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2021.11.20_C&E Development_NHD 2589-ZA_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, pf: 25 psf SNOW EXPOSURE FACTORY, Ce: 1.0 SNOW IMPORTANCE FACTOR, is: 1.0 THERMAL FACTOR, ct: 1.0 5. WIND DESIGN DATA (ASCE 7-16) WIND SPEED: Vult=110 mph RISK CATEGORY: II 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=1.33, S1=.47 DESIGN SPECTRAL RESPONSE ACCELERATION: Sds=1.064, Shc=.533 SITE CLASS: D SEISMIC DESIGN CATEGORY: D SEISMIC RESPONSE COEFFICIENT, Cs: .164 RESPONSE MODIFICATION COEFFICIENT, R: 6.5 EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7 12.8. 1) DESIGN BASE SHEAR: 13.03k 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), 5z 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 42" 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 (PERPENDICULAR)= 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. ► TUTiTi a 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: FLOOR 2X4 H.F. #2 2X6 OR LARGER H.F. #2 POSTS: 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. B18.6.1 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 v RATIO ATTACHMENT ATTACHMENT WOOD CONSTRUCTION 6" O.C. 12" O.C. FLOOR 3/4" T&G 40/20 SCREWS @ SCREWS @ FOR SHEAR WALLS W/ 3" OR TIGHTER EDGE NAIL SPACING.cl 6" O.C. 12" O.C. SHEAR 1/2" 24/0 8d NAILS 8d NAILS WALL BM .................................BEAM @ 6" O.C. @ 12" O.C. SCREWS AT FLOOR SHEATHING SHALL BE #8 x 212" LONG FOR SHEATHING LESS THAN 1" NORMAL THICKNESS, AND SHALL HAVE CURRENT I.C.C. APPROVAL AS A REPLACEMENT FOR 10d 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 -L") 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 I A I N A.B.0 ............................AGGREGATE BASE COURSE v A.F.F .............................ABOVE FINISHED FLOOR pp WOOD CONSTRUCTION ~ bA ALT ...............................ALTERNATE 1) PERIODIC VERIFICATION OF SHEATHING/ NAILS, AND NAIL PATTERN FOR SHEAR WALLS W/ 3" OR TIGHTER EDGE NAIL SPACING.cl A.B ................................ANCHOR BOLT A Q H BM .................................BEAM •� 3 N �s U c V1 B.F.F ..............................BELOW FINISHED FLOOR G w a v B.O.B .............................BOTTOM OF BEAM Q Q v `rV d o B.O.D .............................BOTTOM OF DECK � o � a M ' o V1 t�q rn � B.O.F .............................BOTTOM OF FOOTING B.O.P .............................BOTTOM OF PLATE • Q% M � B.O.S .............................BOTTOM OF STEEL BRG ...............................BEARING M Vi L 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 o C.L.W ............................CENTER LINE OF WALL CLR ...............................CLEAR Z CONC ............................CONCRETE O CONC. C.J ....................CONCRETE CONTROL JOINT CONC. S.J .....................CONCRETE SAWCUT JOINT 5 C.M.0 ............................CONCRETE MASONRY UNIT W (Y CONN ............................CONNECTION CONT ............................CONTINUOUS D.L .................................DEAD LOAD DIA ................................DIAMETER DN .................................DOWN DWG(S).........................DRAWING(S) E.O.S ..............................EDGE OF SLAB EL ..................................ELEVATION EQ ..................................EQUAL EQUIP ...........................EQUIPMENT " EXP ................................EXPANSION BOLT °z EXP. JT. (E.J.) ...............EXPANSION JOINT EW ................................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 .r M HORIZ ...........................HORIZONTAL 00 OD I.F.W ..............................INSIDE FACE OF WALL 01 I.E ..................................INVERT ELEVATION N .r+ K (KIP) ..........................1000 POUNDS L.L LOAD .................................LIVE LBS (#) ..........................POUNDS L.L.H .............................LONG LEG HORIZONTAL O L.L.V .............................LONG LEG VERTICAL a MFR('S).........................MANUFACTURE('S) MAS. C.J .......................MASONRY CONTROL JOINT l v 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 O 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 T.L................................. OTADL LENGTH _'o T.O.B .............................TOP OF BEAM N T.O.D .............................TOP OF DECK 00000 T.O.F . ......TOP OF FOOTING T.O.G OF GRADE 00 .............................TOP 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 N VERT ............................VERTICAL N WTSP............................WATERSTOP W.W.R ..........................WELDED WIRE REINFORCEMENT Q SPECIAL INSPECTIONS \�U� THE FOLLOWING SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 OF OG�� THE 2018 INTERNATIONAL BUILDING CODE TO BE PERFORMED BY AN 'ww INDEPENDENT THIRD PARTY INSPECTION. ANCHORAGE Q � a a 6 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 >2500psi00 v WOOD CONSTRUCTION ~ bA 1) PERIODIC VERIFICATION OF SHEATHING/ NAILS, AND NAIL PATTERN FOR SHEAR WALLS W/ 3" OR TIGHTER EDGE NAIL SPACING.cl •� 3 N �s U c V1 000 G M M `rV o � o � a M ' o V1 t�q rn � 0 • Q% M � M Vi L SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER In -6,11611111 SHEET SI M V Q C .s m c w 0 0 c a, 0 0 a u 0 a� Q M N M N N 0 0 rn c w E 0- 0 0 aJ Lu od 00 00 V Q) 'o a 0 J z 0 a) a) �1 1 12'-0" I. 17'-1" 4x4 PT POST W/ ABW44Z BASE 4" THK C❑NC SLAB w/ THKND EDGE 11'-0" CD ao I ( I �. 6'-2" I. 5'-0" i. 5'-11" I. I /,7—STHDI4RJ STHDI4R STHD14RJ -------- --- I I r , 1 0 I I I I I I I I I I L._— -- 6`x16" O SCREENED , — — — — — — — _ VENT (TYP) F I � I I I L J J A I" QQ Q U z I I � Q � C ' I I Ln in I 10'-0" I I I I 10'-0" F —1 10 I FF I I IJ • L I J I L i I I 24"xi8" MIN a CRAWL SPACE o 'L CL ACCESS (� Ir I cv I I in 00 00 9 1/2" TJI @ 16" O.C. (TYP) vx- I I r- r -I I'-4" 6'-8" 1 Jol I " T T 10'-0 z 10'-0" I I" CDt— —1 L J i I L J L J , T 24"x24"x12" PAD T Ln 1 W/ (3) #4 EA WAY (TYP) F —) i L------ o —----------1——1--------� o ---------— — — — — — — — — — — — — — — — — — — — — -- J 1 26'-6 1/2" 3'-0" 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR 0 I I I � (2) #4 BARS C❑NT> I6x6 POST W/ IN F❑❑TING AT ABW66Z BASE DOOR OPENING 10" 33'x42"x12" PAD 1 W/ (5) #4 EA WAY C2) #4 BARS C❑NT> 1 W/ ABI -16 POST BASE IN FO❑TING AT I DOOR OPENING I I ---------- L---------- ------------ -- - - - - - - - - - - - - - - - - - - ------------------------------ - J '-5t I 8'-3" 1.11'-11"I.\ \ 16'-3" —STHD14 STHD14 10'-0" -11" 20'-0" 30'-0" STUB #4 BARS OUT 18" INT❑ C❑NC, @ 24' ❑,C, TYP, @ ALL SLABS I L— — — — — — — — — �j6-+1qp"p-Affl �_Ilm o I �-STHDI4RJ—j 1 0 I Ln p� o I 4" THK C❑NC SLAB w/ THKND EDGE 0 4x4 PT POST W/ ABW44Z BASE 10'-0" ►_, FOUNDATION AND MAIN FLOOR FRAMING PLAN NOTE: MANUFACTURER'S "I" JOIST LAYOUT TO BE ON SITE FOR UNDERFLOOR INSPECTION Q Q QQ Q U z Q as Q W U Q � C ' in I 10'-0" O 10'-0" � � 10 I 0 M j I I CDt— —1 L J i I L J L J , T 24"x24"x12" PAD T Ln 1 W/ (3) #4 EA WAY (TYP) F —) i L------ o —----------1——1--------� o ---------— — — — — — — — — — — — — — — — — — — — — -- J 1 26'-6 1/2" 3'-0" 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR 0 I I I � (2) #4 BARS C❑NT> I6x6 POST W/ IN F❑❑TING AT ABW66Z BASE DOOR OPENING 10" 33'x42"x12" PAD 1 W/ (5) #4 EA WAY C2) #4 BARS C❑NT> 1 W/ ABI -16 POST BASE IN FO❑TING AT I DOOR OPENING I I ---------- L---------- ------------ -- - - - - - - - - - - - - - - - - - - ------------------------------ - J '-5t I 8'-3" 1.11'-11"I.\ \ 16'-3" —STHD14 STHD14 10'-0" -11" 20'-0" 30'-0" STUB #4 BARS OUT 18" INT❑ C❑NC, @ 24' ❑,C, TYP, @ ALL SLABS I L— — — — — — — — — �j6-+1qp"p-Affl �_Ilm o I �-STHDI4RJ—j 1 0 I Ln p� o I 4" THK C❑NC SLAB w/ THKND EDGE 0 4x4 PT POST W/ ABW44Z BASE 10'-0" ►_, FOUNDATION AND MAIN FLOOR FRAMING PLAN NOTE: MANUFACTURER'S "I" JOIST LAYOUT TO BE ON SITE FOR UNDERFLOOR INSPECTION Q Q QQ Q U z Q as Q W U Q d z 0 h Z u O q �\o b Qn c� "o GT' 00 Aa In CV e.; M SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER 11889 `-SHEET S2 O 0 M M O O � � 0 M j :i • W M SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER 11889 `-SHEET S2 4x4 PT POST W/ ACE4 CAP -^r i i ''A > i W/ ACE4 CAP UPPER FLOOR FRAMING PLAN/LOWER FLOOR SHEARWALL PLAN OPTION I 1/4'=l'-0' = BEARING WALL NOTES: 1. MANUFACTURER'S JOIST LAYOUT TO BE ON SITE FOR FRAMING INSPECTION 2. ALL HEADERS SHALL BE 48 DF #2 UNLESS OTHERWISE NOTED 4x4 PT POST W/ ACE4 CAP N LA - Cl O 1414- 1/4'=1'-0' S6 STHD14 '74 STHD14x4 W/ PT P❑ST ACE4 CAP UPPER FLOOR FRAMING/LOWER FLOOR SHEARWALL PLAN OPTION 2 �Of/ffffffffffffffffffffl. • • NOTES: 1. MANUFACTURER'S JOIST LAYOUT TO BE ON SITE FOR FRAMING INSPECTION 2. ALL HEADERS SHALL BE 48 DF #2 UNLESS OTHERWISE NOTED Q Q�Q 0 LL cl I a (SCALE: AS SHOWN ■ DATE: November 20211 DRAWING NUMBER SHEET S3 IMANUFACT 4x8 DF#2 I =- MSTC48B I I I I MANUFA TURED TRUSSES @ 24' C.(BY OTHERS) 'I I I 4x12 DF 2 - _ I � f MSTC48B3 MANUFAC URED TRUSSES f @ 24' C. (BY OTHERS) f ROOF FRAMING PLAN/UPPER FLOOR SHEARWALL PLAN OPT 1 = BEARING WALL NOTES: = OVERFRAMING 1. MANUFACTURER'S TRUSS LAYOUT TO BE ON SITE FOR FRAMING INSPECTION 2. ALL HEADERS SHALL BE 48 DF #2 UNLESS OTHERWISE NOTED ROOF FRAMING PLAN/UPPER FLOOR SHEARWALL PLAN OPT 2 = BEARING WALL NOTES: = OVERFRAMING 1. MANUFACTURER'S TRUSS LAYOUT TO BE ON SITE FOR FRAMING INSPECTION 2. ALL HEADERS SHALL BE 4x8 DF #2 UNLESS OTHERWISE NOTED A AW A � F w UZ A A U H A 0 SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER SHEET S4 I I I it II II it II II II II II II Il II II II II II I II II II I II it II II I II II II II II I I I I 5) 5. CONTINU❑US FASCIA I II II II II II TO (2) STUDS NAILING II II I I I it II II II II II II II II it � 0 II II II II I I F==14==IT= I II II I II II II II II 8d © 4"o.c. 8d © 12"o.c. II II II II I I I I II 11 II II II II II II _ II IF---9F--:9I II II II 5/8"dia. © 30" o.c. REHAR II IF_9F_--1 II II II I I I I II II II II II II II .� REHAR IN SHEAR II II I ONE FACE li-.4 - 11_1 Ta- SI 1_-IL- w/ 3x BTM. PLATE I __ Al j U li li II II II �J �j II II II p II p II OA DOUBLE TOP PLATE w/ EDGE NAILING (STAGGER) OF TOP PLATE SPLICE AND NAILING PER PLANS. SEE SHEARWALL SCHEDULE FOR LUMBER GRADE). LAP 4'-0" MINIMUM. CENTER SPLICE ON STUD. ©EDGE NAILING AT ALL PANEL EDGES. BACK w/ ©HOLDOWN PER SCHEDULE AND PLAN 2x BLOCKING OR BACKING C EDGE NAILING TO HOLDOWN POST FULL HEIGHT COORDINATE ALL STUD AND PLATE SIZES O ( ) w/ SHEARWALL SCHEDULE REQUIREMENTS @D STUDS @ 16" o.c. OJ EDGE NAILING TO POSTS. TRIM STUDS OE P.T. SILL PLATE w/ EDGE NAILING & ANCHOR AND KING STUDS BOLTS PER SHEARWALL SCHEDULE (PROVIDE A MINIMUM OF 5/8 dia. ANCHOR BOLTS @ OK BEARING STUD FOR HEADER 48" o.c.) TYPICAL_ WOOD SHEARWALL. ELEVATION NTS 1/_4// NOTES1 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. PLYWOOD SHEATHING 3. FLOOR J❑IST PER PLAN 4. 2x CONTINUOUS RIM 5. (1) #4 BARS CONTINUOUS CAT TOP) PR❑VIDE #4 @ 18" ❑,C. HORIZONTAL 6. 5/8" DIAMETER ANCHOR BOLTS @ 48" D.C. U.N.O. 7. #4 @ 18" ❑.C. MAXIMUM, ALTERNATE BENDS 8, (2) #4 BARS CONTINUOUS 9. SHEARWALL EDGE NAILING 10, 16d TOENAIL @ 6' ❑,C. TYPICAL FOUNDATION STEM WALL WITH JOISTS BEARING SCALE1 N,T,S, NOTES; 1. WOOD TRUSS 2. PLYWOOD SHEATHING 3. EDGE NAILING 4. 2X BLOCKING WITH 5) 5. CONTINU❑US FASCIA NAILING WITH (2) 10d PER TRUSS 6. SHEAR PANEL EDGE TO (2) STUDS NAILING 7. SHEATHING AND NAILING (14) SDS Y4"x2Y2" PER SHEARWALL 8d @ 6"o.c. SCHEDULE 8. SIMPSON H2.5 AT EACH 0 TRUSS TYPICAL TRUSS CONNECTION SCALEI N.T.S. SHEARWALL SCHEDULE STHD8 STHD14 MINIMUM EDGE FIELD SOLE PLATE SILL PLATE MARK SHEATHING NAILING NAILING NAILING CONN. @ FND. 0 7/16" OSB(2)16d TO (2) STUDS NONE @ 16'o/c 5/8dia. @ 48" o.c. (14) SDS Y4"x2Y2" ONE FACE 8d @ 6"o.c. 8d @ 12 o.c. TO 4x MEMBERS w/ 2x BTM. PLATE 0 7/16" OSB5/8"dia. BOLT W/ 10' EMBEDMENT (2)16d C9) 12 o/c @ 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 30' M1 H (2)16d O 8"o/c 5/8"dia. © 30" o.c. REHAR ONE FACE 8d © 3"o.c. 8d ® 12"o.c. LENGTH w/ 3x BTM. PLATE 6. PLYWOOD SUBFLOOR 7/16" OSB .� REHAR IN SHEAR (2)16d ® 8"o/c 5/8"dia. © 18" o.c. ZL ONE FACE 8d ® 2"o.c. 8d @ 12 o.c. w/ 3x BTM. PLATE 19/32" OSB p REBAR LENGTH (2)16d @ 8"o/c 5/8"dia. © 18" o.c. 1/2' MIN. ONE FACE 10d © 2"o.c. 10d @ 12"o.c. o 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 0 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 4.3A FOR CD PLYWOOD AND HF#2 FRAMING, WIRE STAPLES MAY BE SUBSTITUTED AS OUTLINED IN THE STRUCTURAL NOTES. OTHER SUBSTITUTI❑NS MUST BE VERIFIED IN WRITING BY THE STRL, ENGINEER, 4, HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS, SIZES AND L❑CATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE CONNECTOR DETAILS FOR ADDITIONAL INFORMATION 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 PR❑VIDE 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 (0) (A) HOLD DOWN SCHEDULE STHD8 STHD14 SIMPSON (PRODUCT) HDU5 ANCHOR MARK CAPACITY ATTACHMENTS BOLTS S• STHD14 OR STHD14RJ W/ 30xl6d c PORTION COR PHD 2 SUBSTITUTION) TO (2) STUDS NONE HDU5 HDU5 - SDS 2,5 (14) SDS Y4"x2Y2" s/a" DIA, ANCHOR SSTB m TO 4x MEMBERS PER SIMPS❑N OR 'J" Q 0 BOLT W/ 10' EMBEDMENT HDU8 HDU8 - SDS 2.5 (20) SDS Y4'x2Y2' %' DIA, ANCHOR SB OR Q TO 6x MEMBERS SSTB PER SIMPS❑N NOTES: 1. (3) 10d TOENAIL PER BLOCK 2, FLOOR J❑IST PER PLAN 3, FLOOR BEAM PER PLAN 4. PLYWOOD SHEATHING 5, 2X BLOCKING 6, 4x ❑R 6x POST WITH SIMPSON PC AND PB 7, CONCRETE F❑❑TING AS NOTED ON PLAN 8, EDGE NAILING 9. 2x WOOD CLEAT OR SIMPS❑N POST CAP TYPICAL INTERIOR SPREAD FOOTING WITH PLYWOOD WEB JOIST SCALE: N.T.S. (1) NOTES: (2) 1. EDGE NAILING 2, CONTINUOUS FASCIA WITH (2) 10d NAILS INTO EACH OUTRIGGER @ 24' ❑,C. (3) 3, 2x4 OUTRIGGER @ 24" O.0 4, (2) lOd NAILS PER TRUSS (4) 5. SIMPSON A35 CLIP AT EACH (5) OUTRIGGER 6. GABLE END TRUSS - (6) SHEATHING AND NAILING PER (7) SHEARWALL SCHEDULE 7. 16d @ 6" O.C. BOTTOM TRUSS CHORD TO WALL BLOCK 8. 2x4 BRACE @ 48" ❑.C. WITH SIMPSON A35 CLIP EACH END 9, TRUSSES PER PLAN TRUSS GABLE END DETAIL SCALE: N.T.S. HOLD DOWN NOTES: 1, ALL THREAD BOLTS SHALL CONFORM TO ASTM A307. 2. CONCRETE COMPRESSIVE STRENGTH f'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.O 4. MINIMUM EDGE DISTANCE SHOWN IS FOR FORMED CONCRETE EXPOSED TO SOIL OR WEATHER, FOR CONCRETE CAST AGAINST S❑IL PROVIDE 3' CLEAR TO ANCHOR BOLT, 5. NAILS TO HOLDOWN POSTS SHALL BE 0,148"0 COMMON. (16d SINKERS MAY BE USED WITH PRIOR WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER) POST PER (PLAN ABU BASE (❑R PER PLAN) " 0 ANCHOR--\0 TYPICAL THICKENED EDGE SLAB SCALE: N.T.S. TYPICAL HOLDOWN DETAILS STHD8 STHD14 HDQ8 HDU5 w o O c' �Z ]ED 1. SHEARWALL PER PLAN e c PORTION O o 1) 2. BASE PLATE NAILING o0 m 2) Q 0 LEAR SPA Q 17• Q MAXIMUM ° ° 30' M1 H 5. 16d TOENAILS @ 6'o/cC1) REHAR � O LENGTH ONE N4 6. PLYWOOD SUBFLOOR .� REHAR IN SHEAR ' COME 7, FLOOR J❑IST PER PLAN (2) 12' MIN. 00 p REBAR LENGTH .. • 00 . p $ • , f' Q , 1/2' MIN. .. e o 4) 9. 1j' LSL RIM D0' e•s• CORNER NOTES, STHD CONNECTIONS HDQ8 CONNECTION HDU CONNECTION 1) 2) 3) NOTES: 1. TOP PLATE SPLICE OVER STUD ONLY. 2. DOUBLE TOP PLATE 3. WOOD STUDS TYPICAL TOP PLATE SPLICE SCALE: N.T.S. H N N N w o O c' �Z 1. SHEARWALL PER PLAN *0 o 1) 2. BASE PLATE NAILING Q 2) Q Q 3) Q , H 5. 16d TOENAILS @ 6'o/cC1) � � O 6. PLYWOOD SUBFLOOR •� oho7.2 7, FLOOR J❑IST PER PLAN (2) N p 3) 8, BOTTOM PLATEr °O o 4) 9. 1j' LSL RIM d w =Mtn nn0��0tn �1 oc) ONS wO TYPICAL FLOOR -TO -FLOOR CONNECTION SCALE: N,T.S, TYPICAL WOOD FLUSH BEAM SCALE: N.T,S, '►Q N SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER SHEET S5 NOTES: w o O c' �Z 1. SHEARWALL PER PLAN TYPICAL FLOOR -TO -FLOOR CONNECTION SCALE: N,T.S, TYPICAL WOOD FLUSH BEAM SCALE: N.T,S, '►Q N SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER SHEET S5 NOTES: 1. SHEARWALL PER PLAN *0 o 1) 2. BASE PLATE NAILING 2) 3. SHEAR PANEL EDGE NAILING 3) 4. BREAK SHEAR PANELS OVER RIM , 5. 16d TOENAILS @ 6'o/cC1) 6. PLYWOOD SUBFLOOR •� oho7.2 7, FLOOR J❑IST PER PLAN (2) N p 3) 8, BOTTOM PLATEr °O o 4) 9. 1j' LSL RIM NOTES, o w 3) 1. DOUBLE EDGE NAILING 5) 2. FLOOR SHEATHING o 3) 3. JOIST PER PLAN 0 4. J❑IST HANGER PER PLAN M 5. WOOD BEAM PER PLAN Q (3) (4) .� Q (5) � W M TYPICAL FLOOR -TO -FLOOR CONNECTION SCALE: N,T.S, TYPICAL WOOD FLUSH BEAM SCALE: N.T,S, '►Q N SCALE: AS SHOWN DATE: November 2021 DRAWING NUMBER SHEET S5 m v Q 2 0 c m E v 0 n v c m l7 n a Q u 0 1 Q� Q m m N N 0 N rn 4) 1 A"(MTN) a GARAGE PORTAL FRAME SCALE: N.T.S. NOTES: 1, 2x TOP PLATE 2. CONTINUE HEADER TO END STUD 3. 8d @ 3' O,C, EACH WAY ON HEADER 4. SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. (2) lOd NAILS TO HEADER 6, CORNER END STUD AS OCCURS 7, (2) 2x STUDS OR 4x POST 8. 8d @ 3' D.C. ALL PLATES, HEADERS, AND STUDS 9, �' NOMINAL APA RATED SHEATHING 10. 8'O ANCHOR BOLTS - EMBED 7" MINIMUM WITH 3'x3"x4' PLATE WASHER 11. (2) 2x PLATES - NAIL SHEATHING TO EACH PLATE 12. 8d 3' O.C, INTO EACH PLATE 13. TOP OF CONCRETE 14. LSTA24 ACROSS HEADER 15. HEADER NOTES: A. ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS. NOTES: 1) 1. SHEARWALL PER PLAN 2, STRAP PER PLAN WRAPPED 2) AROUND BEAM (WHERE POSSIBLE) CENTERED AT TOP OF BEAM 3. BEAM PER PLAN 4. FLOOR JOISTS PER PLAN 5. HANGER PER PLAN 6, FLOOR SHEATHING (DsFLOOR-TO-BEAM HOLD DOWN STRAP CALE: N.T.S. 8d/10d @ 6'o/c SOLE PLATE NAILI 8d/10d @ 6'o 8d/10d @ 6'o ,'o/c 6'o/c TYPE 3/4/5 SHEAR WALL EDGE NAILING SCALE: N.T.S. SHEAR WALL PER PLAN DGE NAILING 2X RAFTERS COR TRUSSES) @ 24' O.C. W/ LRU26 HANGERS 2X6 LEDGER W/ (2) 5' LEDGERL❑KS @ 16' JOISTS PER PL A34 @ EACH RAFTER TO TOP PLATE LOWER WALL (❑R BEAM ASS ❑CCU ROOF SHEATHING PER PLAN /-CLG, JOISTS BLOCK —H2,5 @ %*%, EACH J❑IST 6 EAR TRANSFER CONN. L qCAS E:: N.T.S. (c NOTES: 1. 16d @ 4' O,C, ALONG FULL LENGTH OF BLOCKING/JOIST 2. FLOOR SHEATHING 3 16d @ 4' 0. C. 4, TJI FLOOR J❑IST PER PLAN 5, SHEARWALL EDGE NAILING 6. SHEARWALL PER PLAN FLOOR CONNECTION TO INT. SHEAR WALL SCALE: N.T.S. BEAM SIMPSON ST36 STRAP TIE ACROSS TOP PL OR BEND VERT TO POST DOUBLE TOP PLATE (2) 16d -r BEAM DOUBLE 2 X STUDS, MINIMUM A) BEAM PERPENDICULAR 4 FLOOR -TO -FLOOR HOLD DOWN STRAP SCALE: N.T.S. SIMPSON ST STRAP TIE DOUBLE TOP PLATE BEAM (2) 16d SIMPSON ST STRAP TIE SIMPSON LTP5 EA FACE DOUBLE: TOP PLATE IMPSON A35 CLIP DOUBLE 2 X STUDS, MINIMUM DOUBLE STUD B) BEAM PARALLEL C) BEAM ON TOP PLATE TYPICAL WOOD BEAM TO WOOD FRAMING SCALE: N.T.S. Q A Q Q Q u w ¢ • V � M •� � 00 N ,s'7 W O VI Ri o a iC O � O O � • N d W Oa M d- (SCALE: AS SHOWN ■ DATE: November 20I DRAWING NUMBER 6 SHEET S6