1111 80TH ST SW 2017 JAMCO Plans 2022-11-21

� GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.) C. FOUNDATION F. CARPENTRY A. GENERAL 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFQRM TO SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD A190.1. EACH MEMBER SHALL BEAR AN AITC OR APA DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIREQ, SHALL BE CONDUCTED BY THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE � � 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE OF THE GEOTECHNICAL ENGiNEER. DOUGIAS FIR COMBtNATION 24F-V4, Fb = 2,400 PSI, Fv = �240 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 = FpSSATTI PAWLAK INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. PSI, Fv - 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000 RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. � 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BQTH) AT LEAST 18" BELOW LOWEST � S T R U C T U R A L E N G I N E E R S 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 2. FRAMING LUMBER SHA�L BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST 1735 Westlake Ave N,ste zos VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHiTECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: seatt�e,WA 98109 Phone:206.456.3071 ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH INTERFACE WITH SOIL. MIN. BASIC Fax:206.456.3076 OF MISCELLANEOUS MECHANICAL OPENINGS. MEMBER SIZE SPECIES GRADE DESIGN STRESS www.fossatti.com 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. 3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF JOISTS AND RAFTERS: 2x, 3x DOUG.FIR #2 Fb = 900 PSI EXISTiNG CONSIRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDEUNES ONLY AND MUST BE VERIFIED. 5. AI.L ABANDONED FOOTiNGS, UTILIIIES, ETC. THAT INTERFERES WITH NEW CONSTRUCTION SHALL BE REMOVED. 4x DOUG.FIR #2 Fb = 900 PSI 4. DEMOLITION: CONIRACTOR SHALL VERIFY AlL EXISTING COND�TIONS BEFORE COMMENCING ANY DEMOLI110N. SHORING SHALL BE INSTALLED T4 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALlAT10N OF ALL CRIBBiNG, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN EXCAVA110NS. BEAMS AND STRINGERS: 6x AND DOUG.FIR #1 Fb = 1350 PSI SUPPORT EXISTING CONSTRUCTiON AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENGE. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO LARGER � P� P,� DAMAGE OR OVERLOAD THE EXISTiNG STRUCTURE. D. CONCRETE � �F WASyI � POSTS AND TIMBERS: 6x6, 6x8 DOUG.FIR #1 Fc = 1Q00 PSI ��Q� �, �o� 4.1 A L L O P E N I N G S T H R O U G H E X i S T I N G C O N C R E T E W A L L S S H A L L B E A C C O M P L I S H E Q B Y S A W C U T I I N G A N D/O R C O R I N G W F i E R E V E R P O S SI BL E. S AW CU T t. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. F b = 1 2 0 0 P S I � ,F ` )_l i TO TERMINATE AT CORING AT CORNERS OF OPENING. DO NOT OVERCUT CORNERS. /�►��- 2. CONCRETE SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS TOP AND BOTTOM DOUG.FIR #2 Fb = 900 PSI � N� ' ��w 4.2 CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTIING ANY OPENINGS. PLATES AT SHEAR �F�T��`��" 2.1. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF fc = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER WALLS AND BEARING SIONA� �� 4.3 SMALL ROUND OPENINGS THROUGH CONCRETE SHALL BE ACCOMPLISHED BY CORE DRIWNG IF POSSIgLE. CUBIC YARD AND SHALL BE PROPOR110NED TO PRODUCE A SLUMP OF 5" OR LESS. EXPOSURE CIASS f1, S0, WO & C0. WALLS: 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS OF THE NEW CONSTRUCTION UNTIL ALL FINAL 3. THE MINIMUM A�IOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO TNE STUDS, PLATES, & DOUG.FIR #2 Fb = 900 PSI CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. THE CONTRACTOR SHALL ALSO PROVIDE TEMPORARY BRACING AND SHORING OF STRUCTURAL ENGINEER AND THE BUILDING DEPART�IENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX MISC. LIGHT FRAMING: �PROJECT THE EXISTING BUILDING(S) IN WHICH PORTIONS OF THE EXISTING STRUCTURE ARE TO BE REMOVED OR MODIFIED. THIS TEMPORARY BRACING AND SHORING SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, ALL LUMBER WITH A LEAST DIMENSION OF 2" NOMINAL SHALL BE STAMPED SURFACE-DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED SHALL REMAIN IN PLACE UNTIL NEW CONSTRUCTION AND/OR SIRUCTURAL MODIFICATIONS ARE COMPLETED. THE CONTRACTQR SHALL DESIGN, PROVIDE CONCRETE YIELD AND SUBSTANTiATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTERS 19 AND 26. � ) � MATERIALS FOR AND INSTALL (AND REMOVE IF NECESSARY) SUCH TEMPORARY WORK. AND WHEN INSTALLEO OF NOT MORE THAN 19 PERCENT. LUMBER IMTH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCREIE PERMANENTLY EXPOSED TO WEATHER SHALL BE SURFACE-GREEN AND AIR-DRIED TO A MOISTl1RE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIQNS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO ACI 318. TOTAL AIR CONTENT SHALL BE 6% IN ACCORDANCE WITH TABLE 19.3.3.1. PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE � EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NOTED ABOVE, SHAL� BE USED WITHOUT PRIOR REVIEW BY TNE STRUCTURAL ENGINEER. SUBMITTAL OF ICC REPORT EQUIVALENT TO ESR-1387 FOR LAMINATED STRAND LUMBER (LSL), LAMINATED VENEER LUMBER (LVL), OR PARALLEL STRAND 0 VERIFY, TO TNE SATISFACTION OF HIM/HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE LUMBER (PSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS FOLLOWS: +.+ (� ALLOWABLE STRESSES OF THE MATERIALS USED. NMERE ERECTION LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN 4. REINFORCING :� � DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE LSL - Fb = 2,250; Fv = 400 PSi; E = 1,500,000 PSI -� � N DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL REINFORCING 5TEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. LVL - Fb = 2,600; Fv = 285 PSI; E = 1,800,000 PSI Q � 00 PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH TEMPORARY WORK AS REQUIRED. PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI � WELDED WIRE REINFORCEMENT: ASTM A82 AND ASTM A185, SPLICE WiTH AT LEAST ONE FULL MESH. PLACE AT i�ID-DEPTH, OR SLIGHTLY ABOVE, OF � � Q 7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. � � � � FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAIMNGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATIONn, INCLUDING APPLICABLE SUPPLEMENTS, UNLESS � FIBERMESH: FIBROUS CONCRETE REtNFORCEMENT SHALL BE MANUFACTURED BY "FIBERMESH", A DIVISION QF SYNTHETIC INDUSTRIES, OR AN E4UAL NOTED OTHERWISE. PLYWOOD OR ORIENTED-STRAND BOARD (OSB) PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS (jS � ., 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTtON. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR APPROVED BY THE ENGINEER OF RECORD. FIBROUS CONCRETE REINFORCEMENT SHALL BE PROPORTIONED AT A MINIMUM RATE OF 1.5 POUNDS PER CUBIC SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RA11NG Td BE AS FOLLOWS UNLESS NOTED OTHERWISE: N CHARACTER TO DETAILS SHOWN, SiMiLAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE YARD OF CONCRETE. FIBERS SHALL BE 100� VIRGIN POLYPROPYLENE FIBRILLATED AND SHALL HAVE A SPECIFIC GRAVITY OF 0.91. FIBER LENGTH SHALL BE N � � STRUCTURAL ENGINEER. "MULTI-DESIGN GRADATION�. WALLS: 15/32" THICK, 32/16, OR 1/2" THICK, 24/0 C � W 9. ALL STRUCTURAI SYSTEMS N►HICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERNSED BY THE SUPPLIER DURING 5. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318 (LATEST EDITION). LAP ALL CONTtNUOUS UNLESS NOTED OTHERWISE ON THE PLANS, FLOOR SHEATHING SHAII BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED Y�TH 8d G � � MANUFACTURING, DELIVERY, HANDLING, STQRAGE AND ERECTION IN ACCORDANCE WITH INSTRUC110NS PREPARED BY THE SUPPLIER. REINFORCEMENT PER NOTE D.6. PROVIDE CORNER BARS AT ALL WALI INTERSECTIONS. LAP CORNER BARS PER NOTE D.6. LAP AOJACENT MATS OF NAILS � 6"oc TO FRAMED PANEL EDGES AND QVER STUO WALLS SHOWN ON PLANS AND � 12"oc (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIpE O � W WELDED WIRE REINFORCEMENT A MINIMUM OF 8 AT SIDES AND ENDS. APPROVED SHEATHING EOGE CLIPS � 16"oc AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED V � 10. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS & FOUNDATIONS, AND CONCRETE TONGUE-AND-GROOVE JOINTS AND EDGE CLIPS. PROVIDE SOLID BLOCKING AT ALL EDGES ONLY V�iERE NOTED ON PLANS. TOENAIL BLOCKING TO SUPPORTS � W SLABS ARE REQUIRED PER 18C SECTION 110.3. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE WITH 16d NAILS, UNLESS NOTED OTHERWISE. � STRUCTURAL ENGINEER. � 11. SPECIAI INSPECTION: SHALL BE PERFORMED BY A CERTIFIED TESTING AGENCY, DESIGNATED BY THE ARCHITECT OR ENGINEER, AND APPROVED BY UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL BE � THE OWNER. 6. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: BLOCKED AND ALL EDGES SHALL BE NAILED WITH 10d � 6"oc, NAIL WITH 8d � 12»oc AT INTERMEDIATE SUPPORTS. NAII SHEAR WALL SHEATHING TO ALL THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER IBC SECTION 1704.2.4. HOLDOIMN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. DEVELOPMENT LENGTH - COMPRESSION 20 BAR DIAM. - 24" MINIMUM THE SPECIAL INSPECTION AGENCIES SHALL INSPECT FABRICATORS PER IBC SECTION 1704.2.5. IF FABRICATOR IS REGISTERED & APPROVED TO PERFORM THE DEVELOPMENT LENGTH - TENSION 48 BAR DIAM. - (#11 BAR - 54 BAR DIA.) SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. �REVISIONS WORK WITHOUT SPECIAL INSPECTION PER IBC 1704.2.5.1, FABRICATOR SHALL SUBMIT A CERTiFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL PER IBC DEVELOPMENT LENGTH - TENSION, top bar* 64 BAR DIAM. - (#11 BAR - 70 BAR DIA.) SECTION 1704.2.5.1. AT COMPLETION OF FABRICATION. 5. INTERIOR WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-1REATED WtTH SODIUM BORATE (SBX). WOOD LAP SPLICE LENGTH - COMPRESSION 30 BAR DIAM. - 24" MINIMUM MEMBERS EXPOSED TO WEATHER (UNPAINTED) OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE-TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). �LQ.- DATE THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING: LAP SPLICE LENGTH - TENSION 64 BAR DIAM. - (#11 BAR - 70 BAR DIAM.) NOTE THAT ACQ IS EXTRE�IELY CORROSIVE TO �IETALS. SBX IS NONTOXIC TO THE ENVIRONMENT. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED LAP SPLICE LENGTH - TENSION, top bar* 80 BAR DIAM. - (#11 BAR - 90 BAR DIAM.) BUILDING PAPER BETWEEN UNIREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASQNRY. ALL METAL CONNECTORS IN CONTACT WITH "ACQ" �1 10/10/2017 OWNER REVISIONS 11.1 STEEL CONSTRUCTION: PRESSURE-TREATED LUMBER OR FIRE-RETARDANT-TREATED LUMBER SHALI BE TYPE 304 OR 316 STAIN�ESS STEEL. THIS INCLUDES WASHERS, SCREWS, VERIFY AND/OR INSPECT STEEL CONSIRUC�ION PER QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360. THIS INCLUDES (BUT IS NOT LIMITED TO) NAILS, NANGERS, AND ANY OTNER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS MISTAKENLY USED OR FOR SIRUCTURAL STEEL, I�LDING, AND JOINTS OF STEEL FRAMES. *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. FIRE-RETARDANT-TREATED LUMBER USED IN INTERIOR CONDITIONS, ASTM A 653, TYPE G185 ("HOT-DIP" GALVANIZED TO 1.85 OUNCES PER SQUARE FOOT) � 12/12/2017 OWNER REVISIONS � METAL CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL CONNECTORS 1/2" THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR 11.2 CONCRETE CONSTRUCTION: ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT WELD GRADE 60 REINFORCING. USE, NOR DO THEY NEED TO BE STAINLESS STEEL FOR EXTERIOR USE. METAL CONNECTORS 1/2" THICK PLUS MUST BE GALVANIZED FOR EXTERIOR USE, VERIFY AND/OR INSPECT CONCRETE PER IBC TABLE 1705.3 AND IBC SECTIONS 1705.3. THIS INCLUDES (BUT IS NOT LIMITED TO) REINFORCING STEEL, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. ANCHOR BOLTS IN CONCRETE, USE OF CONCRETE DESIGN MIX, PLACEMENT TECHNIQUES OF CONCRETE, AND CONCRETE STRENGTH. SEE IBC SECTION 1705.3 7. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOR EXCEPTIONS TO SPECIAL INSPECTION OF CONCRETE CONSTRUCTION. 6. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTN FACE 3" 11.3 WOOD CONSTRUCTION: 6.1 NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF FOR FABRICATED WOOD STRUCTURAL ELEMENTS, INSPECT DURING FABRICATION PER IBC SECTI4NS 1705.5, 1705.11, AND 1705.12. THIS INCLUDES SPECIAL 8. NON-SHRINK GROUT SHALL BE Ft1RNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE CONNECTORS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY, DUBLIN, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE INSPECTION OF SEISMIC RESISTANCE COMPONENTS INCIUDING FRAMING ANCHORS, HQLD-DOWNS, BOLTED OR NAILED CONNECTIONS, SHEAR WALL NAILING, MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT SHALL BE NON-SHRINK, CEMENT-BASED AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO FLOOR NAILING, LOAD-BEARING CANTILEVERS, AND DRAG STRUT CONNEC110NS. DAYS OF f c = 5000 PSI 4YHEN TESTED IN ACCORDANCE WITH ASTM C109. ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE 12. SHOP DRAWINGS FOR REINFORCING STEEL, GLUED LAMINATED MEMBERS, ENGINEERED LUMBER, CONNECTOR PLATE SHALL BE SUBMITTED TO THE g, ADHESIVE ANCHOR SYSTEM SHALL BE SET-XP EPDXY BY S�MPSON STRONG-TIE, HIT-HY 200-A OR HIT-RE 500 V3 BY HILTI OR APPROVED EQUAL. SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. � 10. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED (SEE WOOD SECTION). 6.2 NAILS SHALL BE I�ANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT GUARANTEED BY THE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE E. STRUCTURAL STEEL PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. 8d = .131 DIAMETER x �" MINIMUM LENGTH SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND A COPY; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND �, STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE AISC 360 "SPECIFICATION FOR THE DESIGN, FABRICATION ANQ 10d = .148 DIAMETER x 3" MINIMUM LENGTH STAMPED BY CONTRACTOR PRIOR TO REVIEW BY ENGINEER. 16d - .162 DIAMETER x �" MINIMUM LENGTH ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION, PLUS ALL REFERENCED CODES. - 20d = .192 DIAMETER x 4" MINIMUM LENGTH 13. PRE-MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE CONTRACT 9/25/17 17-089 DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY 2. ALl '�W(1MDE FLANGE BEAM AND COLUMN} SHAPES SHALL CONFORM TO ASTM A992. PLATES, BARS AND OTHER ROLLED SHAPES SHALL CONFORM DATE JOB# CONNECTIONS, INCLUDING CONNECTIONS TO THE PRI�IARY STRUCTURE, NOT SPECIFICAILY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. TO ASTM A36, Fy = 36 KSI, UNLESS CALLED OUT OTHERWISE ON PLAN. RECTANGULAR HSS SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI. HAND NAILING - SINKERS, COATED SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND 8d = 11Y GAGE x 2�" ,q(� Fpp CALCULATIONS SHALL BE SUBMITTED PER PARAGRAPH °A.12." OF THESE NOTES. 3. ANCHOR BOLTS SHALL CONFORM TO ASTM A307 AND HAVE A WELDED HEAD. EMBED ANCHOR BOLTS A MINIMUM OF 7" INTO CONCRETE OR MASONRY. 10d = 11 GAGE x 2�" DESIGN CHECKED 16d = 9 GAGE x 3Ya� � 16. DEFERRED SUBMITTALS - THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITTALS UNDER SECTION 107.3.4.1 OF THE INTERNATIONAL 4. ALL CONNECTION BOLTS AT STEEL/STEEL CONNECTIONS SHALt BE ASTh4 A325 OR ASTM A490 AND SHALL BE INSTALLED, TIGHTENED, AND INSPECTED LMS AS NOTED BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FOR REVIEW. THESE ITEMS WILL THEN BE FORWARDED TO THE BUILDING IN ACCORDANCE tMTN THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A 490 BOLTS." THE CRITERIA FOR SNUG-TIGHT 7. W000 FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: DRAWN SCALE OFFICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN CONNECTIONS SHALL APPLY TO ALL CONNECTIONS UNLESS SPECIFICALLY NOTED AS SLIP-CRITICAL ON THE STRUCTURAL DRAWINGS. WHERE CONNECTIONS APPROVED BY THE BUI�DING OFFICIAL. ARE NOTED AS SLIP-CRITICAL, THE CONTRACTOR SHALL INSTALL PER CRITERIA FOR SUP-CRITICAL CONNEC110NS. SLIP-CRITICAL CONNEC110NS SHALL USE 7•1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHER4NSE SHALL BE CQNSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATiONAL BUILDING CODE. � DPD STAMP � FREIGHT ELEVATOR STRUCTURE LOAD INDICATOR WASHERS OR TENSION CONIROL BOLTS. ALL BOLT HOLES SHALL BE STANDARD SIZE, UNLESS NOTED OTHER►MSE. MINIMUM NAiLING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCAl10N OF ALL OPENINGS WITH MECHANICAL ANO ARCHITECTURAL DRAWINGS. B. DESIGN CRITERIA 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE DRAWINGS. THE CONIRACTOR SHALL ALSO BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE, BUT ARE NOT LIM�TED T0: ERECTION 7.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS � 16°oc AT INTERIOR WALLS AND 2x6 STUDS � 1. DESIGN LOADS ANGLES, LIFT HOLES, AND OTHER AIDS; WELDING PROCEDURES; REQUIRED ROOT OPENINGS; ROOT FACE QIMENSIONS; GROOVE ANGLES; BACKING BARS; 16"oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. UNLESS NQTED COPES; SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL PARTS. OTHERI�SE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x6 WALLS. MEZZANINE FLOOR DEAD LOAD 15 PSF SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT MEZZANINE FLOOR PARTITION LOAD 15 PSF 6. EXPANSION BOLTS INTO CONCRETE SHALI BE "STRONG-BOLT 2" WEDGE ANCHORS BY SIMPSON STRONG-TIE, „KWIK BOLT TZ" WEDGE ANCHORS BY OF ALL STUD WALLS OVER 8'-0" IN HEIGHT. � MEZZAN►NE FLOOR LIVE LOAD 50 PSF HILTI, OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SPECIAL INSPECTfON IS REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. SUBMIT MANUFACTURER'S DATA SHEETS AND ICC ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT STAIR DEAD L4AD 15 PSF REPORTS FOR ENGINEER'S REVIEW. 12"oc STAGGERED OR BOLTED TO CONCRETE OR MASONRY WITH �" DIAMETER BY 10" LONG ANCHOR BOI.TS, EMBEQDED 7" AND SPACED AT 4'-0°oc STAIR LIVE LOAD 100 PSF OR 300 LB/TREAD (NON-REDUCIBLE) MAXIMUM, UNLESS NOTED OTHERWISE (UNO) ON PLANS. SHEAR WALLS REQUIRE MINIMUM 3"x3"�� SQUARE PLATE WASHERS AT ALL ANCHOR BOLTS. REFER �SHEET TITLE 7. DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE STANDARD VELOCITY TYPE AS MANUFACTURED BY SIMPSON STRONG-TIE ANCHOR TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. EARTHQUAKE (ASCE 7-10) SITE CLASS D SYSTEMS OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 7.3 FLOOR FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PAR11110NS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS S�EtSMIC DESIGN CAT�EGORY iD 1 O) OTHERWISE NOTED. PROVIDE BRIDGING � 8'-0"oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS G E N E RAL 8. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. Ss=1.440g, S1=0.553g ELECTRODES. WELDS, UNLESS OTHERWISE NOTED, SHALL BE �fi' CONIINUOUS FILLET WELDS. WELDS SHONM ON DRAWINGS ARE MINIMUM SIZES. INCREASE STRUCTURAL Sds=0.960g, Sd1 = 0.553g WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. WELDING OF REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON MEZZANINE FLOOR: V = 0.134W = 10.4k (ASD) HYDROGEN ELECTRODES. WELDING ►MTHIN 4" OF COLQ BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL FLUSH MEMBERS WITH �UTSERIES JOIST HANGERS UNLESS NOTED OTHERWISETS SKEW AND SLQPE ALL CONNECTORS AS REQUIRED.ALFACE-NAIL A�D TO NOTES EQUIVALENT LATERAL FORCE PROCEDURE REQUIREMENTS OF WELQED BARS. WELDtNG PROCEDURES SHALL BE SUBMITTED TO THE OWNER S TESTING AGENCY FOR REUIEW BEFORE STARTING MULII-JOIST BEAMS TOGETHER WITH 16d SPIKES � 24"oc STAGGERED. LATERAL LOADS ARE RESISTED BY WOOD DIAPHRAGMS & WOOD SHEARWALLS FABRICATION OR ERECTION. ALLOWABLE SOII PRESSURE ............... 150Q PSF (ASSUMED) ALL WELDS SHALL BE VISUALLY INSPECTED AT THE SITE BY A QUALIFIED INSPECTOR. �SHEET NO. ALL COMPLETE PENETRAl10N WELDS SHALL BE ULTRASONICALLY TESTED AT THE PLANT OR SITE BY A QUALIFIED INSPECTOR. 2 1 FIELD WELD ARROWS ARE SHOWN ONLY WHERE A FIELD WELD IS RE4UIRED BY THE STRUCTURAL DESIGN. THE CONTRACTOR IS RESPONSIBLE FOR S � . � DETERMINING IF A VI�LD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION. GENERAL STRUCTURAL NOTES 3