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HomeMy WebLinkAboutAPPROVED CODE COMMENT RESPONSE - 23-00732 - Good 2 Go - New Commercial BldgAuthor Name Author Email Author Phone No.: Cody Jones Cody.Jones@rexburg.org 208-372-2173 Description : Good 2 Go - New Commercial Bldg Address : 1055 S 12th W Record Type : New Commercial Building Document Filename : 2023.10.26_Good 2 Go - Rexburg_Response to Review Report.pdf Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Approved # 23-00732 Page Reference Annotation Type Author : Department Status Page Review Comments Applicant Response Comments Pg 1 Stamp Cody Jones : Building Open 1 Approved - Building Inspector New Commercial Building Approval of plans does not constitute approval of variance from code Powered by TCPDF (www.tcpdf.org) FROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Reference: Project Name: Comment Date: Review By: Response Date:. Response By : Comment #:Response: FSE Cody Jones, Don Allen, Alex Owens CODE COMMENT RESPONSE Review Report Good 2 Go - Rexburg October 20, 2023 October 26, 2023 Cody Brian 2, S1.0 Please see the attached updated S1.0 Contractor to identify inspector and be responsible for special inspections required3, S1.1 Truss shop drawings need to be submitted to structural engineer and will be reviewed upon receipt4, S1.1 Please see the attached updated S3.0, details 101, 102 and 103 to address this comment5, S2.0 7, S2.0 Please see the attached for the full updated structural set with stamp. Damproofing and waterproofing requirements to be addressed by architect6, S2.0 Comments: Thank you for your plan review comments. If you have any additional questions or concerns, please let me know. PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S1.0 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES (APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS) GENERAL REQUIREMENTS : 1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNED PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3). 2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVE BEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEY NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMING REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT EXPLICITLY SHOWN. 3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS STATED HEREIN IS NOT EXCEEDED . OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS. 4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUT SHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. 5.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL , MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION . RESOLVE ANY DISCREPANCY WITH THE ARCHITECT AND STRUCTURAL ENGINEER. 6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIRED BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANS SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING DEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR. 7.SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW. VERIFY ALL DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A STRUCTURAL ENGINEER REGISTERED IN THE APPROPRIATE STATE. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER ARE NOT TO BE CONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW (5) WORKING DAYS FOR THE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL WILL BE RETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS. BASIS FOR DESIGN: 1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS. RISK CATEGORY = II 4. SEISMIC DESIGN PARAMETERS: ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE FACTOR Ie = 1.00 SITE CLASS D SEISMIC DESIGN CATEGORY D MAPPED SPECTRAL RESPONSE ACCELERATIONS S1 = 0.160, SS = 0.485 DESIGN SPECTRAL RESPONSE ACCELERATIONS SD1 = 0.231, SDS = 0.457 PERCENT SNOW INCLUDED WITH SEISMIC LOADS 20 VERTICAL SHEAR TRANSFER ELEMENTS: PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.070 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 23.6 PSF NET UPLIFT ON ROOF 6.4 PSF 2. VERTICAL LOADS: LOCATION LIVE / SNOW LOAD DEAD LOAD ROOF GROUND = 50 PSF ROOF = 35 PSF 20 PSF 3. DEFLECTION LIMITS: ELEMENTS LIVE LOAD TOTAL LOAD ROOF TRUSSES/JOISTS L/360 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)30 PSF/FT LATERAL BACKFILL PRESSURE (RESTRAINED)50 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 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 11/2"± 1/4" EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 11/2"± 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"1/8" STRUCTURAL SLABS AND WALLS 3/4"1/8" BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 11/2"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 BEAMS, COLUMNS, ELEVATED SLABS , WALLS 4500 PSI 0.45 5.5% ± 1% 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 1/2"24/16 8d AT 6" O.C.8d AT 12" O.C. ROOF 7/16" OR 1/2"24/16 8d AT 6" O.C.8d AT 12" O.C. ROOF 15/32" OR 1/2"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 11/8" 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: BRICK VENEER ANCHORAGE: BRICK VENEER ANCHOR CLIPS, ANCHORS, AND ATTACHEMENTS SHALL BE HOT-DIPPED GALVANIZED AND EITHER OF THE FOLLOWING FROM HOHMANN & BARNARD, INC. OR APPROVED EQUAL: 1.DW-10HS W/ S.I.S. (SEISMICLIP INTERLOCKING SYSTEM) SEISMIC VENEER ANCHORS 2.345-BT W/ S.I.S. (SEISMICLIP INTERLOCKING SYSTEM) SEISMIC VENEER ANCHORS INSTALLATION: 3.CLIPS SHALL BE ATTACHED AT 24" O.C. HORIZONTAL AND 16" O.C. VERTICAL (MAX) USING #10 HOT-DIPPED GALVANIZED SCREWS. 4.WHERE WOOD BACKUP IS USED, PROVIDE SHEATHING AND WATERPROOFING AS REQUIRED. 5.PROVIDE CONTINUOUS HOT-DIPPED GALVANIZED WIRE (9-GAUGE OR 3/16"Ø) ATTACHED TO EACH CLIP. SHEET INDEX SHEET DESCRIPTION DETAILS S1.0 GENERAL STRUCTURAL NOTES --- S1.1 GENERAL STRUCTURAL NOTES --- S1.2 TYPICAL DETAILS T-SERIES S1.3 TYPICAL DETAILS T-SERIES S1.4 TYPICAL DETAILS T-SERIES S2.0 FOUNDATION PLAN --- S2.1 CONTROL JOINT PLAN --- S2.2 ROOF FRAMING PLAN --- S3.0 FOUNDATION DETAILS 100 - SERIES S4.0 FLOOR FRAMING DETAILS 200 - SERIES S4.1 FLOOR FRAMING DETAILS 200 - SERIES S4.2 FLOOR FRAMING DETAILS 200 - SERIES SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE AT LEAST 11/2" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED GLUE. PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BE USED ON ROOFS WHERE BUILT-UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHING SHALL COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32") 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 2000 FEET. 6.GLUED-LAMINATED COLUMNS: GLUED-LAMINATED COLUMNS SHALL BE DOUGLAS FIR COMBINATION 3 WITH THE FOLLOWING MINIMUM PROPERTIES: FBY = 2,100 PSI, FBX = 2000 PSI, FVY = 230 PSI, FVX = 265 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,900 KSI. ALL COLUMNS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC AND WCLA STANDARDS. COLUMNS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. 7.LAMINATED VENEER LUMBER (LVL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LVLs SHALL BE: FB = 2,600 PSI, FV = 285 PSI, E = 2,000 KSI. 8.PARALLEL STRAND LUMBER (PSL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR PSLs SHALL BE: FB = 2,900 PSI, FV = 290 PSI, E = 2,000 KSI. 9.LAMINATED STRAND LUMBER (LSL): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LSLs SHALL BE: FB = 2,325 PSI, FV = 310 PSI, E = 1,550 KSI. 10.SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE OF TREATED FIR. SHEAR WALLS AND EXTERIOR WALL SILLS AT CONCRETE SLAB SHALL HAVE A MINIMUM OF (2) ANCHOR BOLTS PER PIECE. PROVIDE ANCHOR BOLT AT 9" MAXIMUM, 4" MINIMUM FROM THE END OF EACH PIECE AT SPLICE OR END OF WALL. MAXIMUM ANCHOR BOLT SPACING SHALL BE 72" ON CENTER UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. ALL ANCHOR BOLTS (OTHER THAN BOLTS FOR HOLDOWNS) SHALL EMBED 7" INTO CONCRETE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS ON SHEAR WALLS. ALL EXTERIOR WALLS SHALL BE SECURED WITH MINIMUM ANCHOR BOLTS. INTERIOR WALLS MAY BE SECURED TO CONCRETE WITH EITHER ANCHOR BOLTS OR POWER DRIVEN SHOT PINS UNLESS NOTED OTHERWISE ON PLANS. 11.BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307. BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" 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. 10 / 2 6 / 2 0 2 3 1 1 10 / 2 6 / 2 0 2 3 PL A N C H E C K C O M M E N T R E V I S I O N PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S1.1 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 GENERAL STRUCTURAL NOTES DEFERRED SUBMITTAL ITEMS : PREFABRICATED WOOD ROOF TRUSSES GENERAL STRUCTURAL NOTES -CONTINUED - (APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS) 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 SPECIAL INSPECTION ITEMS: 1.THE OWNER OR THE OWNER'S AUTHORIZED AGENT, OTHER THAN THE CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF WORK SPECIFIED PER IBC SECTION 1705 AND IDENTIFY THE APPROVED AGENCIES TO THE BUILDING OFFICIAL. SPECIAL INSPECTIONS ARE REQUIRED AS FOLLOWS:ANCHORAGE TO CONCRETE: ADHESIVE ANCHORS: HILTI HIT-HY 200 PER ICC ESR-3187 HILTI HIT-RE 500 V3 PER ICC ESR-3814 SIMPSON AT-XP PER IAPMO ER-263 SIMPSON SET-XP PER ICC ESR-2508 MECHANICAL ANCHORS: HILTI KWIK HUS PER ICC ESR-3027 HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917 SIMPSON TITEN HD PER ICC ESR-2713 SIMPSON STRONG BOLT-2 PER ICC ESR-3037 2.SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR OR IAPMO ER SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE. 3.INSTALL THE ANCHORS PER THE MANUFACTURER INSTRUCTIONS , AS INCLUDED IN THE ANCHOR PACKAGING. 4.THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. 5.ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. POST-INSTALLED ANCHORS: 1.EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES. ALL ANCHORS ARE TO BE INSTALLED PER THE MANUFACTURERS RECOMMENDATIONS. SOILS (IBC TABLE 1705.6) (W/O GEOTECH REPORT) VERIFICATION AND INSPECTION CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1. VERIFY THAT THE IN-PLACE DRY DENSITY OF THE COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED IN ACCORDANCE WITH ASTM D 1557. -X 2. VERIFY THAT THE COMPACTED FILL ALLOWABLE BEARING PRESSURE IS NOT LESS THAN 1500 PSF.-X WOOD CONT...: 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. 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S1.2 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 TYPICAL DETAILS KEYNOTES: 1.FINISHED GRADE WHERE OCCURS 2.DO NOT EXCAVATE A TRENCH CLOSER THAN A 45 DEGREE 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 1/2" 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" MI N 8" MI N 3'-0" MA 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" OR GR 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 18" MIN LAP SPLICE (TYP) T5 TYPICAL CONCRETE CORNER TD05 NO SCALE 2 1 KEYNOTES: 1.CONCRETE SLAB ON GRADE 2.CONT KEYED JOINT 3.SAWCUT 1/8" WIDE x 1/4 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 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. 2.MAXIMUM 1/5 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 #1 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 11/2" PIN FOR #3 BARS. BEND AROUND 2" PIN FOR #4 BARS. BEND AROUND 21/2" PIN FOR #5 BARS. T7 TYPICAL REINFORCING DETAILS TD10 NO SCALE 3 1 2 4 6 7 5 55 5 99 10 10 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 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 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S1.3 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 TYPICAL DETAILS 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.EDGE OF FOUNDATION 4.SIMPSON HD TYPE HOLDOWN WITH SCREWS 5.SHEARWALL END POST (3 STUDS) TYPICAL, EXCEPT AT HDU11, HDU14, HHDQ11, AND HHDQ14 WHERE 6x6 POST IS REQUIRED 6.SHEARWALL END POSTS (2 STUDS) 7.SHEARWALL EDGE NAILING 8.TRIMMER STUD TO SUPPORT HEADER 9.BLOCK TO SUPPORT WINDOW SILL 10.6x6 WOOD POST 11.(25) - SIMPSON SDS 1/4"x41/2" LONG WOOD SCREWS, STAGGERED 12.SIMPSON HD TYPE HOLDOWN WITH 6" LONG SIMPSON SDS 1/4" SCREWS (2) SHEARWALLS (1) "HD" HOLDOWN W/SCREWS "HD" HOLDOWN W/SCREWS WINDOW JAMB X "HD" HOLDOWN W/SCREWS DOOR JAMB OR WALL END X HOLDOWN X HDHQ8 HHDQ11 HHDQ14 HD19 2-1/8" 1-1/4" 1-1/2" 1-5/16"HDU2, HDU4, HDU5 HTT4 HTT5 1-5/16" (2) SHEARWALLS (1) "HD" HOLDOWN W/SCREWS AT EXTERIOR CORNER X (1) SHEARWALL (1) "HD" HOLDOWN W/SCREWS AT EXTERIOR CORNER X AT RE-ENTRANT CORNER X (1) SHEARWALL (1) "HD" HOLDOWN W/SCREWS AT RE-ENTRANT CORNER X 4 WINDOW OPENING DOOR OPENING HDU14 1-9/16" LTT20B LTT19 1-3/8" 1-1/2" HDU8, HDU11 1-3/8" T10 PLAN VIEW - HOLDOWN LOCATIONS/SHEARWALL END POSTS , "HD" TYPE HOLDOWNS USING SCREWS TD16 NO SCALE 3 2 7 4 7 3 2 7 8 21 981 3 4 4 8 3 1 4 7 2 3 11 3 2 77 32 12 10 5 5 6 6 6 6 6 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 DEPTH X 2"6" 2.5"8" 10" 12" 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 T11 ELEVATION - TYPICAL SOLID 2x BLOCKING TD22 NO SCALE 4 5 2 31 5 4 2 31 55 4 2 31 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 T12 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 T13 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 T14 TYPICAL BEAM POCKET TD26 NO SCALE 2 1 4 AT CORNER 10 9 KEYNOTES: 1.WOOD BEAM 2.(2) 16d NAILS AT 6" 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 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 11/2" LONG LEGS MINIMUM. 4. STAPLE SIZES AND SPACING PER REPORT NO. ICC-ESR-1539 T15 ALTERNATE SHEATHING STAPLE OPTION TD32 NO SCALE 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S1.4 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 TYPICAL DETAILS 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 T17 TYPICAL ANCHORAGE FOR "HD" TYPE HOLDOWN TD56 NO SCALE 1 4" MAX 2" MI N EM B E D M E N T 2 4 3 KEYNOTES: 1.HOLDOWN ANCHOR BOLT 2.TOP OF CONCRETE OR COLD JOINT 3.DBL NUT AND 2"Ø PLATE WASHER 4.ADDITIONAL VERTICAL BAR(S), SEE SCHEDULE 5.TOP REINFORCING BAR (#4 BAR MINIMUM) PER PLAN 5 ANCHOR SCHEDULE ALL-THREAD ANCHOR DIAMETER MINIMUM EMBEDMENT MINIMUM VERTICAL BARS (PROVIDE ADDITIONAL VERTICAL BARS AS REQUIRED) ALTERNATE SIMPSON ANCHOR TYPE (INSTALL PER MANUFACTURER) 1/2"12"------ 5/8"16"(1) #5 OR (2) #4 SB5/8X24 7/8"18"(2) #5 SSTB34 OR SB7/8X24 1"20"(2) #6 SB1X30 T18 TYPICAL ROOF SNOW SURCHARGE / DRIFT LOAD TD73 NO SCALE KEYNOTES: 1.SURCHARGE OR DRIFT SNOW LOAD AREA, SEE PLAN 2.BALANCED ROOF SNOW LOAD, SEE GSN 3.REQUIRED LOAD INCREASE, SEE PLAN 4.EXTENT OF SURCHARGE OR DRIFT LOAD, SEE PLAN NOTE: A.SURCHARGE AND DRIFT LOADS ARE IN ADDITION TO ROOF BALANCED SNOW LOAD ##PSF ##PSF 3 3 1 2 4 3 T19 TYPICAL STEEL TRELLIS ATTACHMENT NO SCALE KEYNOTES: 1.WOOD POST, SEE PLAN 2.WALL SHEATHING AS OCCURS, SEE PLAN 3.STEEL TRELLIS, SEE ARCH 4.(2) 5/8"Ø THREADED STUDS W/ 3"x3"x1/4" SQR WASHERS AT EACH WOOD POST, COUNTERSINK INTO WOOD FRAMING AS REQUIRED 5.WOOD BEAM, SEE PLAN 6.ATTACH INSIDE OF POST TO BEAM W/ HGA10 CLIP 7.KING STUDS. SEE "TYPICAL HEADER CONNECTION" DETAIL 2 1 4 1/8 TYP 9" 6 5 7 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S2.0 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 FOUNDATION PLAN 22 11 B B D D C C 33 E E A A 0' - 4 1/ 2 " 7' - 7 1/ 2 " 0' - 4 1/ 2 " 9' - 1 3/ 8 " 7' - 1 1 " 6' - 9 1/ 8 " 22 ' - 9 3/ 4 " 6' - 9 1/ 4 " 9' - 5 7/ 8 " 7' - 6 1/ 2 " 0' - 4 1/ 2 " 53 ' - 9 " 8' - 0 " 0'-4 1/2" 18'-11 3/4"12'-0 1/2"5'-10 1/4"23'-8"13'-10 3/4" 2'-3 1/2" 12'-0 1/2" 2'-3 3/8" 43'-7 1/2"15'-0" 0'-4 1/2" 2'-0" 74'-9 3/4"16'-7 1/4"59'-0" 2'-0" 0'-4 1/2" 8'-7 3/4" 36'-10 1/2"23'-8"74'-1 1/2"15'-0" 9'-0 1/4"4'-2 1/4"2'-2"21'-10 3/8"4'-2 1/4"44'-6 1/4" 3'-2 1/8"0'-4 1/2" 23'-8"8'-4 1/2"4'-2 1/4"24'-3 3/4" 0'-4 1/2" 150'-5" 0' - 4 1/ 2 " 53 ' - 0 " 0' - 4 1/ 2 " 53 ' - 9 " 7 7 7 5 5 5 5 7 7 55555 6.6. 5555 6. WF18 / W1 WF18 / W1 WF 18 / W1 WF18 / W1WF18 / W1 WF18 / W1WF18 / W1WF18 / W1 WF18 / W1 WF18 / W1 WF 18 / W1 WF 18 / W1 WF 18 / W1 WF 18 / W1 WF 18 / W1 WF18 / W1WF18 / W1 F42F42 7 A WF 24 CONCRETE SLAB ON GRADE 4" CONCRETE SLAB ON GRADE W/ #3 AT 24" 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 FINISH FLOOR = 0'-0" CONCRETE SLAB ON GRADE 4" CONCRETE SLAB ON GRADE W/ #3 AT 24" 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 FINISH FLOOR = 0'-0" 101102 102 102 102101101 101 101 102 101103101 102 104 104 104 104 101102 101 101 101 106 6. 1WF18 / W1WF18 / W1 F42 A 2 2 A A A 2 2 A 2 3 A A 2 2 A 2 A 2 A 2 A 2 F42 SHEARWALL HOLDOWN SCHEDULE MARK HOLDOWN SHEARWALL END POST UNO ON PLAN ALTERNATE HOLDOWN SIMPSON HDU8 (2) 2x STUDS N/AA WALL (W) SCHEDULE MARK W1 THICKNESS AND TYPE 10" CONCRETE VERTICAL REINFORCING #4 AT 18" O.C. HORIZONTAL REINFORCING #5 AT 14" O.C. REMARKS --- FOOTING SCHEDULE MARK F42 WF18 WF24 LENGTH 42" CONT CONT WIDTH 42"" 18" 24" THICKN ESS 14" 10" 12" FOOTING REINFORCING (4) #4 EA WAY BOTTOM (2) #4 CONT BOTTOM (2) #4 CONT BOTTOM REMARKS --- --- --- 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: 1/2"Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 36" O.C. CONCRETE: 5/8"Ø A.B. W/ 1/4"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: 1/2"Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5/8"Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d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fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S2.1 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 CONTROL JOINT PLAN 22 11 B B D D C C 33 E E A A 10 ' - 5 1/ 2 " 10 ' - 0 " 10 ' - 0 " 10 ' - 0 " 7' - 0 " 5' - 6 1/ 2 " 9'-2 1/2"10'-0"10'-0"7'-8"2'-4"10'-0"10'-0"1'-4"8'-8"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"5'-5 1/2"4'-6 1/2"10'-5 1/2" CONCRETE SLAB CONTROL JOINT SCALE: 1/8" = 1'-0" CONTROL JOINT PLAN 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S2.2 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 ROOF FRAMING PLAN 22 11 B B D D C C 33 E E A A 10'-0"10 ' - 0 " 211 211 208 204 206 206209 35 PSF 0 PSF 0 PSF 7 35 PSF 0 PSF 7 7 7 7 5 5 5 5 7 7 55555 6.6. 5555 35 PSF 0 PSF 7 0 PSF 35 PSF 0 PSF 7 8 8 13 13 35 PSF 0 PSF 7 35 PSF 0 PSF 7 0 PSF 9 VESTIBULE 6. 9 9 7 35 PSF 35 PSF 35 PSF BEER 108 FREEZER 109 JAN. 113 WOMEN 112 MEN 12DISPLY/PALLET 107 PACKAGE/BEV 105 C-STORE 102 KITCHEN 104 FUTURE TENANT 300 POS 101 CIRCULATION 200 DINING 201 KITCHEN 202 D=7,00 0 # P2 W/ (4) KS 10 ' - 0 " 10'-0" 10 ' - 0 " 10 ' - 0 " 10 ' - 0 " 10'-0" 10'-0" 10 ' - 0 " 210 204 202 210 203 204 7 B1 B1 (2) KS (2) KS (2) KS (2) KS 5 B2 (2) KS(2) KS 35 PSF 7 B2 (2) KS(2) KS B2 (2) KS(2) KS B2 (2) KS(2) KS RM E =15 0 0 # 6 6RM E =15 0 0 # RM E =15 0 0 # 6 7 B3 B4 OPEN 1 6. P1 W/ (3) KS (7) LVL KS B3 B3 B3B3B3B3 P2 W/ (4) KSP2 W/ (4) KS P1 W/ (3) KS P1 W/ (3) KS P2 W/ (4) KS P2 W/ (4) KS4 TYP 4 TYP 4 TYP P2 W/ (4) KS P2 W/ (4) KS P2 W/ (4) KS P2 W/ (4) KS B4 10 14 12 15 16 15 15 30" DEEP RED H TRUSSES AT 24" O.C. 15 16 14 B3 1 10 0 PSF 7 12P1 W/ (3) KS P2 W/ (4) KS 12 1010 P2 W/ (4) KS P2 W/ (4) KS 1 TYPICAL ROOF SHEATHING: 19/32" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. 2 207 WJ1 TYPICAL ROOF SHEATHING: 15/32" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. 207 210 5 55 5 207 205 208 WJ1 TYPICAL ROOF SHEATHING: 15/32" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. 207 6. 6.6. 6. 6. 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. E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 3'-0" OR LESS, (1) TS & (2) KS, OPENINGS 3'-0" TO 4'-10", (1) TS & (3) KS, 4'-10" TO 6'-8", (2) TS & (4) 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. B 1, 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 JOIST. SEE JOIST SCHEDULE FOR ADDITIONAL INFORMATION. K. P 1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST. SEE POST SCHEDULE FOR MORE INFORMATION. L. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (2) H2.5A OR (2) H1 CLIP S M. "D=" INDICATES DRAG LOAD (ASD) THAT TRUSS MANUFACTURER IS TO DESIGN TRUSS FOR IN BOTH TENSION AND COMPRESSION. N. TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A CLIP, UNO. O. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. P. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. INDICATES HVAC EQUIPMENT ON ROOF OR IN ATTIC SPACE. SEE TYPICAL DETAILS FOR FRAMING INFORMATION. Q. VERIFY EXACT SIZE AND WEIGHT OF EQUIPMENT ON ROOF WITH MECHANICAL DRAWINGS. 5 6.7 1.TOWER WALLS ABOVE. TRUSS MANUFACTURER TO DESIGN TRUSSES FOR THE FOLLOWING LINE LOADS AT TOWER WALLS: DEAD = 280 PLF SNOW = 300 PLF 2.2x BLOCKING AT EACH STUD FOR FIRST BAY AND AT 48" O.C. IN SECOND BAY, SEE CORRESPONDING DETAIL 3.WALLS ALONG GRIDLINES "A" AND "C" TO FRAMED W/ 1 3 4x512 LVL WALL STUDS AT 16" O.C . 4.ATTACH TRELLIS TO WOOD POST PER "TYPICAL STEEL TRELLIS ATTACHMENT" DETAIL 5.PROVIDE STEEL ANGLE AT OPENING TO SUPPORT BRICK VENEER ABOVE. SEE "BRICK VENEER STEEL ANGLE LINTEL" TYPICAL DETAIL 6.AT ROOF MOUNTED EQUIPMENT AND ROOF PENTRATIONS, PROVIDE 4x6 BLOCKING W/ HU46TF HANGER EACH END BELOW PARALLEL PERIMETER AND AT 16" O.C. TRANSVERSE. TRUSS MANUFACTURER TO DESIGN TRUSSES FOR ADDITIONAL RME WEIGHT ON PLAN (ASD). SEE MECHANICAL DRAWINGS FOR EXACT PLACEMENT OF RME 7.DESIGN TRUSSES AT PARAPET / VERTICAL WALLS FOR SNOW DRIFT LOADS AND LENGTH INDICATED, SEE "TYPICAL ROOF SNOW SURCHARGE / DRIFT LOAD" DETAIL 8.FRAME WALL SUPPORTING TRUSSES W/ TRIPLE 2x6 TOP PLATE, SEE PLAN NOTES FOR REQUIRED WALL STUDS. 9.FRAME THIS WALL W/ 1 3 4x512 LVL WALL STUDS AT 8" O.C. OR DBL 13 4x512 LVL WALL STUDS AT 16" O.C. 10.WHERE TOWER FRAMING OCCURS OVER TRUSSES, PROVIDE 2x6 LADDER FRAMING W/ SIMPSON PF26 HANGERS AT 16" O.C. 11.BEAM TO SUPPORT ROLL UP LOCKING DOOR 12.PROVIDE STEEL ANGLE AT OPENING TO SUPPORT BRICK VENEER ABOVE. SEE DETAIL 201 FOR ADDITIONAL INFORMATION. 13.WALLS ALONG GRIDLINES "A" AND "E" TO BE FRAMED W/ 1 3 4 x 512 LVL WALL STUDS AT 16" O.C. 14.2x BLOCKING AT EACH STUD FOR FIRST BAY AND AT 48" O.C. IN THE SECOND BAY, SEE COORESPONDING DETAIL 15.TRUSS MANUFACTURER TO DESIGN TRUSSES SUPPORTED SUSPENDED WALL FOR ADDITIONAL 50 PLF DEAD LOAD. SEE DETAILS 208 AND 210 FOR ADDITIONAL INFORMATION 16.LIMIT DEFLECTION OF TRUSS RUNNING PARALLEL TO SUSPENDED WALL TO 1 12" MAX LIVE LOAD DEFLECTION PLAN KEYNOTESX 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: 1/2"Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 36" O.C. CONCRETE: 5/8"Ø A.B. W/ 1/4"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: 1/2"Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 18" O.C. CONCRETE: 5/8"Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 26" O.C. WOOD:16d STAGGERED AT 3" O.C. 5 7 POST (P) SCHEDULE MARK P1 P2 SIZE (3) 2x6 5 1/4 X 9 1/2 SPECIES AND GRADE DOUG FIR NO. 2 2.2E LVL CONNECTION SEE TYPICAL DETAILS SEE TYPICAL DETAIL WOOD JOIST (WJ) SCHEDULE MARK WJ1 JOIST 2x12 AT 24" O.C. FACE MOUNT HANGER N/A TOP FLANGE HANGER N/A BEAM (B) SCHEDULE MARK B1 B2 B3 B4 SIZE (2) 2x6 OR 4x6 OR (2) 1 3/4 x 5 1/2 LVL (3) 2x10 OR 6x10 OR (3) 1 3/4 x 7 1/4 LVL (3) 1 3/4 x 11 7/8 LVL OR 5 1/4 x 11 7/8 LVL (3) 1 3/4 x16 LVL OR 5 1/4 x 16 LVL 207 WJ1 TYPICAL ROOF SHEATHING: 15/32" APA RATED ROOF SHEATHING W/ 8d COMMON NAILS AT 6" O.C. AT PANEL EDGES / BOUNDARY AND AT 12" O.C. IN THE FIELD. 207 210 5 5 5 5 SCALE: 1/8" = 1'-0" ROOF FRAMING PLAN SCALE: 1/8" = 1'-0" UPPER ROOF FRAMING PLAN SCALE: 1/8" = 1'-0" UPPER ROOF FRAMING PLAN SCALE: 1/8" = 1'-0" UPPER ROOF FRAMING PLAN 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S3.0 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 FOUNDATION DETAILS 102 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. PROVIDE (1) HORIZONTAL REBAR IN TOP 6" AND AT THE SPACING INDICATED IN THE WALL SCHEDULE 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" 103 CONCRETE SLAB AT FOUNDATION CW_S104 NO SCALE 3" CLR 3" CL R 6 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. PROVIDE (1) HORIZONTAL REBAR IN TOP 6" AND AT THE SPACING INDICATED IN THE WALL SCHEDULE 5.CONCRETE FOOTING, SEE PLAN 6.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 18" 18" 101 WOOD STUD WALL AT FOUNDATION CW_S125 NO SCALE 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. PROVIDE (1) HORIZONTAL REBAR IN TOP 6" AND AT THE SPACING INDICATED IN THE WALL SCHEDULE 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 11.BRICK VENEER PER ARCH, ATTACH PER GSN NOTES: A.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 8" OF GRADE PER ARCH DRAWINGS 3" CLR 3" CL R 8 10 7 9 6 8 1 2 5 4 3 11 105 MASONRY WALL AT FOUNDATION NO SCALE 3" CLR 3" CL R 2 1 4 5 KEYNOTES: 1.8" MASONRY BLOCK WALL W/ #5 VERTICAL REINFORCING BARS AT 48" O.C. AND #5 HORIZONTAL REINFORCING BARS AT 48" O.C. 2.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 3.MINIMUM FOOTING DEPTH, SEE GSN 4.3'-0"x1'-0"xCONT CONCRETE FOOTING W/ (3) #4 REINFORCING BARS CONT AND #4 AT 18" O.C. TRANSVERSE, TOP AND BOTTOM 5.#5 AT 24" O.C. 6.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH LA P PE R TY P MA S O N R Y LA P DE T A I L 66 3 9'-6" MA X 12" 60" 104 FREEZER AT INSULATED SLAB NO SCALE 1 KEYNOTES: 1.FREEZER WALL PANEL BY OTHERS 2.5 1/4" THICK TOPPING SLAB W/ #3 AT 18" O.C. 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.6" THICK INSULATION, COORDINATE W/ FREEZER MANUFACTURER REQUIREMENTS 5.3" THICK BASE SLAB W/ #3 AT 36" O.C. EACH WAY 6.PERFORATED PIPES AND PEA GRAVEL PER FREEZER MANUFACTURER REQUIREMENTS 7.COMPACTED SUBGRADE 8.CONT 2x12 REDWOOD BREAKER 3 2 4 5 66 7 87 4" MIN. 106 WOOD STUD WALL AT FOUNDATION NO SCALE 3" CLR 3" CL R 31/2" MI N 6 5 1 2 4 3 3" CLR. 3" CL R . 6 5 1 2 4 3 31/2" MI N KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT 2x PT SOLE PLATE W/ EXPANSION 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 7 A OPTION B OPTION NOTES: A.CONTINUOUS FOOTING CAN BE POURED MONOLITHICALLY W/ SLAB AT CONTRACTORS OPTION 10 / 2 6 / 2 0 2 3 1 1 10 / 2 6 / 2 0 2 3 PL A N C H E C K C O M M E N T R E V I S I O N 1 1 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S4.0 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 ROOF FRAMING DETAILS 2 9 3 3 5 4 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT TRIPLE 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.EDGE NAILING, SEE SHEARWALL SCHEDULE 4.2x10 BLOCKING BETWEEN EACH JOIST 5.PREFAB WOOD TRUSS, SEE PLAN 6.2x6 BLOCK AT EACH STUD W/ (5) 8d NAILS INTO STUD AND 16d TOENAIL EACH SIDE INTO TRUSS 7.2x BLOCKING AT 48" O.C. W/ 16d TOENAILS EACH SIDE OF BLOCK ON EACH EACH END. 8.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 9.WALL SHEATHING AS OCCURS, SEE PLAN 10.BOUNDARY NAILING, SEE PLAN 11.ROOF SHEATHING, SEE PLAN 12.BLOCK AT PANEL JOINT AS REQUIRED 13.(5) 8d NAILS INTO EACH BLOCK 14.ATTACH BLOCKS IN SECOND BAY TO BLOCKS IN FIRST BAY W/ H2A CLIP AT 48" O.C. 206 PREFAB TRUSS AT WOOD STUD WALL NO SCALE 6 11 4'-0" MA X 10 12 8 3 33 1 10 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 2x BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.CONT SHAPED BLOCK W/ 16d NAIL AT 12" O.C. 10.16d TOENAIL EACH SIDE OF JOIST 1 2 NOTE: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 4 3 6 7 8 205 WOOD JOIST AT WOOD STUD WALL WW_RJ301 NO SCALE 5 9 10 7 13 13 14 1 KEYNOTES: 1.WOOD TRUSS, SEE PLAN 2.WALL BEYOND , SEE PLAN 3.WOOD STUD WALL TO BE FRAMED WITH 2x4 WALL STUDS AT 16" O.C.. ATTACH EACH STUD TO TOP AND BOTTOM PLATES W/ (2) #8 SCREWS OR (2) #10 TOESCREWS 4.SIMPSON DTC CLIP AT 48" O.C. MAX. INSTALL WITH FASTENERS AT TOP OF SLOTS AFTER ALL ROOF DEAD LOADS HAVE BEEN PLACED 5.PROVIDE 7/16"APA RATED SHEATHING W/ #8 SCREWS AT 6" O.C. AT ALL PANEL EDGES AND BOUNDARIES AND AT 12" O.C. IN FIELD. 6.ROOF SHEATHING, SEE PLAN 203 SUSPENDED WALL AT WOOD TRUSS NO SCALE 2 3 5 6 4 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.WALL SHEATHING AS OCCURS, SEE PLAN 3.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 4.WOOD BEAM, SEE PLAN 5.L6x4x5/16xCONT(LLV) STEEL ANGLE W/ (2) SDWS22500DB SCREWS AT 6" O.C. 6.BRICK VENEER PER ARCH 7.EDGE NAILING, SEE SHEARWALL SCHEDULE 201 STEEL ANGLE AT WOOD BEAM NO SCALE 5 1 3 2 4 6 7 7 2" 3" 1 KEYNOTES: 1.WOOD TRUSS, SEE PLAN 2.WALL BEYOND , SEE PLAN 3.WOOD STUD WALL TO BE FRAMED WITH 2x4 WALL STUDS AT 16" O.C.. ATTACH EACH STUD TO TOP AND BOTTOM PLATES W/ (2) #8 SCREWS OR (2) #10 TOESCREWS 4.ATTACH SUSPENDED WALL W/ (2) 1/4"Øx4" LONG SDS SCREWS AT 12" O.C. 5.PROVIDE 7/16"APA RATED SHEATHING W/ #8 SCREWS AT 6" O.C. AT ALL PANEL EDGES AND BOUNDARIES AND AT 12" O.C. IN FIELD. ROOF SHEATHING TO EXTEND FROM BOTTOM SUSPENDED WALL TO TOP OF TOP CHORD OF TRUSS 6.ROOF SHEATHING, SEE PLAN 7.NO SPLICE IN SHEATHING AT TOP PLATE OF SUSPENDED WALL 8.SIMPSON DTC CLIP AT 48" O.C. MAX. INSTALL WITH FASTENERS AT TOP OF SLOTS AFTER ALL ROOF DEAD LOADS HAVE BEEN PLACED 202 SUSPENDED WALL AT WOOD TRUSS NO SCALE 2 3 4 5 6 7 8 KEYNOTES: 1.WOOD JOIST, SEE PLAN 2.2x LADDER FRAMING TO MATCH JOIST SIZE AND SPACING, SEE PLAN 3.2x BLOCKING TO MATCH JOIST SIZE AND SPACING FOR FIRST BAY MIN, SEE PLAN 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.EDGE NAILING, SEE SHEARWALL SCHEDULE 8.BOUNDARY NAILING PATTERN INTO EACH BLOCK AND LADDER FRAMING, SEE PLAN 9.ROOF SHEATHING, SEE PLAN 10.BOUNDARY NAILING, SEE PLAN 11.(4) 16d NAILS INTO EACH LADDER FRAMED JOIST 12.A35 CLIP AT 24" O.C. NOTE: A.COORDINATE ROOF VENTILATION B.FASCIA PER ARCHITECTURAL DETAILS 207 WOOD JOIST AT WOOD STUD WALL WW_RJ303 NO SCALE 1 23 5 4 7 6 9 108 1'-6" MAX 8 10 12 204 PREFAB TRUSS AT WOOD STUD WALL NO SCALE KEYNOTES: 1.WOOD TRUSS W/ CLIPS, SEE PLAN. TRUSS MANUFACTURER TO DESIGN TRUSS FOR THE FOLLOWING LOADS AT LOCATION OF KICKER ATTACHMENT (ASD): WIND =180 PLF 2.CONT TRIPLE 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL. SHAPE TOP PLATE AS REQUIRED FOR SLOPE OF ROOF 3.WOOD STUD WALL, SEE PLAN 4.WALL SHEATHING, SEE SHEARWALL SCHEDULE 5.EDGE NAILING, SEE SHEARWALL SCHEDULE 6.A34 CLIP AT EACH KICKER INSTALL W/ #9x11/2" LONG SDS SCREWS 7.BOUNDARY NAILING, SEE PLAN 8.ROOF SHEATHING, SEE PLAN 9.2x FULL-HEIGHT BLOCK 10.2x6 WALL STUDS AT 24" O.C. 11.PROVIDE 2x BLOCKING AT PANEL EDGE PER SHEARWALL SCHEDULE 12.2x4 BLOCK BETWEEN EACH TRUSS W/ PF24A HANGER EACH END 13.CONT 2x BOTTOM PLATE W/ 16d NAILS AT 4" O.C. 14.2x6 KICKER BRACE AT 24" O.C. W/ (5) 16d NAILS INTO STUD AS SHOWN 15.CONT 2x BOTTOM PLATE W/ 4" LONG #10 SCREWS AT 8" O.C. AND (2) INTO EACH JOIST 16.NO SPLICE IN WALL SHEATHING NOTE: A.SLOPE, WATERPROOF AND DRAIN PER ARCH B.TRUSS MANUFACTURER SHALL DESIGN TRUSS FOR VERTICAL ±180# (ASD) WIND LOAD FROM PARAPET KICKER BRACE 1 2 3 5 4 8 7 4 5 13 10 H (4'-0" MA X ) 4 55 11 1 18 2/3 H 6 7 12 15 5 14 9 16 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S4.1 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 ROOF FRAMING DETAILS 208 PREFAB TRUSS AT WOOD STUD WALL NO SCALE KEYNOTES: 1.WOOD TRUSS W/ CLIP, SEE PLAN 2.CONT TRIPLE 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.WOOD STUD WALL, SEE PLAN 4.WALL SHEATHING , SEE SHEARWALL SCHEDULE 5.EDGE NAILING, SEE SHEARWALL SCHEDULE 6.FULL HEIGHT 2x BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 7.BOUNDARY NAILING, SEE PLAN 8.ROOF SHEATHING, SEE PLAN 9.CONT 2x FULL-HEIGHT BLOCK 10.2x6 WALL STUDS AT 24" O.C. 11.CONT SHAPED BLOCK W/ 16d NAIL AT 12" O.C. 12.(2) 2x6 BLOCKS BETWEEN EACH TRUSS W/ LUS26-2 HANGER EACH END 13.CONT 2x BOTTOM PLATE W/ #10x4" LONG SCREWS AT 8" O.C. AND (2) SCREWS INTO EACH TRUSS 14.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 15.16d TOENAIL EACH SIDE OF JOIST 16.WOOD JOIST W/ CLIP, SEE PLAN 17.H2.5A CLIP AT EACH STUD NOTE: A.SLOPE, WATERPROOF AND DRAIN PER ARCH B.TRUSS MANUFACTURER SHALL DESIGN TRUSSES FOR THE FOLLOWING VERTICAL LOADS (ASD), DL=450# SL=750# WL=250# FROM TOWER WALL BEARING ON TRUSS 1 2 3 58 7 4 9 13 16 8 10 14 6 7 11 15 5 210 PREFAB TRUSS AT WOOD STUD WALL NO SCALE KEYNOTES: 1.WOOD TRUSS W/ CLIP, SEE PLAN 2.CONT TRIPLE 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.WOOD STUD WALL, SEE PLAN 4.WALL SHEATHING, SEE SHEARWALL SCHEDULE 5.EDGE NAILING, SEE SHEARWALL SCHEDULE 6.FULL HEIGHT 2x BLOCKING W/ A35 CLIP BETWEEN EACH JOIST 7.BOUNDARY NAILING, SEE PLAN 8.ROOF SHEATHING, SEE PLAN 9.CONT 2x FULL-HEIGHT BLOCK 10.2x6 WALL STUDS AT 24" O.C. 11.PROVIDE 2x BLOCKING AT PANEL EDGE PER SHEARWALL SCHEDULE 12.CONT SHAPED BLOCK W/ 16d NAIL AT 12" O.C. 13.WOOD JOIST W/ CLIP, SEE PLAN 14.16d TOENAIL EACH SIDE OF JOIST 15.CONT 2x BOTTOM PLATE W/ #10x4" LONG SCREWS AT 8" O.C. AND (2) SCREWS INTO EACH TRUSS 16.(2) 2x6 BLOCKS BETWEEN EACH TRUSS W/ LUS26-2 HANGER EACH END 17.H2.5A CLIP AT EACH STUD 18.NO SPLICE IN WALL SHEATHING NOTE: A.SLOPE, WATERPROOF AND DRAIN PER ARCH B.TRUSS MANUFACTURER SHALL DESIGN TRUSSES FOR THE FOLLOWING VERTICAL LOADS (ASD), DL=425# SL=700# WL=300# FROM TOWER WALL BEARING ON TRUSS 1 2 3 5 4 8 7 4 515 10 55 11 16 15 5 9 10 4 5 13 6 8 7 12 14 6 7 12 14 5 12 17 17 18 17 1 KEYNOTES: 1.WOOD DRAG TRUSS ALIGNED W/ SHEARWALL 2.EDGE NAILING, SEE SHEARWALL SCHEDULE 3.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 4.WOOD STUD WALL TO BE FRAMED WITH 2x4 WALL STUDS AT 16" O.C.. ATTACH EACH STUD TO TOP AND BOTTOM PLATES W/ (2) #8 SCREWS OR (2) #10 TOESCREWS 5.WALL SHEATHING , SEE SHEARWALL SCHEDULE 6.ROOF SHEATHING, SEE PLAN 7.NO SPLICE IN SHEATHING AT TOP PLATE OF SUSPENDED WALL 8.ATTACH DRAG TRUSS TO DBL TOP PLATE W/ SIMPSON A35 CLIP AT 24" O.C. 9.BOUNDARY NAILING, SEE PLAN 209 SUSPENDED WALL AT WOOD TRUSS NO SCALE 8 5 6 7 2 4 3 9 10 / 2 6 / 2 0 2 3 PROJECT MANAGER:CAD OPERATOR:JOB NO.: fax: 208.227.8405 1020 E. Lincoln Road Idaho Falls, ID 83401 Structural Engineering phone: 208.227.8404 23-301 CJB CJB ID DA T E DE S C R I P T I O N STRUCTURAL MECHANICAL / PLUMBING ELECTRICAL S4.2 CIVIL 30 5 1st ST R E E T , ID A H O FA L L S ,ID 83 4 0 1 PH : 20 8 .75 7 .57 0 0 22007 GO O D 2 GO 10 4 - RE X B U R G ID UN I V E R S I T Y BL V D AN D 12 TH ST R E E T RE X B U R G , ID 83 4 4 0 FROST STRUCTURAL ENGINEERING 1020 LINCOLN RD IDAHO FALLS, ID 83401 PHONE: (208) 227-8404 MUSGROVE ENGINEERING, P.A. 645 W. 25TH ST. IDAHO FALLS, ID 83402 PHONE: (208) 523-2862 TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . TH E S E PL A N S , DR A W I N G S , AN D DE S I G N S AR E TH E EX C L U S I V E PR O P E R T Y OF RE S I N AR C H I T E C T U R E , LL C AN D SH A L L NO T BE RE P R O D U C E D IN AN Y FO R M WI T H O U T WR I T T E N CO N S E N T . AL L RI G H T S RE S E R V E D © 20 2 3 RE S I N AR C H I T E C T U R E , LL C . MUSGROVE ENGINEERING 234 S. WHISPERWOOD WAY BOISE, ID 83709 PHONE: (208) 384-0585 CONNECT ENGINEERING 1150 HOLLIPARK DRIVE IDAHO FALLS, ID 83401 PHONE: (208) 681-8590 ROOF FRAMING DETAILS 211 PREFAB TRUSS AT WOOD STUD WALL NO SCALE KEYNOTES: 1.WOOD TRUSS W/ CLIPS, SEE PLAN. TRUSS MANUFACTURER TO DESIGN TRUSS FOR THE FOLLOWING LOADS AT LOCATION OF KICKER ATTACHMENT (ASD): WIND = 180 PLF 2.CONT TRIPLE 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL. SHAPE TOP PLATE AS REQUIRED FOR SLOPE OF ROOF 3.WOOD STUD WALL, SEE PLAN 4.WALL SHEATHING , SEE SHEARWALL SCHEDULE 5.EDGE NAILING, SEE SHEARWALL SCHEDULE 6.A34 CLIP AT EACH KICKER INSTALL W/ #9x11/2" LONG SDS SCREWS 7.BOUNDARY NAILING, SEE PLAN 8.ROOF SHEATHING, SEE PLAN 9.2x FULL-HEIGHT BLOCK 10.2x6 WALL STUDS AT 24" O.C. 11.PROVIDE 2x BLOCKING AT PANEL EDGE PER SHEARWALL SCHEDULE 12.2x4 BLOCK BETWEEN EACH TRUSS W/ PF24A HANGER EACH END 13.CONT 2x BOTTOM PLATE W/ 16d NAILS AT 4" O.C. 14.2x6 KICKER BRACE AT 24" O.C. W/ (5) 16d NAILS INTO STUD AS SHOWN 15.CONT 2x BOTTOM PLATE W/ 4" LONG #10 SCREWS AT 8" O.C. AND (2) INTO EACH JOIST 16.NO SPLICE IN WALL SHEATHING NOTE: A.SLOPE, WATERPROOF AND DRAIN PER ARCH B.TRUSS MANUFACTURER SHALL DESIGN TRUSS FOR VERTICAL ±180# (ASD) WIND LOAD FROM PARAPET KICKER BRACE 1 2 3 5 4 8 7 4 5 13 10 H (4'-0" MA X ) 4 55 11 1 18 2/3 H 6 7 12 15 5 14 9 16 10 / 2 6 / 2 0 2 3