<br /> SUBMITTED FOR REVIEW WIT= ICCES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES, IN ADDITION, REQUIRED. CONTRACTOR 5-ALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHINS, ADDITIONAL TEMPORARY ERECTION IN CONFORMANCE WIT- IBC SECTION 2505. 1 .5. SHEATHING SHALL SE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY
<br /> SUBSTITUTIONS SHALL MEET IGC-ES ACCEPTANCE CRITERIA AC113. SPECIAL INSPECTION 15 REQUIRED FOR ALL CONCRETE SCREW BOLTS/GIPS, GUYS, OR TEMPORARY BRACING AS REQUIRED PER SECTION 1126.155. PRODUCT STANDARDS DOC PS 1 -01, PS 2-10, OR APA PRP-10S PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE
<br /> ANCHOR INSTALLATION. CONCRETE SCREW ANC-ORS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS OR PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, A\D NAILING REQUIREMENTS. UNLESS OT®ERWISE NOTED, WALL
<br /> EXPANSION BOLTS UNLESS SREGI=ICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF SCREW ANC-OR 26. STRUCTURAL STEEL, INCLUDING PLATES, ANGLES, CHA\NELS, AND RODS, 5-ALL CONFORM TO ASTM A36, FL m 36 KSI . WIDE SHEATHING 5-ALL BE 1/2" (NOMINAL) HIT- SPAN RATING OF 24/0. GLUE FLOOR 5-EAT- NG TO ALL SUPPORTING MEMBERS WIT- r '
<br /> LOCATIONS CONFLICT WIT- REI\FORCING STEEL w DO \OT CUT REINFORCING OR REDUCE EMBEDMENT DEPT-S WITHOUT PRIOR FLANGE AND HT STEEL 5-APES 5-ALL CONFORM TO ASTM A112, Fy m 50 <SI . STEEL PIPE SHALL GON=ORM TO ASTM A55, TYPE E ADHESIVE CONFORMING TO ASTM SPECIFICATION D341S. 123I
<br /> APPROVAL. OR 5, GRADE B, FL m 35 <SI . STRUCTURAL TUBING (H55) 5-ALL CONFORM TO ASTM A500, GRADE B, Fy F 4.6 KSI . ANC-OR
<br /> BOLTS 5-ALL CONFORM TO ASTM F1554- (36 K5I) . STEEL-TO-STEEL CONNECTION BOLTS 5-ALL CONFORM TO ASTM A325. 34. ALL PRESSURE-TREATED (P.T.) ROOD MEMBERS SPEGI=IED ON T-E DRAWINGS ThAT OCCUR ABOVE GROUND AND CONTINUOUSLY 0
<br /> PROTECTED FROM MOISTURE ( INTERIOR LOCATIONS) 5-ALL BE PRESSURE-TREATED WITH DOT SODIUM BORATE (SBX) WITHOUT EE 0
<br /> 21. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS 5-ALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL N05102. AT LOCATIONS PERMANENTLY EXPOSED TO HEATHER OR IN CONTACT WIT- THE GROUND, WOOD MEMBERS 5-ALL BE to 2
<br /> ` NOIRE BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, PRESSURE-TREATED WITH COPPER AZOLE CA-B (HEM-FIR ONLY) , OR ALKALINE COPPER QUAT (AGQ-G FOR DOUGLAS-FIR, OR ACQ-D g
<br /> COLUMN MEMBERS 5-ALL NOT BE MODIIED BY THE ROTARY STRAIG-TENING PROCESS. 'OR -EM-FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OT-ER •-i > co
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<br /> I 11. CONCRETE SHALL BE NIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WIT- AGI 318-14 CHAPTER 26 AND ACI PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. 8 �'
<br /> 301 . CONCRETE 5-ALI ATTAIN A 25-DAY STRENGT- OF f'c a 4,000 PSI . MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO FOR 28. BOLTS IN CONNECTIONS NOT SPECIFIED AS SLIP-CRITICAL NEED ONLY BE TIG-TENED TO TIE SNUG TIG-T CONDITION. THECNI LC)
<br /> INTERIOR SLABS 5-ALL BE BETWEEN 0.40 AND 0.44. SNUG TIG---T CONDITION IS DEFINED AS TIE TIGHTNESS T-AT EXISTS W-EN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. I' A SEE GENERAL STRUCTURAL NOTES 35 AND 38 'OR MATERIAL REQUIREMENTS 0= CONNECTORS AND FASTENERS IN �' e6 1
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<br /> SLOTTED -OLE OCCURS IN AN OUTER PLY, A FLAT -ARDENED WAS-ER OR COMMON PLATE WASHER 5-ALL BE INSTALLED OVER TIE CONTACT WIT- PRESSURE-TREATED MEMBERS. �x u �.®
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<br /> ti ALL CONCRETE SHALL BE EXPOSURE CLASSES FO, 50, PO AND CO PER AGI 315-14 TABLES 11.3. 1 . 1 AND 11.3.2o1 EXCEPT AS SLOT. 65 m
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<br /> NOTED BELOW.
<br /> INSTALL 2 LAYERS OF ASP-ALT=IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC. , AND CONCRETE OR a
<br /> 21. ALL WELDING SHALL BE IN CONFORMANCE WITH A. I .S.C. A\D A.W.S. STANDARDS AND 5-ALL BE PERFORMED BY W.A.B.O. MASONRY. m8 u o, z
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<br /> ._ ALL CONCRETE EXPOSED TO EARTH (FOUNDATIONS, ETC.) : (FO, SO, WO, Cl) GERTI=IED HELPERS USING E1OXX ELECTRODES. ONLY PREQUALIFIED HELPS (AS DEFINED BY A.W.S.) SHALL BE USED. DO NOT ®® V
<br /> 2315
<br /> ALL CONCRETE EXPOSED TO WEATHER: (F1 , 50, NO, Cl) PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO HELPING. 0.. o ix , co a
<br /> HELPING OF GRADE 60 REINFORCING BARS ( IF REQUIRED) 5-ALL BE PERFORMED USING LOH -YDROGEN ELECTRODES. WELDING
<br /> 6 WIT-IN 4" OF COLD BEDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS _
<br /> N, CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. vIXES SHALL BE SUBMITTED TO THE ENGINEER OF HELPED BARS. PROJECT#. - S182046-03
<br /> 6 AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE T-E AMOUNTS OF
<br /> 5 CEMENT, GEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL A5 T-E WATER-CEMENT RATIO, T-E WELD SYMBOLS SHOWN ON THE DRAWINGS ARE INTENDED ONLY TO AID THE CONTRACTOR IN T-E DETERMINATION O= FIELD
<br /> DRAWN BY: JAB'
<br /> CA SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE IT ACI 518-14, CARTER 26 AND 21. REVIEW VERSUS SHOP WELDING. T-E CONTRACTOR SHALL WORK WITH TIE =ABRICATOR AND ERECTOR TO COORDINATE THE FINAL CHECKED BY: CMP
<br /> o OF MIX SUBMITTALS BY T-E ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY HIM DETERMINATION OF FIELD VERSUS 5-0P WELDS TO ACCOMMODATE T-E CONSTRUCTION SEQUENCING OF TFE PROJECT.
<br /> CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE.
<br /> 5 GENERAL
<br /> .STRUCTURAL NOTES
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<br /> PERMIT 9/28/18
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