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APPROVED BLD RESUB1 BLD2022-1181+Structural_Plan+11.11.2022_12.01.34_PM+3216042Q N O N N O N N co 0 F- 0 0 0 O O N w z V) c� z Q ry 0 ry O V) z Q n O O N N O N Cn m O X N E z a� i- ID GENERAL THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY DISCREPANCY FOUND AMONG THE DRAWINGS SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. 1.1 CODES ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF CITY OF EDMONDS AND: THE 2018 INTERNATIONAL BUILDING CODE (IBC), AS AMENDED AND ADOPTED BY CITY OF EDMONDS AND THE STATE OF WASHINGTON: A.C.I. - LATEST EDITION, AISC - LATEST EDITION, AWS - LATEST ADDITION, A.I.T.C. - LATEST EDITION, NDS - LATEST EDITION AND A.1.5.1 - LATEST EDITION 1.2 DESIGN CRITERIA A. VERTICAL LOADS (A5CEi-1(o) 1. LIVE LOADS ROOF (SNOW) 25 PSF Pg = 30 PSF Pf = 20 PSF Ce = 1.0 Ct = 1.0 Is = 1.0 FLOOR 40 PSF B. LATERAL LOADS (A5CE7-1(o): LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF THE ROOF AND FLOOR TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO THE FOOTINGS, WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND SLIDING FRICTION OF EARTH. OVERTURNING IS RESISTED BY THE DEAD LOAD OF THE STRUCTURE. 1. WIND: EXPOSURE B, 3-SECOND GUST = 91 M.P.H. PER A5CE1-16, RISK FACTOR II, Kzt = 1.0 2, SEISMIC: SEISMIC USE GROUP I, SEISMIC DESIGN CATEGORY D PER A5CE7-16: Longitude =-122.362 Latitude = 41.110 Ss = 1.261 Site Class B Sl =0.496 , Site Class B ,9D5= 0.841 S s = 0.496 R = 6.5 le = 1.0 Cs = 0.130 (ULT) V = 8.54 Kips (ULT, BASE SHEAR) 1.3 SHOP DRAWINGS ALL SHOP DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE AT THE TIME OF INSPECTION FOR THE INSPECTOR'S USE AND REFERENCE. SUBMIT SUFFICIENT COPIES OF SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR THE FOLLOWING: A. PE ROOF TRUSSES B. PE FLOOR TRUSSES TRUSS DESIGN: • TRUSS SHALL BE DESIGNED PER IRC 502.11.1 4 802,10.2 4 COMPLY WITH ANSI/TPI 1 • THE TRUSS LIVE LOADING SHALL BE PER IRC SECTION 301.5 AND TABLE 301.5. ESPECIALLY FOOTNOTES b 4 g REGARDING UNINHABITABLE ATTICS. • TEMPORARY AND PERMANENT TRUSS BRACING SHALL BE PER IRC 502.11.2 4 802.10.3 AND ALSO COMPLY WITH THE TRUSS PLATE INSITUTE'S BUILDING COMPONENT SAFETY INFORMATION. • TRUSS ALTERATIONS PER IRC 502,11.3 4 802.10.4 SHALL NOT OCCUR UNLESS APPROVED BY DESIGN PROFESSIONAL. DO NOT PA51RICATE PRIOR TO ARCHITECT'S/ENGINEER'S APPROVAL. ALL SHOP DRAWINGS SUBMITTED TO THE ENGINEER SHALL BEAR THE STAMPED APPRROVAL OF THE CONTRACTOR SHOP DRAWING APPROVAL BY BC INVESTIGATIVE ENGINEERS SHALL NOT IMPLY THAT THE PROJECT MAY BE BUILT FROM THE SHOP DRAWINGS. RATHER, THE PROJECT PLANS SHALL BE USED FOR CONSTRUCTION. ALL PERMANENT BRACING FOR TRUSSES SHALL BE DETAILED BY THE TRUSS SUPPLIER 2.0 SITE WORK 2.1 SOIL DATA ASSUMBED. FOUNDATIONS WERE DESIGNED IN ACCORDANCE WITH DESIGN CRITERIA PROVIDED BY THE IBC. ALLOWABLE SOIL BEARING IS 2,000 PSF. A FRICTION COEFFICIENT OF 0.35 SHALL BE USED, 300 PCP SHALL BE USED FOR PASSIVE EARTH PRESSURE. 2.2 EXCAVATION - (PER CONTRACTOR) EXCAVATE FOR FOOTINGS DOWN TO DEPTH SHOWN ON DRAWINGS OR TO FIRM UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (f'c = 2000 PSU, OR BE STRUCTURALLY FILLED PER SECTION 2.2 AND SHALL BE AT THE CONTRACTOR'S EXPENSE. 2.3 BACKFILL AND COMPACTION - (PEP, CONTRACTOR) BACKFILL SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL FORMS, SCREEDS, OTHER WOOD DEBRIS AND MATERIAL SUBJECT TO ROT OR CORROSION AND PLACEMENT OF POST TENSIONED SLAB. USE ONLY MATERIALS APPROVED FOR BACKPILL. IN AREAS UNDER SLABS OR FOOTINGS OR ADJACENT TO WALLS, MATERIAL SHOULD BE GRANULAR IN NATURE, PLACED IN 6 - INCH LIFTS AND COMPACTED TO AT LEAST 95io OF MAXIMUM DRY DENSITY AS DETERMINED BY AASHTO COMPACTION TEST, PROCEDURE T-180. THE FILL SHOULD BE LIMITED TO CLEAN, GRANULAR MATERIAL. 2.4 DRAINAGE - (NO WORK) 3.0 CONCRETE 3.1 GENERAL NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF ACI 301 ESTABLISH PROPORTIONS OF CEMENT, COARSE AND FINE AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE PROPERTIES SPECIFIED FOR EACH CONCRETE MIX TYPE PER ACI-301 ON THE BASIS OF PREVIOUS FIELD EXPERIENCE OR TRIAL BATCHES. USE ADMIXTURES IN ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS. USE AMOUNTS OF WATER -REDUCING ADMIXTURE THAT WILL PERMIT PLACING WITHOUT SEGREGATION, HONEYCOMBING OR ROCK POCKETS. THE SLUMPS SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF PLACEMENT INTO THE STRUCTURE. USE INTERIOR MECHANICAL VIBRATORS WITH 1000 RPM MINIMUM FREQUENCY. DO NOT OVER- VIBRATE, DO NOT MOVE THE CONCRETE HORIZONTALLY USING THE VIBRATOR CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT LOCATIONS FOR HIS APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT TIE WIRES AND FORM ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACE± SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM IRREGULARITIES, 3.2 STRENGTH DESIGN MIXES TO PROVIDE NORMAL WEIGHT CONCRETE WITH A 28- DAY COMPRESSIVE STRENGTH OF 3,000p6i, +/- 4°ro SLUMP, 0.09., AIR ENTRAINMENT, AND A WATER/CEMENT RATIO OF 0.50 POP, ALL CONCRETE. ONLY 2500m! IS REQUIRED FOR STRENGTH UNLESS NOTED OTHERWISE, APPLICATION STRENGTH MAXIMUM PERCENT PC WATER/CEMENT AIR (PSU RATIO ENTRAINMENT FOOTINGS 2500 0.50 0.0% FOUNDATION WALLS 2500 0.50 0.0% SLABS ON GRADE 2500 0.50 5'O% OTHER CONCRETE 2500 0.50 0.0% SUBNOTES: 1. ANY OF THE ABOVE MIXES) CAN BE USED PLOWABLE (8" TO 11" SLUMP) IF THE PROPER ADDITION OF ADMIXTURES IS INCLUDED AND THE WIC RATIO IS NOT INCREASED. 2. SLABS ON GRADE MAY CONTAIN WELDED -WIRE OR FIBER -MESH, EITHER ONE OF THESE MAY BE USED TO ASSIST IN THE PREVENTION OF VARIABLE SHRINKAGE AND CRACKING. 3. THE PROPORTIONS APPROVED SHALL BE CAREFULLY MAINTAINED. NO DEVIATION FROM THESE PROPORTIONS, ESPECIALLY THE ADDITION OF WATER, SHALL BE MADE WITHOUT APPROVAL OF THE ENGINEER 3.3 MATERIAL - CEMENT, WATER 4 AGGREGATES PER ACI 301 A. CEMENT MUST CONFORM TO ASTM C-150, TYPE I OR TYPE II, ENGINEER'S APPROVAL IS REQUIRED FOR USE OF TYPE III CEMENT. B. WATER TO BE CLEAN AND POTABLE. C. COARSE AND FINE AGGREGATES TO CONFORM TO A5TM-C33. 3A MATERIALS A. WATER REDUCING ADMIXTURES: CONCRETE USING POZZOLITH ADMIXTURES TO PRODUCE PLOWABLE CONCRETE MAY BE USED WITH THE ENGINEER'S APPROVAL AND MUST CONFORM TO A5TM-C494, POZZOLITH POLYHEED, POZZOLITH 100XR, OR POZZUTECH 20. POZZOLITH SHALL BE INCORPORATED INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ADMIXTURES AND DOSAGES WILL VARY DEPENDING ON CLIMATIC CONDITIONS AND THE CONTRACTOR'S JOBSITE REQUIREMENTS, MAXIMUM SLUMP FOR SUCH CONCRETE SHALL NOT EXCEED 8" WITH A MINIMUM OF 10 OUNCES OF POLYHEED PER 100 OUNCES OF CEMENT. USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. B. AIR ENTRAINMENT: CONFORM TO A5TM-C260 AND ASTM- C494, MBVR OR MICRO -AIR BY MASTER BUILDER NO AIR ENTRAINMENT IN COLUMNS WITHOUT PRIOR WRITTEN PERMISSION BY ENGINEER OF RECORD. ENTRAIN 5% +/- 1% AIR BY VOLUME IN ALL EXPOSED CONCRETE. C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR APPROVAL IS GIVEN BY THE ENGINEER 3.5 REINFORCING STEEL DETAIL, FABRICATE AND PLACE PER ACI-315 AND ACI-318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL, MEETING ASTM STANDARD A-615, A-106 AT BOUNDARY ELEMENTS± GRADE 60 FOR 13 AND LARGER BARS UNLESS NOTED OTHERWISE ON THE PLANS. SHOP DRAWINGS SHALL BE MARKED ACCORDINGLY AND SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL NOT BE BENT IN FIELD AFTER CONCRETE PLACEMENT. ALL BEND SHALL BE PER ACI. B. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS OR CORNER BARS PROVIDED, BOTH VERTICAL AND HORIZONTAL. C. LAPS: ALL TENSION SPLICES ARE ACCORDING TO ACI 310, CLASS B AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS POP f'c GREATER THAN 3000 PSI AND ARE 40 DIAMETERS FOR f'c WHICH IS LESS THAN 3000 PSI, UNLESS NOTED OTHERWISE. D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM 1-05 TOP AND BOTTOM, EXTENDING 2'-6" BEYOND OPENING AT EACH CORNER SEE TYPICAL DETAILS. E. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED UNLESS CALLED FOR AND APPROVED BY THE ENGINEER F. MINIMUM REINFORCING: WHERE REINFORCEMENT IS NOT SHOWN ON THE DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"(ACI 318) SHALL BE REFERRED TO FOR PROPER RE INFORCEMENT. G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS FOLLOWS: COVER CONDITION 3" CONCRETE DEPOSITED AGAINST EARTH 211 CONCRETE DEPOSITED AGAINST FORMS BUT EXPOSED TO EARTH 1-1/2" MAIN REINFORCING IN BEAMS 1-1/2" TO TIES IN COLUMNS, AND TIRED REBAR IN WALLS 1-1/2" FOR BARS IN SLAB ON GROUND 3/4" FOR BARS IN SLABS ON FORMS H. WELDED WIRE FABRIC: A5TM-A185 AND A5TM-A02 I. DEFORMED BAR ANCHORS: A5TM-A496 J. REINFORCEMENT ALLOWANCE: THE CONTRACTOR SHALL PROVIDE AN ALLOWANCE FOR ADDITIONAL REINFORCEMENT WHICH MAY OR MAY NOT BE PLACED AT THE DIRECTION OF THE PROJECT ENGINEER K FIBREMESH: PROVIDE FIBREMESH STRANDS WITHIN CONCRETE PER THE MANUFACTURERS SPECIFICATION (1.5#/CU. YARD TYPICALLY) WHERE REQUIRED BY THE OWNER IN LIEU OF UTILIZING WELDED WIRE FABRIC WITHIN SLABS ON GRADE. 3.1 EPDXY ANCHOR BOLTS TYPICAL EPDXY ANCHORS AND REBAR DOWELS WHICH ARE INSTALLED IN CONCRETE SHALL BE SET-XP AS MANUFACTURED BY 5IMP50N STRONG -TIE AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURERS GUIDELINES AND PER ICC-ES E5R-2508 OR APPROVED EQUAL. WHEN BASE MATERIAL TEMPERATURE LESS THAN 50 DEGREES USE HILTI NIT-RE-500 SD AS MANUFACTURED BY NILTI AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURERS GUIDELINES AND PER ICC-ES ESR-2322. 4.0 METALS (NOT USED) 5.0 STRUCTURAL STEEL (NOT USED) 6.0 LIGHT GAUGE STEEL - (NOT USED) 10 CARPENTRY 11 ROUGH CARPENTRY ALL 2x FRAMING LUMBER SHALL BE DOUGLAS FIR 02 POP, STUDS AND HEM -FIR 12 FOR PLATES OR AS SHOWN ON THE DRAWINGS OR BELOW. ALL 2" LUMBER SHALL BE KILN DRIED (KD) OR SURFACE DRIED (SD) EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) SHOWING GRADE MARK OR APPROVED EQUAL. OTHER MATERIALS SHALL BE AS SHOWN BELOW: MEMBER SPECIES Flo (PSU FV IPSU 2x 4 3x STUDS #2-HEM PIP, 850 150 2x JOISTS #2 HEM PIP, 850 150 4x HEADERS #2 DOUGLAS FIR 1,000 180 4X COLUMNS #2 DOUGLAS FIR 1,000 180 6x HEADERS #1 DOUGLAS FIR 1350 110 6x COLUMNS 01 DOUGLAS FIR 1200 110 ALL EXPOSED STRUCTURAL MATERIALS OR MATERIAL IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED (SEE SECTION 1.1). 1.2 CARPENTRY HARDWARE A. BOLTS SHALL BE ASTM A-301. B. WASHERS SHALL BE STANDARD CUT WASHERS OR MALLEABLE IRON WASHERS, C. ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT PNEUMATICALLY DRIVEN NAILS (P-NAILS), AMERICAN OR CANADIAN MANUFACTURER ONLY AS INDICATED BELOW. P-NAILS SHALL BE INSTALLED PER THE MANUFACTURERS GUIDELINES. COMMON WIRE NAIL PNEUMATIC NAIL MINIMUM NAIL LENGTH NAIL [APPLICATION 16d COMMON 0.162" P-NAIL 3-1/2" FRAMING 10d COMMON 0.148" P-NAIL 3" FRAMING Sd COMMON 0.131" P-NAIL 3" FRAMING 10d COMMON 0.148" P-NAIL 2-1/2" SHEATHING ad COMMON 0.131" P-NAIL 2-1/2" SHEATHING D. LAG SCREWS, SHEAR PLATES - SEE IBC. E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, USP, OR OTHER ICBO APPROVED. F. HARDWARE EXPOSED TO WEATHER OR TO VIEW SHALL BE GALVANIZED OR PROTECTED WITH OTHER APPROVED MEANS OF CORROSION PROTECTION. HARDWARE AND PASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE POST HOT -DIPPED GALVANIZED TO A G-185 RATING, THE HARDWARE AND FASTENER MANUFACTURERS SHALL VERIFY COMPATIBILITY WITH THE PRESSURE TREATED MATERIALS USED ON SITE, 1.3 MINIMUM NAILING - PER 2018 IBC TABLE 2304.10.1 THIS SHEET 1.4 ANCHOR BOLTS PER IBC SECTION 2300.3.1 ALL FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO CONCRETE OR MASONRY WITH MINIMUM 1/2" OR 5/8" NOMINAL DIAMETER ANCHOR BOLTS EMBEDDED AT LEAST i" AND SPACED NOT MORE THAN 6 FEET ON CENTER THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES OR LESS THAN 4 INCH OF EACH END OF EACH PIECE. IN SEISMIC DESIGN CATEGORIES D, E & F, A MINIMUM OF 1/2 INCH DIAMETER BOLTS WITH 3"x3"xl/4" PLATE WASHERS IS REQUIRED, 5/8 INCH DIAMETER ANCHOR BOLTS ARE REQUIRED IN SEISMIC DESIGN CATEGORIES E 4 R SEE SHEARWALL TABLE FOR ADDITIONAL INFORMATION. 1.5 PLYWOOD/OSB SHEATHING EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION, ALL GRADING AND INSTALLATION SHALL CONFORM TO MOST CURRENT VERSION OF P52 FOR OSB. USE THICKNESS AND NAILING AS SHOWN ON THE DRAWINGS. SHEATHING SHALL HAVE EXPOSURE RATING AS APPROPRIATE PER THE CONTRACTOR'S CONSTRUCTION AND WEATHER CONDITIONS SPECIFIED BY CONTRACTOR EXCEPT AS OTHERWISE SHOWN OR NOTED, PROVIDE Sd AT 6" ON CENTER 6 SUPPORTED PANEL EDGES AND 8d AT 12" ON CENTER ON OTHER SUPPORTING MEMBERS FOR WALLS AND ROOFS. FOR FLOORS, USE THE SAME SPACING PATTERN AS STATED FOR WALLS OR ROOF EXCEPT USE 10d NAILS. NOTE: EQUIVALENT RATED PLYWOOD MAY BE USED IN LIEU OF OSB CALLED OUT, ALL THICKNESS AND GRADING SHALL CONFORM TO P51 OR P52. SHEATHING SHALL HAVE EXPOSURE RATING AS APPROPRIATE PER THE CONTRACTOR'S CONSTRUCTION AND WEATHER CONDITIONS SPECIFIED BY CONTRACTOR ROOF DIAPHRAGM: 15/32" FWD (PANEL INDEX = 24/1(o), WITH Sd NAILS OR .131" DIA P-NAILS AT 6" O.G. AT SUPPORTED PANEL EDGES AND AT 12" O.C. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON PLAN. WHERE REQUIRED, USE PLY -CLIPS INSTALLED PER MANUFACTURER'S GUIDELINES AND APA GUIDELINES. FLOOR DIAPHRAGM: 3/4" PWD (PANEL INDEX = 48/24), WITH 10d NAILS OR .131" DIA P-NAILS AT 6" O.G. AT SUPPORTED PANEL EDGES AND AT 12" O.C. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON PLAN. WHERE REQUIRED, USE PLY -CLIPS INSTALLED PER MANUFACTURER'S GUIDELINES AND APA GUIDELINES. 16 MANUFACTURED TIMBER BEAMS A. GLULAMINATED TIMBER BEAMS (GLULAM BEAMS) ALL STRUCTURAL GLUE -LAMINATED TIMBER, MATERIALS, MANUFACTURE AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD P.5.56 "STRUCTURAL GLUED LAMINATED TIMBER% AND ALL MEMBERS SHALL BE MARKED WITH A QUALITY MARK THEREOF. ALL PLY LAYOUTS SHALL BE PER P.S. 56. CAMBERS ARE AS SHOWN ON THE DRAWINGS, ALL MEMBERS SHALL BE EITHER COMBINATION 24F-V4 (SIMPLE SPAN) OR 24F-VS (CANTILEVERED OR CONTINUOUS SPAN) AS APPLICABLE, ALL MEMBERS SHALL BE ARCHITECTURAL APPEARANCE AND SHALL BE GLUED WITH WATERPROOF ADHESIVE PER P.S. 56, 11 PRESERVATIVE TREATMENT ALL EXPOSED FRAMING LUMBER, PLYWOOD AND DECK MATERIALS SHALL BE PRESSURE TREATED WITH .25#/CF PENTACHLOROPHENOL PER AWPA SPECIFICATION P-5 OR OTHER APPROVED TREATMENT, ALL CUTTING AND BORING AFTER PRESSURE TREATMENT SHALL BE CARED FOR IN ACCORDANCE WITH AWPA SPECIFICATION M-4. CONTRACTOR SHALL VERIFY COMPATIBLITY BETWEEN THE PRESSURE TREATMENT AND ANY HARDWARE OR FASTENERS IN CONTACT WITH THE PRESSURE TREATED MATERIAL(S). 8.0 THROUGH 14.0 NOT USED 15.0 MECHANICAL / POWDER DRIVEN FASTENERS (NOT REQUIRED) 16.0 SPECIAL INSPECTIONS (NOT REQUIRED) 11.0 MISCELLANEOUS VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING, ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN. The following documentation shall be available on ' site for the building Inspector: ■ COE APPROVED ARCHITECTURAL PLAN SET ' 0 COE APPROVED STRUCTURAL PLAN SET F-] COE REVIEWED CALCULATION PACKET ■ ENERGY CREDIT WORKSHEET ' - SITE PLAN • ■ CIVIL PLAN i ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 1 CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN Erit., Cati^fev 11 /29/2022 MAIN PERMIT: BLD2022-1181 OTHER UNITS: BLD2022-1182 & BLD2022-1183 E✓ • FU) L S7 T? LTC o O N Q N 0 W o q Li J N 0 W��l W W Q q Z o LL RESUB �o w Nov 14 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT M r l NN o � W = W �--� o � w .� � Q3 �� o �w N W ~ Q o w W q Do u �w Q M� j O o j W U) z N U� _w C� z o c� z Q q0 Of 0 q z Q 0 0 N N ~ o O O w �; O N � X N z TABLE 23.04.10.1 FASTENING SC�IEDULE FLOOR CONTINUED DESCRIPTION OF BLDG ELEMENTS NUMBER 4 TYPE OF FASTENER SPACING 4 LOCATION 29. JOIST TO BAND JOIST OR RIM JOIST (3) 16d COMMON (3-1/2"x0162") -OR- END NAIL ROOF (4) 3"x0.131" NAILS 1. BLKG BETWEEN CEILING JOISTS, 30.BRIDGING OR BLKG TO JOIST, (2) Sd COMMON (2-1/2"x0.131") -OR- EACH END, TOENAIL RAFTERS OR TRUSSES TO TOP (3)-Sd COMMON (2-1/2"x0.131") EACH END, TOENAIL RAFTER OR TRUSS (2) 3"x0.131" NAILS � OR OTHER FRAMING BELOW WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SI�EATI�ING TO FRAMING AND PARTICLEBOARD WALL S1�EAT�IfNG TO FRAMING (2) Sd COMMON (2-1/2"x0.131") BLKG BTWN RAFTERS OR TRUSS (2) 3"x0131" NAILS EACH END, TOENAIL EDGES INTERMEDIATE SUPPORTS NOT AT THE WALL TOP fE TO (2)16d COMMON (3-1/2"x0.162") END NAIL RAFTER OR TRUSS (INCHES) (INCHES) Sd BOX OR DEFORMED (3) 3"x0.131" NAILS 31. 3/8 - 1/211 (2-1/2"x0.113") (ROOF) � 12 FLAT BLKG TO TRUSS AND WEB 16d COMMON (3-1/2 x0.1G 2) FILLER (3) 3"x0.131" NAILS FACE NAIL 32. 19/32" - 3/4" Sd COMMON (2-1/2"x0.131") 6 12 2. CEILING JOISTS TO TOP � (3) Sd COMMON (2-1/2"x0.131") -OR- EACH JOIST, TOENAIL 33. 7/8" - 1 1/4" lOd COMMON (3"x0148" -OR- � 12 (3) 3"x0.131" NAILS Sd DEFORMED (2-1/2"x0.131") 3. CEILING JOIST NOT ATTACHED TO WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING 36. 3/4" AND LESS Sd COMMON (2-1/2"x0.131") 6 PARALLEL RAFTER, LAPS OVER (3) 16d COMMON (3-1/2"x0.162") -OR- PARTITIONS (NO T�IRUST) (4) 3"x0.131" NAILS FACE NAIL Sd COMMON (2-1/2"x0.131" -OR- (SEE SEC 2308.1.3.1 TABLE 2308.7.3.1) 31. 7/8" - 1° Sd DEFORMED (2-1/2"x0.131") � 12 4. CEILING JOIST ATTACKED TO 38. 1 1/8 - 1 1/4 lOd COMMON (3"x0148" -OR- � 12 PARALLEL RAFTER (FEEL Sd DEFORMED (2-1/2"x0.131") JOINT) (SEE SEC 2308.1.3.1, PER TABLE 2308.1.3.1 FACE NAIL PANEL SIDING TO FRAMING TABLE 2308.1.3.1) 39. 1/2" OR LESS 6d CORROSION -RESISTANT SfpfNG 6d CORROSION -RESISTANT CASING � 12 (3) lOd COMMON (3"x0.148") -OR- 5, COLLAR TIE TO RAFTER (4) 3"x0.131" NAILS FACE NAIL (2"x0.099" G. RAFTER OR ROOF TRUSS TO TOP � (SEE SEC 2308.7.5, (3)-lOd COMMON (3"x0.148") c 40. 5l8" Sd CORROSION -RESISTANT CASING (2-1/2"x0.113") � 12 TOENAIL TABLE 2308.1. WC� �C� � O �v N HOEDOWN /STRAP COMPONENT TAB A301/A36 WET -SET MARK COMPONENT**1 ANCHOR EMBEDMENT DIAMATER LENGTH **4 LE RETROFIT (EPDXY) **5,6 DRILL EMBEDMENT LENGTH DIAMETER FTG STEM WALL 51/52/53/54 115T31/45/60/12 FROM MIN. (2) 2x STUDS N/A N/A N/A N/A N/A ABOVE TO MIN. (2) 2x STUDS BELOW **2,3 D1 5T6236 FROM DRAG/HDR/BM TO N/A N/A N/A N/A N/A MIN (2) 2x PLATES **2 Hl HTT5 FROM MIN. (2) 2x STUDS ABOVE 5/8" 4-1/2" 3/4" 5" 10" IN (2,5001b) TO STEM WALL BELOW. b" WIDE H2 HDQS-5D53 from min. (2) 2x 6tud6/g°" 1" 1-3/4" 15" IN (3,5001b) TO STEM WALL BELOW. 6" & 8" WIDE H3 HHDQII-5D52.5 from min. 6x6 posts 1" 17" 1-1/8" 9" 15" IN (5,0001b) TO STEM WALL BELOW. 8" WIDE 1. STRAPS AND HOLDOWNS ARE TO BE APPLIED WITH FULL NAILING, NOT BOLTS, TO FULL HEIGHT FRAMING MEMBERS ONLY. SHEATHING IS TO BE APPLIED TO THE SAME FULL -HEIGHT FRAMING MEMBERS WITH PANEL -EDGE NAILING PER THE SHEARWALL TABLE. 2. STRAPS MUST BE ATTACHED DIRECTLY TO WOOD FRAMING, STRAPS CANNOT BE APPLIED OVER GYPSUM. 3. MST STRAPS ARE TO BE APPLIED TO A MINIMUM OF (2) 2X FRAMING MEMBERS AND OVER SHEATHING AT WOOD SHEARWALLS. STRAP NAILING REPLACES PANEL -EDGE NAILING OVER LENGTH OF STRAP. 4, FOR WET -SET OPTION, USE NUT -WASHER -NUT ASSEMBLY ON THREADED ROD AND PLACE WASHER AT LISTED EMBEDMENT DEPTH. 5. ALL DRILLED HOLDOWN ANCHOR INSTALLATIONS REQUIRE SPECIAL INSPECTION, UNO PER STRUCTURAL NOTES, 6. FOR AN OPTION TO WET -SET± USE 5IMP50N SET EPDXY OR ENGINEER APPROVED SUBSTITUTION FOR DRILL -IN APPLICATIONS. INSTALL PER MANUFACTURER'S SPECIFICATIONS, 1. 4X COLUMNS MAY BE REPLACED WITH (3) OR MORE 2X6 STUDS, 6X COLUMNS MAY BE REPLACED BY (4) OR MORE 2X6 STUDS. SEE TYPICAL STRAP AND HOLDOWN DETAILS, SHEARWALL TABLE © OD CAPACITIES FOR SEISMIC DESIGN MARK COMPONENTS 1/2 A.B. 0.148 P-NAIL 5IMP50N A35/LTP4 BOT fE TO RIM CATEGORIES C, D, E, 4 F fE TO GONG fE-TO-fE SPACING (IN) CLIP SPACING (IN) SCREWS SPACING (IN) 5/8" GWB 1/2" GWB GI 5/8" GWB, ONE SIDE, BLOCKED W/ TYPICAL NAILS 6 4" O.C. 48" O.C. 9" O.C. 32" O.C. 5DWC15450 20" O.C. 115 150 G2 5/8" GWB, BOTH SIDES, BLOCKED W/ TYPICAL NAILS e 4" O.C. 24" O.C. 4" O.C. 16" O.C. 5DWC15450 10" O.C. 350 300 Wl 1/2" PLYWOOD, BLOCKED, W/ 0.131" pIA P- NAILS b" O.C. 36" O.C. �" O.C. 24" O.G. C SDWC15450 16" O.. HEM-FIR DOUG-FIR 230 280 6 PANEL EDGES AND 12" O.C. 6 FIELD W2 1/2" PLYWOOD, BLOCKED, W/ 0.131" pIA P- NAILS 4" O.C. 24" O.G. 4" O.C. 16" O.C. 51DWC15450 @ 10" O.C. 353 430 6 PANEL EDGES AND 12" O.C. 6 FIELD W3 1/2" PLYWOOD, BLOCKED, W/ 0.131" pIA P- NAILS 3" O.C. 24" O.C. 3" O.C. 12" O.G. 51DWC15600 Q 8" O.C. 451 550 6 PANEL EDGES AND 12" O.C. 6 FIELD. SEE SPECIFIC NOTES 1, 2 W4 " W/ 0.148" pIA P- NAILS 6 2" O.C. 1/2 PLYWOOD, BLOCKED, 16" O.C. 2 ROWS STAGGERED 7-1/2" O.C. SDWC15600 6 5" O.C. 113 870 PANEL EDGES AND 12" O.C. 6 FIELD. SEE SPECIFIC NOTES 1, 2 6 41, oc 14 o W5 1/2 PLYWOOD BLOCKED BOTH SIDES W/ 0.131" pIA P- NAILS e 3" O.C. AT PANEL EDGES AND 12" O.C-6 FIELD. SEE SPECIFIC NOTES 1, 2, 4 12" O.C. 2 ROWS SDSI/4x3 SCREWS STAGGERED 6 b" O.C. 6" O.C. SDWC15600 /a 4" O.C. 902 1100 N 1/2 PLYWOOD BLOCKED BOTH SIDES W/ 0.148" DIA P- NAILS 6 2" O.C. 2 ROWS HGA10 W/ (2) ROWS OF N W6 AT PANEL EDGES AND 12" O.C. 6 FIELD. SEE SPECIFIC NOTES 1,2,4 8" O.C. SDSI/4x3 SCREWS SDSI/4x1-1/2 SCREWS SDWC15600 a 5" O.C. 1421 1140 00 STAGGERED Q 4" O.C. Q 9" OC STAGGERED TYPICAL NOTES: 0 1. FOR ALL SHEARWALLS WHERE 1/2" PLYWOOD IS CALLED OUT 1/16" OSB MAY BE USED AS AN ALTERNATE. FOR SHEARWALLS 2. FOR ANCHOR BOLTS USE A 3 x 3 x 1/4 FLAT WASHER BETWEEN NUT AND PLATE TYPICAL. 3. IF SHEATHING PLACED WITH THE LONGITUDINAL DIRECTION VERTICAL, STUDS AND PLATES WILL BE CONSIDERED TO ACT AS BLOCKING. 4. WALL SHEATHING CALLED OUT SHALL EXTEND FOR ENTIRE WALL LENGTH AT THAT ELEVATION AND SHALL BE CONTINUOUS AROUND OPENINGS. THIS IS FOR FINISH PURPOSES ONLY: NAIL, CLIP AND o ANCHOR BOLT SPACINGS ABOVE APPLY AT ONLY THE ACTUAL LENGTH OF SHEARWALL. 0 N 5 0131" P-NAILS ARE TO BE 2-1/2" IN LENGTH, 0.140" P-NAILS ARE TO BE A MINIMUM OF 2 1/2" FOR SHEATHING APPLICATIONS AND A MINIMUM OF 3" FOR FRAMING OR PLATE TO PLATE NAILING. NAILS w SHALL BE INSTALLED SO AS TO NOT SPLIT THE TIMBER FRAMING. CONTRACTOR SHALL COMPLY WITH NAILING RESTRICTIONS AS DETERMINED BY THE PRODUCER OF ANY COMPOSITE WOOD z PRODUCTS USED FOR SHEARWALLS OR USED AS SHEAR TRANSFER MEMBERS SUCH AS BETWEEN FLOORS. cn z 6. 5IMP50N A35 CLIP ANGLES SHALL BE INSTALLED WITH THE APPROPRIATE FASTENERS PER THE MANUFACTURER'S SPECIFICATIONS, OPTIONAL TO USE P-NAILS WHERE SHOWN, r< I. SPACING SHOWN ABOVE FOR ANCHOR BOLTS, NAILING AND CLIPS IS MAXIMUM AMOUNT ALLOWED. ry 8. ALL NAILING NOT SPECIFICALLY CALLED OUT SHALL BE IN ACCORDANCE WITH IBC TABLE 2304.10.1 0 co 9. SHEARWALL FRAMING PERFORATIONS SHALL BE LIMITED TO 3/4" DIAMETER CENTERED AT FACE OF STUD OR PLATE AND NOT CLOSER THAN 4" O.C. PRIOR TO ANY LARGER HOLES OR NOTCHING OF Q SHEARWALL FRAMING MEMBERS CONTACT BCIE FOR APPROVAL. n 0 10, FOR CALLOUTS WHERE SHEATHING IS REQUIRED ON ONLY ONE FACE OF WALL, SHEATHING MAY BE PLACED ON EITHER FACE, BUT MUST BE CONTINUOUS 'T' INTERSECTIONS. N 11, COATED OR GALVANIZED NAILS SHALL BE HOT PIPPED, NOT ELECTRO-PLATED. N 12. WHERE WOOD PANELS ARE APPLIED OVER GYPSUM, REPLACE .131" PANEL NAILING W/ .148" PANEL NAILING. NO REPLACEMENT FOR .148" NAILS 0 - 13. USE 6b WALLBOARD OR COOLER NAILS WITH 5/6'GW5 (5b WITH 1/2" GWB), SPECIFIC NOTES AS CALLED OUT IN TABLE ABOVE: X 1. 3x STUDS ARE REQUIRED AT ALL ABUTTING PANEL EDGES. 2-2x STUDS OK E 2. 3x SILL PLATES REQUIRED WHERE ATTACHED TO CONCRETE WITH ANCHOR BOLTS. 2-2x SILL PLATES OK a z 3. SHEATHING JOINTS ARE TO BE STAGGERED ON OPPOSITE FACE OF WALL. SHEARWALL TABLE TYPICAL DETAILS SW NAILING 6 FLOOR MIN 2x4 (FLAT) BLKG 6 UNSUPPORTED PNL EDGES W/ SISTERING TO MATCH R-TO-IIE NAILING FOR SW MIN (2) STUDS RQD 6 ENDS OF ALL SWs W/ PNL EDGE NAILING STAGGERED TO EA END STUD PER SW TABLE HDs, WHERE THEY OCCUR TO — MIN (2) STUDS PER HD TABLE - HD is OPP SIDE OK (OMIT STUD -STUD NAILING 9 HD PANEL EDGE NAILING PER SW TABLE 5IMP50N H1/1142B CLIPS EACH TRUSS IN LIEU OF © OK UNO SEE BELOW FOR CORNER/END STUDS (COND) SW NAILING is CORNER STUDS FLOOR COND SW NAILING oe HOIRZ PNL JTs SW NAILING oe ENDS SW NAILING 6 CORNER STUDS �— SEE BELOW FOR CORNER/END STUDS (COND) SW NAILING 9 ROOF BLKG 6 TRUSSES OMITTED FOR CLARITY MIN (2) STUDS RQD -9 ENDS OF ALL SWs W/ PNL EDGE NAILING STAGGERED TO EA END STUD PER SW TABLE PANEL EDGE NAILING STAGGERED PER SW TABLE HDs, WHERE THEY OCCUR TO MIN (2) STUDS PER HD TABLE - HD 9 OPP SIDE OK (OMIT STUD -STUD NAILING G HD) MIN (2) STUDS 6 INTERIOR PNL JTs W/ PNL EDGE NAILING STAGGERED EA SIDE OF JT PANEL EDGE NAILING PER SW TABLE IF NO SHTG JT (© NO RQD) MIN (2) STUDS RQD 6 ENDS OF ALL SWs W/ PNL EDGE NAILING STAGGERED TO EA END STUD PER SW TABLE FIELD NAILING PER SW TABLE SEE TYP SW CORNER DTL 4/54D FIELD NAILING PER SW TABLE 1-3/4" CONG EDGE DISTANCE (MIN) 12" O.G. MAX (4" O.C. MIN) E✓ • • N 9• �7 I a 0 0 w FOUNDATION RESTORATION NOTES z 1. (N) EXTERIOR WALLS SHALL BE CONSTRUCTED OVER THE CONCRETE STEMWALL AND FOOTINGS PER DETAILS ON 52.2, 0 2. ALL (N) SILL PLATES SHALL BE PRESSURE TREATED W/ ANCHOR BOLTS PER THE SW TABLE. 0 '1 3. CONTRACTOR IS RESPONSIBLE FOR DETERMINING/VERIFYING TOP OF WALL HEIGHTS AND SLAB ON GRADE ELEVATIONS. WHERE DIMENSIONS ARE Q SHOWN ON THE STRUCTURAL PLANS, THE CONTRACTOR SHALL VERIFY COMPATIBILITY WTHE AS -BUILT CONDITIONS 4 NOTIFY THE ENGINEER IF SUCH DISCREPANCIES EXISTS, FOR CLARIFICATION, ►_. 4. USE NON -IMPACT ROTARY DRILLS FOR INSTALLING ABs IN (E) CONCRETE. 5. T.O.W. = TOP OF STEMWALL -- T.O.F. = TOP OF FOOTING -- T.O.S. = TOP OF SLAB 6. MATERIAL SUPPLIERS SHALL VERIFY PRESSURE -TREATED MEMBERS W/ ARCHITECT. ALL HARDWARE AND FASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE POST HOT -DIPPED GALVANIZED TO A G-185 RATING. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF PRESSURE TREATED MATERIALS USED ON SITE WITH ALL HARDWARE AND FASTENERS. I. SEE GENERAL STRUCTURAL NOTES ON 51.0 4 51,1 FOR ADDITIONAL INFORMATION. FOUNDATION PLAN SCALE: 1/4" = 1'-0" INDICATES HOLDOUN @ FOUNDATION (PER DTL 12/52.2 4 HD TABLE ON 51.2) FOOTING SCHEDULE (E) 8' CONCRETE BASEMENT WALL OVER (E)16'x12' THICK CONTINUOUS CONCRETE FOOTING (N)1'-O'x12' MIN (BASED ON FROST DEPTH) CONCRETE FOOTING DOWELED TO EDGE OF (E) CONCRETE SOG CUT -BACK FOR (N) FOOTING - SEE DETAIL -/- (N) 2'-6"x2'-1 "x12" MIN (BASE N F STD TH) CONCRETE FOOTING W/ 4-(N) 04x2'-0' EACH WAY BOTTOM FOR P3 P4 P9 POSTS -SEE DETAIL -/- (N) 3'-0'x3'-O'x12' MIN (BAS ON FROST DEPTH) CONCRETE FOOTING U/ 54N) 042'40" EACH WAY -a BOTTOM FOR P5 POSTS - SEE DETAIL -/- (N) 4'-0"x4'-0"x12" MIN (BAS ON FROST DEPTH) CONCRETE FOOTING W/ 6-(N) 04x3'-1 " EACH WAY 6 BOTTOM FOR P6 POSTS - SEE DETAIL -/- (E) 6" CONCRETE WALL OF VARYING HEIGHT OVER (E)12"x8" THICK CONCRETE FOOTING POST SCHEDULE P4 (N) 6x6 HFI POSTS FOR Bl U/ (N) 5IMP50N ECCQ66-5D5 P055T CAP 4 5C60 POST BASES OVER (N) 2xl EXTERIOR WALL/SW BOTTOM PLATES P5 / Pl (N) 6x6 DF1 POST FOR g W/ (N) SIMPSON CCQI 6-SDS POST CAPS 4 BCl O POST BASES OVER (N) 2x6 INTERIOR WALL BOTTOM PLATES P� (N) 6x6 DF1 POSTS APPROXIMATELY 3'-0" OFF (E) CRIPPLE WALL POP, END OF B2 U/ (N) 5IMP50N CCQ6l -SDS POST CAPS 4 5C6O POST BASES OVER (N) 2x6 INTERIOR WALL BOTTOM PLATE (N) 3'- " 3'-C "x12" MIN (BASED ON FROST DEPTH) W/ 5-(N) 04x3'-O" EACH WAY 6 BOTTOM P9 POP Pl (N) 6x6 HFI POST U/ (N) 5IMP50N ECCQ66-5D5 POST CAP 4 (N) A5A66 POST BASE OVER (E) 6" STEM WALL � W 44 v W C ol) • i • M • 7 O 00 FA BEAM &POST SCHEDULE Bl (N) 5-1/2 -1/2 GLB W/ (N) 5IMP50N ECCQ66-5D5 POST CAP P4 4 CCQ66-5D5 POST CAP 6 P3 B2 (N) 5-1/411-1/8 PSL (N) 5IMP50N CCQ66-5D5 POST CAPS 6 Pi P6 P5 4 ECCQ66-5D5 6 P9 Pl (N) 6x6 HF#1 POSTS FOR N1 W/ (N) 5IMP50N CCQ66-SDS POST CAPS o CTR LOCATIONS 6 ECCQ66-5D5 POST CAPS @ END LOCATIONS - USE 5C60 POST BASES OVER (N) 2x6 EXTERIOR WALL BOTTOM PLATES P4 (N) 6x6 HF#1 POSTS FOR Bl W/ (N) 5IMP50N EGCQI 6 -SDS P056T CAP 4 5G60 POST BASES OVER (N) 2x6 EXTERIOR WALL/SW BOTTOM PLATES P5 / P6 (N) 6x6 DF#1 POST FOR B2 W/ (N) SIMPSON CCQ66-5DS POST CAPS 4 5C60 POST BASES OVER (N) 2x6 INTERIOR WALL BOTTOM PLATES P� (N) 6x6 DF#1 POSTS APPROXIMATELY 3'-0" OFF (E) CRIPPLE WALL FOR END OF g W/ (N) 5IMP50N CCQ66-5D5 POST CAPS 4 5C60 POST BASES OVER (N) 2x6 INTERIOR WALL BOTTOM PLATE P9 (N) 6x6 HF#1 POST W/ (N) 5IMP50N ECCQ66-5D5 POST CAP 4 (N) A5A66 POST BASE OVER (E) 6" STEM WALL FLOOR FRAMING SCHEDULE PFTI (N)12" PE FLOOR TRUSSES Q 12" O.G. W/ TOP CHORD BRG 6 (N) INTERIOR BEARING WALL 4 TOP CHORD BEARING a 902" MAX HT SO NON -FLAT TRUSSES OK) PFT2 (N)12" PE FLOOR TRUSSES 6 16" O.C. Wl TOP CHORD BEARING Bl B2 (N) EXTERIOR WALLS (12 MAX HT SO NON -FLAT TRUSSES OK) J1 (N) 2x12 HF#I FLOOR JOISTS 6 16" O.C. W/ (N) 5IMP50N LU5210 HANGERS L3 4 (N) RIM 6 PFTI J2 (N) 2x8 HF#2 FLOOR JOISTS 6 16" O.C. Wl (N) SIMPSON LU5265 L4 J3 (E) 2x12 FLOOR JOISTS a 12" O.C. - NO DAMAGE L3 (N) 2x12 HF#1 LEDGER AT OUTSIDE FACE OF (E) 2x4 EXTERIOR WALL W/ 2-(N) 5IMP50N 5D525412 SCREWS EACH (E) STUD 4 32" O.C. T45 STAGGERED TO (N) BLOCKING L4 (N) 2x8 HF#1 LEDGER ia OUTSIDE FACE OF (E) 2x4 EXTERIOR WALL W/ 2-(N) 5IMP50N 5D525412 SCREWS EACH (E) STUD 4 32" O.C. TO (N) BLKG HEADER SCHEDULE N2 (N) 4.4 HF#2 W/ (N) .5IMP50N LCE4 POST CAPS P2 NO U1=26 SIM MAIN FLOOR FRAMING RESTORATION NOTES 1, FLOOR TRUSSES SHALL BE P.E. FLOOR TRUSSES SCHEDULE. THE P.E. TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR ALL HANGERS (SEE PLANS FOR ANY SPECIFIC CALL -OUTS), WEB STIFFENERS, SOLID BLOCKING, AND ADDITIONAL TRUSSES TO ACCOMMODATE FIELD -FRAMED CONDITIONS, CANTILEVERED CONDITIONS, CONCENTRATED BEARING LOADS AND NAILING FROM SHEARWALLS ABOVE AND BELOW. THE TRUSS MANUFACTURER SHALL ALSO BE RESPONSIBLE FOR DESIGNING ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES FOR THE LOADS NOTED ON THE PLANS. UNLESS NOTED OTHERWISE ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES SHALL BE DESIGNED TO RESIST NO LESS THAN 230 PLF. SEE THE PLANS FOR TYPICAL DRAG TRUSS AND GIRDER DRAG TRUSS STRAP CONNECTIONS TO ALIGNED SHEARWALLS. 2, THE TRUSS MANUFACTURER TO VERIFY DEFLECTION TOLERANCE BETWEEN TRUSSES AND WINDOWS WHERE WINDOW FRAMES DIRECTLY INTO TRUSS BOTTOM CHORD - VERIFY PER WINDOW SUPPLIER AND ARCHITECT. 3. FLOOR TRUSS LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL 4 PLUMBING RESTORATION, THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 4. THE P.E. FLOOR TRUSS MANUFACTURER SHALL VERIFY BEARING COMPATIBILITY (CRUSHING) WITH THE PLATE MATERIAL. ALL PE GIRDER TRUSSES SHALL HAVE SOLID STUDS BEARING LOCATIONS Q 00 5, THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND TO COORDINATE THE DIMENSIONS BETWEEN ALL PLANS PRIOR TO PROCEEDING WITH ANY FABRICATION OR WORK FOR NEW CONSTRUCTION THE DIMENSIONS ARE PROVIDED BY THE ARCHITECT OR BASED ON DESIGN WHEN BCIE PROVIDES ARCHITECTURAL SERVICES. FOR EXISTING CONSTRUCTION AND DAMAGE RESTORATION BCIE'S DIMENSIONS WERE TAKEN IN THE FIELD UNDER VARYING CIRGUMSTANCES AND THOSE DIMENSIONS NEED TO BE VERIFIED BY THE N CONTRACTOR PRIOR TO ANY FABRICATION OR WORK. 0 N 0 6. PLACE LONG DIRECTION OF ALL PWD/OSB SHEETS PERPENDICULAR TO TRUSS/RAFTER OR JOIST DIRECTION, SEE DETAIL 2/54.0. FLOOR SHEATHING IS TO BE CONTINUOUS FROM UNIT TO UNIT, SEE PLANS FOR EXCEPTIONS. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS IS PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEET 51.0 4 511 1, AW2 DENOTES THE SHEARWALL TYPE, SEE THE SHEARWALL TABLE ON SHEET 52.0. INDICATES SHEARWALL LOCATION. THE GALL -OUTS ON THE SHEARWALL TABLE APPLY TO THE n ENTIRE WALL LINE THAT THE INDICATED SHEARWALL IS LOCATED. PROVIDE SOLID BLOCKING IN FLOOR BELOW PERPENDICULAR SHEARWALLS. FOR TYPICAL HOLDOWN DETAILS AT TYPICAL 'T' INTERSECTION GONDITIONS AT THE ENDS OF SHEARWALLS SEE DETAILS 8/52.1 4 9/52.1. FOR TYPICAL CORNER CONDITIONS AT SHEARWALLS SEE 4/54.0, FOR�5W5 � SHEARWALLS SEE 4/54.0. CONTRACTOR TO INSTALL ADD'L HARDWARE 4 FASTENERS AS REQUIRED PER THE SW TABLE FOR Gl ALONG INTERIOR FACE OF EXTERIOR SWs. 0 8. DOUBLE TOP PLATES ARE TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE ry PER DETAIL 1/54.0. cn � 9. ALL HEADERS SHALL HAVE A MINIMUM OF (1) JAMB AND (1) KING STUD BELOW FOR SUPPORT. ALL BEAMS 6x AND LARGER OR OPENINGS 8'-0" OR WIDER SHALL HAVE A MINIMUM OF 0 (2) JAMB STUDS FOR SUPPORT. MINIMUM HEADER SIZES 4x8 HF12 UNO. N w 10. MATERIAL SUPPLIERS SHALL VERIFY PRESSURE -TREATED MEMBERS W/ CONTRACTOR. ALL HARDWARE AND FASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS SHALL BE z POST HOT -PIPPED GALVANIZED TO A G-155 RATING. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF PRESSURE TREATED MATERIALS USED ON SITE WITH ALL HARDWARE z AND FASTENERS. ry 11. LSL INDICATES 1.3E 4 ALL OTHER LSLs INDICATE 1.7E TIMBERSTRAND MEMBERS. PSL INDICATES 2.OE PARALLAM MEMBER. GLB INDICATES 24F-V4 DOUG-FIR GLULAM BEAM. � MULTI -SPAN, CANTILEVER -OR- GLU-LAM POSTS SHALL BE 24F-V5 DOUG-FIR ry 0 z 12. THE CONTRACTOR SHALL VERIFY COMPATIBILITY OF THE RESTORATION REPAIRS W/ THE AS -BUILT CONDITIONS, Q 13, WHERE DISCREPANCIES EXIST NOTIFY THE ENGINEER PRIOR TO PROCEEDING, 0 N 14, SEE CIVIL AND ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND SLAB ON GRADE ELEVATIONS, SEE ARCHITECTURAL PLANS FOR DIMENSIONS. WHERE DIMENSIONS ARE N SHOWN ON THE STRUCTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY W/ ARCHITECTURAL PLANS. WHERE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION. 0 15, WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIDES OF WINDOW, WINDOW SUPPLIER TO VERIFY MINIMUM .005,H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW FOR L/240 DEFLECTION (PERPENDICULAR) AT WINDOW MULLIONS. X 16. SEE GENERAL STRUCTURAL NOTES ON 51.0 4 51.1 FOR ADDITIONAL INFORMATION. a z (N) 2x4 IBW/SW (AS NOTED ) (E) EXT WALL (ADJ.) - (N) W2 SW PER SW TABLE ON 51.2- PART OF THIS SUBMITTAL MAIN FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" # O A (N) POST ABOVE (E) 2x4 EXT WALL/(N)ASW PER PLAN 4 SW TABLE ON 51.2 (N) 3/4' T4G PWD FLOOR SHTG W/ rf 0.1314-1/2 P-NAILS 6 6' O.C. PNL (N) 2x12 BLKG W/ (N) 5IMP50N A34s EDGES 4 12' O.C. FIELD 6 ENDS STAGGERED EA OF (E) STUDS - (N) 2x8 a 51M Jl - J2 6 SIM 2-(E) 2x4 BOT P-s W/ (N) 5IMP60N L3 - L4 's 51M 5DWC15600 SCREWS 6 6' O.C. TO (E) BLKG (N)1/2' NOM PWD/OSB SHTG W/ (E) 0R DECKING TOPPING OVER (E) 2x6 T4G (N) PNL EDGE NAILING IMPS (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER SW TABLE J3 TO (E) 212 BLKG, (E) 2x6 TOP lE 4 (E) 2x6 MUD SILL 2-(E) 2x6 TOP lEs W/ (E) tE-TO lE NAILING W/ (E) 2x6 CRIPPLE WALLKN)ASW ADD'L NAILS AS RQD FOR SW PER PLAN 4 SW TABLE ON 511 (E) 2x6 MUD SILL W/ (N)1/2'Ox4' EMBED 4" EMBED 5IMP50N TITEN HD GONG ABs PER SW TABLE W/ (N) 3'x3'xl/4' GALV iE WASHERS - INSTALL BEFORE (N) SHTG a (E) 8 GONG BASEMENT WALL 1-3/4" MIN EDGE DISTANCE I n (MAIN BUILDING) (N) FLOOR @ (E) EXT WALL Nrs 21 11-10-22 CITY REVIEW COMMENTS TYP a SW CORNERS Nl INDICATES HOLDOWN 6 FOUNDATION (PER DTL 12/52.2 4 HD TABLE ON 51.2) r 1/2" GAP MAX BTWN (N) BLKG 4 (N) 2xl2 BLKG RIPPED -TO -FIT W/ PFTI j / PFT2 (N) 5IMP50N A35s s CTR TO (N) 2x8 BLKG (N) 3/4' T4G PWD FLOOR SHTG W/ (N) 2x8 (PT) HF02 MUD SILL W/ (N) 0.148x3 0.1314-1/2 P-NAILS -9 6' O.C. PNL P-NAILS a 6' O.C. TO (E) }E EDGES 4 12' O.C. FIELD PFt2 a < PFTI (E) 6' GONG WALL _ (E) 2x4 iE (N) PE FLOOR TRUSSES N)/SW- �OVER (E) 6" CONIC WALL 52.1 NiS q LQ • Q 0 N N 0 N N 00 O 0 N N cn 0 0 N w z cn 0 z ry 0 ry 0 V) z Q J m 0 0 N N 0 N m 0 X a z (N) 2x(o EXT WALLKN) Wl SW - PER PLAN 4 SW TABLE ON 512 (N) ND PER PLAN 4 TABLE W/ 5IMP50N SET-XP EPDXY - CTR IN WALL EPDXY AB W/ EMBEDMENT PER HD TABLE (10" MIN) 1-3/4" MIN EDGE DISTANCE 1_2 2-(N) #4x2'-0' BOt EA SIDE OF (E) FTG (TOTAL OF (4)) SEE 5/522 FOR BAIL OF INFO 4" EMBED (N) HD CND FOOTING (E)12"x8" THICK CONT CONC FTG (CTV) 3-(N) #4xl'-0' SET-XP EPDXY REBAR DOWELS EQ SPCD W/ 4' EMBED INTO (E) GONG FTG 19 (2) SIDES ((6) TOTAL) (E) 6' GONG BASEMENT WALL 4 4 ° (E)12"x8" THICK ° a CONT CONC FTG 4 4 a • F3 > SIM (E) (o" GONG WALL a a ° 2-(N) #4x2'-0' BOT EA SIDE OF (E) FTG a (TOTAL OF (4)) ° 4 4 a 2'-(o" 3" CLR (TYP) F3 SIM 11 (N) EXT WALL/(N) SUJ OVER (N) FLOOR 4 (E) FND i PFtI / PFT2 NOT SHOWN FOR CLARIT' tW/,() N5IMP50NtAP (N) 5IMP50N A5A66Z POST BASE W/ — (N)1/2*4' EMBED SIMPSON TITEN HD GONG AB 1-(N) #4xl'-6' 5IMP50N SET-XP EPDXY — REBAR DOWEL INTO (E) SOG EA SIDE 4" EMBED Fl (N) 2x(o EXT WALLKN)AS�" PER PLAN 4 SW TABLE ON (N)1/2' NOM PWD/OSB SHTG PNL EDGE NAILING PER SW 19 (N) BOt fE 4 MUD SILL (N) 2x12 RIM W/ (N) 5IMP50N 19 BOt PER SW TABLE SW TABLE (N) 2x6 BOT tE W/ (N) SCREWS PER SW TABLE t0 (N) RIM (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS 19 6' O.C. PNL EDGES 4 12' O.C. FIELD (N) 2x6 (PT) 4 2 MUD SILL W/ (N)1/2'Ox4' EMBED 5IMP50N TITEN ND GONG AB PER SW TABLE (N) 2x4 INT BRG WALLKNAuji SW PER PLAN 4 SW TABLE ON 512 (N) 2x4 BOT fE W/ (N) SCREWS PER SW TABLE TO (N) BLKG (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS ,9 6' O.C. PNL EDGE 4 12' O,C. FIELD 1 (N) 2x8 BLKG BTWN U6j W/ (N) SIMPSON A35s -s ENDS (OFFSET) 4" EMBED 2-(N) 2x4 TOP fEs W/ (N) fE-TO-fE — (E) (6' GONG STEM WALL- NAILING PER SW TABLE NO DAMAGE (N) 2x4 (PT) MUD SILL W/ (N)1/2*4' EMBED 5IMP50N TITEN HD GONG 1 (N) EXT WALL/(N) SUJ OVER (N) FLOOR 4 (E) FND ABs PER 5W TABLE (E) 4' SOG (E) (o' GONG BASEMENT L PFTI / PFT2 NOT SHOWN FOR CLARITY 'SON ECCQ(o(o-SDS 5A66Z POST BASE W/ 3ED SIMPSON TITEN CTR OF (E) GONG WALL (E) 6' GONG BASEMENT WALL (N) EXT WALL/(N) SUJ OVER (N) FLOOR 4 (E) FND _ 4 ° ° 7 • a. 44 .• A • ° • • a 4 4 v 3' -0 3" CLR (TYP) (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS 19 6' O.C. PNL EDGES 4 12' O.C. FIELD (E) 6' GONG BASEMENT WALL 4" EMBED (E) 4' GONG STEM WALL IN (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER SW TABLE (N) 5IMP50N A5U66Z POST BASE W/ - (N) 2x8 RIM ENDS OF J2 (N)1/2'Ox4' EMBED 5IMP50N TITEN ND GONG AB 1° (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING TOP 4 BOT fEs 4 T45 OF RIM (E) 6' SOG (N) INT 5RC W,4LL5/(N) SUJs OVER (E) FND (N) 2x4 INT BRG WALLKNAwl SW PER PLAN 4 SW TABLE ON 512 (N) 2x4 BOT fE W/ (N) SCREW PER SW TABLE TO (N) TOP f (N) 3/4' T4G PWD FLOOR SH' 0.131x2-1/2 P-NAILS � 6' O,C, EDGE 4 12' O.C. FIELD 2-(N) 2x4 TOP fEs W/ (N) fE-T NAILING PER SW TABLE (N) 2x6 (PT) HF*2 BOT fE W/ (N)1/2 *4' EMBED 5IMP50N HD GONG ABs PER SW TABL 4" EM (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING -0 TOP 4 BOt P-s (N) 2x(o CRIPPLE WALLKN) Wl SW PER PLAN 4 SW TABLE ON 512 (E) (o' GONG WALL (N) EXT UJALLKN) SUDS OVER (E) FND (N) 2x(o EXT WALLKN) Wl SW - PER PLAN 4 SW TABLE ON 512 (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER SW TABLE (N) 2x6 (PT) HF*2 BOT W/ (N)1/2'00' EMBED 'J' BOLTS (ABs) PER SW TABLE (N) #4xl'-0' SET-XP EPDXY DOWELS 24' O.C. (E) (o' GONG SOG a a a z i" EMBED 1 T4" EMBED • a 44 I 12" MIN 3" CLR (TYP) F2 (N) EXT WALL/(N) SW OSIER (N) FTC (N) #4xl'-(6' SET-XP EPDXY REBAR DOWELS 6 4' EMBED SAW -CUT 4 REMOVE GONG SOG 4 INTENTIONALLY ROUGHT SURFACE t0 1/4' AMPLITUDE (E) 6' GONG SOG ° 4 ° 4 a a 4 e a 4" EMBED 71 ° a a LINE OF F2 BEYOND a (N) 2x(o EXT WALL/(N) Wl SW - PER PLAN 4 SW TABLE ON 512 3" CLR (TYP) �v (CTV) (N) FOST OVER (N) fTG (N)1/2' NOM PWD/OSB SHTG W/ — PNL EDGE NAILING PER SW TABLE 6 (N) BOT fE 4 MUD SILL (N) 2x12 RIM RIPPED -TO -FIT W/ (N) SIMPSON A35s s BOT PER SW TABLE 4" EMBED (E) 8' GONG BASEMENT WALL NO DAMAGE (N) 2x6 BOT fE W/ (N) SCREWS PER SW TABLE t0 (N) BLKG (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS 6 6' O.C. PNL EDGES 4 12' O,C. FIELD (N) 2x8 (PT) HF*2 MUD SILL W/ (N)1/2'Ox4' EMBED SIMPSON TITEN HD GONG AB PER SW TABLE a PFtI ° a (E) 2x4 fE - NO DAMAGE (N) EXT UJ,4LL/(N) SUJ OVER (N) FLOOR 4 (E) FND 31 (N) 2x(o EXT WALLKN)ASW PER PLAN 4 SW TABLE ON Sl (N)1/2' NOM PWD/OSB SHTG W, PNL EDGE NAILING PER SW T� 19 (N) BOt fE 4 MUD SILL (N) 2x12 RIM RIPPED -TO -FIT W, (N) 5IMP60N A35s BOT PEF SW TABLE 4" E (E) 8' GONG BASEMENT WALL NO DAMAGE (N) 2x6 BOT tE W/ (N) SCREWS PER SW TABLE t0 (N) RIM (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS 19 6' O.C. PNL EDGES 4 12' O.C. FIELD (N) 2x8 (PT) HF#2 MUD SILL W/ (N)1/2*4' EMBED 5IMP50N TITEN HD GONG AB PER SW TABLE (E) 2x4 fE - NO DAMAGE 2 (N) EXT UJALLKN) SUJ OVER (N) FLOOR 4 (E) FND (N) 2x(o EXT WALLKN) Wl SW - PER PLAN 4 SW TABLE ON 612 - u (N)1/2' NOM PWD/OSB SHTG W/ PNL EDGE NAILING PER SW TABLE (N) 2x6 BOT fE W/ (N) SCREWS PER SW TABLE TO (N) RIM (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS 6 6' O.G. PNL EDGES 4 12' O.C. FIELD Jl ' (N) 2x12 RIM RIPPED -TO -FIT W/ 1" TYP (N) 5IMP50N A35s BOT PER SW TABLE L3 W/ 3-(N) SIMPSON 5D525300 (N) 2x8 (PT) MUD SILL W/ SCREWS EQ SPCD EA SIDE OF W/ a ° (N)1/2*4' EMBED 5IMP50N TITEN CLEARANCE FROM HANGERS 4 HD GONG ABs PER SW TABLE 4" EMBED a (E) 2x4 fE 1 (N) EXT WALL/(N) &W OSIER (N) FLOOR W z) O CK) 0 0 w 0 n O O 0 FAI c� z Q ry 0 ry 0 V) z Q 0 0 N O N m 0 ►� � (N) ROOF TRUSS FRAMING NOTES � 1. (N) ROOF TRUSSES SHALL BE PEP P.E. ROOF TRUSS SCHEDULE. THE P.E. TRUSS MANUFACTURER SHALL BE RESPONSIBLE POP ALL HANGERS (SEE PLANS FOR ANY SPECIFIC CALL -OUTS), WEB STIFFENERS, SOLID BLOCKING, AND ADDITIONAL TRUSSES TO ACCOMMODATE FIELD -FRAMED CONDITIONS, CANTILEVERED CONDITIONS, CONCENTRATED BEARING LOADS AND NAILING FROM SHEARWALLS ABOVE AND BELOW. THE TRUSS MANUFACTURER SHALL ALSO BE RESPONSIBLE FOR DESIGNING ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES FOR THE LOADS NOTED ON THE PLANS. UNLESS NOTED OTHERWISE ALL DRAG TRUSSES AND GIRDER DRAG TRUSSES SMALL BE DESIGNED TO RESIST NO LESS THAN 230 PLF. SEE THE PLANS FOR TYPICAL DRAG TRUSS AND GIRDER DRAG TRUSS STRAP CONNECTIONS TO ALIGNED SHEARWALLS. PROVIDE PE TRUSS BLKG. 2. TIE -DOWN EVERY (N) ROOF TRUSS AND ALL END TRUSSES AT ALL BEARING SUPPORTS WITH (1) 5IMP50N Hl HURRICANE ANCHOR (NON -FLAT CHORDS ONLY). POP FLAT CHORD TRUSSES ATTACH TO TOP fEs W/ MIN. (2) 5IMP50N 5DWC15l 00 SCREWS PER DETAIL 9/54.1 3. THE (N) TRUSS MANUFACTURER TO VERIFY DEFLECTION TOLERANCE BETWEEN TRUSSES AND WINDOWS WHERE WINDOW FRAMES DIRECTLY INTO TRUSS BOTTOM CHORD - VERIFY PER WINDOW SUPPLIER AND ARCHITECT. 4. (N) ROOF TRUSS LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS, THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL 4 PLUMBING RESTORATION. THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 5. THE (N) P.E. FLOOR TRUSS MANUFACTURER SHALL VERIFY BEARING COMPATIBILITY (CRUSHING) WITH THE PLATE MATERIAL. ALL PE GIRDER TRUSSES SHALL HAVE SOLID STUDS o BEARING LOCATIONS 6. THE CONTRACTOR IS RESPONSIBLE POP, VERIFYING ALL DIMENSIONS AND TO COORDINATE THE DIMENSIONS BETWEEN ALL PLANS PRIOR TO PROCEEDING WITH ANY FABRICATION OR WORK. FOR NEW CONSTRUCTION THE DIMENSIONS ARE PROVIDED BY THE ARCHITECT OR BASED ON DESIGN WHEN BCIE PROVIDES ARCHITECTURAL SERVICES, FOR EXISTING CONSTRUCTION AND DAMAGE RESTORATION BCIE'S DIMENSIONS WERE TAKEN IN THE FIELD UNDER VARYING CIRCUMSTANCES AND THOSE DIMENSIONS NEED TO BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY FABRICATION OR WORK. I. PLACE LONG DIRECTION OF ALL (N) PWD/OSB SHEETS PERPENDICULAR TO TRUSS/RAFTER OR JOIST DIRECTION, SEE DETAIL 2/54.0. FLOOR SHEATHING IS TO BE CONTINUOUS FROM UNIT TO UNIT, SEE PLANS FOR EXCEPTIONS. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS IS PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEET 51.0, 8, AwlDENOTES (N) SHEARWALL TYPE, SEE THE SHEARWALL TABLE ON SHEET 511 INDICATES SHEARWALL LOCATION. THE GALL -OUTS ON THE SHEARWALL TABLE APPLY TO THE ENTIRE WALL LINE THAT THE INDICATED SHEARWALL IS LOCATED. PROVIDE SOLID BLOCKING IN FLOOR SPACE BELOW PERPENDICULAR SHEARWALLS. CONTRACTOR TO INSTALL App'L HARDWARE 4 FASTENERS AS REQUIRED PER THE SW TABLE FOR (N) M SWs ALONG INTERIOR FACE OF (E) EXTERIOR SWs. ROOF FRAMING PLAN SCALE: LIDD2 ZL Al 11-10-22 CITY REVIEW COMMENTS (N) 5IMP50N 5Tl23l DRAG STRAP POP, END OF N1 TO SW TOP fEs - 51M DTL 1/54.0 (N) 5IMP50N 5T6236 DRAG STRAP(S) 6 (H1) BREAKS (CTV) 9, DOUBLE TOP PLATES ARE TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 1/54.0. 10. ALL HEADERS SHALL HAVE A MINIMUM OF (1) JAMB AND (1) KING STUD BELOW FOR SUPPORT. ALL BEAMS 6x AND LARGER OR OPENINGS 6-0" OR WIDER SHALL HAVE A BEAM & POST SCHEDULE Pl (N) 6x6 HP#1 POSTS FOR Hl W/ (N) 5IMP50N CCQ66-5D5 POST CAPS 6 CTR LOCATIONS Q ECCQI 6-SDS POST CAPS is END LOCATIONS - USE 5C60 POST BASES W/ SpIO SCREWS MINIMUM OF (2) JAMB STUDS FOR SUPPORT, MINIMUM HEADER SIZES 4x8 HP42 UNO. 11, MATERIAL SUPPLIERS SHALL VERIFY PRESSURE -TREATED MEMBERS W/ CONTRACTOR ALL HARDWARE AND PASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS ROOF FRAMING SCHEDULE SHALL BE POST HOT -DIPPED GALVANIZED TO A G-185 RATING. THE CONTRACTOR SHALL VERIFY THE COMPATIBILITY OF PRESSURE TREATED MATERIALS USED ON SITE WITH OVER (N) 2x( EXTERIOR WALL BOTTOM PLATES ALL (N) 4 (E) HARDWARE AND PASTENERS. P2 (N) 44 HF#2 POSTS FOR H2 W/ (N) 5IMP50N LCE4 POST CAPS & BC40 POST BASES PRT1 (N) 22" PE ROOF TRUSSES 6 24" O.C. W/ MONO SLOPE CHORDS W/ 5'-0" CANTILEVER Q SOUTH 12, LSL INDICATES 1.3E 4 ALL OTHER LSLs INDICATE 1.7E TIMBERSTRAND MEMBERS. PSL INDICATES 2.OE PARALLAM MEMBER. GLB INDICATES 24F-V4 DOUG-FIR GLULAM BEAM. MULTI -SPAN, CANTILEVER -OR- GLU-LAM POSTS SHALL BE 24P-VS DOUG-FIRZ OVER (N) 2x4 INTERIOR BEARING WALL/SW BOTTOM PLATES - (N) 6xl HF#1 POSTS e 51M FOR N3 W/ LCE4 POST CAPS 4 BCf 0 POST BASES OVER (N) 2xG EXTERIOR WALL/SW Rl SIDE 4 1'-0" CANTILEVER ia NORTH SIDE - BOTTOM CHORD BEARING (N) 2x12 NF#1 RAFTERS ia 16" O.C. UP TO 14'-0" SPANS THEN 24" O.C. FOR REMAINDER W/ 13. THE CONTRACTOR SHALL VERIFY COMPATIBILITY OF THE RESTORATION REPAIRS W/THE AS -BUILT CONDITIONS. (N) 5IMP50N LU5210 HANGERS sEO 4 IQ 14. WHERE DISCREPANCIES EXIST NOTIFY THE ENGINEER PRIOR TO PROCEEDING. HEADER SCHEDULE L1 (N) 2x12 HF#1 LEDGER Q (N) 2x4 INTERIOR BEARING WALL/SW W/ 3-(N) 5IMP50N 5D525300 N1 (N) 5-1/24 GL55 W/ (N) 5IMP50N CCQ(o DS POST CAPS a CTR LOCATIONS & 15. (N) WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO (N)/(E) STRUCTURAL FRAMING ON ALL 4 SIDES OF WINDOW. WINDOW ZL SCREWS EACH (N) STUD EQUALLY SPACED a BREAKS IN LEDGER INSTALL ADDITIONAL 2x4 STUDS FOR SCREWS 11, SUPPLIER TO VERIFY MINIMUM .005*H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW POP, L/240 DEFLECTION (PERPENDICULAR) AT WINDOW MULLIONS. SEE GENERAL STRUCTURAL NOTES ON 51.0 4 51,1 POP, ADDITIONAL INFORMATION. H2 ECCQ6l -SDS 0 END LOCATIONS POP Pl (N) 4x8 HF#2 W/ (N) 5IMP50N LCE4 POST GAPS P2 - NO P2 51M L2 (N) 2x12 HP#1 LEDGER Q (E) 2xl EXTERIOR WALL/SW W/ 3-(N) 5IMP50N 5D525400 SCREWS EACH (E) STUD EQUALLY SPACED - LOCATE BREAK FURTHEST TO NORTH THEN NO SPECIAL 1 H3 (N) 6x10 HF02 W/ (N) 5IMP50N LCE4 POST CAPS a P2 SIM CONDITIONS REQUIRED - CTV CONDITIONS AS LEDGER MAY BE ABLE TO BE ATTACHED TO ADJACENT BUILDINGS (E) 2x4 FLOOR RIM TYP Q SW CORNERS M q LQ • • W • 7 N co O Ao 0 0 cn 0 0 N 0 0 EAJ 1� 12 (N) 3/4' T4G PWD FLOOR SHt' 0.1314-1/2 P-NAILS -s 6' O.C. i EDGES 4 12' O.C. FIELD 0 c'MPSON 5DWC15600 REWS Fl]/ PFT2 TO Bl - _ 6/54.0 FOR SIM NAIL NOT U5ELD (N) 2x(o EXT WALLKN) SW (N) 2x6 BOT iE W/ (N) SCREWS o PER PLAN 4 SW TABLE ON 511 PER SW TABLE TO (N) BLKG 5 (N) 3/4' T4G PWD FLOOR SHTG W/ (N)1/2' NOM PWD/OSB SHTG W/ F 0.1314-1/2 P-NAILS is 6' O.C. PNL PNL EDGE NAILING PER SW TABLE \ III / I / EDGES 4 12' O.C. FIELD v' (N) PNL EDGE NAILING PER SW TABLE TO n TRUSS BLKG PNL EDGE NAILING \-AffT2 SEE DTL 8/54.1 �R NG PER SW TABLE 11 ,� ATTACHMENT TO WALLS r► itrr ti..rrr, i n tr rr, A 11,A r► I. - NOTE: I. PROVIDE APA APPROVED GLUE FOR FLOORS. NAIL ALL PWD/OSB TO FRAMING MEMBER PER THE GENERAL NOTES 4 AND FRAMING NOTES. 2, STAGGER SHEATHING AS SHOWN - STAGGER NAILS 6 PANEL EDGE OFFSETS. 3. INSTALL BLOCKING ONLY IF NOTED ON PLANS. SEE DTL 8/54.1 FOR 2-(N) 2x6 TOP Es W/ (N) iE-TO-E ACHMENt NAILING PER SW TABLE 4• WHERE DETACHED 4 RSET REINSTALL PWD/OSB USING Sd NAILS PLACED BETWEEN THE (E) NAIL HOLE USED FOR ORIGINAL CONSTRUCTION. (N) 2x(o EXT WALLKN)AwiSW PER PLAN 4 SW TABLE ON 512 (N) EXT W,4LL/(N) 5Ws OVER (N) 5M 5/8' CDX PWD ROOF SHTG W/ x2-1/2 P-NAILS 6 VOL. PNL EES 4 12' O.C. FIELD W/ (N) SIMPSON LUS210 HANGERS W/ 3-(N) 5IMP50N 51)525300 :EWS EA (N) STUD EQ SPCD (E) 2x4 EXT WALL OF ADJACENT BLDG (N) LEDGER (E) EXT W,4LL (N) 2x(o EXT WALLKNAwi SW - PER PLAN 4 SW TABLE ON 511 (N)1/2' NOM PWD/OSB SHTG W/ — PNL EDGE NAILING PER S TABLE TO (N) BOT lE 4 BOT OF Bl (N) 2x4 RIM ATTACHED TO Bl W/ (N) 5IMP50N A35s PER SW LE (N) 2x6 BOT IIE W/ (N) SCREWS PER SW TABLE t0 2-(N) 2x4 FLAT BANDS (N) 3/4' T4G PWD FLOOR SHTG W/ 0.1314-1/2 P-NAILS 6 6' O.C. PNL EDGES 4 12' O.C. FIELD N Bl PFT2 - SEE DTL 8/54.1 FOR SIM ATTACHMENT cn 0 0 (N) EXT W,4LL/(N) 5Ws OVER (N) 51„I (N) EXT WALL/(N) 5W OVER (N) FLOOR USE 0.148'x3' P-NAILS .9 EA SIDE TO MATCH PANEL EDGE NAILS PER SW TABLE ON 51.1 2-5TUD5 ENDS OF 5Ws SHEATHING ON OPP FACE WHERE OCCURS PER PLAN(S) PANEL EDGE NAILS :R TABLE ON 51.1 x,.,48'x3' P-NAILS TO MATCH SW PANEL EDGE NAILS PER TABLE ON 51,1 NOTE: NOTE: DO NOT ATTACH PERP. WALL SW EDGE NAILING FOR BOTH STUDS 4 TO SW UNTIL SW HAS BEEN 0.148'0x3' P-NAILS BTWN PERP SHEATHED STUDS TO MATCH TIGHTEST SW EDGE NAILING SPEC'D IN THE 51.1 TABLE NOT U5E U 4'-0" MIN FACE NAIL DBL TOP iEs W/ 0.148'41 A 16' O.C. STAGGERED (10) 0.1484x3-1/2' P-NAILS -1/2 MI EA SPLICE, UNO 1 . . NOTE: WHERE PLATE DISCONTINUITIES OCCUR BEAMS OR MECH/ELEC PENETRATIONS USE (1)5IMP50N 5T6236 UNO. STRAP MAY BE PLACED EITHER ALONG THE SIDES OR TOP FACE OF Es 5IMP50N 5T6236 STRAP BREAK" IN TOP iE - TYP ALL EXT WALLS 4 INT 5Ws AS NOTED PER THE PLAN, CONTRACTOR'S OPTION TO PLACI STRAP ON TOP OF PLATES 4 HEADER ALTONATE TOP PLATE SPLICE DETAIL a I EADER 1-1/2 MIN PLATE SPLICE (TYP) TOF PLATE 5FLIGE IDETAILS (T'If=)) HEADER LQ O �iN E✓ • W • 0 0 0 SHTG 4 PNL EDGE NAILING TO MATCH SW BELOW (2) 0.148x3 P-NAILS FOR 2x4 RIBBON iEs TO ENDS OF CHORDS EXCEPT -9 SHTG JTs WHERE lll EA TO CHORDS 4 WEBS ---7,- A35s PER SW TABLE BLKG COND a DISCONT. TRUSS 8PANS/E0.5 (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER P=t# SW TABLE 2x EXT WALL/SW BELOW PER PLANS SEE PLANS, SW TABLE, 4 DETAILS FOR ADD'L INFO. - LOCATE FASTENERS 4 HARDWARE TO AVOID FASTENER CONGESTION - WHERE PE TRUSS BLKG PROVIDED THE BLKG SHTG IS NOT REQ'D - FOR 3' OR LESS O.C. PNL EDGE SPACING STAGER NAILS IN (2) ROWS - A35s 6 TOP OF BLKG ARE NOT WHERE BOT iE SCREWS PER SW TABLE ARE USED OR AS OTHERWISE NOTED ON THESE PLANS SHTG 4 PNL EDGE NAILING TO MATCH SW BELOW i (2) 0.148x3 P-NAILS FOR 2x4 RIBBON }Es TO ENDS OF CHORDS EXCEPT A SHTG JTs WHERE (1) EA TO CHORDS 4 WEBS —7 A35s PER SW TABLE PET# 2x WALL/SW BELOW PER PLANS BLKG COND a CONT. TRUSS sPANs/OVERHANGS TAP TIRU55 5Li<G WHERE PE 5LIKG NOT PROVIDED 4°-14° 2' MIN I 1/2' - I' rTICWTAINST STO ALIGNED W/ STUDS (2) SCi�WS (u screw (E) 2x4 EXT WALL OF ADJACENT BLDG Rl W/ (N) 6IMP50N LU5210 I Ll W/ 3-(N) SIMPSON 6D52! SCREWS EA (N) STUD EQ 59 5/8' CDX PWD ROOF SHTG W/ lx2-1/2 P-NAILS ,9 (o' O.C. PNL iES 4 12' O.C. FIELD W/ (N) 5IMP50N A35s TO TOP iE PER SW TABLE 4) 2x6 TOP 1Es W/ (N)1E-TO-1E LING PER SW TABLE ., 2x(o EXT WALLKN)�5W PER PLAN 4 SW TABLE ON 512 (N) i=ARRAi=r=T WALLS 5/8' CDX PWD ROOF SHTG W/ x2-1/2 P-NAILS e 6' O.C. PNL EES 4 12' O.C. FIELD W/ (N) SIMPSON LUS210 HANGERS W/ 3-(N) 5IMP50N 5D525300 :EWS EA (N) STUD EQ SPCD (N) LEDc.:;EfiR (E) EXT WALL 'N) 5/8' CDX PWD ROOF SHTG W/ a.13lx2-1/2 P-NAILS 6 6' O.C. PNL EDGES 4 12' O.C. FIELD 'N)1/2' NOM PWD/OSB SHTG W/ 'N) PNL EDGE NAILING PER �W TABLE ?-(N) 2x(o TOP iEs W/ (N) iE-TO-fE MAILING PER SW TABLE N) 2x(o INT BRCS WALLWALLKN) Wl SW PER PLAN 4 SW TABLE ON 512 (N) FAFRAFET IROOF OvERR (N) EXT WALL/(N) &Ws -r (N) 4x6 BOT R W/ (2) ROWS OF BOT }E SCREWS PER SW TABLE (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER SW TABLE is TOP 4 BOT iEs PRT* 70 70P iE CONNECTIONS r,4 1 5/8' CDX PWD ROOF SHTG W/ 314-1/2 P-NAILS 6 VOL. PNL ,GES 4 12' O.C. FIELD N) 2x6 TOP Es W/ (N)1E-TO-IE ILING PER SW TABLE i.) 2x(o EXT WALLKN)�5W PER PLAN 4 SW TABLE ON 512 (N) FAIRAFET IROOF OVER, (N) EXT WALL/(N) SUJs SEE DTLs 1/54.1, 2/54.1 4 1/54.0 FOR BAL OF INFO (N) 2xl PARAPET WALL W/ (N)1/2" NOM PWD/OSB SHTG EA SIDE TO MATCH;2 SWs - FULL -HEIGHT SHTG PLACED VERTICAL a OUTSIDE FACE (N) 5/8' CDX PWD ROOF SHTG W/ 0.1314-1/2 P-NAILS -9 6' O.C. PNL EDGES 4 12' O.C. FIELD (N) PE TRUSS BLKG PER DTL 8/54.1 PRTI SEE DETAIL 8/54.1 FOR PRTI TO (N) EXT. WALLS 2-(N) 2x6 TOP Es W/ (N) iE-TO-1E NAILING PER SW TABLE (N) 2x6 BOT iE W/ 2-(N) SIMPSON 5DWC15450 SCREWS 6 16' O.C. TO (N) PE ROOF TRUSS TOP CHORDS -OR- (N) BLKG (N) 2x6 BLKG PRTI - Rl SIM (N) I=Afi AFET WALL& 1-1/2" MIN (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER SW TABLE 2-(N) 2x6 TOP iEs W/ (N) iE-TO-1E NAILING PER SW TABLE (N) 2x(o WALL/(N) Wl SW PER PLAN 4 SW TABLE ON 512 (N) RROOF TRUSSES OVERR (N) EXT WALL/(N) SUJ (N) 5/8' CDX PWD ROOF SHTG W/ 0.1314-1/2 P-NAILS oa 6' O.C. PNL EDGES 4 12' O.C. FIELD (N)1/2' NOM PWD/OSB SHTG W/ (N) PNL EDGE NAILING PER SW TABLE 2-(N) 2x(o TOP Es W/ (N) lE-TO-1E NAILING PER SW TABLE (N) 2x(o EXT WALLKN)�5W PER PLAN 4 SW TABLE ON 512 1-1/2" MIN PRTI SEE DETAIL 8/54.1 FOR PRTI TO (N) EXT. WALLS (N) IROOF TRUSSES OVERR (N) EXT WALL/(N) 5W wZ)�o���� O �iN w •