Loading...
HomeMy WebLinkAboutSTRUCTURAL PLANS - 23-00874 - 893 Oak Hill Way - New SFRPR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N CURRENT REV. Th i s d r a w i n g i s t h e p r o p e r t y o f F R O S T S t r u c t u r a l E n g i n e e r i n g , In c . L e g a l l y , t h e d r a w i n g c a n N O T b e c o p i e d i n w h o l e o r i n pi e c e s . I t i s o n l y t o b e u s e d f o r t h e p r o j e c t a n d s i t e s p e c i f i c a l l y id e n t i f i e d h e r e o n a n d i s n o t t o b e u s e d o n a n y o t h e r p r o j e c t . Co n t r a c t o r s h a l l c a r e f u l l y r e v i e w a l l d i m e n s i o n s , d e t a i l s , a n d co n d i t i o n s a n d r e p o r t a t o n c e a n y e r r o r , i n c o n s i s t e n c y o r om i s s i o n d i s c o v e r e d b e f o r e c o n s t r u c t i o n . Th e c o n t r a c t o r a s s u m e s f u l l l i a b i l i t y f o r d e v i a t i o n s f r o m t h e in t e n t o f t h e s e p l a n s . fa x : 2 0 8 . 2 2 7 . 8 4 0 5 10 2 0 E . L i n c o l n R o a d Id a h o F a l l s , I D 8 3 4 0 1 St r u c t u r a l E n g i n e e r i n g ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 . IF 2 3 - 5 2 2 MA D I S O N C O U N T Y , I D A H O 8 3 4 4 0 JA C O B S R E S I D E N C E BR I D G E R J A C O B S S1.0 CJ B AE M 12/14/23 GE N E R A L S T R U C T U R A L N O T E S GENERAL STRUCTURAL NOTES (APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS) GENERAL REQUIREMENTS: 1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNED PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3). 2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVE BEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEY NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMING REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT EXPLICITLY SHOWN. 3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS STATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS. 4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUT SHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. 5.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT AND STRUCTURAL ENGINEER. 6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIRED BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANS SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING DEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR. (ONLY USE THE FOLLOWING PARAGRAPH ON COMMERCIAL PROJECTS) 7.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 NOT IN ACCORDANCE WITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW. VERIFY ALL DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A STRUCTURAL ENGINEER REGISTERED IN THE APPROPRIATE STATE. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER ARE NOT TO BE CONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW (5) WORKING DAYS FOR THE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL WILL BE RETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS. BASIS FOR DESIGN: 1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS. RISK CATEGORY = II 4. SEISMIC DESIGN PARAMETERS: ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE FACTOR Ie = 1.00 SITE CLASS D SEISMIC DESIGN CATEGORY D MAPPED SPECTRAL RESPONSE ACCELERATIONS S1 = 0.156, SS = 0.429 DESIGN SPECTRAL RESPONSE ACCELERATIONS SD1 = 0.238, SDS = 0.417 PERCENT SNOW INCLUDED WITH SEISMIC LOADS 20 VERTICAL SHEAR TRANSFER ELEMENTS: PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.064 5. WIND DESIGN PARAMETERS (STRENGTH): ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST) WIND EXPOSURE C IMPORTANCE FACTOR Iw = 1.00 INTERNAL PRESSURE COEFFICIENT -0.18 COMPONENT AND CLADDING PRESSURE 40 PSF NET UPLIFT ON ROOF 20 PSF 2. VERTICAL LOADS: LOCATION LIVE / SNOW LOAD DEAD LOAD ROOF GROUND = 50 PSF ROOF = 35 PSF 16 PSF FOUNDATION NOTES: 1.IN LIEU OF A GEOTECHNICAL REPORT: THE FOUNDATION HAS BEEN DESIGNED ACCORDING TO THE RECOMMENDATIONS OF CHAPTER 18 OF THE IBC. 2.THE SOIL DESIGN VALUES LISTED BELOW HAVE BEEN APPROVED BY THE CITY/COUNTY BUILDING DEPARTMENT, CONTINGENT THAT THE SOIL ON THE SITE PREDOMINATELY CONSISTS OF SAND AND/OR GRAVEL. SPECIFIC SOIL CLASSIFICATIONS SHOULD BE ONE OF THE FOLLOWING: SANDY GRAVEL OR GRAVEL(GW OR GP), SAND(SW AND SP), SILTY SAND(SM), CLAYEY SAND(SC), SILTY GRAVEL(GM), OR CLAYEY GRAVEL(GC). THESE SOIL CLASSIFICATIONS CAN BE FOUND IN TABLE 1806.2 OF CHAPTER 18 OF THE IBC. VERIFICATION OF SOIL CLASSIFICATION IS THE RESPONSIBILITY OF THE CONTRACTOR. 3.A ONE-THIRD INCREASE IN BEARING PRESSURES IS ALLOWED WITH SEISMIC OR WIND LOAD COMBINATIONS. LATERAL BEARING AND LATERAL SLIDING RESISTANCE MAY BE COMBINED. 4.ALL FOUNDATIONS SHALL BEAR ON COMPACTED ENGINEERED FILL OR COMPETENT NATIVE SOIL SUBBASE COMPACTED TO 95% DRY DENSITY (STANDARD PROCTOR). GRADE IS DEFINED AS LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE BUILDING FOR PERIMETER FOOTINGS. WHERE EXTERIOR PAVING OR CONCRETE IS DIRECTLY ADJACENT TO BUILDING, GRADE IS DEFINED AS TOP OF EXTERIOR PAVING AT LEAST 5 FEET FROM BUILDING. CONCRETE FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE OF LOOSE DEBRIS OR UN-COMPACTED MATERIAL AT TIME OF CONCRETE PLACEMENT. 5.CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON A 4 INCH (MIN) LAYER OF FREE-DRAINING GRANULAR MAT (DRAINAGE FILL COURSE). THE MAT SHOULD CONSIST OF A WELL GRADED SAND AND GRAVEL MIXTURE WITH MAXIMUM 3/4-INCH CRUSHED AGGREGATE. THE GRANULAR MAT SHOULD BE COMPACTED TO NO LESS THAN 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 6.BACKFILL AGAINST RESTRAINED WALLS SHALL NOT BE PLACED UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS AND CONCRETE OR GROUT STRENGTH HAS REACHED THE 28 DAY STRENGTH LISTED BELOW. THE SOIL DESIGN VALUES FOR THE FOUNDATION ARE: ALLOWABLE BEARING PRESSURE 1500 PSF ALLOWABLE LATERAL BEARING PRESSURE 150 PSF/FT FOUNDATION BEARING DEPTH 30" BELOW FINISHED GRADE CONCRETE: 2.ALL NORMAL WEIGHT CONCRETE SHALL BE REGULAR WEIGHT OF 150 POUNDS PER CUBIC FOOT USING HARD-ROCK AGGREGATES. AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. 3.LAP SPLICES FOR BEAMS AND FLOOR SLABS SHALL BE ACCORDING TO CHAPTER 12 OF ACI 318 OR LAP SCHEDULE ON THESE DRAWINGS. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. 4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM COVER FOR NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS: 5.MAXIMUM SLUMP FOR ALL CONCRETE SHALL BE 6". PORTLAND CEMENT SHALL CONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN CONTACT WITH ALKALINE SOIL, AND TYPE II ELSEWHERE. 6.NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND CONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY. 7.CONCRETE PLACEMENT AND QUALITY SHALL BE PER RECOMMENDATIONS IN ACI 614, ACI 301 AND ACI 318. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER FLOOR DUCTS, ETC. CAST CLOSURE POUR, WHERE SHOWN ON PLANS AROUND COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING CONCRETE. ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS BEFORE PLACING THE CONCRETE. 8.ALL CONCRETE SLABS ON GRADE SHALL BE DIVIDED INTO AREAS BY CONTROL JOINTS (KEYED OR SAW CUT) SUCH THAT ONE SLAB AREA DOES NOT EXCEED A MAXIMUM LENGTH OF 24 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS (EXAMPLE: 4" SLAB = 8'-0" LENGTH). SQUARE LAYOUTS ARE PREFERRED, BUT THE SLAB GEOMETRY MAY DICTATE OTHERWISE. THE RATIO OF THE LONG TO SHORT DISTANCE SHALL NOT EXCEED 1.3. IT IS RECOMMENDED THAT SAW CUTS BE MADE WITHIN 16 HOURS OF CONCRETE BATCHING. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. 9.HORIZONTAL PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE AND SLABS ON GRADE EXCEPT WHERE SPECIFICALLY APPROVED OR NOTED BY THE STRUCTURAL ENGINEER. PIPES AND CONDUITS SHALL NOT IMPAIR THE STRENGTH OF THE WORK. 10.FLY ASH MAY BE USED ONLY IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS AND SHALL BE LIMITED TO 18 PERCENT 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. 11.COLD/HOT WEATHER CONCRETE CONSTRUCTION: PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH IN COMPLIANCE WITH ACI 305 AND 306. 12.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND APPROVED BY THE STRUCTURAL ENGINEER. 13.LIMIT ALKALI-SILICA REACTION (ASR) TO 0.1% EXPANSION AT 28 DAYS IN CONCRETE MIX AT ALL EXTERIOR CONCRETE AND INTERIOR CONCRETE EXPOSED TO MOISTURE. LOCATION:MINIMUM COVER TOLERANCE CAST AGAINST EARTH (FOOTINGS)3"± 3 8" SLABS ON GRADE 112"± 14" EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 112"± 3 8" EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2"± 3 8" NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND ROOF SLAB 1"18" STRUCTURAL SLABS AND WALLS 3 4"18" BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 112"3 8" 1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS: USE:CONCRETE STRENGTH: MAX W/C RATIO AIR ENTRAINMENT FOOTINGS 3500 PSI 0.50 5.5% ± 1% FOUNDATION WALLS 3500 PSI 0.45 5.5% ± 1% INTERIOR CONCRETE SLABS ON GRADE 3500 PSI 0.45 N/A REINFORCING STEEL: 1.ASTM A615 GRADE 60 (FY = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER. ASTM A615 GRADE 40 (FY = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER. GRADE 60 DEFORMED BARS SHALL BE USED FOR CONCRETE WALLS, BEAMS, ELEVATED SLABS AND COLUMN REINFORCING. 2.WELDING OF REINFORCING BARS SHALL BE MADE ONLY TO ASTM A706 GRADE 60 BARS AND ONLY USING E90 SERIES RODS. WELDING OF REINFORCING BARS SHALL BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS. 3.REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. WOOD: 1.GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS, OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT. DOUBLE UP JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" (NOMINAL) SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. UNLESS NOTED OTHERWISE ON PLANS/DETAILS PROVIDE 2x SOLID BLOCKING AT MID-HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO IBC TABLE 2304.10.1. JOIST HANGERS AND OTHER MISC. FRAMING ANCHORS SHALL BE SIMPSON STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT ICC-ES APPROVAL. 2.SAWN LUMBER: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) OR THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB). ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY. SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADE UNLESS NOTED OTHERWISE IN SCHEDULES: USE:MATERIAL: 2x4 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.) 2x6 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.) JOISTS, TOP PLATES AND ALL OTHER SAWN LUMBER DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.) BEAMS AND POSTS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.) LOCATION:NOMINAL THICKNESS: SPAN INDEX RATING: EDGE ATTACHMENT: FIELD ATTACHMENT: WALL 7 16" OR 12"24 16 8d AT 6" O.C.8d AT 12" O.C. ROOF 7 16" OR 12"24 16 8d AT 6" O.C.8d AT 12" O.C. ROOF 15 32" OR 12"32 16 8d AT 6" O.C.8d AT 12" O.C. ROOF 19 32" OR 5 8"40 20 10d AT 6" O.C.10d AT 12" O.C. ROOF 23 32" OR 3 4"48 24 10d AT 6" O.C.10d AT 12" O.C. ROOF 7 8"60 32 10d AT 6" O.C.10d AT 12" O.C. FLOOR 3 4" T&G 48 24 10d AT 6" O.C. OR #8 SCREWS AT 6" O.C. 10d AT 6" O.C. OR #8 SCREWS AT 12" O.C. FLOOR 7 8" T&G 60 32 10d AT 6" O.C. OR #8 SCREWS AT 6" O.C. 10d AT 6" O.C. OR #8 SCREWS AT 12" O.C. FLOOR 118" T&G 60 48 10d AT 6" O.C. OR #8 SCREWS AT 6" O.C. 10d AT 6" O.C. OR #8 SCREWS AT 12" O.C. 3.PLYWOOD: ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING CONFORMING TO STANDARD PS 1-95. LAY UP PLYWOOD WITH FACE GRAIN IN PERPENDICULAR TO SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL TO SUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD, STAGGER JOINTS). ALL NAILING, COMMON NAILS. BLOCKING AT PANEL EDGES WHERE INDICATED ON PLANS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATING AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS: DEFERRED SUBMITTAL ITEMS: PREFABRICATED WOOD ROOF TRUSSES CAST IN PLACE CENTERLINE CENTERLINE OF BEAM CENTERLINE OF COLUMN CENTERLINE OF WALL CLEAR CONCRETE CONCRETE CONTROL JOINT CONCRETE SAWCUT JOINT CONCRETE MASONRY UNIT CONNECTION CONTINUOUS DEAD LOAD DOWN DRAWING(S) EQUAL EQUIPMENT EXPANSION JOINT EACH WAY FINISHED FLOOR FACE OF STEEL FACE OF WALL GAUGE GALVANIZED GENERAL STRUCTURAL NOTES CENTERLINE OF FOOTING FACE OF MEMBER EXPANSION BOLT EDGE OF SLAB DIAMETER GALV GSN DN. DWG(S) EQ EQUIP EXP. JT (E.J.) E.W. F.F. F.O.S. F.O.W. GA F.O.M. EXP. BOLT E.O.S. Ø OR DIA. C.I.P. C L C.L.B. C.L.C. C.L.W. CLR CONC C.C.J. C.S.J. C.M.U. CONN. CONT D L C.L.F. W/WITH W/O WITHOUT T.O.P. U.N.O. W.W.F. TYP VERT T.O.S. T.O.W. T.O.D. T.O.F. T.O.L. T.O.M. STD T.O.B. T L SLH SLV SIM SQ PSF PSI REINF PREFAB OPP P.C. PLF N.T.S. O.C. O.F.W. TOP OF FOOTING UNLESS NOTED OTHERWISE WELDED WIRE FABRIC TOP OF MASONRY TOP OF PLATE TOP OF STEEL TOP OF WALL TYPICAL VERTICAL STANDARD TOP OF BEAM TOP OF DECK TOP OF LEDGER TOTAL LOAD OUTSIDE FACE OF WALL PRECAST CONCRETE POUNDS PER LINEAR FOOT POUNDS PER SQUARE INCH SHORT LEG VERTICAL SHORT LEG HORIZONTAL REINFORCING SIMILAR SQUARE NOT TO SCALE ON CENTER OPPOSITE PREFABRICATED AGGREGATE BASE COURSE AIR CONDITIONER ABOVE FINISHED FLOOR ALTERNATE ANCHOR BOLT AT (MEASUREMENT) BEAM BOTTOM OF BEAM BOTTOM OF DECK BEARING BELOW FINISHED FLOOR BOTTOM OF FOOTING A.B.C. A/C A.F.F. ALT A.B. @ BM B.O.B. B.O.D. BRG B.F.F B.O.F. ABBREVIATIONS LBS (#) MFR('S) M.C.J. MECH N/A LLV LLH HORIZ K(KIP) L L LONG LEG VERTICAL MANUFACTURER('S) MASONRY CONTROL JOINT NOT APPLICABLE LONG LEG HORIZONTAL POUNDS MECHANICAL HORIZONTAL 1000 POUNDS LIVE LOAD EXISTING(E) MIN MINIMUM MAX MAXIMUM POUNDS PER SQUARE FOOT GLUED-LAMINATED BEAMGLB PFT PREFAB FLOOR TRUSSES PRT PREFAB ROOF TRUSSES I.F.W.INSIDE FACE OF WALL PT PRESSURE TREATED CONCRETE COLUMNC.C. RME ROOF MOUNTED EQUIPMENT SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE AT LEAST 112" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED GLUE. PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BE USED ON ROOFS WHERE BUILT-UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHING SHALL COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 132") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 4.NOMINAL 2x AND 3x DECKING. TONGUE AND GROOVE TYPE. MINIMUM Fb = 1,600 PSI, MINIMUM E = 1,300,000 PSI. INSTALL WITH TONGUES UP SLOPE ON PITCHED ROOFS, AND OUTWARD IN THE DIRECTION OF LAYING ON FLAT ROOFS. NAIL EACH PLANK WITH 16d TOENAIL (THRU THE TONGUE) AND 16d FACE NAIL AT EACH SUPPORT. DECK SHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PLANKS BEARING ON TWO SUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION SEE AITC 117-2010. 5.GLUED-LAMINATED BEAMS (GLB): GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIR COMBINATION AT 24F-V4 AT SIMPLE SPAN BEAMS AND 24F-V8 AT MULTI-SPAN AND CANTILEVERED BEAMS WITH THE FOLLOWING MINIMUM PROPERTIES: FB = 2,400 PSI, FV = 190 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,800 KSI. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STANDARD CAMBER IS BASED ON A RADIUS OF CURVATURE OF 5000 FEET. 6.GLUED-LAMINATED COLUMNS: GLUED-LAMINATED COLUMNS SHALL BE DOUGLAS FIR COMBINATION 3 WITH THE FOLLOWING MINIMUM PROPERTIES: FBY = 2,100 PSI, FBX = 2000 PSI, FVY = 230 PSI, FVX = 265 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,900 KSI. ALL COLUMNS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC AND WCLA STANDARDS. COLUMNS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. 7.LAMINATED VENEER LUMBER (LVL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LVLs SHALL BE: FB = 2,600 PSI, FV = 285 PSI, E = 2,000 KSI. 8.PARALLEL STRAND LUMBER (PSL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR PSLs SHALL BE: FB = 2,900 PSI, FV = 290 PSI, E = 2,000 KSI. 9.LAMINATED STRAND LUMBER (LSL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LSLs SHALL BE: FB = 2,325 PSI, FV = 310 PSI, E = 1,550 KSI. 10.SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE OF TREATED FIR. SHEAR WALLS AND EXTERIOR WALL SILLS AT CONCRETE SLAB SHALL HAVE A MINIMUM OF (2) ANCHOR BOLTS PER PIECE. PROVIDE ANCHOR BOLT AT 9" MAXIMUM, 4" MINIMUM FROM THE END OF EACH PIECE AT SPLICE OR END OF WALL. MAXIMUM ANCHOR BOLT SPACING SHALL BE 72" ON CENTER UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. ALL ANCHOR BOLTS (OTHER THAN BOLTS FOR HOLDOWNS) SHALL EMBED 7" INTO CONCRETE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS ON SHEAR WALLS. ALL EXTERIOR WALLS SHALL BE SECURED WITH MINIMUM ANCHOR BOLTS. INTERIOR WALLS MAY BE SECURED TO CONCRETE WITH EITHER ANCHOR BOLTS OR POWER DRIVEN SHOT PINS UNLESS NOTED OTHERWISE ON PLANS. 11.BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307. BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 116" LARGER THAN THE Ø (DIAMETER) OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. NICK THREADS TO PREVENT LOOSENING. 12.PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. WHERE UNINHABITABLE ATTIC SPACE CAN BE USED FOR STORAGE, A 20 PSF LIVE LOAD ON THE BOTTOM CHORD SHALL BE INCLUDED IN THE ANALYSIS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE FOR BOTH ROOF AND FLOOR TRUSSES WHEN USED. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICC-ES APPROVAL. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. PER IBC SECTION 2303.4 AND TPI-1: EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS, THE DESIGN LOADS, AND THE TRUSS SPACING - WITHIN TWO FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD. PREFABRICATED WOOD/STEEL WEB JOIST/PURLINS (TJI/TJL SERIES OR EQUAL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION ICC-ES REPORT. CONNECTIONS AND BEARING MATERIAL TO BE DESIGNED AND FURNISHED BY JOIST FABRICATOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED STRUCTURAL ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. 12 / 1 4 / 2 0 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N CURRENT REV. Th i s d r a w i n g i s t h e p r o p e r t y o f F R O S T S t r u c t u r a l E n g i n e e r i n g , In c . L e g a l l y , t h e d r a w i n g c a n N O T b e c o p i e d i n w h o l e o r i n pi e c e s . I t i s o n l y t o b e u s e d f o r t h e p r o j e c t a n d s i t e s p e c i f i c a l l y id e n t i f i e d h e r e o n a n d i s n o t t o b e u s e d o n a n y o t h e r p r o j e c t . Co n t r a c t o r s h a l l c a r e f u l l y r e v i e w a l l d i m e n s i o n s , d e t a i l s , a n d co n d i t i o n s a n d r e p o r t a t o n c e a n y e r r o r , i n c o n s i s t e n c y o r om i s s i o n d i s c o v e r e d b e f o r e c o n s t r u c t i o n . Th e c o n t r a c t o r a s s u m e s f u l l l i a b i l i t y f o r d e v i a t i o n s f r o m t h e in t e n t o f t h e s e p l a n s . fa x : 2 0 8 . 2 2 7 . 8 4 0 5 10 2 0 E . L i n c o l n R o a d Id a h o F a l l s , I D 8 3 4 0 1 St r u c t u r a l E n g i n e e r i n g ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 . S1.1 TY P I C A L D E T A I L S KEYNOTES: 1.FINISHED GRADE WHERE OCCURS 2.DO NOT EXCAVATE A TRENCH CLOSER THAN A 45° ANGLE TO BELOW BOTTOM FOOTING OR FOUNDATION 3.BOTTOM OF CONCRETE FOOTING 4.BOTTOM OF TRENCH NOTE: A.DO NOT UNDERCUT EXISTING FOOTINGS B.NO PIPE OR OTHER UTILITIES SHALL PASS THRU WALL FOOTINGS OR UNDER COLUMN FOOTINGS FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS. T1 TRENCH PARALLEL TO CONTINUOUS STRIP FOOTING TD01 NO SCALE 1 1 4 3 2 1 KEYNOTES: 1.CONCRETE FOOTING 2.SLEEVE - PROVIDE 12" MINIMUM CLEARANCE AROUND PIPE OR CONDUIT 3.PIPE OR CONDUIT 4.CONCRETE FILL TO BE PLACED BEFORE FOOTING IS POURED - FORM SAME AS FOOTING AND POUR FULL WIDTH OF PIPE TRENCH 5.STEM WALL NOTE: A.NO PIPE SHALL PASS THRU FOOTING OR UNDER COLUMN FOOTINGS. FOR TRENCHES GREATER THAN 3'-6" BELOW BOTTOM OF FOOTING, SEE PIPE PASSING BELOW WALL FOOTING DETAIL. T2 PIPE PASSING UNDER WALL FOOTING IN SHALLOW TRENCH TD02 NO SCALE 6" M I N 8" M I N 3' - 0 " M A X 8" MIN A SECTIONA 5 1 2 3 4 5 1 2 3 4 KEYNOTES: 1.STEM WALL 2.CONCRETE FOOTING 3.1'-6" MAXIMUM (WHERE TRENCH EXCEEDS 1'-6" NOTIFY STRUCTURAL ENGINEER PRIOR TO PLACEMENT OF FOOTINGS) 4.BACKFILL AND RECOMPACT TRENCH PER SOILS REPORT AND SPECIFICATIONS 5.BOTTOM OF TRENCH NOTE: A.DO NOT UNDERCUT EXISTING FOOTINGS B.NO PIPES OR OTHER UTILITIES SHALL PASS THRU WALL FOOTINGS OR UNDER COLUMN FOOTINGS 3' - 1 " O R G R E A T E R FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS. T3 PIPE PASSING BELOW FOOTING IN DEEP TRENCH TD03 NO SCALE 5 3 2 1 44 1 KEYNOTES: 1.SLOPED FINISH GRADE 2.MINIMUM FOOTING DEPTH PER G.S.N. (12" MINIMUM) 3.DEEPEN FOOTING AS REQUIRED TO ACCOUNT FOR SLOPED GRADE 4.CONCRETE FOOTING NOTE: A.FOR ADDITIONAL INFORMATION, SEE PLANS AND DETAILS 5'-0" T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT TD04 NO SCALE 1 2 3 4 KEYNOTES: 1.CORNER DOWELS TO MATCH HORIZONTAL REINFORCEMENT 2.CONCRETE WALL WITH REINFORCEMENT 3.LAP SPLICE PER TYPICAL STEEL REINFORCING LAP SPLICES IN CONCRETE DETAIL T5 TYPICAL CONCRETE CORNER TD05 NO SCALE 2 1 3 3 KEYNOTES: 1.CONCRETE SLAB ON GRADE 2.CONT KEYED JOINT 3.SAWCUT 18" WIDE x 14 SLAB THICKNESS IN DEPTH - CUT SHALL BE MADE SOON ENOUGH TO PREVENT SHRINKAGE CRACKING, BUT NOT SO SOON AS TO CAUSE SPALLING OF THE CONCRETE WHILE SAWING. WORK MUST BE COMPLETE WITHIN 16 HOURS OF CONCRETE PLACEMENT. NOTE: A.KEYED JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING PLACEMENT UNLESS SPECIFICALLY NOTED ON THE PLANS. B."TOOL WET JOINT", "ZIP STRIP", ETC SHALL MATCH SAWCUT REQUIREMENTS 12"6"6"12" SAWCUT JOINT KEYED JOINT T6 CONTROL JOINTS IN CONCRETE SLAB ON GRADE TD07 NO SCALE 1 3 1 2 T7 TYPICAL REINFORCING DETAILS TD10 NO SCALE 6 MIN BAR OFFSET BAR CLEARANCE SPLICE DETAIL BEND & HOOK DETAILS COLUMN TIES BEAM STIRRUPS "d" 45° "d" "d" 1 8 8 KEYNOTES: 1.LAP - SEE G.S.N. FOR MASONRY AND TYPICAL DETAIL FOR CONCRETE 2.MAXIMUM 15 LAP BUT NOT MORE THAN 6" 3.WIRE TIES 4.1d (1" MINIMUM) 5.RADIUS = 3d FOR BARS NOT OVER #8; 4d FOR #9, #10, AND #11 BARS; 5d FOR #14 AND #18 BARS, 5d FOR ALL GRADE 40 BARS WITH 180 DEGREE HOOK 6.4D (4" MINIMUM) 7.12d (90 DEGREE HOOK) 8.6d (4" MINIMUM) 9.135 DEGREE BEND 10.BEND AROUND 112" PIN FOR #3 BARS. BEND AROUND 2" PIN FOR #4 BARS. BEND AROUND 212" PIN FOR #5 BARS. 3 1 2 4 6 7 5 55 5 99 10 10 6 8 T8 STRAP AT OPENING IN SHEARWALL TD17 NO SCALE KEYNOTES: 1.SHEATHING MATERIAL 2.SHEARWALL END POST (DBL STUD AT HOLDOWN U.N.O.) 3.EDGE NAILING AT ALL SHEATHING PANEL EDGES - STAGGER NAILS AT DOUBLE STUD END POSTS 4.FULL HEIGHT WOOD STUDS 5.ANCHOR BOLTS TO FOUNDATION OR NAILS TO LOWER FRAMING PER SHEARWALL SCHEDULE 6.SIMPSON STRAP TYPE HOLDOWN, WHERE OCCURS 7.SOLID BLOCKING AND EDGE NAILING REQUIRED AT PLYWOOD SHEET EDGES 8.CONT 2x PT SOLE PLATE 9.FIELD NAILING AWAY FROM PANEL EDGES 10.WOOD HEADER 11.TRIMMER STUD UNDER HEADER AND SILL, PROVIDE ADDITIONAL TRIMMER STUDS WHERE INDICATED ON PLANS 12.FULL HEIGHT KING STUD, PROVIDE ADDITIONAL KING STUDS WHERE INDICATED ON PLANS 13.2x BLOCKING FOR STRAP NAILING 14.STRAP, PER PLAN, ABOVE AND BELOW OPENING AS SHOWNFINISHED FLOOR 24" MIN BEYOND OPENING (TYP) 24" MIN BEYOND OPENING (TYP) 1 2 14 4 3 12 13 2 3 6 8 9 1111 3 10 77 5 OPEN T9 STRAP TYPE HOLDOWNS / SHEARWALL END POSTS, PLAN VIEW - HOLDOWN LOCATIONS TD15 NO SCALE NOTE: A.ALL CONDITIONS MAY NOT BE SHOWN. FOR CONDITIONS NOT SHOWN, USE THESE DETAILS AS A GUIDE. B.SOME LARGER HOLDOWNS REQUIRE 6x6 POSTS, SEE PLANS AND SCHEDULES. C.WHERE MULTIPLE TRIMMER STUDS OR KING STUDS OCCUR, MAKE ADJUSTMENTS AS REQUIRED. KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.SHEARWALL SHEATHING, SEE PLAN 3.STRAP TYPE HOLDOWN 4.EDGE OF FOUNDATION 5.(25) SIMPSON SDS 14"x6" LONG WOOD SCREWS, STAGGERED 6.SHEARWALL END POSTS (2 STUDS) 7.SHEARWALL EDGE NAILING 8.TRIMMER STUD TO SUPPORT HEADER 9.BLOCK TO SUPPORT WINDOW SILL 10.BUILT UP WOOD POST "STRAP" TYPE HOLDOWN WINDOW JAMB "STRAP" TYPE HOLDOWN DOOR JAMB OR WALL END (1) SHEARWALL (1) STRAP HOLDOWN AT EXTERIOR CORNER (2) SHEARWALLS (1) STRAP HOLDOWN AT EXTERIOR CORNER (2) SHEARWALLS (1) STRAP HOLDOWN AT RE-ENTRANT CORNER (1) SHEARWALL (1) STRAP HOLDOWN AT RE-ENTRANT CORNER WINDOW OPENING DOOR OPENING 1.5" 1.5" 3"3" 4 2 1 3 3 7 2 2 1 1 9 3 1 6 8 4 3 5 4 23 7 2 5 10 23 1 6 6 6 6 6 7 74 4 4 2 7 2 4 7 6 7 4 4 7 4 1 T10 ELEVATION-TYPICAL 1-STORY SHEARWALL TD19 NO SCALE KEYNOTES: 1.SHEATHING MATERIAL 2.DOUBLE STUDS AT EACH END OF SHEARWALL, EDGE NAIL ALONG DOUBLE STUDS 3.FULL HEIGHT WOOD STUDS 4.BOTTOM PLATE ATTACHMENT 5.SIMPSON STHD TYPE HOLDOWN 6.MIDHEIGHT BLOCKING AND EDGE NAILING REQUIRED 7.SIMPSON "PHD" TYPE HOLDOWN 8.FINISHED FLOOR 9.CONT 2x PT SOLE PLATE 1 3 6 8 7 4 5 2 9 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.WOOD HEADER 3.KING STUD(S) PER PLAN 4.(2) 16d NAILS AT 2" O.C. 5.16d NAILS AT 12" O.C. 6.TRIMMER STUD(S) PER PLAN 2 6 3 1 5 4 5 T11 TYPICAL HEADER CONNECTION TD25 NO SCALE NOTE: A.MINIMUM STAPLING SPECIFIED HEREIN SHALL BE PROVIDED UNLESS NOTED OTHERWISE ON PLANS, DETAILS OR GENERAL STRUCTURAL NOTES 8d COMMON AT 12" O.C. 16 GA STAPLE AT 12" O.C. ALTERNATE FASTENER SCHEDULE ALTERNATE FASTENERSPECIFIED FASTENER 8d COMMON AT 6" O.C. 8d COMMON AT 4" O.C. 15 GA STAPLE AT 12" O.C. 14 GA STAPLE AT 12" O.C. 13 GA STAPLE AT 12" O.C. 16 GA STAPLE AT 4" O.C. 15 GA STAPLE AT 5" O.C. 14 GA STAPLE AT 6" O.C. 13 GA STAPLE AT 6" O.C. 13 GA STAPLE AT 5" O.C. 14 GA STAPLE AT 4" O.C. 15 GA STAPLE AT 3" O.C. 16 GA STAPLE AT 2.5" O.C. 15 GA STAPLE AT 2" O.C. 14 GA STAPLE AT 3" O.C. 13 GA STAPLE AT 4" O.C. 8d COMMON AT 3" O.C. MATERIAL: 7/16" SHEARWALL OR ROOF SHEATHING NOTES: 1.STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 716" INCH OUTSIDE DIMENSION. AND INSTALLED WITH CROWN PARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER. 2.FRAMING SHALL BE 3x OR WIDER WHEN NAIL SPACING IS LESS THAN 3 INCHES ON CENTER. 3.ALL STAPLES SHALL HAVE 112" LONG LEGS MINIMUM. 4.STAPLE SIZES AND SPACING PER REPORT NO. ICC-ESR-1539 T12 ALTERNATE SHEATHING STAPLE OPTION TD32 NO SCALE KEYNOTES: 1.WOOD TRUSS W/ CLIP, SEE PLAN 2.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.WOOD STUD WALL, SEE PLAN 4.WALL SHEATHING AS OCCURS, SEE PLAN 5.EDGE NAILING, SEE SHEARWALL SCHEDULE 6.ROOF SHEATHING, SEE PLAN 7.FULL-HEIGHT 2x BLOCKING BETWEEN EACH TRUSS W/ A35 CLIP 8.BOUNDARY NAILING, SEE PLAN 1 2 3 5 4 6 8 7 T13 WOOD TRUSS AT WOOD STUD WALL WW_RT307 NO SCALE NOTES: A.2x BLOCKING MAY BE OMITTED EVERY THIRD BAY B.COORDINATE ROOF VENTILATION C.FASCIA PER ARCHITECTURAL DETAILS KEYNOTES: 1.WOOD TRUSS, SEE PLAN 2.2x4 x 8'-0" LONG AT 6'-0" O.C. W/ (2) 16d NAILS AT EACH TRUSS 3.WOOD TRUSS W/ HGA10 CLIP AT 36" O.C. 4.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 5.WOOD STUD WALL, SEE PLAN 6.WALL SHEATHING AS OCCURS, SEE PLAN 7.(2) 16d NAILS AT 16" O.C. 8.2x6 LADDER FRAMING AT 16" O.C. 9.BOUNDARY NAILING, SEE PLAN 10.ROOF SHEATHING, SEE PLAN 11.EDGE NAILING, SEE SHEARWALL SCHEDULE 12.NO SHEATHING SPLICE TO OCCUR IN THIS AREA 9 1 2 3 4 5 6 77 8 10 7 1'-0" MAX 9 T14 WOOD TRUSS AT WOOD STUD WALL WW_RT309 NO SCALE NOTES: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 11 12 IF 2 3 - 5 2 2 MA D I S O N C O U N T Y , I D A H O 8 3 4 4 0 JA C O B S R E S I D E N C E BR I D G E R J A C O B S CJ B AE M 12/14/23 12 / 1 4 / 2 0 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N CURRENT REV. Th i s d r a w i n g i s t h e p r o p e r t y o f F R O S T S t r u c t u r a l E n g i n e e r i n g , In c . L e g a l l y , t h e d r a w i n g c a n N O T b e c o p i e d i n w h o l e o r i n pi e c e s . I t i s o n l y t o b e u s e d f o r t h e p r o j e c t a n d s i t e s p e c i f i c a l l y id e n t i f i e d h e r e o n a n d i s n o t t o b e u s e d o n a n y o t h e r p r o j e c t . Co n t r a c t o r s h a l l c a r e f u l l y r e v i e w a l l d i m e n s i o n s , d e t a i l s , a n d co n d i t i o n s a n d r e p o r t a t o n c e a n y e r r o r , i n c o n s i s t e n c y o r om i s s i o n d i s c o v e r e d b e f o r e c o n s t r u c t i o n . Th e c o n t r a c t o r a s s u m e s f u l l l i a b i l i t y f o r d e v i a t i o n s f r o m t h e in t e n t o f t h e s e p l a n s . fa x : 2 0 8 . 2 2 7 . 8 4 0 5 10 2 0 E . L i n c o l n R o a d Id a h o F a l l s , I D 8 3 4 0 1 St r u c t u r a l E n g i n e e r i n g ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 . REF. DW UP 3' - 9 " 1' - 5 " 068 3068 2668 3' x 9' 3068 Master Suite 13'-6" x 15'-0" Laundry / Mud 7'-0" x 13'-10" Great Room 16'-11" x 16'-10" Nook 13'-0" x 9'-4" Pantry 3068 3050 3050 4' - 0" Bedroom 12'-0" x 11'-6" Bedroom 11'-8" x 9'-10" 2668 2668 WIC 9'-0" x 7'-6" 2668 1668 1668 4068 2868 2868 068 4068 4' - 0 " SS S S C 2' - 0"6' - 10"3' - 2"3' - 11"2' - 0"6' - 7" 3' - 11"5' - 10"5' - 5"8' - 7" 5' - 9 " 3' - 7 " 7' - 1 1 " 4' - 5 " 2' - 0 " 12 ' - 4 " 7' - 11"3' - 6" Handrail 3' - 9 " S2.0 LA T E R A L G A R A G E D E S I G N ASSUMED ROOF FRAMING DIRECTION 5 5 6.6. 6.6. CS16 STHD14 5 5 5 5 STHD14 STHD14 STHD14 STHD14 STHD14 STHD14STHD14 STRAP GARAGE HEADER PER TYPICAL DETAIL T8 THESE PLANS AND ASSOCIATED CALCULATIONS ARE BEING PROVIDED TO ADDRESS ELEMENTS OF THE STRUCTURAL SYSTEMS THAT DO NOT CONFORM TO THE PRESCRIPTIVE METHOD OF THE INTERNATIONAL RESIDENTIAL CODE (IRC). WE HAVE NOT REVIEWED THE DRAWINGS FOR COMPLIANCE WITH THE IRC. THE INFORMATION REGARDING ELEMENTS THAT DO NOT CONFORM TO THE IRC HAS BEEN GIVEN TO US BY OTHERS. AS ALLOWED BY THE IRC SECTION R301.1, WE HAVE ONLY ADDRESSED THE SPECIFICALLY REQUESTED ELEMENTS. THESE ELEMENT ARE: 1. GARAGE SHEARWALL DESIGN ROOF FRAMING PLAN NOTES A.VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL DRAWINGS. B.ALL SCHEDULED MARK DESIGNATIONS MAY NOT NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE TYPICAL TO THIS PROJECT. C.IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN, PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY. D.TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16" O.C. UNO. WHERE ROOF TRUSSES OR JOISTS SPANS EXCEED 20'-0" ALIGN ADDITIONAL STUD BELOW ROOF FRAMING MEMBER. E.PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS, (1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2) KS, 9'-1" TO 12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE "TYPICAL HEADER CONNECTION" DETAIL. F. WALLS WITH SOLID LINES DESIGNATED STRUCTURAL (BEARING) WALLS. G. WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING) WALLS. H. , , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL LENGTH. I.TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1) H2.5A OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2) H2.5A CLIPS, UNO. J.TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A CLIP, UNO. K.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. L.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. M.FOR CLARITY, ALL ROOF OPENINGS MAY NOT BE SHOWN ON THE ROOF FRAMING PLAN. FOR EXACT SIZE, NUMBER AND LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL DETAILS. 5 6.7 SHEARWALL TYPE SCHEDULE NOTES: 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.) 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES. MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 36" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 24" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 32" O.C. WOOD:16d STAGGERED AT 4" O.C. 5 6. IF 2 3 - 5 2 2 MA D I S O N C O U N T Y , I D A H O 8 3 4 4 0 JA C O B S R E S I D E N C E BR I D G E R J A C O B S CJ B AE M 12/14/23 IF DBL BRAKE AT THIS LOCATION, STRAP DBL TOP PLATES W/ MSTC40 SIMPSON STRAP 12 / 1 4 / 2 0 2 3