1708 WALNUT ST 2023 Plans 2025-11-05

16 16 14 13 12 11 10 --.__-9 8 7 6 5 4 3 2 1 STRUCTURAL NOTES: WOOD: WOOD CONT.: STRUCTURAL DESIGN DATA: BUILDING CODE 2018 L EVERETT MUN.CODE 2018 L THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON DRAWINGS CS1. ALL 2X LUMBER SHALL BE KILN DRIED OR MC-19 AND ALL LUMBER SHALL BE PRESSURE TREATED WOOD(INCLUDES PRESERVATIVE AND FIRE TREATED)SHALL BE DESIGN LOADS MATERIAL LOADS CRITERIA GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULED FOR TREATED PER AWPA STANDARDS.PRESSURE TREATED WOOD FOR ABOVE GROUND WEST COAST LUMBER NO 17.FURNISH TO THE FOLLOWING MINIMUM STANDARDS: USE SHALL BE TREATED TO RETENTION OF.25 PCF.WOOD IN CONTINUOUS CONTRACT 1. ALL MATERIALS,WORKMANSHIP,DESIGN AND CONSTRUCTION SHALL CONFORM WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF.40 PCF.SODIUM TO THE DRAWINGS,SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE JOISTS BORATE(SEX)TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. ROOF LOADS WEIGHTS OF MATERIALS: W (IBC) (2X,3X AND 4X MEMBERS) FASTENERS AND TIMBER CONNECTORS WITHOUT AMMONIA IN DIRECT CONTACT WITH J HEM-FIR#1 AC1-A(UP TO A RETENTION LEVEL OF.40 PCF),CBA-A(UP TO A RETENTION LEVEL OF.41 2. DESIGN LOADING CRITERIA PCF),CA-B(OVER A RETENTION LEVEL OF.21 PCF),OR WITH ACZA TREATED WOOD LL 25 PSF MINIMUM BABE VALUE,FB=1260 PSI p FLOOR LIVE LOAD(RESIDENTIAL) 40 PSF SHALL BE TYPE 304 OR 316 STAINLESS STEEL. DL 20 PSF ROOF w= BEAMS: 9. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE ROOF JSTS 2 PSF =O SNOW 25 PSF SIMPSON STRUCTURAL CONNECTORS AS SPECIFIED IN THEIR 57TH EDITION PRODUCT TOTAL 45 PSF O- K WIND METHOD-DIRECTIONAL PROCEDURE KZT= (6X AND LARGER) CEILING JSTS 0PSF K yrc CATALOG.EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED DOUGLAS FIR-LARCH NO 2 MINIMUM BASE VALUE,FB 1300 PSI C ,")(),EXPOSURE 18,110 MPH,(RISK CATEGORY PROVIDED THEY HAVE ICC APPROVAL FOR EQUIVALENT DECIDES BY OTHER ROOF TRUSS 5 PSF Z O ),ExPosuRE°B" SPECIAL ROOF LOADS O POSTS: MANUFACTURERS MAYBE SUBSTITUTED,PROVIDED THEY HAVE ICC APPROVAL FOR ROOF SHTHG 4 PSF EARTHQUAKE ANALYSIS PROCEDURE:EQUIVALENT fn G LATERAL FORCE PROCEDURE LATERAL (4X MEMBERS) EQUAL OR GREATER LOAD CAPACITIES.PROVIDE NUMBER AND SIZE OF FASTENERS AS SYSTEM:LIGHT FRAMED SHEAR WALLS HEM-FIR NO 2 MINIMUM BASE VALUE,FC=1150 PSI SPECIFIED BY MANUFACTURER.CONNECTORS SHALL BE INSTALLED IN ACCORDANCE PARAPET DRIFT MECH.,ELEC.,SPRNKLR 3.5 PSF WITH THE MANUFACTURERS RECOMMENDATIONS. ADD LL 20 PSF ROOFING 2.5 PSF SFC D,LE=1.0,SS=1.6 51=.50,SDS=1.067, SD1=.50,CS=/164,R=6.5 SEISMIC DESIGN (6X AND LARGER) ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH"JUS"OR"JV SERIES CEIL.MTL.GWB 2.5 PSF BASE SHEAR VSX=14.3 KIPS DOUGLAS FIR-LARCH NO 2 OR HEM FIR-NO 2 JOIST HANGERS.ALL LPI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH THE FLOOR LOADS MINIMUM BASE VALUE FC=750 PSI SERIES JOIST HANGERS. TOTAL: 19.5 PSF STUDS: WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,PLACE ONE-HALF OF THE GENERAL J 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL HEM-FIR STUD GRADE STUD GRADE MINIMUM BASE VALUE FC=750PSI NAILS OR BOLTS IN EACH MEMBER. LL 50 PSF FLOOR J DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERIFY DL 38 PSF FLOOR JSTS 4 PSF DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFYARCHITECT PLATES AND MISC FRAMING: ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE(MINIMUM)AS SUB FLOOR 2.5 PSF OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. HEMFIR NO 2 MEMBERS CONNECTED. TOTAL 65 PSF 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL +OFFICE 15 PSF GYPCRETE 8.5PSF j PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND 2. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH 10. WOOD FASTENERS TOTAL 80 PSF SPRINKERS 0 PSF = DETAILS.VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL ASTM AND ANS#AITC STANDARDS.EACH MEMBER SHALL BEAR AN AITC OR APA-EWS a. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING - FIN.FLOOR 1 PSF WALL SECTIONS,BUILDING SECTIONS,AND PLANS.DETAILING AND SHOP IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA-EWS SPECIFICATIONS: DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE CORTICATE OF CONFORMANCE.ALL BEAMS SHALL BE DOUGLAS-FIR COMBINATION 24F- SIZE TYPE LENGTH DIAMETER CORRIDORS.STAIRS PARTITION LD 15 PSF DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND V4,FB=2,400 PSI,FV=265 PSI,EXCEPTIONS:ANY BEAM SPECIFICALLY SO NOTED ON THE 8D COMMON 2-1/2" .131" CEILING 5 PSF STRUCTURAL DRAWINGS DRAWINGS SHALL BE DOUGLAS FIR COMBINATIONS 24F.V8,FB=2,400 PSI FV=265 PSI 10D GUN 3" .131" 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND COMBER ALL SIMPLE SPAN GLULAM BEAMS TO 5000 RADIUS.GLUED LAMINATED 12D GUN 3-1/4" .131" LL 100 PSF MECH&ELECT 1.5 PSF I STRUCTURAL COMPONENTS UNTIL FINAL CONNECTIONS HAVE BEEN COMPLETED I COLUMNS SHALL BE DOUGLAS FIR COMBINATIONS 3,L2D GRADE,FC=2,300 PSI,FB=2000 TDL O 15 PSF I IN ACCORDANCE WITH THE PLANS.CONFORM TO ASCE DESIGN LOADS ON PSI IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS,THEY SHALL SUBMIT NAIL STRUCTURES DURING CONSTRUCTION. 3. MANUFACTURED LUMBER,PSL,LVL AND LSL SHALL BE MANUFACTURED UNDER SPECIFICATIONS TO THE STRUCTURAL ENGINEER(PRIOR TO CONSTRUCTION)FOR TOTAL 115 PSF TOTAL: 37.5 PSF 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE A PROCESS APPROVED BY THE NATIONAL RESEARCH BOARD.EACH PIECE SHALL BEAR REVIEW AND APPROVAL. METHODS TECHNIQUES SEQUENCES OR PROCEDURES REQUIRED TO PERFORM A STAMP OR STAMPS NOTING THE NAME AND QUALITY CONTROL AGENCY.ALL PSL,LVL ASSEMBLY WALLS THE CONTRACTORS WORK.THE STRUCTURAL ENGINEER HAS NO OVERALL AND LSL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ICC-ES REPORT NAILS-PLYWOOD(APA RATED SHEATHING)FASTENERS TO FRAMING SHALL BE DRIVEN AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE ESR-1387 USING DOUGLAS FIR VENEER GLUED WITH A WATERPROOF ADHESIVE FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. Q SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS b. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM.PROVIDE WASHERS LL 50 PSF EXTERIOR RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR.THE STRUCTURAL MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. EXTER.FIN. 3 PSF W ENGINEER HAS NO DUTY TO INSPECT,SUPERVISE,NOTE CORRECT,OR REPORT LENGTH OF THE MEMBER.THE MEMBERS SHALL HAVE THE FOLLOWING MINIMUM DL 38 PSF V F PROPERTIES: INSTALLATION OF LAG SCREWS SHALL CONFORM TO THE NATIONAL DESIGN $HTHG 2.5 PSF Z F ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER CONTRACTORS OR OTHER SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60-70%OF THE TOTAL 88 PSF W W ENTITIES OR PERSONS AT THE PROJECT SITE. SHANK DIAMETER.LEAD HOLES ARE NOT REQUIRED FOR 3/8"AND SMALLER LAG STUDS 3 PSF g It 7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE PSL(2.2E) FB=2900 PSI,E=2200 KSI,FV=290 PSI SCREWS.BOLT HOLES SHALL BE A MINIMUM OF 1/32"TO A MAXIMUM OF 1/16'LARGER INTER.FIN. 5.5 PSF y W LVL(2.0E) FB=2600 PSI,E=2000 LSI,FB=285 PSI SEISMIC w W H ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION THAN THE BOLT DIAMETER.HOLES SHALL BE ACCURATELY ALIGNED IN MAIN MEMBERS LSL(1.55E) FB=2325 PSI,E=1550 KSI,FV=310 H OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT AND SIDE PLATES/MEMBERS.BOLTS SHALL NOT BE FORCIBLY DRIVEN. SATISFY THIS REQUIREMENT. PSL COLUMN(1.8E) FC-2900 PSI,E=1800 KSI C. SIMPSON FASTENERS CALLED OUT BY LETTERS AND NUMBERS SHALL BE SITE CLASS"D TOTAL: 14 PSF 8. DRAWINGS INDICATE GENERAL AND TYPKAL DETAILS OF CONSTRUCTION.WHERE FASTEN MASTER STRUCTURAL WOOD SCREWS MANUFACTURED AND INSTALLED IN SEISMIC DESIGN CATEGORY"D" Z W CONDITIONS ARE NOT SPECIFICALLY INDICATED,BUTARE OF SIMILAR CHARACTER DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE TRUSJOIST STRICT ACCORDANCE WITH ICC-ES REPORT ESR 2761 PER THE SIMPSON STRUCTURAL INTERIOR a TO DETAILS SHOWN,SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, CORPORATION.ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND CONNECTORS CATALOG ABOVE.EQUIVALENT SCREWS BY OTHER MANUFACTURERS SS= 1.4 - y SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECTAND THE STRUCTURAL APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER,ALTERNATE JOIST MAY BE SUBSTITUTED PROVIDED THEY HAVE ICC ES APPROVAL FOR EQUAL OR $1= 0.5 GWB 5.5 PSF 3 F ENGINEER. HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED GREATER LOAD CAPACITIES.LAG SCREWS ARE NOT AN EQUIVALENT SUBSTITUTION. FA= 1.0 STUDS 3 PSF p 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES.ALL JOIST 11. WOOD FRAMING NOTES-THE FOLLOWING APPLY UNLESS NOTED OTHERWISE GWB 5.5 PSF z BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS ON THE PLANS: FV= 1.5 Q MANUFACTURING,DELIVERY,HANDLING,STORAGE AND ERECTION IN PROVIDED. a. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE SDS= 0.9 ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC,THE AITC TIMBER SD1= 0.5 TOTAL: 14 PSF G MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT CONSTRUCTION MANUAL,AND THE AF AND PA NATIONAL DESIGN SPECIFICATION FOR R= 65 G . OF 12%OR LESS.THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION WOOD CONSTRUCTION.MINIMUM NAILING SHALL CONFORM TO IBC.COORDINATE THE MISCELLANEOUS TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAM FROM EXCEEDING 12%. SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL REDUNDANCY 1.3 EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. DRAWINGS. 1"CONCRETE 12 PSF b. WALL FRAMING:REFER TO ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL GREEN ROOF 4"FULL SAT'N 29 PSF 4. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON WALLS.ALL STUDS SHALL BE SPACE AT 16"OC.TWO STUDS MINIMUM SHALL BE (ASD)V= 0.189 WIND LOAD JOISTS MANUFACTURED BY THE TRUSJOIST CORPORATION.ALTERNATE PLYWOOD PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND AT WIND 110 MPH WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL B THE BEAM OR HEADER BEARING LOCATIONS.TWO 2X8 HEADERS SHALL BE PROVIDED OVER Qs 31 PSF CATEGORY B 18.4 PSF G E OT EC H N I CA L. ARCHITECT AND STRUCTURAL ENGINEER.ALTERNATE JOIST HANGERS AND OTHER ALL OPENINGS THRU STRUCTURAL WALLS.NAIL MULTI MEMBER HEADERS WITH TWO ROOF OH 32 PSF HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC ROWS 10D AT 12"OC.SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES.ALL JOIST HANGERS AND THROUGH FLOORS TO SUPPORTS BELOW.PROVIDE CONTINUOUS SOLD BLOCKING AT 1. FOUNDATION NOTES ALLOWABLE SOIL PRESSURE AND LATERAL EARTH OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST MID-HEIGHT OF ALL STUD WALLS OVER 10"IN HEIGHT. E : p F PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOIL PROVIDED. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE END NAIL DESIGN STRESSES FOR MATERIALS F U ENGINEER OR APPROVED BY THE BUILDING OFFICIAL.IF SOILS ARE FOUND BE OTHER PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE r THAN ASSUMED,NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION D .ATION DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE NATIONAL DESIGN TOP PLATE AND BOTTOM PLATE TO EACH STUD WITH THREE 10 D NAILS.FACE NAILDOUBLE TOP PLATES WITH 10D AT 12"OC.AND LAP MINIMUM 4'-0"AT JOINTS AND d REDESIGN. STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION,ASNI/TIP 1: PROVIDE TWELVE 10D NAILS AT 4"OC EACH SIDE OF JOINT.AT TOP PLATE '-' 2. FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED EARTH AT LEAST 18"BELOW BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE F''� L ADJACENT FINISHED GRADE.FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS PLANS.LOADING SHALL BE AS FOLLOWS: INTERSECTIONS PROVIDE THREE 10D FACE NAILS. SOIL BEARING 1500 PSF ABOVE. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD lJ N Lqq 3. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING,GRANULAR FILL TOP CHORD LIVE LOAD 25 PSF FRAMING BELOW WITH TWO ROWS OF 10 D NAILS AT 16"OCCUR ATTACHED TO AND PROVIDE FOR SUBSURFACE DRAINAGE. TOP CHORD DEAD LOAD 10 PSF EQUIVALENT Ja CONCRETE BELOW WITH E A DIAMETER ANCHOR BOLTS AT 4'AT EMBEDDED 7" y 1 4. ALLOWABLE SOIL PRESSURE 1500 PSF BOTTOM CHORD DEAD LAOD 5 PSF MINIMUM.THERE SHALL 8E A MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE FLUD PREASURE 35 PSF �z y y R LATERAL EARTH PRESSURE 50 PCF135 PCF TOTAL LOAD 40 PSF BOLT LOCATED NOT MORE THAN 12"OR LESS THAN 4.5"FROM EACH END OF THE PLATE _Z Uj- IT COEFFICIENT OF FRICTION .35 SECTION.INDIVIDUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER E WIND UPLIFT(TOP CHORD) 18 PSF WITH TWO ROWS OF 10D AT 16"OC.UNLESS NOTED OTHERWISE,GYPSUM WALL BOARD FB FV FC FT E E = T a BOTTOM CHORD LIVE LOAD 18 PSF SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH#6 X ¢ as (BOTTOM CHORD LIVE LOAD DOES NOT 1.25"TYPE S OR W SCREWS AT 8"OC.UNLESS NOTED OTHERWISE.5"NOMINAL APA CONCRETE - - 2500 PSI - - CONCRETE: ACT CONCURRENTLY WITH THE ROOF LIVE LOAD) RATED SHEATHING SPAN RATING 24/0 SHALL BE NAILED TO ALL EXTERIOR SURFACES (EXCEPT AS NOTED ON SHEET G1.00,3.0 CONCRETE) v J d 5 WITH BD NAILS AT 6"OC AT PANEL EDGES AND TOP AND BOTTOM PLATES BLOCK TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER IBC.WEBS SHALL UNSUPPORTED EDGES AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D . NEED SPECIAL INSPECTION: BE CONFIGURED SO THAT ALL OPENINGS ARE SMALLER THAN 24" REINF STL 36K 36K 36K 36K WIDE X 42"HIGH NAILS AT 12"OC ALLOW 118"SPACING AT ALL PANEL EDGES AND PANEL ENDS. - Q ja 0 1. CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN m y ACCORDANCE WITH ACI,INCLUDING TESTING PROCEDURES,CONCRETE SHALL ATTAIN A STEEL 36K - - - - 28-DAY STRENGTH OF FC=3,000 PSI.SLUMP OF CONCRETE STRENGTH TESTING REQUIRED.ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE N am AIR-ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM C260 C494 AND D C618 TOTAL AIR CONTENT FOR FROST RESISTANT CONCRETE SHALL BE IN ACCORDANCE STEEL CONECTORS SIMPSON OR EQUAL D WITH ACI. 2. REINFORCING STEEL SHALL CONFORM TO ASTM INCLUDING SUPPLEMENTSI, WOOD PERMIT APPROVAL STAMPS m GRADE 60 FY=6,000 PSI 3. DETAILING OF REINFORCING STEEL INCLUDING HOOKS AND BENDS SHALL BE IN ENGR.WD.SEE ATTACHED N ACCORDANCE WITH THE ACI.LAP ALL CONTINUOUS REINFORCEMENT#6 AND SMALLER 40 HEM-FIR-#1 OR BETER DOUG FIR#1 F- BAR DIAMETERS OR 2"MINIMUM.PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS.LAP CORNER BARS#5 AND SMALLER 40 BAR DIAMETERS OR 2"MINIMUM. 4. CONCRETE PROTECTION(COVER)FOR REINFORCING STEEL SHALL BE AS WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES(GANGNAIL OR FOLLOWS EQUAL).SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT C. FLOOR AND ROOF FRAMING:PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL FB FV FC I FC II FT E AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.SUBMITTED PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL JOISTS BOTTOM OF FOOTINGS 3" DOCUMENTS SHALL BE SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER OPENINGS IN FLOORS OR ROOFS.ATTACH TIMBER JOISTS TO FLUSH HEADER OR BEAMS HEM FIR 1260 150 405 1350 750 1300K _ C WALLS EXPOSED TO EARTH OR WEATHER - - - -1.5" REGISTERED IN THE STATE OF WASHINGTON.PROVIDE FOR SHAPES,BEARING WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE.NAIL ALL DOUG-FIR#1 1350 180 625 1800 750 1600K Q COLUMN TIES OR SPIRALS AND BEAM STIRRUPS - - -GREATER OF BAR DIAMETER POINTS,INTERSECTIONS,HIPS,VALLEYS,ETC.SHOWN ON THE DRAWINGS.EXACT MULTI-JOIST BEAMS TOGETHER WITH TWO ROWS 10D AT 12"OC TOENAIL RIM JOIST TO SLABS AND WALLS INSIDE FACE PLUS 1/8"OR'W" COMPOSITION OF SPECIAL HIP VALLEY AND INTERSECTION AREAS,USE OF GIRDER TOP PLATE WITH 1 OD AT 6"OC TOENAIL BLOCKING BETWEEN JOISTS TO TOP PLATE aLL TRUSSES JACK TRUSSES STEP DOWN TRUSSES ROOF OVER FRAMING,ETC SHALL BE WITH THREE 10D NAILS. CHORDS as DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE ANCHORAGE. PLANS.PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION UNLESS NOTED OTHERWISE ON THE PLANS,PLYWOOD ROOF AND FLOOR SHEATHING HEM FIR 1050 180 405 350 1500K DETAILS AND REQUIRED CONNECTION MATERIALS.PROVIDE FOR ALL TEMPORARY SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6"OC AND PERMANENT TRUSS BRACING AND BRIDGING. WITH 8D NAILS TO FRAMED PANEL EDGES,STRUCTS AND OVER STUD WALLS AS SHOWN ENGR.WD.SEE ON PLANS AND AT 12"OC TO INTERMEDIATE SUPPORTS.PROVIDE APPROVED PLYWOOD ATTACHED IF APPLIES PROD.NO: 6. PLYWOOD SHEATHING SHALL BE GRADE C-D,EXTERIOR GLUE OR EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING STRUCTURAL II,EXTERIOR GLUE IN CONFORMANCE WITH DOC PS1 OR PS2.ORIENTED EDGES.ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL 22031 NEED SPECIAL INSPECTION: BE SUPPORTED WITH SOLID BLOCKING.ALLOW 1/8"SPACING AT ALL PANEL EDGES AND BEAMS STRAND BOARD OF EQUIVALENT THICKNESS,EXPOSURE RATING AND PANEL INDEX ENDS OF FLOOR AND ROOF SHEATHING.TOENAIL BLOCKING TO SUPPORTS WITH 10D AT DOUG FIR#1 1550 170 625 1100 825 1600K PERMIT B 1. EPDXY GROUTED ITEMS THREADED RODS OR REINFORCING BAR SPECIFIED ON MAY BE USED IN LIE OF PLYWOOD. 12"OC. B THE DRAWINGS SHALL BE INSTALLED USING SET XP EPDXY ADHESIVE AS HEM FIR 1300 140 405 925 750 1300K DRAWN BY:RBC MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY.INSTALL IN STRICT ROOF SHEATHING SHALL BE 518"OR 19/32"(NOMINAL)WITH SPAN RATING 32/16 VERSALAM CHECKED BY:MJG ACCORDANCE WITH ICC-ES REPORT ESR-2508.SPECIAL INSPECTION OF FLOOR SHEATHING SHALL BE%"(NOMINAL)WITH SPAN RATING 48124 2023 DOUG FIR ISSUE DATE:031031 INSTALLATION IS REQUIRED.RODS SHALL BE ASTM 1-36. WALL SHEATHING SHALL BE'/Y'OR 7116"(NOMINAL)WITH SPAN RATING 2410 24FV4 2400 155 560 1650 1100 1600K SCALE:112"=1'031 2. HEAVY DUTY THREADED CONCRETE ANCHORS SPECIFIED ON THE DRAWINGS REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. SHALL BE TITEN HD SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON GLULAM DOUG FIR STRONG TIE COMPANY.INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT 7. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE 24FV4 2400 265 560 1650 1100 1600K ESR 2713INCLUDING MINIMUM EMBEDMENTAND EDGE DISTANCE REQUIREMENTS. PRESSURE-TREATED WITH AN APPROVED PRESERVATIVE OR(2)LAYERS OF ASPHALT GLULAM DOUG FIR STRUCTURAL Q. SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD 24FV8 2400 265 560 1650 1100 1600K NOTES M WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. AND CONCRETE OR MASONRY. 3. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE A STRONG BOLT ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG CTIE A a COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT ESR 1771 INCLUDING MINIMUM EMBEDMENT REQUIREMENTS.BOLTS INTO CONCRETE N MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. O SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION S1 00 fV 18"x12"DRAWINGS ARE1/2 SIZE SCALE NOTED ah 16 15 14 13 12 11 10 9 8 7 6 5 4 IF LINE DOES NOT MEASURE 1"SHEET IS NOT TO SCALE IF ANY DISCREPENCIES ARE FOUND,NOTIFY ARCHITECT IMMEDIATELY.VERIFY CONDITIONS AND DIMENSIONS IN FIELD.