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HomeMy WebLinkAboutBUP2022-00177 (8 of 9) BU P2022 -00 177 ( 8 of 9 ) REVISION APPROVED I 60 I 50 I 40 I 30 I 20 I 10 I 0 I ECF VE DI GENERAL STRUCTURAL NOTES Q op ao .2 a - O O 17 7 OFFICE COPY ?UM 2 F 2024_ GENERAL CONCRETE FOUNDATIONS PREMANUFACTURED WOOD JOISTS CITY OF T!GAHL=' 1. THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH ALL ARCHITECTURAL,LANDSCAPE, 1. CONCRETE CONSTRUCTION SHALL CONFORM TO THE 2018 OSSC,CHAPTER 78. 1. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON GEOTECHNICAL SITE 1. REFER TO'SUBMITTALS"NO TES FOR ALL SUBMITTAL REQUIREMENTS FOR WOOD JOISTS. ,BUILDING DIVISION CIVIL MECHANICAL,ELECTRICAL,AND PLUMBING DRAWINGS THAT COMPRISE THE CONTRACT 2. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TOASTM C33.PORTLAND INVESTIGATION PREPARED BY COLUMBIA WEST ENGINEERING INC.DATED MARCH 31,2021.ALL 2. PREMANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE,SERIES AND SPACING SHOWN ON THE �1}\}� O Z1�-,( DOCUMENTS FOR THIS PROJECT.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THE CEMENT SHALL BE TYPE OR TYPE II CONFORMING TOASTM C150 OR TYPE IL CONFORMING TO EXCAVATIONS,FOOTING CONSTRUCTION,AND PREPARATION OF THE SUBGRADE UNDER THE DRAWINGS. J I I 7 J I COORDINATION OF THE STRUCTURAL WORK WITH THAT OF ALL OTHER TRADES ON THIS ASTM 095. SLAB ON GRADE SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE PROJECT. 3. ADMIXTURES MAYBE USED WITH PRIOR APPROVAL OF THE ENGINEER.ADMIXTURES USED TO GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS. 3. JOISTS SHALL BE MANUFACTURED BY TRUS JOIST INC..OR APPROVED EQUALCONFORMING TO APA EWS STANDARD PRI-400,PERFORMANCE STANDARD FOR APA EWSQUAL S.PROPOSED T 7 7INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOTBE CONSIDERED TO REDUCE THE 2. THE GENERAL STRUCTURAL NOTES ON THIS SHEET SHALL SERVE AS A SUPPLEMENT TO THE SPECIFIED MINIMUM CEMENT CONTENT.ADMIXTURES SHALL BE USED IN STRICT ACCORDANCE ALTERNATE SHALL PROVIDE EQUIVALENT OR BETTER STRENGTH,AND STIFFNESS PERFORMANCE PROJECT SPEGIFlLATIONS.NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE 2. THE FOUNDATION FOR THE STRUCTURE HAS BEEN DESIGNED FOR AN ALLOWABLE SOIL-BEARING WITHOUT CHANGING JOIST DEPTH AND SHALL BE COMPATIBLE WITH THE FIRE RATING WITH THE MANUFACTURER'S RECOMMENDATIONS.CALCIUM CHLORIDE SHALL NOT BE USED. 1. OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. PRESSURE OF 2000 PSF(DEAD&LIVE LOAD)AND 2667 PSF(LOADS INCLUDING SEISMIC OR WIND). REQUIREMENTS OF THE PROJECT.ACCEPTABLE ALTERNATES SHALL HAVE ICC APPROVAL TOP YJVI-ILP 3. IF NO DETAILS ARE PROVIDED FOR A PARTICULAR CONC)TIOH,CONTRACTOR SHALL ASSUME 4. COMPRESSIVE STRENGTHS OF CONCRETE AT2B DAYS,OR56 DAYS PENDING PRE-INSTALLATION AND BOTTOM CHORDS SHALL BE MANUFACTURED WITH MATERIALS THAT HAVE AMINIMUM THAT THE CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.IN ALL SUCH CASES,THE CONFERENCE REVIEW OF POTENTIALMIXDESIGNS,SHALL BE VERIFIED BY STANDARD 28-DAY 3. LATERAL FORCES SHALL BE RESISTED BYA COMBINATION OF FRICTION AND PASSIVE SOIL SPECIFIC GRAVITYEQUAL TO 0.50. BORA CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION. CYLINDER TESTS PER ASTM C39 AND SHALL BE AS FOLLOWS: PRESSURES USING THE FOLLOWING VALUES: 4. THE JOISTS,JOIST ACCESSORIES AND SUPPORT HARDWARE(WEB STIFFENERS,INTER NAILING, ALL USES,UNO: 4000 PSI A. COEFFICIENT OF FRICTION:0.35 HANGERS,ETC)SHALL BE DESIGNED TO RESIST THE LOADS AND DEFLECTIONS USTED IN 4. WHEN A DETAIL IS SPECIFIED,THE CONTRACTOR SHALL APPLY THIS DETAIL IN ESTIMATING AND CONCRETE WALLS=e'THICK' 5000 PSI B. PASSIVE SOIL EQUIVALENT FLUID PRESSURE:250 P5F/FT(NEGLECTING UPPER 8 INCHES OF ENGINEERED WOOD PRODUCTS"NOTES. CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT REFERENCE IS MADE IN EVERY SOIL) 5. JOIST MANUFACTURER SHALL VISIT THE PROJECT JOB SITE AS REQUIRED TO VERIFY THAT JOIST LOCATION UNLESS SPECIFICALLY DIRECTED OTHERWISE ON THE DRAWINGS. 5. MAXIMUM ABSOLUTE WATER/CEMENTRATIOS FOR THE MIXES ON THIS PROJECT SHALL BE 4. FOUNDATION CONDITIONS DURING CONSTRUCTION THATDIFFER FROM THOSE DESCRIBED IN INSTALLATION COMPLIES WITH DESIGN INTENT AND SHALL PROVIDE WRITTEN STATEMENT TO 7Pt=4000 PSI: 0.50 TYP THE GEOTECHNICAL REPORT SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND/OR THE THE ARCHITECT VERIFYING COMPLIANCE WITH THE DESIGN.5. THERAWINSWIT THOSE VERIFY DIMENSIONSEARCHITECTURAL TURELDRAWINS INDICATEDPROON THESE7 Bora Architects,Inc. THE ARCHITECT ECT THOSE BESHOWNON THEARCISCRE DISCREPANCIES ORINC INCONSISTENCIES. CONSTRUCTION. 0.40(MR-ENTRAINED&SLAB ON GRADE) GEOTECHNICAL ENGINEER PRIOR TO PROCEEDING W/TH CONSTRUCTION. B. JOIST MANUFACTURER SHALL OBTAIN LOAD AND LOCATION OF FIRE SPRINKLER LINES FROM 720 SW Washington,Suite B00 THE ARCH/7ECTSHALL BE NOTIFIED OF ANYDISCREPANClES INCONSISTENCIES. Pc=5000 PSI: 0.45 CONTRACTOR FOR USE IN DESIGN OF JOISTS. 0.40(AIR ENTRAINED) 5. ALL ABANDONED FOOTINGS,UTILITIES,TANKS;ETC.,THAT INTERFERE WITH NEW CONSTRUCTION Portland,Oregon 97205 6. THE DRAWINGS SHALL NOT BE SCALED TO DETERMINE DIMENSIONS. VERIFY WATER/CEMENT RATIO WITH FLOOR COVERING MANUFACTURER FOR CONCRETE FLOORS SHALL BE REMOVED. 7. THE HANGER TYPES SHALL BE CALLED OUT ON THE SHOP DRAWINGS,AND THE REQUIRED 503.226.1575 7. ALL METHODS AND PROCEDURES OF CONSTRUCTION SHALL BE THE WITH MOISTURE SENSITIVE FLOOR COVERINGS.SUPPLIER IS TO ADJUST WATER/CEMENT RATIO HANGER FASTENERS SHALL BE CLEARLY DETAILED. RESPONSIBILITY SEQUENCES,IBWTY OF THE CONTRACTOR.THE CONTRACTOR SHALL TAKE ALL NECESSARY AS REQUIRED TO ACCOMMODATE FLOOR COVERING SUPPLIER'S REQUIREMENTS. & /JOISTS SHALL BE INDIVIDUALLY MARKED AS TO TYPE MATCHING THE SHOP DRAWING AND www.bora.co PRECAUTIONS TO ENSURE AND MAINTAIN THE STABILITY AND INTEGRITY OF THE STRUCTURE 6 FLYASH CONFORMING TOASTM C618(INCLUDING TABLE 2,4)TYPE F OR C,MAY BE USED TO STRUCTURAL STEEL CALCULATION PACKAGE. THROUGH ALL STAGES OF CONSTRUCTION.THIS INCLUDES,BUT IS NOT LIMITED TO,TEMPORARY REPLACE UP TO 20%OF THE CEMENT CONTENT,BUT THE MIX DESIGN MUST BE SUBSTANTIATED 1. ALL WIDE FLANGE AND T-SHAPES SHALL CONFORM TO ASTM A992,GRADE 50. 9. IJOISTS SHALL BE BUNDLE WRAPPED TO PROTECT THEM FROM THE ELEMENTS PRIOR TO BRACING,SHORING FOR CONSTRUCTION LOADS,AND FORM WORK STABILITY. BY TEST DATA.SLAG CONFORMING TO ASTM C989,GRADE 100 OR 120 MAY BE USED TO REPLACE 2. C-SHAPES,MC-SHAPES,SSHAPES,AA-SHAPES,AND L-SHAPES SHALL CONFORM TOASTM A38. INSTALLATION. EQUILIBRIUM A MINIMUM OF 40%OF THE CEMENT CONTENT,BUT THE MIX DESIGN MUST BE SUBSTANTIATED BY PLATES SHALL CONFORM TOASTM A36 UNLESS NOTED AS ASTM A572,GRADE 50. 10. I-JOISTS SHALL BE STORED IN AN UPRIGHT POSITION ON STICKERS PRIOR TO INSTALLATION. B. THE CONTRACTOR'S METHODS ANT)SEQUENCES SHALL TAKE INTO CONSIDERATION THE TEST DATA. 3. STRUCTURAL STEEL PIPE CA.,I CONFORM TO ASTM A53 GRADE B(Fy=35I(S4. II. CONTRACTOR SHALL PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S ABBREVIATIONS EFFECTS OF THERMAL MOVEMENT OF THE STRUCTURAL ELEMENTS DURING CONSTRUCTION. 7. AIR ENTRAINING ADMIXTURE CONFORMING TO ASTM C260 SHALL BE USED ON EXTERIOR 4. STRUCTURAL STEEL SQUARE OR RECTANGULAR TUBING SHALL CONFORM TO ASTMA500,GRADE RECOMMENDATIONS. HORIZONTAL SURFACES EXPOSED TO WEATHER OR HORIZONTAL SURFACES AT INTERIOR AND C(Fy=50 KSI). 9. RETAINING WALLS HAVE BEEN DESIGNED TO CANTILEVER FROM THEIR FOUNDATION.THEY ARE EXTERIOR SLABS THAT ARE EXPOSED TO MOISTURE.THE AMOUNT OF ENTRAINED AIR SHALL BE 5. STRUCTURAL STEEL HSS ROUND TUBING SHALL CONFORM TO ASTMA500,GRADE C(Fy-48 KS!/. ENGINEERED COMPOSITE LUMBERS ABV ABOVE LL LIVE LOAD TO BEBACKFILLED PRIOR TO FRAMING BUILDING FLOORS THAT ARE ABOVE OR AT THE SAME 5%x 1%BY VOLUME. 1. ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS LAMINATED VENEER LUMBER P.E. ADDL ADDITIONAL LOCH LOCATION ELEVATION AS THE TOP OF WALL.TEMPORARY BRACING OF WALL TO SUPPORT WEIGHT OF 8. MIXING,TRANSPORTING,AND PLACING OF CONCRETE SHALL CONFORM TO AC/304R-00 AND MICROLAM),PARALLEL STRAND LUMBER Q.E.PARALLAM),AND LAMINATED STRAND LUMBER(I.E. ALT ALTERNATE LLH LONG LEG HORIZONTAL ELEVATION BACKFILL IS NOT REQUIRED. 6. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554,GRADE 36,UNLESS NOTED OTHERWISE. TIMBERS TRAND)SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS,MANUFACTURED PROJECT SPECIFICATIONS.ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE ALUM ALUMINUM LLV LONG LEG VERTICAL PLACED SHALL BE THOROUGHLY CLEANED.LAITANCE AND STANDING WATER SHALL BE 7. ALL BOLTS SHALL CONFORM TOASTM A325 AND RCSC SPECIFICATIONS AND SHALL BE SNUG BY TRUSJOIST OR AN APPROVED EQUAL THE FOLLOWING MINIMUM DESIGN PROPERTIES ARE TO Ad AMERICAN CONCRETE INSTITUTE LONGIT LONGITUDINAL REMOVED.NO WATER MAYBE ADDED TO CONCRETE IN THE FIELD UNLESS APPROVED IN TIGHT UNLESS NOTED OTHERWISE. BE USED. AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION INCORPORATED LVF LOW VELOCITY FASTENER C�" Y'F113= WRITING BY THE CONCRETE SUPPLIER IN CONJUNCTION WITH THE CONCRETE MIX DESIGN. 8. STRUCTURAL STEEL DETA/UNG FABRICATION AND ERECTION SHALL CONFORM TO THE AISC APA AMER/CANPLYWOOD ASSOC/ATION MPT MAGNETIC PARTICLE TESTING n "SPECIFICATION FOR THE DESIGN,FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR 1. DESIGN IS BASED ON THE REQUIREMENTS OF THE 2018 INTERNATIONAL BUILDING CODE AND 2019 BUILDINGS"WITH"COMMENTARY AND AMENDMENTS'AND THE AISC'CODE OF STANDARD MODULUS OF ELASTICITY I ALL FLEXURAL STRESS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS MFR MANUFACTURER ENGINEERS OREGON STRUCTURAL SPECIALTY CODE. 8. ALL REINFORCING BARS,EMBEDS,AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN PRACTICE,"WITH EXCEPTIONS NOTED IN SPECIFICATIONS. COMPoS?E LUMBER TYPE E(PSQ (S9 P ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS MAX MAXIMUM POSITION PRIOR TO PLACING CONCRETE.PROVIDE STANDARD BAR CHAIRS AND SPACERS AS AWS AMERICAN WELDING SOCIETY MECH MECHANICAL 2. GRAVITY DEAD LOAD CRITERIA REQUIRED TO MAINTAIN CONCRETE PROTECTIONS SPECIFIED. 9. WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.1 LATEST LSL 1,500,000 2,250 16316 Booms Ferry Road,on te 97532 ROOF: 28 PSP EDITION.ELECTRODES FOR SHOP AND FIELD WELD SHALL CONFORM TO AWS A5.1 OR AWS A5.5, LVL 1,900,000 2,600 AB ANCHOR BOLT MTL METAL Lake Oswego, o,.goa 9T035 IS CONCRETE OVER PROTECTION FOR REINFORCING STEEL SHALL BE AS FOLLOWS:(SEE ACI 318-14AOR ARCHITECT OF RECORD MPH MILES PER HOUR FLOORS: 32 PSF(LEVELS 2,3&4)AT APTS&CORRIDORS TO UNITS SECTION 20.6 FOR CONDITIONS NOT NOTED.) CLASS E70XX.THE WPS VARIABLES SHALL BE WITHIN THE BOUNDARIES SET BY THE FILLER METAL PSL 2,000,000 2,900 I Phone: 503.6388388 ARCH ARCHITECT ARCHITECTURAL DRAWINGS MIN MINIMUM Phone: UILIBRIUMLLC.COM 32 PSF(LEVELS 2,3&4)AT CORRIDOR TO ELEVATOR LOBBY MANUFACTURER,SUBMIT SPECIFICATIONS OR PROPOSED SUBSTITUTE FILL METAL FOR A. CONCRETE CAST AGAINST AND PERMANENTLY APPROVAL.ALL SURFACES THAT ARE TO BE WELDED SHALL BE FREE OF MATERIALS THAT WOULD AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL MISC MISCELLANEOUS 6 3. GRAVITY UVE LOAD CRITERIA IN CONTACT WITH GROUND: 3" PREVENT PROPER WELDING(INCLUDING PRIMER AND GALVANIZING)UNLESS APPROVED BY THE FLEXURAL STRESS NOTED ABOVE IS FOR A 12 INCH MEMBER.DEEPER MEMBERS SHALL BE db BAR DIAMETER (N) NEW B. CONLHE It EXPOSED 70 WEATHER OR IN CONTACT ENGINEER OF RECORD.UNLESS NOTED OTHERWISE,ALL WELDS SHALL BE 1/4'FILLET AND SHALL DESIGNED FOR REDUCED STRESSES PER MANUFACTURER'S REQUIREMENTS. BM BEAM NOM NOMINAL 6 ROOF LU: 20 PSF UNREDUCIBLE(SEE SNOW SECTION BELOW FOR ROOF WITH GROUND: BE BY AWS CERTIFIED WELDERS. 2. ALTERNATES' BLW BELOW NWT NORMAL WEIGHT CONCRETE SNOW LOADS) BARS#6 AND LARGER: 2" A. ALTERNATE PRODUCTS MUSTHAVE CURRENT ICC APPROVAL. BTWN BETWEEN NIC NOT IN CONTRACT FLOOR(APARTMENTS): 40 PSF REDUCIBLE BARS#5 AND SMALLER: 1-1/2' BLKG BLOCKING NTS NOT TO SCALE �`%NG NEI /� 10. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE CONTRACT B. CALCULATIONS OF PROPOSED ALTERNATE PRODUCTS MUST BE SEALED BY THE PRODUCT yaL7 FLOOR(COMMONAREA): 100 PEP UNREDUCIBLE BOTT BOTTOM NO NUMBER ¢ 4. C. CONCRETE NOT EXPOSED TO WEATHER DOCUMENTS IS PROHIBITED WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS ENGINEER AND SUBMITTED FOR REVIEW BY THE ENGINEER OF RECORD AT LEAST 10 DAYS 19402 STAIRS: 100 PSF UNREDUCIBLE B.O. BOTTOM OF oc ON CENTER OR IN CONTACT WITH GROUND: TO LOCATION,TYPE OF SPLICE AND CONNECTION TO BE MADE. PRIOR TO BID DATE. 4. SEISMIC LOADS:ANALYSIS PROCEDURE PER EQUIVALENT LATERAL FORCE PROCEDURE PER SLABS&WALLS-#11 BAR AND SMALLER: 3/4' BOF BOTTOM OF FOOTING OPP OPPOSITE 71. ALL COMPLETEJOINT-PENETRATION WELDS SHALL BE MADE WITH FILLER METAL THAT HAS A C. ALTERNATE PRODUCTS MUST BE OF THE SAME DEPTH AND SAME ON-CENTER SPACING ASI -' ASCE 7-185ECTlON 12.8. BN BOUNDARY NAILING OD OUTSIDE DIAMETER .i• ..- RISK CATEGORY// f f. REINFORCING STEEL FOR CONCRETE SHALL BE ASTM A815 GRADE BO FOR DEFORMED BARS. MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40 DEGREES F. THE SPECIFIED PRODUCTS. BLDG BUILDING PP PARTIAL PENETRATION WELD O!� WELD TYPE REINFORCING STEEL SHALL CONFORM TOASTM A706 GRADE 80.REINFORCING BARS 12 ALL PERMANENTLY EXPOSED STEEL SHAPES,PLATES ANCHOR BOLTS AND BOLTS SHALL BE HOT- D. ALTERNATE PRODUCTS MUST MEET OR EXCEED THE SPECIFIED PRODUCTS IN MOMENT, COP CAST IN PLACE PART PARTITION y P SITE CLASS C SHALL NOT BE TACK WELDED,WELDED,HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DIPPED GALVANIZED,UNLESS NOTED OTHERWISE.SURFACES OF GALVANIZED SHAPES,PLATES SHEAR,REACTION,AND El.IN ADDITION,THE ALTERNATE PRODUCTS MUST MEET ALL 44 46 SEISMIC DESIGN CATEGORYD DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. OR ANCHOR BOLTS TO RECEIVEA PAINTED FINISH SHALL BE PREPARED IN ACCORDANCE WITH OTHER REQUIREMENTS AS LISTED ABOVE. CG CENTER OF GRAVITY PERIM PERIMETER P QUESE SS=0.868g SOS=0.805g ASTM D�3B6-IS. CL CLEARRLINE PLCS PLACES 12 WELDING REINFORCEMENT BARS,WHEN APPROVED BY THE STRUCTURAL ENGINEER,SHALL ENT CAR CLEAR PL PLATE �s Itots jots S1=0.395g SDI=0.3956 CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.4,LATEST EDITION.E70XX 13. ANY HOLES OR CUTS MADE FOR CONTRACTOR'S PURPOSE FOR TRANSPORTATION,ERECTION OR COL COLUMN PVC POLYVINYL CHLORIDE ELECTRODES SHALL BE USED IN WELDING A706 REINFORCING BARS TO A36 STRUCTURAL STEEL GALVANIZING SHALL BE REPAIRED TO MEET ORIGINAL DETAILING DESIGN INTENT WITHOUT THE GLUED LAMINATED MEMBERS CJP COMPLETE JOINT PENETRATION LBS POUNDS IMPORTANCE FACTOR Ie=},0 HOLES. 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD RX(EAST-WEST DIRECTION).Ry(NORTH-SOUTH DIRECTION).6.5(A15=LIGHT-FRAME 13 DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE A190.1,AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER,OR CONC CONCRETE PCF POUNDS PER CUBIC FOOT (WOOD/WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RECOMMENDATIONS OF THE CURRENT A.C.I.DETAILING MANUAL ACI COMMITTEE 315. OTHER CODE APPROVED DESIGN,MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. CONN CONNECTION POP POUNDS PER SQUARE FOOT RESISTANCE PER ASCE 7-18 TABLE 11.2-1) 14. GROUT SHALL BE NON-METALLIC,NON-SHRINK GROUT CONFORMING TO THE PERFORMANCE EACH MEMBER SHALL BEAR ANAITC OR APA-EWSIDENTIFICATION MARK OR ACCOMPANIED BYA CONST CONSTRUCTION PSI POUNDS PER SQUARE INCH OVERSTRENGTH FACTOR,OMEGA...2.5{3-0.5FOR FLEXIBLE DIAPHRAGMS) REQUIREMENTS OF ASTM C1107,GRADES BAND C,THE ARMY CORP OF ENGINEERS CRO C811, SAWN LUMBER CERTIFICATE OF CONFORMANCE.ONE COAT OF END SEALER SMALL BE APPLIED IMMEDIATELY CONT CONTINUOUS PAF POWER-ACTUATED FASTENER VALIDITY OF PERMIT DEFLECTION AMPLIFICATIONSOON FACTOR CD=4 GRADES B AND C,ATA FLUID CONSISTENCY OVER A 30-MINUTE WORKING TIME AND ANSIMSF 61 1. SAWN LUMBER SHALL CONFORM TO WESTERN WOOD PRODUCTS ASSOCIA OR WEST COAST AFTER TRIMMING IN EITHER SHOP OR FIELD.BEAMS SHALL BE WESTERN SPECIES INDUSTRIAL CJ CONTROL JOINT PT PRESSURE TREATED REDUNDANCY FACTOR'E/W&N/S DIRECTION RHO 1.0 APPROVED.GROUT SHALL BEMASTERFLOW 928 OR APPROVED EQUIVALENT.GROUT SHALL HAVE LUMBER INSPECTION BUREAU GRADING RULES. (HIDDEN),OR ARCHITECTURAL(EXPOSED)OR PREMIUM,APPEARANCE CLASSIFICATION,AND OF DL DEAD LOAD R,RAD RADIUS THE ISSUANCE OFAPERMIT BASE SHEARS: A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI AS VERIFIED PER ASTM C827 TEST THE STRENGTH INDICTED BELOW. CEA DEFORMED BAR ANCHOR REF REFERENCE METHODS.PREGROUTING OF BASE PLATES WILL NOT BE PERMITTED. 2. ALL SAWN LUMBER SHALL BE KILNDRIED.ALL LUMBER IN CONTACT WITH CONCRETE OR CMU DC DEMAND CRITICAL REINF REINFORCING X-DIRECTION(EAST-WEST DIRECTION).404K,CSX=0.107 SHALL BE PRESSURE TREATED,UNLESS AN APPROVED MOISTURE BARRIER IS PROVIDED. DTL DETAIL READ REQUIRED BASED ON CONSTRUCTION Y-DIRECTION(NORTHSOUTH DIRECTION)=404K,CSY=0.107 15. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE FOR THE REQUIRED OIAG DIAGONAL REQMTS REQUIREMENTS DOCUMENTS AND OTHER SEISMIC LOAD RESISTING SYSTEM(SLRS):THE SIRS FOR THE COMPLETED STRUCTURE IS CAMBERS/SLOPES. 3. SPECIES AND GRADES OF THE VARIOUS COMPONENTS SHALL BE: COMBINATION FLEXURAL MODULUS OF I HTIRO SHEAR DIA,0 DIAMETER RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS DATA SHALL NOT PREVENT LIGHT-FRAMED WOOD SHEAR WALLS.REFERENCE SHEETS S201 FOR SHEAR WALL PLANS Pi CONDUIT OR PIPE SIZE(OD)SHALL NOT EXCEED 30 PERCENT OF SLAB THICKNESS AND SHALL BE A. 2 TO 4'NOMINAL THICK: DF-LARCH NO.2,Fb=SW PSI SYMBOL USE STRESS Pb ELASTICITY I STRESS,W(Psi DIM DIMENSION RET RETURN AND DETAILS. PLACED BETWEEN TOP AND BOTTOM REINFORCING,UNLESS SPECIFICALLY DETAILED B. 5"NOMINAL AND GREATER:OF-LARCH NO.1,Fb=1350 PSI !SPECIES) IPSII) IPSO J DWG DRAWING RO ROUGH OPENING THE CODE OFFICIAL FROM I,^ OTHERWISE.CONCENTRATION OF CONDUITS OR PIPES SHALL BE AVOIDED EXCEPT WHERE 24F-V4(DF/DF) SIMPLE 2,400 1,800.000 240 EN EDGE NAIL SCHED SCHEDULE SREOUIRING THE CORRECTION 5. WIND LOADS: DETAILED OPENINGS ARE PROVIDED. C. SILL PLATES: PT DOUG FIR NO.2,Fb=900 PSI ELEC ELECTRICAL SLITS SEISMIC LOAD RESISTING SYSTEM 17 PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE PRIOR TO PLACING D. POSTS: DF-LARCH NO.1,Fb=1200 PSI CONT. EL ELEVATION SN SILL NAILING OF ERRORS.OSSC 106.4 BASIC WIND SPEED(3 SEC.GUST):VOLT=97 MPH CONCRETE.CORING THROUGH CONCRETE IS NOT PERMITTED.NOTIFY THE STRUCTURAL E. TOG DECKING: OF-LARCH COMMERCIAL DIX,Pb=1450 PSL 24F-VB(DF/DF) CANT 2,400 1,800.000 240 EMBED EMBEDMENT SIM SIMILAR EXPOSURE:B ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 4. ALL FRAMING HARDWARE SUCH AS CUPS,HANGERS AND STRAPS SHALL BE MANUFACTURED BY -- _ _ __ __ _. __ _ __. I _. .__. ---_ EOR ENGINEER OF RECORD SOG SLAB ON GRADE III RISK CATEGORY II 1& CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE RESILIENT TILE FINISH SHALL SIMPSON STRONGTIE UNO.HARD WARE INS TALLATION SHALL CONFORM TO MANUFACTURERS EQ EQUAL SC SLIP CRITICAL K1t=1.0;Kd=0.85'Ka=1.0;KB=0.83 BE APPROVED BY THE TILE MANUFACTURER BEFORE USE. DIRECTIONS.ALL SUBSTITUTIONS SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL AND 2. GLULAM HANGERS NOT SHOWN SHALL BE SIMPSON GLT OR AS APPROVED BY STRUCTURAL (E) EXISTING SP SPECIAL GcpI=M--0.18(PER ASCE 7-16,TABLE 28.13-1) SHALL OUTLINE WHICH HARDWARE IS BEING REPLACED AND THE SUBSTITUTED HARDWARE. ENGINEER. EXP EXPANSION SPEC SPECIFICATION 19. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING CONCRETE COMPONENTS AND CLADDING(LRFD WIND LOAD)(BASED ON ASCE 7-16 EQ 30.4-1): SURFACE SHALL BE CLEANED AND ROUGHENED TO A MI#MIIM i!4'AMPLITUDE. CLEARLY INDICATE LOAD CAPACITIES ON SUBSTITUTED HARDWARE.HANGERS NOT SHOWN 3. ADHESIVE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. EXT EXTERIOR SO SQUARE SHALL BE SIMPSON U-TYPE ORB-TYPE OF SIZE RECOMMENDED FOR THE MEMBER. F.O. FACE OF SS STAINLESS STEEL WITHIN 18 FEET OF MORE THAN II FEET AWAY 4. FIELD NOTCHING AND BORING OF BEAMS NOT ALLOWED UNLESS APPROVED BY STRUCTURAL FN FIELD NAILING STD STANDARD BUILDING CORNER FROM BUILDING CORNER 20 PROVIDE3/4'CHAMFERS ON ALL EXPOSED CONCRETE EDGES,UNLESS NOTED OTHERWISE. ENGINEER. 20 POP INWARD 20 PSF INWARD 5. ALL NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS AND CONFORM TO 5. COLUMNS SHALL BE WESTERN SPECIES FRAMING,INDUSTRIAL(HIDDEN),ARCHITECTURAL (FV) FIELD VERIFY SSMA STEEL STUD MANUFACTURER'S ASSOCIATION -27 PSF OUTWARD -22 PSF OUTWARD ASTM F1667,'STANDARD SPECIFICATION OF DRIVEN FASTENERS:NAILS,SPIKES,AND STAPLES' EXPOSED),PREMIUM APPEARANCE CLASSIFICATION WITH COMBINATION SYMBOL 5. FIN FINISH STRUCT STRUCTURAL 21. VERIFYALL BLOCKOUTS WITH ARCHITECTURAL,MECHANICAL ELECTRICAL AND PLUMBING AND NER-272 POWER-DRIVEN STAPLES AND NAILS FOR USE IN ALL TYPES OF BUILDING ( FLIT FLOOR SYM SYMMETRICAL REQUIREMENTS. CONSTRUCTION.'NAILING NOT SHOWN SHALL BE AS INDICATED ON OSSC TABLE 2304.10.1 OR FT FOOT THRU THROUGH 22. LAP ALL REINFORCING BARS IN ACCORDANCE WITH THE LAP SPLICE SCHEDULE ON THIS SHEET NER-272.THE FOLLOWING NAIL SIZES SHALL 8E USED: PREMANUFACTURED WOOD ROOF TRUSS SYSTEMS FTG FOOTING T&G TONGUE AND GROOVE UNLESS NOTED OTHERWISE. 1. DESIGN OF PREMANUFACTURED WOOD ROOF TRUSSES SHALL BE THE CONTRACTOR'S FON FOUNDATION T&B TOP AND BOTTOM RESPONSIBILITY DESIGN SHALL CONFORM TO THE PROFILES SHOWN AND REQUIREMENTS OF GALV GALVANIZED T.O. TOP OF E SNOW LOAD CR/TERM: - _.. I _.. -..-- THE OSSC,SEC TTON23Qi4AND THERECOMMENOA TONS OF THE 7'RUSSPLA TEWETTTUIE, SHANK DIAMETER MINIMUM PENETRATION GA GAUGE TOS TOP OF SLAB Pg=10 ASP(USED TO DETERMINE DRIFT LOADS) NAIL TYPE (N) INTO FRAMING MEMBER(N.) INCORPORATED.THE MANUFACTURER SHALL PROVIDE SHOP DRAWINGS SHOWING LAYOUT AND GL GLULAM TOW TOP OF WALL PI=25 PSF(20 PSF FLAT ROOF SNOW LOAD+5 PSF RAIN SURCHARGE)AT MECHANICAL WELLS I TYPICAL FOOTING,WALL,SLAB,AND PILASTER LAP ANY DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT IN THE STRUCTURE.THE Ps=Csz PI=2fi PSF(SLOPED ROOF SNOW LOAD PSF RAIN SURCHARGE)AT SLOPED ROOFS SPLICE LENGTH SCHEDULE ION.) r - I -- SHOP DRAWINGS SHALL INDICATE THE SIZE,SPACING AND GRADE OF ALL MEMBERS AND SHALL HSS HOLLOW STRUCTURAL SECTION TRANS TRANSVERSE I fid 0.1/5 1.25 BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.IN ADDITION TO HORIZ HORIZONTAL TYP TYPICAL Co=1.0 ed 0.131 1.5 SELF WEIGHT AND LOADS INDICATED ON THE PUNS,THE PREMANUFACTURED WOOD ROOF IN NCH UT ULTRASONIC TESTING fc=1.0 BAR 4000 PSI 5000 PSI TRUSS SYSTEM SHALL BE DESIGNED TO RESIST THE FOLLOWING MINIMUM LIVE DEAD ID NSIDE DIAMETER UNO UNLESS NOTED OTHERWISE Cl=1.0 SIZE -- 10tl 0.148 1.625 II CA LOADS: INSP NSPECTION VERT VERTICAL , CA 12d 0.148 1.625 Cs=1.0 #3 288 CASE CASE ' TNT NTERIOR WWF WELDED WIRE FABRIC/REINFORCEMENT 7. RETAINING WALLS(ASSUMES 40 PCF-UNRESTRAINED(EQUIVALENT FLUID PRESSURE) ' #4 25 37 22 33 16d(BOX/SINKER) 0.148 1.625 JOIST TOP CHORD: SNOW LOAD=25 PSF DL=28 PSF IBC NTERNATIONAL BUILDING CODE WPS WELDING PROCEDURE SPECIFICATION DRAINED CONDITIONS): 62 PCF-RESTRAINED(EQUIVALENT FLUID PRESSURE) I 16d(COMMON) 0.162 _ _ 1.625_- --_ JOIST BOTTOM CHORD: LL=10 PSF DL=10 PSF ICC NTERNATIONAL CODE COUNCIL WF WIDE FLANGE IF 31 48 28 42 PASSIVE PRESSURE: 30 PCF - - 2. HANGING LOADS AND LOCATIONS FROM FIRE SPRINKLER LINES GREATER THAN 2.DIAMETER K KIPS w/ WITH 4 SEISMIC LOAD: 10H"2 LB/FT AT UNRESTRAINED WALLS #e 37 56 34 60 SHALL BE OBTAINED FROM THE FIRE SPRINKLER CONTRACTOR BY THE TRUSS MFR 6 KLF KIPS PER LINEAR FOOT wA WITHIN 4 - 6. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSVASME STANDARD 818.1.1.1581 AND SHALL BE INCORPORATED INTO THE TRUSS DESIGN. KSF KIPS PER SQUARE FOOT w/o WITHOUT 25H"2 LBFTATRESTRAINED WALLS #7 54 81 49 73 INSTALLED WITH CUT WASHERS.ROLLED THREADS ON BOLTS ARE PROHIBITED. 3. TRUSSES SHALL BE DESIGNED TO SUPPORT THE SNOW DRIFT LOADING IDENTIFIED ON THE KS/ KIPS PER SQUARE INCH - WP WORK POINT 8 DESIGN STORYDRIFT A: 1.56 INCHES(N/S DIRECTION) to 82 93 56 83 7, NOTCHES AND HOLES IN SAWN LUMBER SHALL CONFORM TO 2019 OSSC SECTIONS 2308.4.2.4 AND DRAWINGS IN ADDITION TO THE BASIC SNOW LOAD.TRUSSES SHALL BE DESIGNED FOR A NET LWT LIGHTWEIGHT CONCRETE 1.45 INCHES(ENV DIRECTION) #9 70 105 63 94 2308.7.4. WIND UPLIFT OF IB PSF UNLESS OTHERWISE NOTED ON THE DRAWINGS. #10 79 118 70 105 8. ALL ANCHOR BOLTS,FASTENERS,AND ASSOCIATED FRAMING HARDWARE IN CONTACT WITH 4. MANUFACTURER SHALL DESIGN AND FURNISH ALL WOOD FRAMING CONNECTIONS NECESSARY PRESSURE TREATED LUMBER SHALL BE HOT DIP GALVANIZED. #11 87 131 78 117 TO TRANSMIT DESIGN LOADS INCLUDING SEISMIC AND WIND LOADS,TO THE BEARING AND SUBMITTALS 9. DECKING IN CORRIDORS HAS BEEN DESIGNED TO ACCOMMODATE I-HOUR OF FIRE RESISTANCE SHEAR WALL SUPPORTS.MANUFACTURER SHALL PROVIDE BRIDGING AS REQURIED. 1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT IN ACCORDANCE WITH PROJECT NOTES: PER 2018 NDS,CHAPTER 18 MANUFACTURER SHASHALL VVISIT SITEH JOB SITE TAS EQUIRDTOMENT TO V VERIFY FYPROPER INSTALI TIONOF SHEET INDEX CD SPECIFICATIONS FOR THE FOLLOWING STRUCTURAL ITEMS: TRUSSYING A. -CASE I APPLIES TO BAR WITH CLEAR COVER a ONE BAR DIAMETER AND MINIMUM SPACING COMPLIANCE WITH THE DESIGN. SOOT GENERAL STRUCTURAL NOTES&SHEET INDEX Z A. CONCRETE MIX DESIGNS(SUBMIT TEST REPORTS SUBSTANTIATING STRENGTH OF TWO BAR DIAMETERS ON CENTER. WOOD STRUCTURAL PANELS OR PROVIDE INCREASED REQUIRED STRENGTH COMPLIANT W/AC/318-14 5. DESIGN SHALL ALSO CONFORM TO THE FOLLOWING MINIMUM DEFLECTION CRITERIA: S002 SPECIAL INSPECTIONS AND TESTING CHAPTER 26.4.3,26.4.4,ACI 301,AND ACI 214R TWO WEEKS PRIOR TO POUR). -CASE 2 APPLIES TO BAR WITH CLEAR COVER a ONE BAR DIAMETER AND MINIMUM SPACING 1. THE TERM WOOD STRUCTURAL PANEL"REFERS TO A WOOD-BASED PANEL PRODUCT BONDED A. L/240(ROOF DEADLOAD+LIVE OR SNOW LOAD) S003 SPECIAL INSPECTIONS AND TESTING OF ONE BAR DIAMETER ON CENTER. WITH A WATERPROOF ADHESIVE.INCLUDED UNDER THIS DESIGNATION ARE BOTH PLYWOOD (CONT) Cn B. CONCRETE REINFORCEMENT B. STRUCTURAL STEEL B. LENGTHS SHOWN ARE FOR CLASS B TENSION LAP SPLICES. AND ORIENTED STRAND BOARD(OSB).WOOD STRUCTURAL PANELS SHALL CONFORM TO US B. L/360(ROOF LIVE OR SNOW LOAD) S004 LOADING PLANS - D. EMBEDDED STEEL ITEMS C. FOR TOP BARS,CAST ABOVE 12"ON CONCRETE,MULTIPLY LAP LENGTHS ABOVE BY 1.3. DEPARTMENTUS OF C PANELS,EVOLUNERFOTARY RMANCE TANDARSTANDARDSPS10R P52FOR WOOD-BASED Cn E. GLUED-LAMINATED MEMBERS STRUCTURAL USE OR APA PERFORMANCE STANDARD PRP-108(ICC ESR-25B6(. 5100 FOUNDATION AND SLAB ON GRADE PLAN ENGINEERED WOOD PRODUCTS O Z D. WHERE 2 OR MORE BARS ARE BUNDLED TOGETHER,M(/LTIPLY LAP LENGTHS ABOVE BY 2. PANELS SHALL BE APA RATED SHEATHING OR APA RATED STURDI-FLOOR,EXTERIOR OR 1. INCLUDES ENGINEEREDERI=O WOOD PRODUCTS INCLUDING,BUT NOT LIMITED TO THE FOLLOWING $101 FIRST FLOOR&FIRST FLOOR MEZZANINE FRAMING PLANS 2. SHOP DRAWINGS,DESIGN DRAWINGS AND STRUCTURAL CALCULATIONS FOR THE DESIGN AND 1.33, 7RUS JOIST PRODUCTS: S102 SECOND FLOOR FRAMING PLAN _ EXPOSURE 1,OF THE THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS.PANELS SHALL FABRICATION OF CONTRACTOR-PROVIDED STRUCTURAL ELEMENTS MAT ARE DESIGNED BY TJI JOISTS,MICROLLAM LVL,PARAU AM PSL,AND TIMBERSTRAND LSL. OTHERS SHALL BE SUBMITTED TO THE ARCHITECT IN ACCORDANCE WITH THE PROJECT BE STAMPED WITH APA TRADEMARK. S103 THIRD FLOOR FRAMING PLAN SPECIFICATIONS.THE SUBMITTALS SHALL BEAR THE SEAL AND SIGNATURE OFA REGISTERED 22 SHORING AND RESHORING: 3. WHERE PANELS ARE SPECIFIED AS PLYWOOD"ON DRAWINGS,ONLY PLYWOOD PANELS WILL BE 2. IN ADDITION TO SELF WEIGHT,THE ENGINEERED WOOD PRODUCTS SHALL BE DESIGNED FOR THE . ` CL STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT OCCURS.CALCULATIONS SHALL BE SHORING AND RESHORING DESIGN IS THE CONTRACTORS RESPONSIBILITY AND SHALL ACCEPTED. FOLLOWING LOADS PLUS ANY SPECIAL LOADS SUCH AS MECHANICAL,SNOWDRIFT,AND BRACE S104 FOURTH FLOOR FRAMING PLAN V INCLUDED FOR ALL MEMBERS AND CONNECTIONS,UNLESS SPECIFIED OTHERWISE ON THE CONFORM TO ACI347R-14.SHORING AND SUPPORTING FORMWORK SHALL NOTBE REMOVED 4. ALL ROOF AND FLOOR SHEATHING SHALL BE APPLIED WITH FACE GRAIN PERPENDICULAR TO LOADS SHOWN ON THE DRAWINGS: S105 ROOF FRAMING PLAN J DRAWINGS AND SHALL BE BASED ON THE INFORMATION CONTAINED IN THE*DESIGN CRITERIA' BEFORE CONCRETE STRENGTH IS AT LEAST 70%OF DESIGN STRENGTH,AS DETERMINED BY SUPPORTS UNLESS NOTED OTHERWISE ON DRAWINGS.A 1/8"GAP SHALL BE MAINTAINED A. 40PSF FLOOR LIVE LOAD S110 SECOND,THIRD&FOURTH FLOOR SHEATHING&NAILING PATTERN PLAN I W NOTES INCLUDING SEISMIC AND WIND FORCES.CONNECTIONS TO THE STRUCTURAL MEMBERS FIELD CURED CYLINDERS ADDITIONAL SHORING SHALL NOT BE REMOVED SOONER THAN THE BETWEEN PANELS TPANEL ENDS AND EDGES. B. 30 P&P FLOOR DEADLOAD WHICH INDUCE TORSION ONTO THE STRUCTURAL FRAME SHALL RESOLVE THE TORSIONAL FOLLOWING: C. 100 POE ROOF LIVE LOAD AT MECHANICAL WELLS Sill ROOF SHEATHING&NAILING PATTERN PLAN W FORCES AND ARE TO BE PROVIDED BY THE CONTRACTOR AS PART OF THE BIDDER-DESIGNED 5. ROOF,WALL&FLOOR SHEATHING SHALL HAVE BLOCKING AT ALL JOINTS TYPICAL. D. 30 POP ROOF DEAD LOAD 5201 FIRST FLOOR SHEAR WALL PLAN WORK t r.- - - - - 6. NAILING NOT INDICATED ON DRAWINGS SHALL BEES INDICATED IN 1018 OSSC TABLE 2304.10.1. E. 15 PSF PARTITION LIVE LOAD ELEMENT MINIMUM REMOVAL TIME ALL NAILS SHALL BE COMMON NAILS EXCEPT USE RING SHANK FOR ROOF SHEATHING. S202 SECOND FLOOR SHEAR WALL PLAN 3 FOR THIS PROJECT DEFERRED,SUBMITTALS ARE REQUIRED FOR F. 20 PSF NET WIND UPLIFT 3 A. ALL STOREFRONT SYSTEMS 1 7. BLOCKING SHALL BE NAILED TO SUPPORT MEMBERS WITH A MINIMUM OF 16d NAILS AT 4'tc.SUB- 3. DES/GN SHALL ALSO CONFORM TO THE FOLLOWING MINIMUM DEFLECTION CRITERIA: S203 THIRD FLOOR SHEAR WALL PLAN 0 12 HR CUMULATIVE WITH 50"F FLOOR PANELS SHALL BE FIELD GLUED TO THE FRAMING USING ADHESIVES MEETING APA Z B. PREMANUFACTURED WOOD JOISTS WALLS AND PILASTERS SURROUNDING TEMPERATURE SPECIFICATION AFG-01 OR ASTM 03498.TONGUE AND GROOVE PANELS SHALL ALSO BE GLUED AT A. U480(FLOOR LIVE LOAD) S204 FOURTH FLOOR SHEAR WALL PLAN C. PREMANUFACTURED WOOD ROOF TRUSS SYSTEMS THE T&G JOINT.SHEAR WALL SHEATHING SHALL BE INSTALLED EITHER HORIZONTALLY OR B. L/360(FLOOR DEAD LOAD+LIVE LOAD)OR(ROOF LIVE OR SNOW LOAD) $21O PARTIAL STAIR PLANS&DETAILS t D. CONTINUOUS ROD HOLDOWN SYSTEM,INCLUDING SHRINKAGE COMPENSATING VERTICALLY, C. L/240(ROOF DEAD LOAD+LIVE OR SNOW LOAD) DEVICES 4. BOTH THE SHOP DRAWINGS AND THE CALCULATIONS MUST BE SEALED BY A PROFESSIONAL S211 PARTIAL STAIR PLANS&DETAILS cc 8. SEE SHEETS S101-5105 FOR FLOOR AND ROOF SHEATHING THICKNESS.SEE SHEETS S110 AND ENGINEER.IT IS THE INTENT THAT THE SHOP DRAWINGS AND CALCULATIONS WILL BE PREPARED E. STAIRS THAT ARE NOT CONSTRUCTED OF WOOD. 23 CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS AND INTERSECTING WALLS.AT SLAB S111 FOR FLOOR AND ROOF SHEATHING NAILING PATTERN PLANS.SEE SHEETS S201-S204 FOR $401 CONCRETE DETAILS F. GUARDRAILS&HANDRAILS AND WALL OPENINGS PROVIDE A MINIMUM OF TWO#5 BARS OVER,UNDER AND AT THE SIDES OF WALL SHEATHING THICKNESS&NAILING REQUIREMENTS. UNDER THE DIRECT SUPERVISION OF THE PRODUCT MANUFACTURERS IN-HOUSE PROFESSIONAL O G. FALL PROTECTION SYSTEMS AND CONNECTIONS TO STRUCTURE THE OPENINGS.EXTEND THESE BARS LAP DISTANCE OR A MINIMUM OF 24'PAST THE OPENING. ENGINEER REGISTEREDTERED IN THE STATE WHERE THE PROJECT RESIDES.THE ENGINEER MUST S402. CONCRETE DETAILS N U PROVIDE ONE#5 FOR SINGLE-LAYER REINFORCING AND TWO#5 FOR DOUBLE-LAYER HAVE REVIEWED ALL APPLICABLE CONSTRUCTION DOCUMENTS FOR CONFORMITY OF DESIGN S403 CONCRETE DETAILS Lim _ a H. SHIPS LADDER AND ELEVATOR PIT LADDERS REINFORCING,4'-0'LONG.DIAGONALLY AT EACH CORNER OF AU.OPENINGS.REFER TO TYPICAL AND INSTALLATION OF THE ENGINEERED WOOD PRODUCTS.I. I. MSE RETAINING WALLS DETAILS FOR LOCATION OF CORNER BARS AND BARS IN SMALL WALL SECTIONS.SLAB BARS S404 CONCRETE DETAILS < U W J. SUSPENDED CEILINGS,INCLUDING BRACING&ANCHORAGE SHALL BE HOOKED INTO WALLS,OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB 5. THE MANUFACTURER'S REPRESENTATIVE SHALL VISIT THE SITE AND REVIEW THE INSTALLATION ,L s4Q5 CONCRETE DETAILS LU () K. MECHANICAL,ELECTRICAL PLUMBING,AND FIRE SPRINKLER EQUIPMENT REINFORCING.PROVIDE TWO#4,A'-0'LONG DIAGONALLY AT EACH RE-ENTRANT CORNER IN OF ITS PRODUCTS.ONCE IT IS DETERMINED THAT THE PRODUCTS ARE INSTALLED PER THE �/� Q W ° SEISMIC BRACING&ANCHORAGE. SLABS.PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTCAL WALL REINFORCING. MANUFACTURER'S RECOMMENDATIONS,THE REPRESENTATIVE SHALL SUBMIT AN INSTALLATION LL S406 CONCRETE DETAILS _ REVIEW AND LIFETIME WARRANTYLETTER TO THE ENGINEER OF RECORD AND THE S501 STEEL DETAILS 3. ANY ALTERNATE DETAILS OR MATERIAL SUBSTITUTIONS PROPOSED BY THE CONTRACTOR SHALL CONTRACTOR. 24. HEADED SHEAR STUDS SHALL BE NELSON HEADED CONCRETE ANCHORS(OR APPROVED EQUAL) S502 STEEL DETAILS BE SUBMITTED TO THE ENGINEER FOR APPROVAL AND SHALL BEAR THE SEAL AND SIGNATURE OF AND SHALL CONFORM TOASTM A108.DEFORMED BAR ANCHORS(D.BA)SHALL BE NELSON,TYPE CONTINUOUS ROD HOLDOWN SYSTEM A REGISTERED STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT OCCURS. D2L OR APPROVED EQUAL AND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING TO 1. CONTINUOUS ROD HOLDOWN SYSTEM WITH TAKE-UP DEVICES SHALL BE DESIGNED TO LIMIT TOTAL S503 STEEL DETAILS 4. DURING THE SHOP DRAWING REVIEW PROCESS,THE CONTRACTOR SHALL COORDINATE ALL ASTM A498.STUDS AND D.B.A.SHALL BE AUTOMATICALLY END-WELDED WITH THE VERTICAL DISPLACEMENT OF THE SYSTEM TO LESS THAN 0.2 INCHES PER FLOOR. S504 STEEL DETAILS ROUTING,SEISMIC BRACING AND ANCHORAGES OF MECHANICAL ELECTRICAL AND PLUMBING MANUFACTURERS STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS. EQUIPMENT DUCTWORK AND PIPING WITH THE STRUCTURAL ELEMENTS SPECIFIED ON THE 2. THE CONTINUOUS ROD TIEDOWN SYSTEM SHALL BE RESTRAINED BY BEARING PLATES AT EACH S600 WOOD DETAILS DRAWINGS.CONFLICTS OF THIS WORK WITH STRUCTURAL ELEMENTS,INCLUDING WALLS, 25 EXPANSION BOLTS SHALL BE SIMPSON STRONG-BOLT 2(ICC ESR-3037)OR APPROVED STORY.SHRINKAGE COMPENSATING DEVICES SHALL BE PROVIDED AT EACH RESTRAINT LOCATION. S601 WOOD DETAILS BRACES AND BRIDGING,SHALL BE IDENTIFIED AND REVIEWED WITH THE ARCHTTECTPRIOR TO SUBSTITUTE UNLESS NOTED OTHERWISE IN DETAILS.EXPANSION BOLTS SHALL BE INSTALLED IN 3. TENSION ROD,COMPRESSIONS POSTS,BEARING PLATES,AND SHRINKAGE COMPENSATING S602 WOOD DETAILS RELEASING SHOP DRAWINGS FOR FABRICATION.ANY CONNECTIONS TO STRUCTURE SHALL STRICT CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS.DO NOT CUT DEVICES SHALL BE DESIGNED BY THE HOLDOWN SYSTEM MANUFACTURER.SEE PUNS AND CONFORM TO ASCE 7-16 CHAPTER 13 AND SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN REINFORCING IN NEW OR EXISTING CONCRETE DURING INSTALLATION.EXPANSION BOLTS SHALL FOUNDATION DETAILS FOR MINIMUM REQUIREMENTS WHERE TIEDOWN SYSTEM TERMINATES AT S603 WOOD DETAILS THE STATE WHERE THE PROJECT OCCURS,AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR BE APPROVED BY ICC FOR USE IN CRACKED CONCRETE.ALL EMBEDMENT DEPTH CALLOUTS FOUNDATION. S604 WOOD DETAILS TO FABRICATION. SHALL BE CONSIDERED NOMINAL EMBEDMENT DEPTH PER MANUFACTURER UNLESS NOTED 4. SKIPPING STORIES.WHERE BEARING PLATES ARE OMITTED AT INTERMEDIATE FLOORS THAT OTHERWISE. RESULT IN MULTIPLE STORIES BEING TIED TOGETHER,IS PROHIBITED. 2 2 2fi EPDXY ADHESIVE SHALL BE BIMPSONSET-XP(ICC ESR-2508)EPDXY OR APPROVED SUBSTITUTE CALCULATIONS AND SHOP DRAWINGS MEETING ALL OF THE ABOVE REQUIREMENTS SHALL BE t� 07 WOOD DETAILS UNLESS NOTED OTHERWISE IN DETAILS.EPDXY ADHESIVE SHALL BE INSTALLED IN STRICT 5. SUBMITTED AND PROVIDED BY THE MANUFACTURER OF THE CONTINUOUS ROD TIEDOWN SYSTEM CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS.DO NOT CUT REINFORCING IN FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. NEW OR EXISTING CONCRETE DURING INSTALLATION.EPDXY ADHESIVE SHALL BE APPROVED BY ICC FOR USE IN CRACKED CONCRETE.ALL EMBEDMENTS SHOWN ARE PER EFFECTIVE Hof 6. DRAWINGS PROVIDED BY THE MANUFACTURER SHALL SPECIFY THE PROPRIETARY COMPONENTS VALUES PER MANUFACTURER UNLESS NOTED OTHERWISE. OR SYSTEMS. 7. THE STRONG-ROD ANCHOR TIEDOWN SYSTEM BY SIMPSON STRONG-TIE IS THE BASIS OF DESIGN. 4 05/10/2024 ASI 09 27 CONCRETE SCREW ANCHORS SHALL BE SIMPSON TI TEN HO(ICC ESR'2753)OR APPROVED SUBSTITUTIONS MUST HAVE EQUIVALENT LOAD CAPACITY BASED ON REUABLE PUBLISHED TESTING 3 11/15/2023 ASI 04 SUBSTITUTE UNLESS NOTED OTHERWISE IN DETAILS.SCREW ANCHORS SHALL BE INSTALLED IN DATA OR CALCULATIONS,AND THE SUBSTITUTION REQUEST MUST BE APPROVED BY THE EOR PRIOR 2 10/26/2023 ASI 03 STRICT CONFORMANCE WITH MANUFACTURERS RECOMMENDATIONS.DO NOT CUT TO DESIGN. 1 1 O/06/2023 ASI 02 REINFORCING IN NEW OR EXISTING CONCRETE DURING INSTALLATION.SCREW ANCHORS SHALL 8 SEE THE DEFERRED SUBMITTAL SECTION FOR ADDITIONAL INFORMATION. BE APPROVED BY ICC FOR USE IN CRACKED CONCRETE.ALL EMBEDMENT DEPTH CALLOUTS SHALL BE CONSIDERED NOMINAL EMBEDMENT DEPTH PER MANUFACTURER UNLESS NOTED OTHERWISE. MARK DATE DESCRIPTION 28. PERMANENTLY EXPOSED STRUCTURAL STEEL SHAPES,EMBEDDED PLATES,ANGLES(INCLUDING LEDGER ANGLES)AND ANCHOR BOLTS SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION, Issued: 12/15/2021 UNLESS OTHERWISE NOTED.NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FORA MINIMUM OF DAYS AFTER CASTING. Scale: 12"=1'-0" 21 EPDXY REPAIR ADHESIVE: EPDXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BEA TWO-COMPONENT Drawn By: 20071r23 LIQUID EPDXY WITH NON-SAG CONSISTENCY AND A LONG POT UFE.THE EPDXY ADHESIVE SHALL BE SUITABLE FOR USE ON DRY OR DAMP SURFACES..EPDXY SHALL MEET THE I REQUIREMENTS OFA TYPE IV BONDING SYSTEM WITHA MINIMUM TENSILE STRENGTH OF 7,000 Reviewed EQ PSI.HOLE SIZE AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE APPROVED By: EVALUATION REPORT REQUIREMENTS.DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING INSTALLATION. 30 ALL CAST-IN-PLACE CONCRETE CONSTRUCTION SHALL BE PERFORMED WITHIN THE TOLERANCES Copyright 20071r23 SET FORTH IN ACI 117. 1 1 PERMIT SET GENERAL STRUCTURAL NOTES&SHEET INDEX cl m N tV N N S 0 0 N M -1-61: ----1 50 I 40 I 30 I 20 10 0 i I I 60 I 50 I 40 I 30 I 20 I 10 I 0 I H 1 n r z. 6'-9'MIN 3 A ADDY TRUSS 6...0' - • /TYPE® S604 4 it OVER WALL /TYPE®/ TYPE® d SJLZ c -- _- --- -__7 ---- MAX WT=75 LEIS --- - - - - - - - - - - — — — -- - - Ir 1- ?- I it I I WT=150 LBS \ B C I �\ 1 RA _ 51051 1B r - CMST1 1 'o CMSTi I �_ ____ i �� MAX WT=200 LEIS � 1, 9°¢0 REFOARCHCH 1 p46 'I I I-SI E-11- _ _ - II - MAX WT=200 LEIS e-fo Bora Architects,Inc. 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JfX .1 � fV>' •r�r %!L� JI 1CMST14a - yy _--___ y.� _ 1 _ O 10. INDICATES SIMPSONHANGER REQUIRED.ANY PROPOSED sues-min MUST HAVE = O 2 I 6 � - N `1 Bx5 1 T 6 X XY _-_-___ S802 _ _ EQUIVALENT S TYPE ivP OB3 ....._ -- -� \ -_,..,- c,J.,.,. +6�Sfi00 5602/ ti 4 F._! �.EYTENO TDP CHORD .... ,� SBa C-QUWALENT LOAD CAPACITY CC ° s ' 7 ¢ '.¢ o F I I sA 05A I HANGER SCHEDULE CC 0 1 s g r p.FO� TYPE SBa: 4 C ¢II I 3 - - 6�- +6Q Ig 1fi-0"MIN . v 2 J _I O - y I MARK SIMPSON HANGER TYPE -1I{ CAPACITY Q Q S602 3 ' 4 O V$t 60�yL U 6-0'MIN II Q �( /� I Ta RIDGE • - I , 1 1 4 ' _ ¢ 3 II W y 0 I ~ j i O 3 >I I ^ TYPE b EGQ5.62-SDS 17,OB5CBS I-- . .. oWl W �- 3 2 c i _ - y S6G3_. __. W 5603 ¢ --'--�y W 4 I R- HUCQ610-SDS 5,185 LBS 11 1 UI' m > 0 ryP 4_ty o: p o > ^ /� y O1 yl 11 BA4.75/11.88 MAX 3,780 LBS 1-u o -- 0 4 rcI 2 ¢ j I ¢II W 1 III e. II ® HPWSSB2 8,955 LBS o sso4 5604 LO A sIM - L J r — 44 II o NIt' - ¢ ,, TYP SIM ,,, I 3 d III - - -,1 - O 6'.0'MIN I 11. 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