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HomeMy WebLinkAboutREDLINED PLANS 11.29.23 - 23-00775 - YellowStone RV - ShopAuthor Name Author Email Author Phone No.: Cody Jones Cody.Jones@rexburg.org 208-372-2173 Alex Owens Alex.Owens@rexburg.org 208-372-2172 Description : YellowStone RV - Shop Address : 2125 W 2000 S Application Type : Document Filename : 2023.11.29_YELLOWSTONE RV (Revisions).pdf Array Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Revisions Required Page Reference Annotation Type Author : Department Status Page Review Comments Applicant Response Comments S1.0 Free Text Cody Jones : Building Open 1 Need Envelope COMM check or prescriptive insulation form signed. Restroom to show at least one shower and water closet area as ADA. S1.0 Free Text Cody Jones : Building Open 1 Engineered wood truss plans to be approved and documented by Building Design Professional. S1.0 Free Text Alex Owens : Electrical Open 1 No electrical plans provided. Please provide electrical plans including available fault current calculation. All electrical work must comply with 2017 NEC. # 23-00775 New Commercial Building Please digitally re-submit all pages of the plan set in response to requested revisions for our next review cycle, with noted items resolved. Report Date: 12.28.2023 Approval of plans does not constitute approval of variance from code Page 1 of 1 Powered by TCPDF (www.tcpdf.org) 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. 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 = 0.144, SS = 0.375 DESIGN SPECTRAL RESPONSE ACCELERATIONS SD1 = 0.222, SDS = 0.375 PERCENT SNOW INCLUDED WITH SEISMIC LOADS 20 VERTICAL SHEAR TRANSFER ELEMENTS: PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.058 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 31.2 PSF NET UPLIFT ON ROOF 15.7 PSF 2. VERTICAL LOADS: LOCATION LIVE / SNOW LOAD DEAD LOAD ROOF GROUND = 50 PSF ROOF = 35 PSF 16 PSF FLOOR 40 PSF 20 PSF 3. DEFLECTION LIMITS: ELEMENTS LIVE LOAD TOTAL LOAD ROOF TRUSSES/JOISTS L/360 L/240 FLOOR TRUSSES/JOISTS L/600 L/240 BEAMS L/360 L/240 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 ALLOWABLE LATERAL SLIDING COEFFICIENT 0.25 LATERAL BACKFILL PRESSURE (UNRESTRAINED)45 PSF/FT LATERAL BACKFILL PRESSURE (RESTRAINED)60 PSF/FT FOUNDATION BEARING DEPTH 36" 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 4500 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 SHEET INDEX SHEET DESCRIPTION DETAILS S1.0 GENERAL STRUCTURAL NOTES --- S1.1 TYPICAL DETAILS T-SERIES S1.2 TYPICAL DETAILS T-SERIES S2.0 CLUBHOUSE FOUNDATION PLAN --- S2.0A BATHHOUSE FOUNDATION PLAN --- S2.0B SHOP FOUNDATION PLAN --- S2.1 CLUBHOUSE FLOOR FRAMING PLAN S2.2 CLUBHOUSE ROOF FRAMING PLAN --- S2.2A BATHHOUSE ROOF FRAMING PLAN --- S2.2B SHOP ROOF FRAMING PLAN --- S3.0 FOUNDATION DETAILS 100 - SERIES S4.0 ROOF FRAMING DETAILS 200 - SERIES 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 GIRDER TRUSSGT 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 ADHESIVE. 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 = 2,200 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. 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S1.0 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 GE N E R A L S T R U C T U R A L N O T E S MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . AcÑWBWUhf>USBÑdBSEJÑdfcM>VWV•ÑCBWSJWÑdfcM>VWÑWBWUhf>USBÑdBSEJÑ>EUBiV>EYÑSMS>BSTBWÑXSiBhÑ UiffWEhÑUSBUiBSh>cE•Ñ2BBÑWBWUhf>USBÑlcf@ÑCiJhÑUcCdBnÑl>h=ѽŽ¤ÁÑA4• AWWVÑ6bjWBcdWÑ4B @ @ ÑUZWU@ÑcfÑdfWgUf>dh>jWÑ>bgiBSh>cbÑXcfCÑg>YbWV• E WghfccCÑhcÑgZclÑShÑBWSghÑcbWÑgZclWfÑSbVÑlShWfÑUBcgWhÑSfWSÑSgÑ25 2• 6bY>bWWfWVÑlccVÑhfiggÑdBSbgÑhcÑTWÑSddfcjWVÑSbVÑVcUiCWbhWVÑTnÑ 3 i>BV>bYÑ5 Wg>YbÑCfcXWgg>cbSB• 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 NOTES: 1.TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2.UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS AND WALLS SHALL BE CLASS "B" TENSION LAP SPLICES. BAR SIZE CLASS B TENSION SPLICE LENGTHS f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI HORIZONTAL BARS W/ >12" OF CONC. BELOW VERTICAL AND BOTTOM HORIZONTAL BARS HORIZONTAL BARS W/ >12" OF CONC. BELOW VERTICAL AND BOTTOM HORIZONTAL BARS HORIZONTAL BARS W/ >12" OF CONC. BELOW VERTICAL AND BOTTOM HORIZONTAL BARS #3 12"12"12"12"12"12" #4 19"15"17"13"15"12" #5 29"23"26"20"23"18" #6 32"25"28"21"25"19" #7 54"41"47"36"42"32" #8 70"54"61"47"54"42" #9 89"68"77"59"69"53" #10 112"87"97"75"87"67" T8 STEEL REINFORCING LAP SPLICES IN CONCRETE TD14 NO SCALE 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.NAILS BETWEEN SPLICE LOCATION PER SCHEDULE - STAGGERED 2.DBL 2x TOP PLATE 3.WOOD STUD WALL, SEE PLAN 4.SPLICE OVER STUD 5.SIMPSON ST6224 OR MSTC40 STRAP AT LOCATIONS WHERE PLATES CAN NOT BE SPLICED NOTE: A.DO NOT SPLICE TOP PLATES WITHIN 6'-0" OF ENDS OF PLYWOOD SHEARWALLS. THIS DETAIL REQUIRED AT ALL EXTERIOR WALLS AND OVER SHEARWALLS - NOT REQUIRED AT INTERIOR NON-SHEARWALLS. (30) 16d (24) 16dLESS THAN 20' OVER 20' 4'-0" 6'-0" LENGTH OF WALL (BETWEEN CORNERS)SPLICE LENGTH NAILS ALONGSPLICE LENGTH MINIMUM SPLICE LENGTH PER SCHEDULE T11 ELEVATION - TYPICAL TOP PLATE SPLICE TD24 NO SCALE 4 5 1 3 2 3 2 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 T12 TYPICAL HEADER CONNECTION TD25 NO SCALE 2 6 34 1 5 2 1 74 2 1 3 4 18 AT BEAM AT MID WALL AT TOP PLATE T13 TYPICAL BEAM POCKET TD26 NO SCALE KEYNOTES: 1.WOOD BEAM 2.(2) 16d NAILS AT 2" O.C. 3.KING STUD EACH SIDE OF BEAM 4.SOLID BUILT-UP POST BELOW BEAM 5.STRAP BROKEN TOP PLATE ON SIDE OR TOP 6.CONT DBL 2x TOP PLATE W/ LAP SPLICE PER TYPICAL DETAIL 7.FULL-HEIGHT KING STUD EACH SIDE OF BEAM 8.HGA10 CLIP EACH SIDE 9.FULL-HEIGHT KING STUD AT END OF BEAM 10.FULL-HEIGHT KING STUD, OPPOSITE SIDE OF THE BEAM 2 1 4 AT CORNER 10 9 2 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 7 16" 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 T14 ALTERNATE SHEATHING STAPLE OPTION TD32 NO SCALE 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S1.1 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 TY P I C A L D E T A I L S MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . KEYNOTES: 1.BOUNDARY NAILING 8d NAILS AT 4" O.C. 2.2x8 (MIN) CONT BEARING PLATE ATTACH PER ATTACHMENT SCHEDULE 3.TOE NAIL OVER-BUILD FRAMING TO BEARING PLATE W/ (3) 16d NAILS MIN 4.ROOF SHEATHING 5.2x OVERBUILD FRAMING, SEE PLAN 6.TOP CHORD OF TRUSS OR ROOF FRAMING MEMBER, SEE PLAN 7.2x STUD PONY WALL AS OCCURS ON PLAN (5'-0" O.C. MAX AND WALL SHALL BE CENTERED BETWEEN MAX SPAN) 8.ROOF SHEATHING (SHEATH LOWER ROOF PRIOR TO CONSTRUCTION OF OVER-BUILD) 9.PREFABRICATED OVERBUILD ROOF TRUSS W/ SIMPSON VTCR CLIP AT 24" O.C. OPTION 2 OPTION 1 6 8 9 4 1 2 542 1 6 3 8 7 4:12 TO 7:12 10:12 TO 12:12 7:12 TO 10:12 < 4:12 (3) 16d NAILS ROOF SLOPE PLATE ATTACHMENT (5) 16d NAILS (3)#10x31 2" LONG SCREWS (4)#10x31 2" LONG SCREWS ATTACHMENT SCHEDULE T15 TYPICAL OVER-BUILD TD27 NO SCALE CONNECTION TYPE JOIST OR TRUSS BEARING ON SILL OR GIRDER BRIDGING TO JOIST SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL TOP PLATE TO STUD DOUBLE STUDS, FACE NAIL DOUBLE TOP PLATES CONTINUOUS HEADER TO STUD CEILING JOISTS, LAPS OVER PARTITIONS CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL RAFTER OR TRUSS TO PLATE BUILT-UP CORNER STUDS TOENAIL (4)-8d COMMON (2 1/2" x 0.131") NAILING (3)-8d COMMON (2 1/2" x 0.131") (3)-3"x 0.131" NAILS (Gun Nail) (3)-3"x 14 GAUGE STAPLES TOENAIL EACH END(2)-3"x 0.131" NAILS (Gun Nail) (2)-3"x 14 GAUGE STAPLES 16d (3 1/2"x 0.135") AT 16" O.C. FACE NAIL 3"x 14 GAUGE STAPLES AT 12" O.C. 3"x 0.131" NAILS (Gun Nail) AT 8" O.C. END NAIL (2)-16d COMMON (3 1/2"x 0.162") (3)-3"x 0.131" NAILS (Gun Nail) (3)-3"x 14 GAUGE STAPLES SOLE PLATE TO STUD END NAIL (2)-16d COMMON (3 1/2"x 0.162") (3)-3"x 0.131" NAILS (Gun Nail) (3)-3"x 14 GAUGE STAPLES FACE NAIL 16d (3 1/2"x 0.135") AT 24" O.C. 3"x 14 GAUGE STAPLES AT 8" O.C. 3"x 0.131" NAILS (Gun Nail) AT 8" O.C. FACE NAIL 16d (3 1/2"x 0.135") AT 16" O.C. 3"x 14 GAUGE STAPLES AT 12" O.C. 3"x 0.131" NAILS (Gun Nail) AT 12" O.C. DOUBLE TOP PLATES - FACE NAIL (8)-16d COMMON (3 1/2"x 0.162") (12)-3"x 0.131" NAILS (Gun Nail) (12)-3"x 14 GAUGE STAPLES LAP SPLICE RIM JOIST TO TOP PLATE 8d (2 1/2"x 0.131") AT 6" O.C. 3"x 14 GAUGE STAPLES AT 6" O.C. 3"x 0.131" NAILS (Gun Nail) AT 6" O.C. BLOCKING BETWEEN JOISTS OR RAFTERS TOENAIL (3)-8d COMMON (2 1/2"x 0.131") (3)-3"x 0.131" NAILS (Gun Nail) (3)-3"x 14 GAUGE STAPLES AND TOP PLATE TOENAIL TOP PLATES, LAPS AND INTERSECTIONS FACE NAIL (2)-16d COMMON (3 1/2"x 0.162") (3)-3"x 0.131" NAILS (Gun Nail) (3)-3"x 14 GAUGE STAPLES CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2"x 0.162") FACE NAIL AT 16" O.C. ALONG EDGES CEILING JOISTS TO PLATE TOENAIL (3)-8d COMMON (2 1/2"x 0.131") (5)-3"x 0.131" NAILS (Gun Nail) (5)-3"x 14 GAUGE STAPLES FACE NAIL (3)-16d COMMON (3 1/2"x 0.162) (4)-3"x 0.131" NAILS (Gun Nail) (4)-3"x 14 GAUGE STAPLES (3)-16d COMMON (3 1/2"x 0.162) (4)-3"x 0.131" NAILS (Gun Nail) (4)-3"x 14 GAUGE STAPLES FACE NAIL (3)-8d COMMON (2 1/2"x 0.131") (3)-3"x 0.131" NAILS (Gun Nail) (3)-3"x 14 GAUGE STAPLES TOENAIL TOENAIL 16d COM.(3 1/2"x 0.162") AT 24" O.C. 3"x 14 GAUGE STAPLES AT 16" O.C. 3"x 0.131" NAILS (Gun Nail) AT 16" O.C.FACE NAIL (2)-8d COMMON (2 1/2" x 0.131") USE- SIMPSON A35 AT 48" O.C.-NA- SIMPSON A35 AT EVERY OTHER BLOCK -NA- NOTE: A.MINIMUM NAILING SPECIFIED HEREIN SHALL BE PROVIDED UNLESS NOTED OTHERWISE ON PLANS, DETAILS OR GENERAL STRUCTURAL NOTES B.NAILING NOT NOTED ON THESE PLANS OR DETAILS SHALL BE PER I.B.C. TABLE 2304.10.1 T16 MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE TD34 NO SCALE KEYNOTES: 1.SOLID BLOCKING TO BE TIGHT AGAINST PLYWOOD 2.PREFAB WOOD TRUSS OR WOOD JOIST 3.TOP OF WOOD PLATE OR BEAM AS OCCURS 4.PLYWOOD SHEATHING 5.EDGE NAILING NOTE: A.FOR CONSTRUCTION BELOW BLOCKING, SEE PLAN AND DETAILS. BLOCKING IS CONTINUOUS B.INDIVIDUAL SHEAR BLOCKS MAY BE OMITTED EVERY 5TH BLOCK X 2" 2.5" 12" OR LARGER 3" 3" X X2X X SOLID 2x BLOCKING WITH FIELD CUT VENTILATION VENTILATION OPENINGS TYPICAL SOLID BLOCKING DE P T H TYPICAL SOLID BLOCKING WITH PREFAB VENTILATION X T17 ELEVATION - TYPICAL SOLID BLOCKING TD22 NO SCALE 4 5 2 31 5 4 2 31 5 5 4 2 31 DEPTH 6" 8" 10" KEYNOTES: 1.EDGE NAILING 2.PREFAB WOOD TRUSS, TRUSS MANUFACTURER SHALL PROVIDE VERTICAL WEB TO MATCH LOCATION OF SHEAR PANEL 3.7 16" PLYWOOD SHEAR PANEL WITH 8d AT 6" O.C. AT PANEL EDGES AND 8d AT 12" O.C. AT INTERMEDIATE SUPPORTS 4.PLYWOOD SHEATHING AS OCCURS 5.2x4 AT 4-SIDES 6.TOP OF WOOD PLATE OR BEAM AS OCCURS 7.PREFAB BLOCKING PER TRUSS MANUFACTURER, IN-PLANE SHEAR CAPACITY TO BE 200# NOTE: A.FOR CONSTRUCTION BELOW PANEL, SEE PLAN AND DETAILS. BLOCKING IS CONTINUOUS B.INDIVIDUAL SHEAR PANEL BLOCKS MAY BE PENETRATED OR OMITTED FOR PASSAGE OF HVAC DUCTS PLYWOOD SHEAR PANEL ALTERNATE PREFAB BLOCKING T18 ELEVATION - TYPICAL PLYWOOD SHEAR PANEL BLOCKING TD23 NO SCALE 4 11 33 55 2 4 2 11 7 26 T19 SOLID BLOCKING BETWEEN FLOORS TD31 NO SCALE KEYNOTES: 1.DBL TOP PLATE 2.WOOD STUD WALL 3.PLYWOOD SHEATHING 4.WOOD POST ABOVE 5.WOOD TRUSS OR JOIST 6.SOLID BLOCKING BETWEEN FLOORS, MATCH BEARING WIDTH WITH POST ABOVE, MINIMUM 7.SIMPSON A35 CLIP EACH SIDE OF SOLID BLOCKING, WHERE POST ABOVE IS MORE THAN (2) STUDS, OTHERWISE ATTACH TO TOP PLATE W/ (2) 16d TOE-NAILS AT EACH BLOCK 8.WOOD POST BELOW 9.CONT 2x BOTTOM PLATE 10.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS 11.CONCRETE WALL 12.CONT RIM BOARD 2 1 5 6 7 8 3 4 2 3 4 2 2 1 8 7 6 5 5 3 4 9 12 5 10 6 11 T20 TYPICAL STRAP AT WOOD BEAM TD68 NO SCALE KEYNOTES: 1.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 2.TRIMMER AND KING STUDS, SEE PLAN 3.WOOD BEAM, SEE PLAN 4.STRAP, SEE PLAN3 4 2 1 1 3 4 2 1 2 3 OPTION 1 OPTION 2 OPTION 3 4 KEYNOTES: 1.WOOD I-JOIST, SEE PLAN 2.BEARING LOCATION, SEE PLAN 3.FLOOR / ROOF SHEATHING W/ ATTACHMENT, SEE PLAN 4.CONT RIM BOARD W/ ATTACHMENT, SEE CORRESPONDING DETAILS 5.WEB STIFFENERS AS REQUIRED, SEE PLAN / CORRESPONDING DETAILS. WHEN WEB STIFFENERS ARE REQUIRED, PLACE ON EACH SIDE OF WEB UNO 6.212" MIN WEB STIFFENER WIDTH 7.GAP BETWEEN TOP OF WEB STIFFENER AND BOTTOM OF TOP FLANGE OF WOOD JOIST MIN GAP = 18" MAX GAP = 2" 8.WEB STIFFENER TO FIT TIGHT AGAINST FLANGE OF WOOD I-JOIST 9.I-JOIST FLANGE WIDTH 10.WEB STIFFENER THICKNESS PER SCHEDULE 11.(3) ROWS CLINCHED FASTENERS. FOR FLANGE WIDTHS 13 4" - 25 16", USE 8d (0.113"x212") FASTENERS AND FOR 312" FLANGE WIDTHS, USE 16d (0.135"x312") FASTENERS 12.1" SPACE FOR FLANGE WIDTHS 13 4" - 25 16" AND 112" SPACE FOR 312" FLANGE WIDTH 13.BEVELED WEB STIFFENERS AS REQUIRED, SEE PLAN / COORESPONDING DETAILS. WHEN WEB STIFFENERS ARE REQUIRED, PLACE ON EACH SIDE OF WEB UNO 14.CONT SHAPED BEARING PLATE. SEE COORESPONDING DETAILS 15.I-JOIST HANGER, SEE PLAN 16.WEB STIFFENERS REQUIRED WHERE HANGER SIDES DO NOT EXTEND TO LATERALLY SUPPORT 3 8" MIN OF TOP FLANGE OF I-JOIST OR AS SPECIFIED, SEE PLAN / CORRESPONDING DETAILS. WHEN WEB STIFFENERS ARE REQUIRED, PLACE ON EACH SIDE OF WEB 17.CONCENTRATED LOAD IN CLR SPAN OF JOIST, SEE PLANS AND DETAILS FOR ADDITIONAL INFORMATION T21 TYPICAL WEB STIFFENER REQUIREMENTS TD76 NO SCALE 2 1 3 6 5 7 8 4 7 5 7 5 8 1 WEB STIFFENER THICKNESS SCHEDULE: FLANGE WIDTH:WEB STIFFENER THICKNESS: 13 4"5 8" 2116"3 4" 25 16"7 8" 312"2x4 DF NO.2 OR BETTER (ORIENTED VERTICAL) 9 1010 8 11 SECTION ELEVATION 12 12 1 2 3 12 3 ELEVATION 5 8 7 6 5 8 14 ELEVATION ELEVATION 2 3 1 8 7 16 15 6 7 ELEVATION 1 3 17 5 8 7 T22 TYPICAL WALL PENETRATION LESS THAN 10" SQUARE AT SHEARWALL TD78 NO SCALE KEYNOTES: 1.SHEATHING MATERIAL 2.WOOD STUD WALL 3.5" TO 10" SQUARE OPENING, PROVIDE FULL DEPTH BLOCKING ON SIDE, TOP AND BOTTOM W/ EDGE NAILING 4.EDGE NAILING 5.5" OR SMALLER SQUARE OPENING, NO BLOCKING W/ EDGE NAILING REQUIRED 1 2 444 3 5 NOTES: 1.MAXIMUM ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 10 OF WALL LENGTH. 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S1.2 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 TY P I C A L D E T A I L S MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . WF 1 8 / W 1 WF 1 8 / W 1 WF18/W1 WF18/W1 WF18/W1 WF18/W1 WF 1 8 / W 1 WF 1 8 WF 1 8 / W 1 WF 1 8 WF 1 8 WF 1 8 / W 1 WF 1 8 / W 1 WF18/W1 WF 1 8 49 ' - 1 0 " F36 P2 F48 P2 WF18/W1WF18/W1 WF18/W1 5 5 5 5 5 5 F36 P2 B B B B BBBBBB A A A A 5 5 5 5 5 5 5 5555 55555555 7 7 5 55 5 44 ' - 3 1 4" 20 ' - 8 3 4" 65 ' - 0 " 33 ' - 7 1 4" 16 ' - 1 1 3 4" 12'-6"12'-6" 25'-0" 20 ' - 0 " 29 ' - 1 0 " 12'-63 4" 61'-7" 15 ' - 2 " 6'-31 2"3'-53 4"3'-51 2"3'-51 2"3'-51 2"3'-0"4'-51 2"12'-63 4"12'-4"12'-8" 86'-113 4" 5'-1"10'-4"5'-3"3'-01 4"14'-7" 30 ' - 5 1 2" 45 ' - 0 " 3'-0"3'-0"3'-0"2'-111 2"3'-0"3'-0"3'-0"41 4" 3'-0"3'-0" 6" 4'-83 4" 13 ' - 9 3 4" 14 ' - 5 " 4" CONCRETE SLAB ON GRADE W/ #4 AT 36" O.C. EACH WAY CENTERED IN SLAB THICKNESS OVER COMPACTED FILL. PROVIDE SLAB JOINTS PER TYPICAL DETAIL WITHIN 16 HOURS OF BATCH TIME CONCRETE SLAB ON GRADE 108 102 101 101 103 101 101102 103 103 102 110 110 110 110 110 110 110 110 110110 101 110 109 104 106 106 SCALE: CLUBHOUSE FOUNDATION PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.0 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 CL U B H O U S E F O U N D A T I O N P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . WALL (W) SCHEDULE MARK THICKNESS AND TYPE VERTICAL REINFORCING HORIZONTAL REINFORCING REMARKS W1 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.--- FOOTING SCHEDULE NOTES: 1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS. 2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN). MARK LENGTH WIDTH THICKN ESS FOOTING REINFORCING REMARKS F36 36"36"10"(4) #4 EACH WAY BOTTOM --- F48 48"48"10"(6) #4 EACH WAY BOTTOM --- WF18 CONT 18"10"(2) #4 CONT BOTTOM --- SHEARWALL HOLDOWN SCHEDULE NOTES: 1. SEE TYPICAL DETAILS FOR ANCHOR BOLT EMBEDMENT REQUIREMENTS. 2. POSTS SHOWN ON THE PLANS AR A MINIMUM AS REQUIRED TO SUPPORT THE GRAVITY LOADS OF THE STRUCTURE. ADDITIONAL STUDS OR SOLID POSTS MAY BE REQUIRED DEPENDENT ON HOLDOWN TYPES. MARK HOLDOWN SHEARWALL END POST UNO ON PLAN ALTERNATE HOLDOWN ANCHOR BOLT DIA. SIMPSON STHD10 (2) 2x STUDS HTT4 W/ (18) 0.162 x 2.5" NAILS 5 8" (FOR ALTERNATE) SIMPSON STHD14 (2) 2x STUDS HTT4 W/ (18) 0.162 x 2.5" NAILS 5 8" (FOR ALTERNATE) A B 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 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d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x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P2 8x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS P3 6x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS P4 6x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P5 10x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS 4" CONCRETE SLAB ON GRADE W/ #4 AT 36" O.C. EACH WAY CENTERED IN SLAB THICKNESS OVER COMPACTED FILL. (SEE GSN) PROVIDE SLAB JOINTS PER TYPICAL DETAIL WITHIN 16 HOURS OF BATCH TIME CONCRETE SLAB ON GRADE WF18/W1 WF18/W1 WF 1 8 / W 1 WF 1 8 / W 1 55 5 5 5 5555 5 35'-10" 15 ' - 2 " 14'-101 2"3'-0"4'-11"3'-0"10'-01 2" 3'-5"3'-0"3'-5"3'-0"3'-5"3'-0"11"3'-0"3'-41 2"6'-31 2"3'-0" 105 105101 101101 105110105101105 SCALE: BATHHOUSE FOUNDATION PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.0A 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 BA T H H O U S E F O U N D A T I O N P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . 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 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d STAGGERED AT 3" O.C. 5 7 WALL (W) SCHEDULE MARK THICKNESS AND TYPE VERTICAL REINFORCING HORIZONTAL REINFORCING REMARKS W1 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.--- FOOTING SCHEDULE NOTES: 1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS. 2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN). MARK LENGTH WIDTH THICKN ESS FOOTING REINFORCING REMARKS F36 36"36"10"(4) #4 EACH WAY BOTTOM --- F48 48"48"10"(6) #4 EACH WAY BOTTOM --- WF18 CONT 18"10"(2) #4 CONT BOTTOM --- 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.THE DEPTH OF FOOTING DIMENSION INDICATED IN THE G.S.N. IS A MINIMUM. FOUNDATION CONTRACTOR SHALL COORDINATE WITH THE SOILS REPORT AND OTHER TRADES TO INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOR THE WORK. SEE TYPICAL DETAILS FOR ADDITIONAL REQUIREMENTS. D. WALLS WITH SOLID LINES DESIGNATED STRUCTURAL (BEARING) WALLS. E. WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING) WALLS. F. , , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL LENGTH. G. , , - AS SHOWN ON PLAN INDICATES A SHEARWALL HOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FOR ADDITIONAL INFORMATION. H.W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL INFORMATION. I.WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL INFORMATION. J.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. K.FOR SIDEWALK AND LANDING LOCATIONS, SEE ARCHITECTURAL DRAWINGS. FOUNDATION PLAN NOTES 5 6.7 A B 4" CONCRETE SLAB ON GRADE W/ #4 AT 36" O.C. EACH WAY CENTERED IN SLAB THICKNESS OVER COMPACTED FILL. PROVIDE SLAB JOINTS PER TYPICAL DETAIL WITHIN 16 HOURS OF BATCH TIME CONCRETE SLAB ON GRADE A WF18/W1 WF18/W1 WF 1 8 / W 1 WF 1 8 / W 1 5 20'-0" 30 ' - 0 " 1'-7" 20'-0" 1'-7"9'-0"4'-10"3'-0" A 5 5 5 101 101 101 101 105105 SCALE: SHOP FOUNDATION PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.0B 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 SH O P F O U N D A T I O N P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . WALL (W) SCHEDULE MARK THICKNESS AND TYPE VERTICAL REINFORCING HORIZONTAL REINFORCING REMARKS W1 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.--- FOOTING SCHEDULE NOTES: 1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS. 2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN). MARK LENGTH WIDTH THICKN ESS FOOTING REINFORCING REMARKS F36 36"36"10"(4) #4 EACH WAY BOTTOM --- F48 48"48"10"(6) #4 EACH WAY BOTTOM --- WF18 CONT 18"10"(2) #4 CONT BOTTOM --- SHEARWALL HOLDOWN SCHEDULE NOTES: 1. SEE TYPICAL DETAILS FOR ANCHOR BOLT EMBEDMENT REQUIREMENTS. 2. POSTS SHOWN ON THE PLANS AR A MINIMUM AS REQUIRED TO SUPPORT THE GRAVITY LOADS OF THE STRUCTURE. ADDITIONAL STUDS OR SOLID POSTS MAY BE REQUIRED DEPENDENT ON HOLDOWN TYPES. MARK HOLDOWN SHEARWALL END POST UNO ON PLAN ALTERNATE HOLDOWN ANCHOR BOLT DIA. SIMPSON STHD10 (2) 2x STUDS HTT4 W/ (18) 0.162 x 2.5" NAILS 5 8" (FOR ALTERNATE) SIMPSON STHD14 (2) 2x STUDS HTT4 W/ (18) 0.162 x 2.5" NAILS 5 8" (FOR ALTERNATE) A B 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 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d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d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. WJ 4 WJ 4 B2 B2 B2 WJ 4 WJ 4 P2 B B B B BB BB A A A A 5 5 5 5 5 5 5 5555 55555555 7 7 5 55 5 5 5 5 5 5 5 108 102 101 101 103 101110 101101102 103 103 104 102 107 109 106 106 SCALE: CLUBHOUSE FLOOR FRAMING PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.1 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 CL U B H O U S E F L O O R F R A M I N G P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . WOOD JOIST ( ) SCHEDULE MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER WJ1 2x6 AT 24" O.C.LUS28 LB26 WJ2 2x8 AT 16" O.C.LRU26Z LRU26Z WJ3 2x8 AT 48" O.C.LUS28 LUS28 WJ4 117 8" TJI 210 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88 WJ5 117 8" TJI 210 AT 24" O.C.BA2.1/11.88X SLD33 BA2.1/11.88X SLD33 WJ6 2x12 AT 24" O.C.LUS210 JB212 WJ SHEARWALL HOLDOWN SCHEDULE NOTES: 1. SEE TYPICAL DETAILS FOR ANCHOR BOLT EMBEDMENT REQUIREMENTS. 2. POSTS SHOWN ON THE PLANS AR A MINIMUM AS REQUIRED TO SUPPORT THE GRAVITY LOADS OF THE STRUCTURE. ADDITIONAL STUDS OR SOLID POSTS MAY BE REQUIRED DEPENDENT ON HOLDOWN TYPES. MARK HOLDOWN SHEARWALL END POST UNO ON PLAN ALTERNATE HOLDOWN ANCHOR BOLT DIA. SIMPSON STHD10 (2) 2x STUDS HTT4 W/ (18) 0.162 x 2.5" NAILS 5 8" (FOR ALTERNATE) SIMPSON STHD14 (2) 2x STUDS HTT4 W/ (18) 0.162 x 2.5" NAILS 5 8" (FOR ALTERNATE) A B 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 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d STAGGERED AT 3" O.C. 5 7 BEAM (B) SCHEDULE MARK SIZE B1 (2) 2x6 OR 4x6 OR (2) 13 4x512 LVL B2 (2) 2x8 OR 4x8 OR (2) 13 4x512 LVL B3 (2) 2x10 OR 4x10 OR (2) 13 4x714 LVL B4 (3) 2x10 OR 6x10 B5 (2) 13 4x912 LVL B6 (2) 13 4x16 LVL B7 8x12 DF#1 B8 518x1612 GLB B9 63 4x2812 GLB FLOOR 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. E. WALLS WITH SOLID LINES DESIGNATED STRUCTURAL (BEARING) WALLS. F. WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING) WALLS. G. , , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL LENGTH. H. , , - AS SHOWN ON PLAN INDICATES A SHEARWALL HOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FOR ADDITIONAL INFORMATION. I.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. J.WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOOD JOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONAL INFORMATION. K.P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST. SEE POST SCHEDULE FOR MORE INFORMATION. L.SC1, SC2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL COLUMN. SEE STEEL COLUMN SCHEDULE FOR ADDITIONAL INFORMATION. COLUMNS START AT THE LEVEL THEY ARE CALLED OUT ON. M.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID BLOCKING BETWEEN FLOORS" DETAIL. N.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. O.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. 5 6.7 A B POST (P) SCHEDULE NOTES: 1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS. 2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE. MARK SIZE SPECIES AND GRADE CONNECTION P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P2 8x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS P3 6x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS P4 6x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P5 10x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS 7/16" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. TYPICAL ROOF SHEATHING: UPPER HEADER FRAMING 7/16" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. TYPICAL ROOF SHEATHING: 1 OVERBUILT FRAMING PER TYPICAL DETAIL PONYWALL 5 5 5 5 5 D = 2 0 0 0 # 5 PREFAB TRUSSES AT 24" O.C. PR E F A B T R U S S E S A T 2 4 " O . C . WJ3 WJ 5 WJ 5 WJ6 WJ 1 WJ 1 WJ 1 WJ 1 (4) LVL KS(4) LVL KS (4) LVL KS(4) LVL KS 1 B5 B1 B1 B1B1B1 B5 B3 B7 B7 B1 B4 B4 B4 B4 B4 B7 B1 B1 B1 B1 B1 B1 B1 B6 B9 C O N T B7 P5 P4 (2) KS (2) KS (2) KS (2) KS P3P1 W/ (4) LVL KS P3 P4 P4 P5 4 3 5 2 6. 6. 5 3 3 7 4 5 5 5 7 7 5 5 8 P2 1 P1 W/ (4) LVL KS P2 WJ6 B5 5555 55555555 7 7 5 55 5 203 203 201 202 202 208 208 212212 204 204 201 202 202 209 207 207 207 206 203 211 210 206 214 205 P1 P1 TYP 213 TYP 213 215 216 2'-0" MAX SCALE: CLUBHOUSE ROOF FRAMING PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.2 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 CL U B H O U S E R O O F F R A M I N G P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . BEAM (B) SCHEDULE MARK SIZE B1 (2) 2x6 OR 4x6 OR (2) 13 4x512 LVL B2 (2) 2x8 OR 4x8 OR (2) 13 4x512 LVL B3 (2) 2x10 OR 4x10 OR (2) 13 4x714 LVL B4 (3) 2x10 OR 6x10 B5 (2) 13 4x912 LVL B6 (2) 13 4x16 LVL B7 8x12 DF#1 B8 518x1612 GLB B9 63 4x2812 GLB POST (P) SCHEDULE NOTES: 1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS. 2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE. MARK SIZE SPECIES AND GRADE CONNECTION P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P2 8x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS P3 6x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS P4 6x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P5 10x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS 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 716" 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. 716" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d STAGGERED AT 3" O.C. 5 7 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.PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 8'-6" OR LESS, (1) TS & (1) KS, OPENINGS 9'-0" TO 20'-0", (2) TS & (2) KS. FOR ATTACHMENT, SEE "TYPICAL HEADER CONNECTION" DETAIL. E. WALLS WITH SOLID LINES DESIGNATED STRUCTURAL (BEARING) WALLS. F. WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING) WALLS. G. , , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL LENGTH. H.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. I.WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A JOIST. SEE JOIST SCHEDULE FOR ADDITIONAL INFORMATION. J.P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST. SEE POST SCHEDULE FOR MORE INFORMATION. K.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. L.TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A CLIP, UNO. M.PROVIDE BUILT-UP 2x POSTS BELOW EACH GIRDER TRUSS, MATCH GIRDER TRUSS WIDTH, U.N.O. N.OVERBUILD PONY WALLS (MAX 5'-0" SPACING FOR 2x6 OVERBUILD FRAMING AT 24" O.C.) PER "TYPICAL OVERBUILD" DETAIL. O.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID BLOCKING BETWEEN FLOORS" DETAIL P.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. Q.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. 5 6.7 1.FRAME WALL W/ (2) 13 4x5 12 LVL STUDS AT 16" O.C. 2.IF TOP PLATE IS DISCONTINUOUS, STRAP TOGETHER W/ MSTC40 STRAP 3.POCKET BEAM INTO WALL, PER TYPICAL DETAIL 4.ATTACH BEAMS TO POST W/ 5 8"Ø LAG SCREW W/ 6" MIN EMBEDMENT INTO POST, MITER ENDS OF BEAMS AS REQUIRED 5.JOIST SISTER ONTO TRUSS, SEE CORRESPONDING DETAIL 6.STRAP TOP PLATES TOGETHER W/ MSTC40 STRAP 7.SIMPSON CCQ78SDS2.5 COLUMN CAP 8.ALIGN DRAG TRUSS WITH WALL PER DETAIL PLAN KEYNOTESX WOOD JOIST ( ) SCHEDULE MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER WJ1 2x6 AT 24" O.C.LUS28 LB26 WJ2 2x8 AT 16" O.C.LRU26Z LRU26Z WJ3 2x8 AT 48" O.C.LUS28 LUS28 WJ4 117 8" TJI 210 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88 WJ5 117 8" TJI 210 AT 24" O.C.BA2.1/11.88X SLD33 BA2.1/11.88X SLD33 WJ6 2x12 AT 24" O.C.LUS210 JB212 WJ TYPICAL ROOF SHEATHING: 55 7/16" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. TYPICAL ROOF SHEATHING: PREFAB TRUSSES AT 24" O.C. B1 B1 B1 B1 B1 B1 B1 PREFAB TRUSSES AT 24" O.C. 5 5 5 5555 5 202 202 201201 SCALE: BATHHOUSE ROOF FRAMING PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.2A 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 BA T H H O U S E R O O F F R A M I N G P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . 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 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d STAGGERED AT 3" O.C. 5 7 BEAM (B) SCHEDULE MARK SIZE B1 (2) 2x6 OR 4x6 OR (2) 13 4x512 LVL B2 (2) 2x8 OR 4x8 OR (2) 13 4x512 LVL B3 (2) 2x10 OR 4x10 OR (2) 13 4x714 LVL B4 (3) 2x10 OR 6x10 B5 (2) 13 4x912 LVL B6 (2) 13 4x16 LVL B7 8x12 DF#1 B8 518x1612 GLB B9 63 4x2812 GLB 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 8'-6" OR LESS, (1) TS & (1) KS, OPENINGS 9'-0" TO 20'-0", (1) TS & (2) 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.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. J.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. K.TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A CLIP, UNO. L.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. M.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. N.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. O.VERIFY EXACT SIZE AND WEIGHT OF EQUIPMENT ON ROOF WITH MECHANICAL DRAWINGS. 5 6.7 WOOD JOIST ( ) SCHEDULE MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER WJ1 2x6 AT 24" O.C.LUS28 LB26 WJ2 2x8 AT 16" O.C.LRU26Z LRU26Z WJ3 2x8 AT 48" O.C.LUS28 LUS28 WJ4 117 8" TJI 210 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88 WJ5 117 8" TJI 210 AT 24" O.C.BA2.1/11.88X SLD33 BA2.1/11.88X SLD33 WJ6 2x12 AT 24" O.C.LUS210 JB212 WJ POST (P) SCHEDULE NOTES: 1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS. 2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE. MARK SIZE SPECIES AND GRADE CONNECTION P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P2 8x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS P3 6x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS P4 6x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P5 10x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS TYPICAL ROOF SHEATHING: 5 PREFAB TRUSSES AT 24" O.C.5 5 5P1 (2) KS P1 (2) KS B5 B2 7/16" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. 202 201 201 SIM 202 SCALE: SHOP ROOF FRAMING PLAN 1/4" = 1'-0" 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S2.2B 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 SH O P R O O F F R A M I N G P L A N MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . 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 9'-0" TO 20'-0", (1) TS & (2) 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.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. J.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. K.TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A CLIP, UNO. L.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID BLOCKING BETWEEN FLOORS" DETAIL M.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. N.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. O.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 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d STAGGERED AT 3" O.C. 5 7 BEAM (B) SCHEDULE MARK SIZE B1 (2) 2x6 OR 4x6 OR (2) 13 4x512 LVL B2 (2) 2x8 OR 4x8 OR (2) 13 4x512 LVL B3 (2) 2x10 OR 4x10 OR (2) 13 4x714 LVL B4 (3) 2x10 OR 6x10 B5 (2) 13 4x912 LVL B6 (2) 13 4x16 LVL B7 8x12 DF#1 B8 518x1612 GLB B9 63 4x2812 GLB POST (P) SCHEDULE NOTES: 1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS. 2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE. MARK SIZE SPECIES AND GRADE CONNECTION P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P2 8x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS P3 6x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS P4 6x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS P5 10x10 DOUG FIR NO. 1 SEE TYPICAL DETAILS 101 WOOD STUD WALL AT FOUNDATION CW_S101 NO SCALE 3" CLR 3" CL R 8 10 7 9 6 1 2 5 4 3 6" MI N KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.CONCRETE WALL, SEE PLAN 5.CONCRETE FOOTING, SEE PLAN 6.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 7.MINIMUM FOOTING DEPTH, SEE GSN 8.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 9.EDGE NAILING, SEE SHEARWALL SCHEDULE 10.WALL SHEATHING AS OCCURS, SEE PLAN NOTES: A.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 6" OF GRADE PER ARCH DRAWINGS KEYNOTES: 1.WOOD JOIST W/ (2) 16d NAILS INTO DBL TOP PLATE 2.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.WOOD STUD WALL, SEE PLAN 4.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN SHOT PIN AT 32" O.C. 5.CONCRETE FOOTING, SEE PLAN 6.FINISH GRADE PER ARCH 7.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.JOIST BLOCKING W/ (3) 16d NAILS BETWEEN EACH JOIST 10.FLOOR SHEATHING, SEE PLAN 104 WOOD JOIST AT FOUNDATION CW_FJCP107 NO SCALE 3" CLR 3" CL R 7 10 8 9 1 3 2 5 4 6 106 WOOD COLUMN AT CONCRETE PIER CW_S133 NO SCALE 34 5 6 1 7 KEYNOTES: 1.WOOD POST, SEE PLAN 2.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 3.MINIMUM FOOTING DEPTH, SEE GSN 4.CONCRETE FOOTING, SEE PLAN 5.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 6.12"Ø CONCRETE PIER W/ (4) #5 BARS VERTICAL AND #3 TIES AT 8" O.C. 7.SIMPSON ABU88Z STANDOFF BASE 8.5 8"Ø GR. 36 THREADED ROD W/ SIMPSON SET EPOXY W/ 10" MIN EMBEDMENT INTO POST AND 10" MIN EMBEDMENT INTO CONCRETE PIER NOTES: A.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 6" OF GRADE PER ARCH DRAWINGS B.PROVIDE A WATERPROOF MEMBRANE AT BOTTOM END OF POST PER ARCH 3" CL R 3" CLR 8 6" MI N 2 2 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 3.BOUNDARY NAILING, SEE PLAN 4.RIM JOIST BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 5.FLOOR SHEATHING, SEE PLAN 6.WOOD JOIST W/ (2) 16d NAILS INTO DBL TOP PLATE 7.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 8.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 9.CONCRETE FOOTING, SEE PLAN 10.FINISH GRADE PER ARCH 11.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 12.EDGE NAILING, SEE SHEARWALL SCHEDULE 13.WALL SHEATHING AS OCCURS, SEE PLAN 107 WOOD JOIST AT FOUNDATION CW_FJCP102 NO SCALE 3" CLR 3" CL R 13 12 11 5 1 2 3 4 6 1 7 9 8 10 13 12 12 109 WOOD STUD WALL AT FOUNDATION CW_S129 NO SCALE NOTES: A.CONTINUOUS FOOTING CAN BE POURED MONOLITHICALLY W/ SLAB AT CONTRACTORS OPTION A OPTION B OPTION KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.CONCRETE FOOTING, SEE PLAN 5.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 6.EDGE NAILING, SEE SHEARWALL SCHEDULE 7.WALL SHEATHING AS OCCURS, SEE PLAN 7 6 5 1 2 4 3 3" CLR 3" CL R 312" MI N 3" CLR 3" CL R 7 6 5 1 2 4 3 312" MI N 105 CONCRETE SLAB AT FOUNDATION CW_S104 NO SCALE 3" CLR 3" CL R 8 7 6 8 5 4 3 1 2 KEYNOTES: 1.WALL BEYOND, SEE PLAN 2.#4 BENT DOWEL AT 18" O.C. 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.CONCRETE WALL, SEE PLAN 5.CONCRETE FOOTING, SEE PLAN 6.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 7.MINIMUM FOOTING DEPTH, SEE GSN 8.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 18" 18" KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 3.BOUNDARY NAILING, SEE PLAN 4.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 5.FLOOR SHEATHING, SEE PLAN 6.WOOD JOIST W/ (2) 16d NAILS INTO DBL TOP PLATE 7.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 8.CONCRETE WALL, SEE PLAN 9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN SHOT PIN AT 32" O.C. 10.CONCRETE FOOTING, SEE PLAN 11.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 12.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 13.MINIMUM FOOTING DEPTH, SEE GSN 14.EDGE NAILING, SEE SHEARWALL SCHEDULE 15.WALL SHEATHING AS OCCURS, SEE PLAN 103 WOOD JOIST AT FOUNDATION CW_FJCS101 NO SCALE 11 15 13 14 12 5 1 2 3 4 6 1 7 10 8 9 11 3" CLR 3" CL R 1 2" CLR 6" M I N NOTES: A.EXTEND WALL SHEATHING TO SOLE PLATE, NO SPLICE IN WALL SHEATHING BELOW BOTTOM PLATE B.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 6" OF GRADE PER ARCH DRAWINGS KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 3.BOUNDARY NAILING, SEE PLAN 4.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 5.FLOOR SHEATHING, SEE PLAN 6.WOOD JOIST W/ (2) 16d NAILS INTO DBL TOP PLATE 7.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 8.CONCRETE WALL, SEE PLAN 9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN SHOT PIN AT 32" O.C. 10.CONCRETE FOOTING, SEE PLAN 11.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 12.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 13.MINIMUM FOOTING DEPTH, SEE GSN 14.EDGE NAILING, SEE SHEARWALL SCHEDULE 15.WALL SHEATHING AS OCCURS, SEE PLAN 16.WOOD JOIST, SEE PLAN 102 WOOD JOIST AT FOUNDATION CW_FJCS101 NO SCALE 11 15 13 14 12 5 1 2 3 4 6 1 7 10 8 9 11 3" CLR 3" CL R 1 2" CLR 6" M I N NOTES: A.EXTEND WALL SHEATHING TO SOLE PLATE, NO SPLICE IN WALL SHEATHING BELOW BOTTOM PLATE B.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 6" OF GRADE PER ARCH DRAWINGS KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 3.BOUNDARY NAILING, SEE PLAN 4.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 5.FLOOR SHEATHING, SEE PLAN 6.WOOD JOIST W/ (2) 16d NAILS INTO DBL TOP PLATE 7.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 8.CONCRETE WALL, SEE PLAN 9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN SHOT PIN AT 32" O.C. 10.CONCRETE FOOTING, SEE PLAN 11.CONCRETE SLAB ON GRADE, SEE PLAN 12.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 13.MINIMUM FOOTING DEPTH, SEE GSN 14.EDGE NAILING, SEE SHEARWALL SCHEDULE 15.WALL SHEATHING AS OCCURS, SEE PLAN 110 WOOD JOIST AT FOUNDATION CW_FJCS101 NO SCALE 15 13 14 12 5 1 2 3 4 6 1 7 10 8 9 11 3" CLR 3" CL R 1 2" CLR NOTES: A.EXTEND WALL SHEATHING TO SOLE PLATE, NO SPLICE IN WALL SHEATHING BELOW BOTTOM PLATE B.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 6" OF GRADE PER ARCH DRAWINGS 16 11 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 3.BOUNDARY NAILING, SEE PLAN 4.CONT 2x PT SOLE PLATE W/ ANCHOR BOLTS PER SHEARWALL SCHEDULE 5.FLOOR SHEATHING, SEE PLAN 6.WOOD JOIST W/ (2) 16d NAILS INTO DBL TOP PLATE 7.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 8.CONCRETE WALL, SEE PLAN 9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN SHOT PIN AT 32" O.C. 10.CONCRETE FOOTING, SEE PLAN 11.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 12.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 13.2x12 PT LEDGER W/ 5/8" Ø x 7" TITEN HD ANCHOR AT 24" O.C. 14.EDGE NAILING, SEE SHEARWALL SCHEDULE 15.WALL SHEATHING AS OCCURS, SEE PLAN 16.WOOD JOIST, SEE PLAN 108 WOOD JOIST AT FOUNDATION CW_FJCS101 NO SCALE 15 14 12 5 1 2 3 4 6 1 7 10 8 9 11 3" CLR 3" CL R 1 2" CLR NOTES: A.EXTEND WALL SHEATHING TO SOLE PLATE, NO SPLICE IN WALL SHEATHING BELOW BOTTOM PLATE B.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 8" OF GRADE PER ARCH DRAWINGS 11 13 16 53 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S3.0 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 FO U N D A T I O N D E T A I L S MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . . 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.(3) 16d NAILS AT 16" O.C. 8.2x6 LADDER FRAMING AT 16" O.C. 9.BOUNDARY NAILING, SEE PLAN 10.ROOF SHEATHING, SEE PLAN 11.2x6 BLOCKING AT 32" O.C., FIRST TRUSS BAY MINIMUM 12.EDGE NAILING, SEE SHEARWALL SCHEDULE 13.(3) 8d NAILS AT EACH BLOCK 14.NO SHEATHING SPLICE TO OCCUR IN THIS AREA 2'-0" MAX 201 WOOD TRUSS AT WOOD STUD WALL WW_RT310 NO SCALE NOTES: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 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 202 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 208 WOOD TRUSS AT WOOD STUD WALL WW_RT330 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.ROOF SHEATHING, SEE PLAN 5.BOUNDARY NAILING, SEE PLAN 6.WOOD JOIST, SEE PLAN 7.EDGE NAILING, SEE SHEARWALL SCHEDULE 8.WALL SHEATHING AS OCCURS, SEE PLAN 9.2x BLOCKING BETWEEN EACH TRUSS 10.(4) 16d NAILS AT 8" FROM EDGE 11.(2) 16d NAILS AT 6".C. STAGGERED 12.CONT 2x LEDGER W/ (4) 16d NAILS INTO EACH TRUSS 13.WOOD BEAM, SEE PLAN 209 WOOD JOIST AT WOOD STUD WALL WW_RJ301 NO SCALE KEYNOTES: 1.WOOD JOIST 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.FULL-HEIGHT BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.SLOPED SHIM OR CONT. BLOCK TO SUPPORT JOIST 10.WOOD BEAM, SEE PLAN 11.2x BLOCKING W/ (4) 16d NAILS BETWEEN EACH JOIST 12.CONT 2x BOTTOM PLATE W/ ATTACHMENT, SEE SHEARWALL SCHEDULE NOTES: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS KEYNOTES: 1.WOOD JOIST, 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.ALIGN CONT JOIST W/ STUD WALL W/ 16d NAILS AT 4" O.C. 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.WOOD JOIST BLOCKING W/ (2) 16d NAILS AT 32" O.C. 10.(4) 10d NAILS INTO EACH BLOCK 212 WOOD JOIST AT WOOD STUD WALL WW_RJ313 NO SCALE 203 WOOD JOIST AT WOOD STUD WALL WW_RJ301 NO SCALE KEYNOTES: 1.WOOD JOIST 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.FULL-HEIGHT BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.WEB STIFFENER PER TYPICAL DETAIL 10.WEB STIFFENER ON ONE SIDE OF JOIST TO RECEIVE 2x TAIL 11.2x6 TAIL AT EACH JOIST W/ (2) 16d NAILS AT 6" O.C. NOTES: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 204 WOOD JOIST AT WOOD STUD WALL WW_RJ331 NO SCALE KEYNOTES: 1.WOOD JOIST W/ SIMPSON SDWC15600 TRUSS SCREW, SEE PLAN 2.ROOF SHEATHING, SEE PLAN 3.WOOD BEAM, SEE PLAN 4.BOUNDARY NAILING, SEE PLAN NOTES: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 2'-0" MAX KEYNOTES: 1.WOOD POST, SEE PLAN 2.WOOD BEAM, SEE PLAN 3.SIMPSON CS16 STRAP 4.DBL TOP PLATE 5.A35 CLIP 207 WOOD BEAM AT WOOD POST NO SCALE 4'-0" 6'-0" KEYNOTES: 1.WOOD TRUSS, 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.WOOD TRUSS ALIGNED W/ SHEARWALL W/ HGA10 CLIP AT 36" O.C. 7.BOUNDARY NAILING, SEE PLAN 8.ROOF SHEATHING, SEE PLAN 9.2x4 x 8'-0" LONG AT 6'-0" O.C. W/ (2) 16d NAILS AT EACH TRUSS 211 WOOD TRUSS AT WOOD STUD WALL WW_RT316 NO SCALE 205 WOOD JOIST AT WOOD BEAM WW_RJ327 NO SCALE KEYNOTES: 1.WOOD JOIST W/ SIMPSON SDWS22500DB SCREWS INTO BEAM, SEE PLAN 2.WOOD BEAM, SEE PLAN 3.ROOF SHEATHING, SEE PLAN 4.ROOF SHEATHING, SEE PLAN 5.ST22 STRAP AT EVERY OTHER JOIST, STRAP TOPS OF JOISTS TOGETHER 6.FULL HT RIM JOIST BLOCKING BETWEEN EACH JOIST 7.SHIM BELOW EACH JOIST NOTES: A.COORDINATE ROOF VENTILATION 206 WOOD JOIST AT WOOD STUD WALL WW_RJ326 NO SCALE KEYNOTES: 1.WOOD JOIST, 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.CONT RIM JOIST W/ 16d TOENAILS AT 4" O.C. 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.117 8" LSL LADDER FRAMING AT 24" O.C. 10.(5) 16d NAILS AT 24" O.C. 11.JOIST BLOCKING AT 24" O.C. 12.(4) 8d NAILS INTO EACH JOIST BLOCK 13.2x LEDGER W/ (3) 16d NAILS INTO EACH STUD 14.WOOD TRUSS, SEE PLAN 2'-0" MAX 3 2 1 2 2 5 5 55 4 210 WOOD JOIST AT WOOD STUD WALL WW_RJ301 NO SCALE KEYNOTES: 1.WOOD JOIST 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.FULL-HEIGHT BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.WEB STIFFENER PER TYPICAL DETAIL 10.WOOD TRUSS, SEE PLAN 11.(3) 16d NAILS INTO EACH STUD 12.WEB STIFFENER ON ONE SIDE OF JOIST TO RECEIVE 2x TAIL 13.2x6 TAIL AT EACH JOIST W/ (2) 16d NAILS AT 6" O.C. NOTES: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 213 WOOD BEAM AT WOOD POST WW_RJ331 NO SCALE KEYNOTES: 1.WOOD POST, SEE PLAN 2.WOOD BEAM, SEE PLAN 3.5/8" LAG SCREW AND WASHER W/ 5" MIN EMBEDMENT INTO POST BELOW 4.5/8" Ø TOE LAG SCREW W/ 5" MIN EMBEDMENT INTO BEAM NOTES: A.SEE CORRESPONDING DETAILS FOR DETAILS FOR ADDITIONAL INFORMATION 214 WOOD TRUSS AT WOOD STUD WALL WW_RTJ302 NO SCALE KEYNOTES: 1.OVERBUILD 2x FRAMING , SEE PLAN AND TYPICAL DETAIL 2.ROOF SHEATHING, SEE PLAN 3.CONT RIM BOARD W/ A35 CLIP AT 16" O.C. 4.WOOD JOIST PER PLAN W/ CLIP, SEE PLAN 5.WEB STIFFENER ON EACH SIDE OF JOIST 6.WOOD TRUSS, SEE PLAN 7.WOOD JOIST, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.WOOD STUD WALL, SEE PLAN 10.(2) 16d TOENAILS AT EACH SIDE OF STUD 11.2x BOTTOM PLATE W/ (2) #10 x 3 12" WOOD SCREWS INTO EACH JOIST 12.EDGE NAILING, SEE SHEARWALL SCHEDULE 13.WALL SHEATHING AS OCCURS, SEE PLAN 9 1 2 3 4 5 6 7 8 10 7 913 11 12 14 7 1 2 4 5 7 7 3 1 3 2 5 6 4 78 1 2 3 5 4 6 8 7 10 2 4 3 6 7 8 5 9 1 2 4 3 5 4 13 12 10 1 2 4 3 6. 7 8 5 9 810 2 3 4 6 1 8 7 5 9 9 9 11 8 1 1 3 3 4 4 5 2 7 1 3 2 5 6 4 78 11 12 9 10 10 5 8 10 13 78 14 6 1 2 4 3 6 7 8 5 9 10 11 78 1 7 10 5 8 11 4 2 3 7 9 8 1 2 8 7 1 10 11 5 13 12 12 12 4 5 11 12 13 6 KEYNOTES: 1.5 8"Ø LAG SCREW W/ 6" MIN EMBEDMENT (COUNTER SINK AS REQUIRED) 2.WOOD BEAM, SEE PLAN 3.WOOD KING POST, SEE PLAN 4.(2) 5 8"Ø LAG SCREW W/ WASHER AND 4" MIN EMBEDMENT 2 3 1 215 WOOD BEAM AT WOOD KING POST WW_MISC303 NO SCALE 4 2 12 216 WOOD BEAM AT WOOD JOIST NO SCALE 5 4 2 21 6 6 3 KEYNOTES: 1.ROOF SHEATHING, SEE PLAN 2.(3) 8d NAILS AT EACH BLOCK 3.(3) 16d NAILS AT EACH BLOCK 4.WOOD JOIST, SEE PLAN 5.WOOD BEAM, SEE PLAN 6.2x BLOCKING AT 16" O.C. 2'-0" MAX 212" M A X N O T C H 1 2 34 2 3 3 3" MAX NOTCH 11 6 9 7 PRO F E S S I O N A L EN G I N E E R R E G I S T ERE D S T ATE O F I D A H O M A R KEL L B A T E M A N 11 / 2 9 / 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 2 3 4 5 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 . 1 St r u c t u r a l E n g i n e e r i n g 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 ph o n e : 2 0 8 . 2 2 7 . 8 4 0 4 co n t a c t @ f r o s t s t r u c t u r a l . c o m S4.0 11/29/23 YE L L O W S T O N E R V RE Y N O L D S D E V E L O P M E N T G R O U P AD H MT B IF 2 3 - 2 0 4 RO O F F R A M I N G D E T A I L S MC C U L L O C H R D RE X B U R G , I D 8 3 4 4 0 -- - - . . . . . . . . . . . . . . . . . . . . . .