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2021.0019 2021.04.08_C&E_NHD 909-VA_PlansSTRUCTURAL NOTES DESIGN CRITERIA: 1. BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE 2. VERTICAL LOADS: ROOF FLOOR DECK LIVE LOAD 0 psf 40 psf 60 psf SNOW LOAD 30 psf 0 psf 25 psf DEAD LOAD 15 psf 10 psf 10 psf 3. LATERAL LOAD FORCES TRANSMITTED BY DIAPHRAGM ACTION TO WOOD SHEARWALLS AND THENCE TO FOUNDATION WHERE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE AND SLIDING FRICTION OF EARTH. 4. SNOW DESIGN DATA (ASCE 7-16) FLAT SNOW LOAD, p£ 30 psf SNOW EXPOSURE FACTORY, Ce; 1.0 SNOW IMPORTANCE FACTOR, is: 1.0 THERMAL FACTOR, ct: 1.1 5. WIND DESIGN DATA (ASCE 7-16) WIND SPEED: Vult=155 mph RISK CATEGORY: 11 EXPOSURE CATEGORY: B 6. SEISMIC DESIGN DATA (ASCE 7-16) SEISMIC FORCE RESISTING SYSTEM: WOOD SHEARWALLS RISK CATEGORY: II SEISMIC IMPORTANCE FACTOR, Ie:=1 MAPPED SPECTRAL RESPONSE ACCELERATION: Ss=1.50, S1=.600 DESIGN SPECTRAL RESPONSE ACCELERATION: Sds=1.20, Sd1=.680 SITE CLASS: D SEISMIC DESIGN CATEGORY: D SEISMIC RESPONSE COEFFICIENT, Cs:.185 RESPONSE MODIFICATION COEFFICIENT, R: 6.5 EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7 12.8. 1) DESIGN BASE SHEAR: 10.9k 7. SOIL PROPERTIES BEARING CAPACITIES: 1500 psf LATERAL CAPACITY: 250 psf/ft GENERAL THE STRUCTURAL CONSTRUCTION DOCUMENT REPRESENTS THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTORS MEANS, METHODS, TECHNIQUES, SEQUENCES OF PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST ADDITION AND/OR ADDENDA. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCIES WITH ARCHITECT. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. ALL GRAVITY LOADS RESISTING AND LATERAL LOAD RESISTING STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING S PAGES. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND DON'T NEED TO BE ONSITE. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. ENGINEER AND DESIGNER SHALL BE NOTIFIED BY THE CONTRACTOR OF ANY DISCREPANCIES AT THE TIME THEY ARE NOTED. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITY LINES. CALL 1-800-424-5555 48 HOURS BEFORE DIGGING. INFORM ENGINEER OF ALL CHANGES PROPOSED ON THE DRAWINGS OR SPECIFICATIONS BY THE ARCHITECT -NOTES PRIOR TO CONSTRUCTION OF THE CHANGE. CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS, METHOD, TECHNIQUES, SEQUENCES, PROCEDURES, SAFETY OF THE WORKERS AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND FOR COORDINATING ALL PORTIONS OF THE WORK. DRAWINGS SHALL BE USED FOR ONLY ONE CONSTRUCTION AND FOR LOCATIONS INDICATED HEREIN. PLYWOOD WEB JOISTS DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.C. REPORT ESR -1305. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. MANUFACTURED I -JOISTS SHALL CONFORM TO ASTM505. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480. FLOOR TOTAL LOAD MAXIMUM = L/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. FOUNDATIONS ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL OR APPROVED FILL 12" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE EXTENDING UP TO 5 FEET FROM WALL FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 1500 PSF. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE PERFORMED BY A REGISTERED DESIGN PROFESSIONAL (1806.2) UNLESS A SOIL INVESTIGATION IS PROVIDED. FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE BEARING CAPACITY (1806.2) THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1806.2 OF THE 2018 IBC. SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS THAN 5 PERCENT FOR A MINIMUM OF 10 FEET. COMPACTED FILL MATERIAL SHALL NOT BE USED UNLESS ALLOWED BY A SOILS ENGINEERING REPORT. CONCRETE MINIMUM 28 DAY STRENGTH 2,500 PSI (fc = 2,500 PSI), 5j SACK U.N.O. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT SLABS ON GRADE NEED ONLY BE VIBRATED AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MINIMUM SLUMP 41" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITEC, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. FLY ASH - IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS - SHALL BE LIMITED TO 18% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. CONCRETE MINIMUM REINFORCEMENT THE FOLLOWING MINIMUM REINFORCEMENT SHALL BE PROVIDED U.N.O. ON THE DRAWING: 1. PROVIDE HORIZONTAL CORNER BARS AT ALL FOOTINGS AND WALL CORNERS AND HOOK BARS FOR T INTERSECTIONS WITH EQUAL SIZE AND SPACING OF THE HORIZONTAL REINFORCING USING THE INDICATED DETAILS OF SIMILAR SECTIONS AND DETAILS AS TYPICAL. 2. PROVIDE ONE #4 VERTICAL BAR - FULL HEIGHT OF WALL AT THE CORNER OR T INTERSECTION. 3. PROVIDE A MINIMUM OF 0.2% REINFORCEMENT OF GROSS CONCRETE AREA OF WALL IN HORIZONTAL DIRECTION AND 0.12% IN VERTICAL DIRECTION. MAXIMUM REBAR SPACING IS 18" O.C. IN EACH DIRECTION. 4. PROVIDE A MINIMUM #4 BARS AT 12" ON CENTER IN ISOLATED FOOTINGS. 5. PROVIDE REINFORCING CHAIRS IN ACCORDANCE WITH CRSI PLACING MANUAL. 6. PROVIDE WWF 6X6X1OX10 FOR 4" SLAB. 7. PROVIDE CONSTRUCTION JOINT AT 20' MAXIMUM UNLESS NOTED OTHERWISE (SAW CUT 25% OF SLAB THICKNESS). NAILS: USE COMMON NAIL ONLY. IF BOX OR OTHER TYPE OF NAILS ARE USED, SIZE ADJUSTMENTS ARE REQUIRED. PROVIDE NAIL PER IBC TABLE 2304. 10.1 GALVANIZE NAIL WHEN EXPOSED TO WEATHER. SIMPSON ZMAX AND HOT DIPPED ZINC NAILS SHALL BE USED FOR ALL PRESSURE TREATED WOODS OTHER THAN CHROMATED COPPER ARSENATE AND SODUIM BORATE. PREFABRICATED WOOD TRUSSES PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURE NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING SHALL BE BY TRUSS MANUFACTURER/TRUSS DESIGNER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT A TRUSS SUBMITTAL PACKAGE AS DEFINED IN IBC SECTION 2303.4.1.4, INCLUDING, BUT NOT LIMITED TO, INDIVIDUAL TRUSS DESIGN DRAWINGS, TRUSS PLACEMENT DIAGRAM AND TRUSS MEMBER PERMANENT BRACING REQUIREMENTS. TRUSS DOCUMENTS SHALL BE SEALED BY A REGISTERED DESIGN PROFESSIONAL AS REQUIRED BY IBC SECTION 2303.4.1.3. CALCULATIONS AND SHOT DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONTRACTORS SHALL HAVE CURRENT I.C.C. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: ROOF TOTAL LOAD MAXIMUM= L/240. ROOF LIVE LOAD MAXIMUM= L/360. TRUSS TOP CHORD MATERIAL SHALL HAVE A SPECIFIC GRAVITY OF NOT LESS THAN 0.43. MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. TRUSS MANUFACTURER SHALL HAVE I.C.0 APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS. GLUE -LAMINATED BEAMS (GLULAM GLUED - LAMINATED BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb= 240OPSI, Fv= 265PSI, Fc (PERPENDICULARr 650 PSI, E=1,800,000 PSI. CONTINUOUS BEAMS OR BEAMS CANTILEVERING OVER SUPPORTS SHALL HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC AND WCLA STANDARDS. BEAM TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STRUCTURAL GLUED -LAMINATED TIMBER SHALL CONFORM TO AITC A190.1 AND ASTM D 3737. 1. • ow LUMBER SHALL CONFORM TO DOC PS 20. MANUFACTURED LUMBER SHALL BE AS SPECIFIED ON THE PLAN SET. DESIGN OF THE MANUFACTURED LUMBER IS THE RESPONSIBILITY OF THE SUPPLIER. JOISTS: WOOD TYPE: 2X4 H.F. #2 2X6 OR LARGER H.F. #2 BEAMS: RATIO WIDTH 4" OR LESS D.F. #2 WIDTH GREATER THAN 4" D.F. #2 LEDGERS AND TOP PLATES: H.F. #2 STUDS: B.O.P .............................BOTTOM 2X4 H.F. #2 2X6 OR LARGER H.F. #2 POSTS: 3/4" T&G 4X4 H.F. #2 4X6 OR LARGER D.F. #2 6X6 OR LARGER D.F. #2 CONNECTORS: METAL CONNECTORS, ANCHORS, AND FASTENERS WILL CORRODE AND LOSE LOAD CARRYING CAPACITY WHEN INSTALLED IN CORROSIVE ENVIRONMENTS OR EXPOSED TO CORROSIVE MATERIALS. THERE ARE MANY ENVIRONMENTS AND MATERIALS WHICH MAY CAUSE CORROSION INCLUDING: OCEAN SALT WATER, PRESERVATIVE -TREATED WOOD, FUMES, FIRE -RETARDANTS, DISSIMILAR METALS, FERTILIZERS. PLYWOOD ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION CDX-RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL TO SUPPORTS, USE MINIMUM OF 5 -PLY PLYWOOD). STAGGER JOINTS. ALL NAILING SHALL BE WITH COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD -TO -WOOD ATTACHMENTS, USE WOOD SCREWS MEETING THE REQUIREMENTS OF A.N.S.I/A.S.M.E. B 18.6.1 OF GRADE ASTM A584, GRADE 1013 TO 1022 STEEL (FY=193,60OPSI). HORIZONTAL DIAPHRAGM AND SHEARWALL CAPACITIES SHALL BE PER THE LATEST EDITION OF I.C.C. REPOST ESR -1539. ALL PLYWOOD SHALL BE OF THE FOLLOWING NORMAL THICKNESS, SHALL HAVE THE FOLLOWING SPAN/INDEX RATIO, AND SHALL BE ATTACHED AS FOLLOWS, UNLESS OTHERWISE NOTED. USE: THICKNESS SPAN/INDEX EDGE INTERMEDIATE .ANCHOR BOLT BM .................................BEAM RATIO ATTACHMENT ATTACHMENT R F OF BEAM B.O.D .............................BOTTOM OF DECK B.O.F .............................BOTTOM OF FOOTING B.O.P .............................BOTTOM OF PLATE B.O.S .............................BOTTOM 6" O.C. 12" O.C. FLOOR 3/4" T&G 40/20 SCREWS @ SCREWS @ C.L.B .............................CENTERLINE OF BEAM C.L.0 .............................CENTERLINE 6" O.C. 12" O.C. SHEAR 1/2" 24/0 8d NAILS 8d NAILS WALL CONC. C.J ....................CONCRETE CONTROL JOINT @ 6" O.C. @ 12" O.C. SCREWS AT FLOOR SHEATHING SHALL BE #8 x 2�' LONG FOR SHEATHING LESS THAN 1" NORMAL THICKNESS, AND SHALL HAVE CURRENT I.C.C. APPROVAL AS A REPLACEMENT FOR I Od NAILS IN WOOD PANEL DIAPHRAGMS. SCREWS PER I.C.C. ER -5280 OR APPROVAL EQUAL. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH AN A.P.A. AFG-01 OR ASTM D3498 QUALIFIED GLUE IN ACCORDANCE WITH A.P.A. FORM E30. ALTERNATE SHEATHING AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER, ARCHITECT AND ROOFING CONTRACTOR. RATED SHEATHING SHALL COMPLY WITH I.C.C. ESR -1301, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 32") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PLYWOOD PER MANUFACTURES RECOMMENDATIONS. PROTECTION AGAINST DECAY (2304.11): PRESERVATIVE -TREATED WOOD SHALL CONFORM TO APPLICABLE AWPA STANDARDS. TRUSSES, TRUSS DRAWINGS AND TRUSS ENGINEERING SHALL BE PROVIDED BY THE MANUFACTURER. WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND, AS A MINIMUM CONTRACTORS SHALL USE SIMPSON ZMAX GALVANIZED FASTENERS OR AN APPROVED BARRIER WHEN A CORROSIVE ENVIRONMENT EXISTS. SHOP DRAWINGS SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS ARE NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. VERIFY ALL DIMENSIONS WITH ARCHITECT ANY CHANGES, SUBSTITUTIONS, OR DRAWINGS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. REVIEW BY THE E.O.R. IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ABBREVIATIONS A.B.0 ............................AGGREGATE BASE COURSE A.F.F .............................ABOVE FINISHED FLOOR ALT ...............................ALTERNATE A.B .ANCHOR BOLT BM .................................BEAM B.F.F ............................ BELOW FINISHED FLOOR B.O.B .............................BOTTOM OF BEAM B.O.D .............................BOTTOM OF DECK B.O.F .............................BOTTOM OF FOOTING B.O.P .............................BOTTOM OF PLATE B.O.S .............................BOTTOM OF STEEL BRG ...............................BEARING C.I.P ...............................CAST -IN-PLACE C.L .................................CENTERLINE C.L.B .............................CENTERLINE OF BEAM C.L.0 .............................CENTERLINE OF COLUMN C.L.F ..............................CENTERLINE OF FOOTING C.L.W ............................CENTER LINE OF WALL CLR .................. ........CLEAR CONC ............................CONCRETE CONC. C.J ....................CONCRETE CONTROL JOINT CONC. S.J .....................CONCRETE SAWCUT JOINT C.M.0 ............................CONCRETE MASONRY UNIT CONN ............................CONNECTION CONT ............................CONTINUOUS D.L .................................DEAD LOAD DIA ................................DIAMETER DN.................................DOWN DWG(S).........................DRAWING(S) E.O.S ..............................EDGE OF SLAB EL ..................................ELEVATION a EQ ..................................EQUAL EQUIP ...........................EQUIPMENT EXP ................................EXPANSION BOLT EXP. JT. (E.J.) ...............EXPANSION JOINT E. W ................................EACH WAY F.F ..................................FINISHED FLOOR F.O.M ............................FACE OF MEMBER F.O.S. ............................FACE OF STEEL F.O.W ............................FACE OF WALL GA .................................GAUGE GALV ............................GALVANIZED GLB (GLULAM) ..........GLUE -LAMINATED BEAM H/C ................................HOLLOW CORE HORIZ ..... ..................HORIZONTAL I.F.W ..............................INSIDE FACE OF WALL I.E .................................INVERT ELEVATION K (KIP) ..........................1000 POUNDS L.L .................................LIVE LOAD LBS (#) ..........................POUNDS L.L.H .............................LONG LEG HORIZONTAL L.L.V ............. ................LONG LEG VERTICAL MFR('S) ............ ........MANUFACTURE('S) MAS. C.J .......................MASONRY CONTROL JOINT MECH'L ........................MECHANICAL N/A ................................NOT APPLICABLE N.T.S .............................NOT TO SCALE O.0................................ON CENTER O.F. W ............................OUTSIDE FACE OF WALL OPP ................................OPPOSITE P.0 .................................PRE CAST CONCRETE P.L.F ................. . ........POUNDS PER LINEAR FOOT PREFAB ........................PREFABRICATED P.S.F ..............................POUNDS PER SQUARE FOOT P.S.I ...............................POUNDS PER SQUARE INCH REINF...........................REINFORCING S.L.H .............................SHORT LEG HORIZONTAL S.L.V .............................SHORT LEG VERTICAL SIM ................................SIMILAR SQ ..................................SQUARE STD ...............................STANDARD T.L .................................TOTAL LENGTH T.O.B ................. ........TOP OF BEAM T.O.D .............................TOP OF DECK T.O.F .......... ...............TOP OF FOOTING T.O.G .............................TOP OF GRADE T.O.L .............................TOP OF LEDGER T.O.M ............................TOP OF MASONRY T.O.P .............................TOP OF PLATE T.O.S .............................TOP OF STEEL T.O.W ............................TOP OF WALL TYP ...............................TYPICAL U.N.O ............................UNLESS NOTED OTHERWISE VERT ............................VERTICAL WTSP............................WATERSTOP W.W.R ..........................WELDED WIRE REINFORCEMENT SPECIAL INSPECTIONS THE FOLLOWING SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 OF THE 2018 INTERNATIONAL BUILDING CODE TO BE PERFORMED BY AN INDEPENDENT THIRD PARTY INSPECTION. ANCHORAGE 1) PERIODIC INSPECTION OF POST INSTALLED (EPDXY) ANCHORAGE FOR USE WITH HOLDOWNS AND TENSION APPLICATIONS. CONCRETE 1) VERIFICATION OF HIGH STRENGTH ANCHORAGE PRIOR TO POUR. 2) VERIFICATION OF CONCRETE STRENGTH >2500psi WOOD CONSTRUCTION 1) PERIODIC VERIFICATION OF SHEATHING/ NAILS, AND NAIL PATTERN FOR SHEAR WALLS W/ 3" OR TIGHTER EDGE NAIL SPACING. A w V) A A A 00 00 00 C" cq W O A� wO r„y a N SCALE: AS SHOWN DATE: Aril 2021 DRAWING NUMBER 11558 SHEET SI A cjo c a o A W as M L V7 J SCALE: AS SHOWN DATE: Aril 2021 DRAWING NUMBER 11558 SHEET SI I N N N Q V •S 7 Q W 62' 0 F 0. O " Q W 14r W Q Q O 00 00 �a O N Q) Q� r , O 37'-6" O CT•�� A� o I-� N O w V / o ��\ *V / a C, �a V �o M ,-2 • ^j � U U1 N v O � O Vs °' o bA v bA � W 1 M bb FOUNDATION AND MAIN FLOOR FRAMING PLAN SCALE: AS SHOWN 1/4"=l'-0" DATE: April 2021 DRAWING NUMBER 11558 SHEET S2 2' 13' 2' z 2' 4" THK C❑NC SLAB w/ THKND EDGE 8' 9' CANT, JSTS, 51' 6' C❑ C ST ❑P F-- � 14'-9" W Q 13' 15' BRIDGING o0 CRAWL SPACE �- � ACCESS PANEL 01 Do & G,I, WELL � . J � L� N_ C91 x '-6' 4' 4' 4' 4' 4'-7" 4'-7' 4'-7' S'-3" 2' 2' 4x10 3'-4" BLOCK OUT FOR R.O.v 0 �7 1 F� DOOR ❑PENING � � Q Q BRIDGING 10'-6` 42' 4" C❑NC, SLAB 4'-8" 4'-8" 4'-8 4'-8" 1'-6` ON 4" COMP, FILL SLOPED 3" TOWARDS DOOR 4x1 21' 4'-8" �. 1'-6" POSTS ABOVE _ 4 �,0 4' 4' BRIDGING 13' F- 10'-9" (2) #4 BARS CONT IN w 7'-9" FTG @ DOOR ❑PENING 7 J r -i EDGE OF SLAB � BRIDGING ~ 9'-4' 11,-8' 9'-4` 3'-10" I STUB #4 BARS OUT 18" INT❑ C❑NC, @ 24" D.C. STHD14 TYP, @ ALL SLABS 6' 4" THK CONC 6' SLAB w/ THKND EDGE APPROVED 6X6 POST BASE ( TYP) 26' 14' 7'-6" 12'-6" 2X6 f 1'-6' 1'-6' ABLE TRUSS 9' V-6' 9' II 11'-6' 9' I I I 1. ALL EXTERIOR WALLS SHALL BE PER1�U.N.O. 2. ALL HEADERS ARE 48 DF #2 U.N.O. 3. ROOF SHEATHING SHALL BE 7/16" OSB WITH 8d @ 6" O.C. AT PANEL EDGES AND 12" O.C. IN PANEL FIELD. ROOF FRAMING PLAN NOTE: ALL OVERFRAME TO BE 2x6' HF#2 FOR SPANS UP TO 10'-0', FOR SPANS OVER 10'-0' USE 2x8' HF#2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER r I N ( N I H 4� O 1 IN SCALE: AS SHOWN DATE: Aril 2021 DRAWING NUMBER 11558 S3 M uu en � 3 � N ^� o^ O O � th W � M kn SCALE: AS SHOWN DATE: Aril 2021 DRAWING NUMBER 11558 S3 --------------------------------- TTTTI T11i-1 I II II II II III II II (II II I I II II II II II II II I I II II II II I I II I I II it II II it II II I I II II II II II II II I I II II II II II II II I F==1:==14===�1 II II II II I I II II II II it II II I I II II II II II II it I II II IF F==11 IF=9F=9 I II II II II II II II I I II II II II II II II I L4 _li H -ILA--IL JL LI__$ /II $ I it II II II II II 0 DOUBLE TOP PLATE w/ EDGE NAILING (STAGGER) ( TOP PLATE SPLICE AND NAILING PER PLANS. FIELD SEE SHEARWALL SCHEDULE FOR LUMBER GRADE). SILL PLATE LAP 4'-0" MINIMUM. CENTER SPLICE ON STUD © EDGE NAILING AT ALL PANEL EDGES. BACK w/ © HOLDOWN PER SCHEDULE AND PLAN CONN. @ FND. 2x BLOCKING OR BACKING 7/16" OSB5/8dia. COORDINATE ALL STUD AND PLATE SIZES C D EDGE NAILING TO HOLDOWN POST FULL HEIGHT ( ) @ 48" o.c. w/ SHEARWALL SCHEDULE REQUIREMENTS 0 STUDS @ 16" o.c. 8d ® 12"o.c. TO 4x MEMBERS w/ 2x BTM. PLATE O EDGE NAILING TO POSTS. TRIM STUDS OE P.T. SILL PLATE w/ EDGE NAILING & ANCHOR 5/8"dia. ® 36" o.c. AND KING STUDS ONE FACE BOLTS PER SHEARWALL SCHEDULE (PROVIDE 8d @ 12"o.c. TO 6x MEMBERS w/ 2x BTM. PLATE A MINIMUM OF 5/8 dia. ANCHOR BOLTS ® OK BEARING STUD FOR HEADER (3) 48" o.c.) 5/8"dia. ® 30" o.c. 30' MI ONE FACE TYPICAL WOOD SHEARWALL ELEVATION 8d ® 12"o.c. NTS w/ 3x BTM. PLATE 3. SHEARWALL SCHEDULE MARK MINIMUM EDGE FIELD SOLE PLATE SILL PLATE MARK SHEATHING NAILING NAILING NAILING CONN. @ FND. Af 7/16" OSB5/8dia. TO (2) STUDS NONE (2)16d ® 16'o/c @ 48" o.c. (14) SDS Y4'x2Y2' ONE FACE 8d © 6"o.c. 8d ® 12"o.c. TO 4x MEMBERS w/ 2x BTM. PLATE 7/16" OSB 2. BOLT W/ 10' EMBEDMENT (2)16d @ 12"o/c 5/8"dia. ® 36" o.c. (20) SDS Y4'x2Y2' ONE FACE 8d ® 4"o.c. 8d @ 12"o.c. TO 6x MEMBERS w/ 2x BTM. PLATE 0 7/16" OSB STUD (3) (2)16d @ 8"o/c 5/8"dia. ® 30" o.c. 30' MI ONE FACE 8d © 3"o.c. 8d ® 12"o.c. REBAR w/ 3x BTM. PLATE 3. 7/16" OSB LENGTH (2) 10d NAILS PER TRUSS (2)16d @ 8"o/c 5/8"dia. @ 18" o.c. 1. WOOD BEAM PER PLAN ONE FACE 8d @ 2"o.c. 8d © 12"o.c. 2X BLOCKING WITH w/ 3x BTM. PLATE 5, 19/32" OSB (6) (3) 4. 12' MIN. (2)16d @ 8"o/c 5/8"dia. © 18" o.c. -R ONE FACE 10d © 2"o.c. 10d @ 12"o.c. 1/2' MIN. w/ 3x BTM. PLATE SHEARWALL NOTES: 1, ALL STUDS AND BLOCKING SHALL BE HF#2 ALL TOP AND BOTTOM PLATES SHALL BE HF#2. ALL SHEATHING EDGES SHALL BE BACKED WITH 2x OR WIDER FRAMING UNLESS OTHERWISE NOTED (SEE NOTE#2). SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 2, WHERE SHEATHING NAILING IS A A OR GREATER, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER AND SILL PLATES NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER, 3, NAILING CRITERIA IS BASED ON IBC 2306,3 AND AF&PA SPDWS TABLE 43A FOR CD PLYWOOD AND HF#2 FRAMING, WIRE STAPLES MAY BE SUBSTITUTED AS OUTLINED IN THE STRUCTURAL NOTES, OTHER SUBSTITUTIONS MUST BE VERIFIED IN WRITING BY THE STRL, ENGINEER, 4, HOLD❑WNS AND OTHER CONNECTI❑NS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE CONNECTOR DETAILS FOR ADDITIONAL INFORMATI❑N REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC, 5 ANCHOR BOLTS MUST BE EMBEDDED INT❑ CONCRETE OR GROUTED CMU A MINIMUM OF 7', AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2' GROUTED CLEAR TO THE FACE OF FORMED CONCRETE (PROVIDED 3" CLEAR FOR CONCRETE CAST AGAINST SOIL), 6, EDGE OF ANCHOR BOLT WASHER SHALL BE WITHIN 1/2" OF SHEAR WALL SHEATHING HOLD DOWN SCHEDULE MARK SIMPSON (PRODUCT) ATTACHMENTS ANCHOR Q CAPACITY U BOLTS ST� STHD14 OR STHD14RJ W/ 30xl6d NAILED � PORTION CONTINUOUS FASCIA WITH (2) <❑R PHD 2 SUBSTITUTION) TO (2) STUDS NONE HDU5 HDU5 - SDS 2.5 (14) SDS Y4'x2Y2' S/a DIA. ANCHOR SSTB 0 TO 4x MEMBERS PER SIMPSON OR 'J' 0 2. BOLT W/ 10' EMBEDMENT HDU8 HDU8 - SDS 2.5 (20) SDS Y4'x2Y2' %' DIA, ANCHOR SB OR 1. SHEARWALL PER PLAN TO 6x MEMBERS SSTB PER SIMPS❑N HOLD DOWN NOTES: 1. ALL THREAD BOLTS SHALL CONFORM TO ASTM A307. 2. CONCRETE COMPRESSIVE STRENGTH P'c=2,500 psi, 3. HD11/8 REQUIRES A 6x6 MIN. POST SIZE, HDU2/4/5 REQUIRES (2)2x MIN, POST SIZE, HD19 REQUIRED MIN, 6x8 POST SIZE U,N.❑ 4. MINIMUM EDGE DISTANCE SHOWN IS FOR FORMED CONCRETE EXPOSED To SOIL OR WEATHER, FOR CONCRETE CAST AGAINST SOIL PR❑VIDE 3' CLEAR TO ANCHOR BOLT, 5. NAILS TO HOLDOWN POSTS SHALL BE 0.148'0 COMMON, (16d SINKERS MAY BE USED WITH PRI❑R WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER) TYPICAL HOLDOWN DETAILS STHD8 STHD14 HDQ8 HDU5 U Q Q U NOTES, (22) 0 NAILED � PORTION CONTINUOUS FASCIA WITH (2) � 0® 1. WOOD TRUSS 0 1001 NAILS INT❑ EACH NOTES: 0 2. LEA Z SPA C3) 17• 1. SHEARWALL PER PLAN MAXIMUM 11 STUD (3) O 9) 30' MI BASE PLATE NAILING N❑TES REBAR 3. 3. 8d @ 3' ❑,C, EACH WAY LENGTH (2) 10d NAILS PER TRUSS (2) 3. SHEAR PANEL EDGE NAILING 1. WOOD BEAM PER PLAN 0N N4 REBAR IN SHEAR 4� 3 4. 2X BLOCKING WITH CONE 5, SIMPSON A35 CLIP AT EACH (6) (3) 4. 12' MIN. • c °o -R / REBAR LENGTH d. .. ' n• o � • r' Q 1/2' MIN. (1) C7) 5. • o • ' � (5) •� N o CORNER 6. GABLE END TRUSS - STHD CONNECTIONS PLYWOOD SUBFL❑❑R HDQ8 CONNECTION HDU CONNECTION TYPICAL FOUNDATION STEM WALL WITH JOISTS BEARING SCALE: N,T,S, TYPICAL INTERIOR SPREAD FOOTING WITH PLYWOOD WEB JOIST SCALE: N.T.S. TYPICAL THICKENED EDGE SLAB SCALE: N.T.S. 4 GARAGE PORTAL FRAME SCALE: N.T.S. NOTES; A. ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS. n ¢ (2) a U Q Q U NOTES, (22) NOTES: (8)/_(4) CONTINUOUS FASCIA WITH (2) PLATE 1. WOOD TRUSS 1001 NAILS INT❑ EACH NOTES: 2. CONTINP UE UE HEADER TO END C3) OUTRIGGER @ 24' D.C. 1. SHEARWALL PER PLAN :l6"(MIN) (14) (14) 11 11 STUD (3) 3. 9) (8) C1) 2. BASE PLATE NAILING N❑TES 3. 3. 8d @ 3' ❑,C, EACH WAY 4, (2) 10d NAILS PER TRUSS (2) 3. SHEAR PANEL EDGE NAILING 1. WOOD BEAM PER PLAN 4� 3 4. 2X BLOCKING WITH (4) 5, SIMPSON A35 CLIP AT EACH (6) (3) 4. BREAK SHEAR PANELS OVER RIM 2• SIMPS❑N CAP PER PLAN ON HEADER -R 5) 5. CONTINUOUS FASCIA C8 (5) (1) C7) 5. 16d TOENAILS @ 6'o/c (5) •� N o WITH (2) 10d PER TRUSS 6. GABLE END TRUSS - 6, PLYWOOD SUBFL❑❑R • 4. SIMPS❑N STHD14 - SHEAR PANEL EDGE (9 (6) N❑TES: 7. FLOOR J❑IST PER PLAN C `,�° O NAILING SHEARWALL SCHEDULE (3) 8, BOTT❑M PLATE ...... (5> SHEATHING AND NAILING INSTALL PERN❑TES: _J::�(4) 16d @ 6' ❑,C, BOTTOM TRUSS CHORD T❑ WALL BLOCK (4) (9) (3) 9. (9) 1, BASE PLATE NAILING PER (2) o a •� � M PER SHEARWALL 8. 2x4 BRACE @ 48' ❑,C, WITH `O SCHEDULE MANUFACTURER'S SIMPSON A35 CLIP EACH END (5) (3) (3) SHEAR WALL SCHEDULE 8. SIMPS❑N H2.5 AT EACH 9, 1, (3) 10d TOENAIL PER TRUSS414j RECOMMENDATIONS 2, PLYWOOD SHEATHING BLOCK C1) (6) 5. (2) 1001 NAILS TO HEADER 3: FLOOR JOIST PER PLAN 2. FLOOR JOIST PER PLAN POST PER ; 6, CORNER END STUD AS •W 4: (2)-/3, 2x CONTINUOUS RIM FLOOR BEAM PER PLAN f PLAN (15) •' Z 5. (1) #4 BARS C❑NTINU❑US X_ 4. (9) PLYWOOD SHEATHING ABU BASE (❑R PER PLAN) •• '. 7. OCCURS 2x STUDS ❑R 4x POST C5 (AT TOP) PR❑VIDE #4 @ 5. 6. 2X BLOCKING 4x OR POST �'s" 0 ANCH❑R ° ° ° ° (7 .' •• •. <7) x 8. 8d @ 3" ❑.C. ALL PLATES, 18" ❑.C. HORIZONTAL (3) 6x WITH O •. �t HEADERS, AND STUDS `p 6. 5/8" DIAMETER ANCHOR BOLTS SIMPSON PC AND PB ° ° .' •• •• c8) `/ 9. �' NOMINAL APA RATED (6 ® II I=111=I I I=I I @ 48" ❑.C. U.N,❑. (6) 7. CONCRETE FO❑TING AS 0 ° • ; o SHEATHING • . I=1I I=1 I�j 11= - x 7. #4 @ 18 ❑,C, MAXIMUM, " 8. NOTED ❑N PLAN EDGE NAILING •; (9) 10, "0 ANCHOR BOLTS - C7 I 1-11I-1II=IZ _ _ I-Ili-lil-lil=� Q 8, ALTERNATE BENDS (2) #4 BARS CONTINUOUS 9, 2x W❑DD CLEAT OR •..'.,..,._-:.�.;,...;:.:.:.:::..'...;.'.: <4 •• (4) EMBED 7" MINIMUM WITH <L (g I I-III-III=� I I I i I -I i I -I i I 9, SHEARWALL EDGE NAILING (7) SIMPSON POST CAP `_;: g';' :a ':' .+.:..;`;.'':>:' :�� �: ' `: :'y: '• (l0> 3"x3'xj" PLATE WASHER W J OD 10. 16d TOENAIL @ 6" ❑:C, F •• ,' ... •' °� �' .'- (ill 11, (2) 2x PLATES - NAIL SHEATHING TO EACH 4 lJMl.� .':.a •. 12' (12) PLATE - - ;.: (13) 12. 8d3# O,C, INT❑ EACH (,) _- ;III VIII! TI a • �: C0 'S.':" 3' •.. PLATE (2) #4 d 13: ❑F CONCRETE q 1 -4 I _ =lTll ll! I=I I Ik�l =11-12" I! I-� _ _ _ -' '--' MIN. I - I -I (II j I) I I-16' a a 4 °' . a 9 15, HEADER ACROSS HEADER TYPICAL FOUNDATION STEM WALL WITH JOISTS BEARING SCALE: N,T,S, TYPICAL INTERIOR SPREAD FOOTING WITH PLYWOOD WEB JOIST SCALE: N.T.S. TYPICAL THICKENED EDGE SLAB SCALE: N.T.S. 4 GARAGE PORTAL FRAME SCALE: N.T.S. NOTES; A. ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS. n ¢ (2) a U Q Q U ¢ ¢ w0 TYPICAL TRUSS CONNECTION SCALE: N.T.S. TRUSS GABLE END DETAIL SCALE: N:T,S. TYPICAL FLOOR -TO -FLOOR CONNECTION SCALE: N.T.S, TYPICAL BEAM -TO -POST CONNECTION SCALE: N.T,S, �� N SCALE: AS SHOWN DATE: April 2021 DRAWING NUMBER 11558 SHEET S4 (2) NOTES: 1. EDGE NAILING NOTES: 2. CONTINUOUS FASCIA WITH (2) V 1. WOOD TRUSS 1001 NAILS INT❑ EACH NOTES: M 2. PLYWOOD SHEATHING OUTRIGGER @ 24' D.C. 1. SHEARWALL PER PLAN 0-0by o (3) 3. 2x4 OUTRIGGER @ 24' O,C (8) C1) 2. BASE PLATE NAILING N❑TES r� 3. EDGE NAILING 4, (2) 10d NAILS PER TRUSS (2) 3. SHEAR PANEL EDGE NAILING 1. WOOD BEAM PER PLAN 4� 3 4. 2X BLOCKING WITH (4) 5, SIMPSON A35 CLIP AT EACH (6) (3) 4. BREAK SHEAR PANELS OVER RIM 2• SIMPS❑N CAP PER PLAN -R 5) 5. CONTINUOUS FASCIA C8 (5) OUTRIGGER C7) 5. 16d TOENAILS @ 6'o/c 3, W❑❑D COLUMN PER PLAN •� N o WITH (2) 10d PER TRUSS 6. GABLE END TRUSS - 6, PLYWOOD SUBFL❑❑R C� V1 6. SHEAR PANEL EDGE (9 (6) SHEATHING AND NAILING PER 7. FLOOR J❑IST PER PLAN C `,�° O NAILING SHEARWALL SCHEDULE (3) 8, BOTT❑M PLATE tj O° o 7. SHEATHING AND NAILING -------(7) 7. 16d @ 6' ❑,C, BOTTOM TRUSS CHORD T❑ WALL BLOCK (4) (9) (3) 9. 1 LSL RIM " (2) (2) o a •� � M PER SHEARWALL 8. 2x4 BRACE @ 48' ❑,C, WITH `O SCHEDULE SIMPSON A35 CLIP EACH END (5) (3) (3) o° o 8. SIMPS❑N H2.5 AT EACH 9, TRUSSES PER PLAN (3) TRUSS414j END POST MIDDLE POST •W M V'1 TYPICAL TRUSS CONNECTION SCALE: N.T.S. TRUSS GABLE END DETAIL SCALE: N:T,S. TYPICAL FLOOR -TO -FLOOR CONNECTION SCALE: N.T.S, TYPICAL BEAM -TO -POST CONNECTION SCALE: N.T,S, �� N SCALE: AS SHOWN DATE: April 2021 DRAWING NUMBER 11558 SHEET S4