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Home My WebLink AboutENGINEER PLANS 11-30-2023 - 23-00089 - Manufab - New Commercial Shop11 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 0 / 2 3 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 = 0.143, SS = 0.375 DESIGN SPECTRAL RESPONSE ACCELERATIONS SD1 = 0.220, SDS = 0.375 PERCENT SNOW INCLUDED WITH SEISMIC LOADS 20 VERTICAL SHEAR TRANSFER ELEMENTS: PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.058 SPECIAL REINFORCED CONCRETE SHEAR WALLS R = 4, CS = 0.094 5. WIND DESIGN PARAMETERS (STRENGTH): ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST) WIND EXPOSURE C IMPORTANCE FACTOR Iw = 1.00 INTERNAL PRESSURE COEFFICIENT -0.18 COMPONENT AND CLADDING PRESSURE 40 PSF NET UPLIFT ON ROOF 20 PSF 2. VERTICAL LOADS: LOCATION LIVE / SNOW LOAD DEAD LOAD ROOF GROUND = 50 PSF ROOF = 35 PSF 15 PSF FLOOR OFFICE = 50 PSF PARTITION = 15 PSF TOTAL = 65 PSF 15 PSF 3. DEFLECTION LIMITS: ELEMENTS LIVE LOAD TOTAL LOAD ROOF TRUSSES/JOISTS L/360 L/240 FLOOR 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 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 STEEL: 1.MATERIALS: ROLLED W SHAPES, SHALL CONFORM TO ASTM A992 (FY=50 KSI). ALL OTHER STRUCTURAL STEEL SHAPES, ROLLED SECTIONS, BARS AND PLATES SHALL CONFORM TO ASTM A36 (FY = 36 KSI). ALL PIPE STEEL SHALL BE ASTM A501 (FY = 36 KSI) OR ASTM A53, TYPE E OR S, GRADE B (FY = 35 KSI). ALL TUBULAR STEEL SHALL BE ASTM A500 (FY = 46 KSI). 2.ALL BOLTS AND STUDS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL EXPANSION BOLTS TO HAVE CURRENT ICC REPORT RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. HEADED STUDS SHALL CONFORM TO ALL REQUIREMENTS OF THE LATEST EDITION OF THE "RECOMMENDED PRACTICES FOR STUD WELDING" AND THE "STRUCTURAL WELDING CODE" PUBLISHED BY AWS. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC. SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS. 3.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION. 4.WELDING SHALL BE BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. ALL WELDING SHALL USE E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE. ALL WELDING PER LATEST AMERICAN WELDING SOCIETY STANDARDS. ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. ALL FULL PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. 5.STEEL TO STEEL BOLTED CONNECTIONS: HIGH STRENGTH BOLTS SHALL BE ASTM A325N AND SHALL BE INSTALLED AS BEARING-TYPE CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE (TYPE "N" CONNECTION UNLESS NOTED OTHERWISE). BOLTS MAY BE TIGHTENED USING ANY AISC APPROVED METHOD. 6.DRYPACK SHALL BE 5,000 PSI FIVE STAR NON-SHRINK GROUT OR EQUIVALENT. INSTALL DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER BASE PLATES AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION. 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 S2.0 FOUNDATION PLAN --- S2.1 FLOOR FRAMING PLAN --- S2.2 ROOF FRAMING PLAN --- S3.0 FOUNDATION DETAILS 100 - SERIES S4.0 FLOOR FRAMING DETAILS 200 - SERIES S5.0 ROOF FRAMING DETAILS 300 - SERIES S5.1 ROOF FRAMING DETAILS 300 - 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 SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE AT LEAST 112" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED GLUE. PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BE USED ON ROOFS WHERE BUILT-UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHING SHALL COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 132") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 4.NOMINAL 2x AND 3x DECKING. TONGUE AND GROOVE TYPE. MINIMUM Fb = 1,600 PSI, MINIMUM E = 1,300,000 PSI. INSTALL WITH TONGUES UP SLOPE ON PITCHED ROOFS, AND OUTWARD IN THE DIRECTION OF LAYING ON FLAT ROOFS. NAIL EACH PLANK WITH 16d TOENAIL (THRU THE TONGUE) AND 16d FACE NAIL AT EACH SUPPORT. DECK SHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PLANKS BEARING ON TWO SUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION SEE AITC 117-2010. 5.GLUED-LAMINATED BEAMS (GLB): GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIR COMBINATION AT 24F-V4 AT SIMPLE SPAN BEAMS AND 24F-V8 AT MULTI-SPAN AND CANTILEVERED BEAMS WITH THE FOLLOWING MINIMUM PROPERTIES: FB = 2,400 PSI, FV = 190 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,800 KSI. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STANDARD CAMBER IS BASED ON A RADIUS OF CURVATURE OF 5000 FEET. 6.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. 7.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. 8.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. 9.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. 10.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. 11.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. 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 GE N E R A L S T R U C T U R A L N O T E S RE X B U R G , I D 8 3 4 4 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 0 / 2 3 GENERAL STRUCTURAL NOTES (APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS) 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: 2.QUALITY ASSURANCE PROGRAM: A.THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. B.THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND TO THE STRUCTURAL ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. CONCRETE (IBC TABLE 1705.3) VERIFICATION AND INSPECTION CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT -X 2. REINFORCING BAR WELDING: A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A 706;-X B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5 16" ; AND X C. INSPECT ALL OTHER WELDS.X 3. INSPECT ANCHORS CAST IN CONCRETE -X 4. INSPECT ANCHORS POST INSTALLED IN HARDENED CONCRETE MEMBERS. A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS. X B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A.X 5. VERIFY USE OF REQUIRED DESIGN MIX.-X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. X - 7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.X - 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.-X 9. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.-X 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 ADHESIVES: 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 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. VERIFICATION AND INSPECTION OF STRUCTURAL STEEL (PER AISC 360-CHAPTER N) VERIFICATION AND INSPECTION OBSERVE PERFORM 1. INSPECTION TASKS PRIOR TO WELDING (TABLE N5.4-1) A. WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE X B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE X C. MATERIAL IDENTIFICATION (TYPE/GRADE)X D. WELDER IDENTIFICATIONS SYSTEM (THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. (STAMPS, IF USED, SHALL BE THE LOW STRESS TYPE) X E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY), JOINT PREPARATION, DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) , BACKING TYPE AND FIT (IF APPLICABLE) X F. CONFIGURATION AND FINISH OF ACCESS HOLES X G. FIT-UP OF FILLET WELDS, DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION OF STEEL SURFACES) TACKING (TACK WELD QUALITY AND LOCATION) X H. CHECK WELDING EQUIPMENT X 2. INSPECTION TASKS DURING WELDING (TABLE N5.4-2) A. USE OF QUALIFIED WELDERS X B. CONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL X C. NO WELDING OVER CRACKED TACK WELDS X D. ENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE X E. WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.), PROPER POSITION (F, V, H, OH) X F. WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS X 3. INSPECTION TASKS AFTER WELDING (TABLE N5.4-3) A. WELDS CLEANED X B. SIZE LENGTH AND LOCATION OF WELDS X C. WELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY X D. ARC STRIKES X E. K-AREA (WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN, PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 IN. (75 MM) OF THE WELD). X F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)X G. REPAIR ACTIVITIES X H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER X 4. INSPECTION TASKS PRIOR TO BOLTING (TABLE N5.6-1) A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS X B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS X C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) X D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL X E. CONNECTION ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS X F. PRE-INSTALLED VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED X G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS X 5. INSPECTION TASKS DURING BOLTING (TABLE N5.6-2) A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED X B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION X C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING X D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARDS THE FREE EDGES X 6. INSPECTION TASKS AFTER BOLTING (TABLE N5.6-3) A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X 7. INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT (TABLE N6.1) A. PLACEMENT AND INSTALLATION OF STEEL DECK X B. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS X C. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS X 8. INSPECTOR SHALL BE ON PREMISES FOR INSPECTION DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL (SECTION N5.7) X REBAR DOWELING TO CONCRETE: 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 GE N E R A L S T U C T U R A L N O T E S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . VERIFICATION AND INSPECTION OF STRUCTURAL STEEL CONT... (PER AISC 360-CHAPTER N) 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 T11 ELEVATION - TYPICAL 2-STORY SHEARWALL TD18 NO SCALE KEYNOTES: 1.SHEATHING MATERIAL 2.DOUBLE STUDS AT EACH END OF SHEARWALL, EDGE NAIL ALONG DOUBLE STUDS 3.FULL HEIGHT WOOD STUDS 4.2ND FLOOR LINE 5.SIMPSON STRAP TYPE HOLDOWN 6.MIDHEIGHT BLOCKING AND EDGE NAILING REQUIRED AT PLYWOOD SHEET EDGES 7.SIMPSON HD TYPE HOLDOWN 8.1ST FLOOR LINE 9.BOTTOM PLATE ATTACHMENT 10.CONT 2x PT SOLE PLATE 11.SOLE PLATE ATTACHMENT 1 3 2 5 11 7 6 8 5 4 9 3 10 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 T12 ELEVATION - TYPICAL SOLID 2x BLOCKING TD22 NO SCALE 4 5 2 31 5 4 2 31 5 5 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 T13 ELEVATION - TYPICAL TOP PLATE SPLICE TD24 NO SCALE 4 5 1 3 2 3 2 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 T9 MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE TD34 NO SCALE 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" - 2516", 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 T10 TYPICAL WEB STIFFENER REQUIREMENTS 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 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 TY P I C A L D E T A I L S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . 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 T14 TYPICAL HEADER CONNECTION NO SCALE NOTE: A.MINIMUM STAPLING SPECIFIED HEREIN SHALL BE PROVIDED UNLESS NOTED OTHERWISE ON PLANS, DETAILS OR GENERAL STRUCTURAL NOTES 8d COMMON AT 12" O.C. 16 GA STAPLE AT 12" O.C. ALTERNATE FASTENER SCHEDULE ALTERNATE FASTENERSPECIFIED FASTENER 8d COMMON AT 6" O.C. 8d COMMON AT 4" O.C. 15 GA STAPLE AT 12" O.C. 14 GA STAPLE AT 12" O.C. 13 GA STAPLE AT 12" O.C. 16 GA STAPLE AT 4" O.C. 15 GA STAPLE AT 5" O.C. 14 GA STAPLE AT 6" O.C. 13 GA STAPLE AT 6" O.C. 13 GA STAPLE AT 5" O.C. 14 GA STAPLE AT 4" O.C. 15 GA STAPLE AT 3" O.C. 16 GA STAPLE AT 2.5" O.C. 15 GA STAPLE AT 2" O.C. 14 GA STAPLE AT 3" O.C. 13 GA STAPLE AT 4" O.C. 8d COMMON AT 3" O.C. MATERIAL: 7/16" SHEARWALL OR ROOF SHEATHING NOTES: 1.STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 716" INCH OUTSIDE DIMENSION. AND INSTALLED WITH CROWN PARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER. 2.FRAMING SHALL BE 3x OR WIDER WHEN NAIL SPACING IS LESS THAN 3 INCHES ON CENTER. 3.ALL STAPLES SHALL HAVE 112" LONG LEGS MINIMUM. 4.STAPLE SIZES AND SPACING PER REPORT NO. ICC-ESR-1539 T17 ALTERNATE SHEATHING STAPLE OPTION TD32 NO SCALE KEYNOTES: 1.SHEAR PLATE TO EQUAL OR EXCEED BEAM WEB THICKNESS 3 8" MIN OR AS SHOWN OTHERWISE 2.5 16" FOR 21" DEEP BEAMS OR LESS, 3 8" FOR BEAMS 24" OR GREATER 3.12" CLEAR TO FACE OF SUPPORTING MEMBER (TYP) 4.AISC MIN EDGE DISTANCE 5.HORIZONTAL SHORT SLOTTED HOLES AT 3" O.C. MIN IN EITHER BEAM OR SHEAR PLATE PER AISC SPEC NOTE: A.TYP CONNECTION CONSISTS OF ONE SHEAR PLATE WITH 3 4"Ø OR 7 8"Ø A325N BOLTS, SEE SCHEDULE B.MAINTAIN BOLT SPACING AND EDGE DISTANCES PER AISC SPEC 3 4 4 5 4 1 2 2 1 2" MAX " D " 3 4 4 5 4 2 2 NOMINAL BEAM DEPTH "D"NUMBER OF BOLTS IN ROW UP TO 7"(2) 3 4"Ø 8" TO 10"(2) 3 4"Ø 12" TO 14"(3) 3 4"Ø 16"(4) 3 4"Ø 18"(5) 3 4"Ø 21"(6) 3 4"Ø 24" TO 27"(7) 7 8"Ø 30"(8) 7 8"Ø 33"(9) 7 8"Ø 36"(10) 7 8"Ø T15 TYPICAL SHEAR PLATE CONNECTION DETAIL NO SCALE KEYNOTES: 1.ICF CONCRETE WALL, SEE PLAN 2.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.2x WALL FRAMING, SEE PLAN 4.FLOOR SHEATHING, SEE PLAN 5.HDU2 HOLDOWN W/ SIMPSON 5/8"DIA TITEN HD BOLT W/ 4" MIN EMBEDMENT INTO CONCRETE 6.BOUNDARY NAILING ALONG THE ENTIRE RIM BOARD, SEE PLAN 7.RIM BOARD, SEE DETAILS FOR ADDITIONAL INFORMATION T16 TYPICAL WOOD BEARING WALL AT ICF WALL NO SCALE 6 1 4 3 2 5 7 KEYNOTES: 1.STEEL RAILWAY BEAM BY OTHERS, ATTACH PER MANUFCTURER 2.PROVIDE (2) 3 8" WEB STIFFENERS EACH SIDE OF STEEL BEAM AT RUNWAY BEAM ATTACHMENT 3.SLOPED STEEL BEARING PLATE 4.STEEL BEAM, SEE PLAN 5. FILLET WELD AROUND WEB STIFFENER TO WEB AND TO EACH FLANGE OF BEAM T18 TYPICAL RUNWAY BEAM AT ROOF BEAM NO SCALE 1 2 3 4 1/4 5 2 T19 TYPICAL ICF CONCRETE LINTEL NO SCALE KEYNOTES: 1.CONTINUE STANDARD WALL REINFORCING THROUGH THE ICF CONCRETE LINTEL 2.ICF CONCRETE WALL 3.WALL VERTICAL REINFORCING 4.8" CONCRETE CORE 5.SHEAR TIES LI N T E L D E P T H SE E S C H E D U L E TY P I C A L I C F C O N C R E T E WA L L A B O V E WIDTH NOTE: A.ANY HORIZONTAL BAR SPLICES SHALL HAVE A MINIMUM LENGTH OF 72 BAR DIA. B.PROVIDE 90° STANDARD HOOK WHERE HORIZONTAL REINFORCING DOES NOT EXTEND 2'-0" BEYOND OPENING 2 3 1 2" 3" 3 4 MULTIPLE ROWS 5 5 1 KEYNOTES: 1.CONCRETE WALL, SEE PLAN 2.112" CLR FOR #5 AND SMALLER OR 2" CLR FOR #6 AND LARGER 3.TOTAL NUMBER AT VERTICAL REBAR, SEE SCHEDULE 4.TIES, SEE SCHEDULE 5.CONCRETE JAMB WIDTH, SEE SCHEDULE NOTE: A.ALL VERTICAL REBAR SHALL EXTEND FULL HEIGHT FROM ROOF TO FOUNDATION WITH THE APPROPRIATE LAP SPLICES AS NEEDED. PROVIDE DOWEL IN FOUNDATION TO MATCH VERTICAL BAR LENGTH, SEE SCHEDULE TYPE B (REBAR EACH FACE OF WALL) TYPE A (REBAR CENTER IN WALL) LENGTH, SEE SCHEDULE 2 2 1 1 4 4 T20 TYPICAL CONCRETE JAMB TD53 NO SCALET23TYPICAL CONCRETE WALL REINFORCING AROUND OPENINGS - ELEVATION NO SCALE KEYNOTES: 1.WOOD TRUSS, SEE PLAN 2.WOOD SOLE PLATE, SEE PLAN 3.WALL REINFORCING AT TOP OF WALL, SEE PLAN 4.PROVIDE 90° STANDARD HOOK WHERE LINTEL REINFORCING EXTENDS LESS THAN 24" BEYOND OPENING 5.TYPICAL CORNER OR JAMB VERTICAL BARS 6.PROVIDE (1) #5 HORIZONTAL BAR BELOW OPENINGS 7.ICF CONCRETE WALL, SEE PLAN FOR REINFORCING 8.FOUNDATION VERTICAL DOWEL, MATCH ALL VERTICAL WALL REINFORCING 9.LINTEL REINFORCING, SEE PLAN 10.FULL HEIGHT VERTICAL JAMB REINFORCING, SEE PLAN 11.SEE TYPICAL CONCRETE LINTEL DETAIL 12.SEE TYPICAL CONCRETE JAMB DETAIL NOTE: A.SPECIAL INSPECTION REQUIRED, SEE GSN B.SEE PLAN AND CORRESPONDING DETAILS FOR LINTEL AND JAMB REINFORCING REQUIREMENTS 24" MIN TYP 24" MIN TYP 10 9 4 6 2 5 8 MI N L A P 12 11 11 12 OPEN OPEN 9 7 T21 STRAP TYPE HOLDOWNS / SHEARWALL END POSTS, PLAN VIEW - HOLDOWN LOCATIONS 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 T22 PLAN - STEEL COLUMN AT WOOD STUD WALL NO SCALE KEYNOTES: 1.STEEL COLUMN, SEE PLAN 2.2x NAILER W/ 5 8" THREADED STUD AT 12" O.C. 3.EDGE NAILING, SEE SHEARWALL SCHEDULE 4.WALL SHEATHING AS OCCURS, SEE PLAN 433 21 2 NOTE: A.THRU BOLT ATTACHMENTS ARE NOT TO BE USED AT BOTTOM OF BEAM. RUNWAY BEAM TO ATTACH W/ THREADED STUDS TO BOTTOM OF BEAM OR FIELD WELDS 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 S1.3 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 TY P I C A L D E T A I L S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . 6" 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 3'-0"1'-0"3'-0"5'-91 2"3'-0" 200'-0" 30'-0" 26'-0" 6" 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 WF48 / W1 WF48 / W1 WF36 / W1 WF 4 2 / W 1 WF 3 6 / W 1 WF 4 2 / W 1 WF24 / W2 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 CONCRETE SLAB ON GRADE 77 7 WF18 WF18 J2 J2 J2 J2J2J2 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J2 J1 J3 J3 J3 J2J1 J1 J1 J1 J1 J1 J1 J1J1 J1 J3J2J2 J2 J2 J2 J2 J2 J2 J2 J2 J2 J2 J3 J3 J3 J3 J3 J3 J3 J3 J2 J2 J2 J2 J2 J2 J2 J2 J3 J3 J2 J2 J2 J2 J2 J2 J2 F108 J1 J1 128'-71 2" 34'-71 2"3'-0"5'-0"16'-0" 11'-6" 5'-10"5'-2" 13 ' - 2 " 6' - 1 0 " 4' - 0 " 2'-81 2" 34'-63 4"3'-0"5'-0"16'-0"56'-113 4"3'-0"6'-0"12'-0"22'-51 2" 60 ' - 1 1 " 41'-0" 15 0 ' - 0 " 55 ' - 5 3 4" 14 ' - 0 " 6' - 5 " 3' - 0 " 10 ' - 2 1 2" 89 ' - 1 " 4' - 1 0 1 4" 12 ' - 0 " 7' - 6 " 3' - 0 " 45 ' - 9 1 2" 3' - 0 " 4' - 0 " 14 ' - 0 " 69 ' - 1 0 1 2" WF 1 8 F108 WF 4 2 / W 1 13'-6"13'-6"3'-0" A AAA J1 J3 J3 J1 J1 1 2 3 A C 24 ' - 0 " WF 2 4 / W 2 SC2 F42 SC1 SC1 SC2 F42 15'-41 2" B 6" 23 ' - 8 1 2" WF24 / W2 SC2 7 7 SC1 F60 SC2 WF 2 4 / W 2 F60 F60 SC2 F60 SC2 1' - 6 " 1 7 WF 2 4 / W 2 101 101 101 101 101 102102 105105 105 105105 105 105 105 106106 106 106106 105 105 101 102 109 108 107 108 104 104 104 104 SIM 109 108 108 108 108 SCALE: FOUNDATION PLAN 1/8" = 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 FO U N D A T I O N P L A N RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . 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 SOLID LINES AND HATCH DESIGNATE STRUCTURAL ICF (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.W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL INFORMATION. J.WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL INFORMATION. K.F36, F48, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL INFORMATION. L.C1, C2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR MASONRY COLUMN. SEE COLUMN SCHEDULE FOR ADDITIONAL INFORMATION. M.J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR MASONRY JAMB. SEE JAMB SCHEDULE FOR ADDITIONAL INFORMATION. N.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID BLOCKING BETWEEN FLOORS" DETAIL. O.ALL EXTERIOR WOOD WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. FOUNDATION PLAN NOTES 5 6.7 A B 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 THICK- NESS FOOTING REINFORCING REMARKS F42 42"42"10"(5) #4 EACH WAY, BOTTOM --- F60 60"60"10"(8) #4 EACH WAY, BOTTOM --- F108 108"108"14"(10) #6 EACH WAY, BOTTOM --- WF18 CONT 18"10"(2) #4 CONT, BOTTOM WF36 CONT 36"10"(4) #4 CONT W/ #4 AT 16" O.C. TRANSVERSE, BOTTOM WF42 CONT 42"10"(4) #4 CONT W/ #4 AT 16" O.C. TRANSVERSE, BOTTOM WF48 CONT 48"12"(5) #4 CONT W/ #4 AT 16" O.C. TRANSVERSE, BOTTOM STRIP FOOTING STRIP FOOTING STRIP FOOTING STRIP FOOTING WALL (W) SCHEDULE MARK THICKNESS AND TYPE VERTICAL REINFORCING HORIZONTAL REINFORCING REMARKS W1 8" CONCRETE #5 AT 16" O.C.#4 AT 18" O.C.ICF BLOCK WALL W2 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.--- JAMB (J) SCHEDULE SEE TYPICAL JAMB DETAIL FOR ADDITIONAL INFORMATION MARK REBAR AND QUANTITIES TYPE LENGTH REMARKS J1 (8) #5 B 48"REBAR CENTERED J2 (2) #5 A 6"REBAR CENTERED J3 (3) #5 A 8"REBAR CENTERED SHEARWALL HOLDOWN SCHEDULE NOTES: 1. SEE TYPICAL DETAILS FOR ANCHOR BOLT EMBEDMENT REQUIREMENTS. 2. POSTS SHOWN ON THE PLANS ARE 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 STHD14 (2) 2x STUDS N/A N/AA SHEARWALL TYPE SCHEDULE NOTES: 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.) 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES. MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 36" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 24" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 32" O.C. WOOD:16d STAGGERED AT 4" O.C. 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 6. 7 STEEL COLUMN (SC) SCHEDULE MARK SIZE BASE CONNECTION SC1 HSS4x4x14 SEE DETAILS SC2 HSS5x5x14 SEE DETAIL 1.ADD 42"x18"x10" CONCRETE ONTO EXISTING FOOTING, CENTERED ON STEEL COLUMN. DRILL AND EPOXY INTO EXISTING FOOTING SIMILAR TO DETAIL 104 PLAN KEYNOTESX MBCI PBR 26 Ga. ROOF PANEL, MINIMUM 3-SPAN FOR EACH PANEL, ATTACH W/ (4) #12 SCREWS AT EACH SUPPORT AND #12 SCREWS AT 12" O.C. ALONG SEAMS WJ1 B2B2 W1W1W1W1W1W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 77 J2J2 J2 J2 J2 J2 J1 J1J1J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J2 J1 J3 J3 J3 J2J1 J1 J1 J1 J1 J1 J1 J1 J1 J3J2J2 J2 J2 J2 J2 J2 J2 J2 J2 J2 J2 J3 J3 J3 J3 J3 J3J3 J3 J2 J2 J2 J2 J2 J2 J2 J2 J3 J3 J2 J2 J2 J2 J2 J2 J2 L2 L1L1L1 OPEN OPEN J1 J1 2 J1 J3 J3 J1 J1J1 201 201 209 206 205 203 204 1 2 3 A C77 207 208 WJ1 202 211W12x58 OR W14x48 B 5 5 B2 4 W1 0 x 6 0 O R W1 2 x 4 0 HS S 1 2 x 2 x 3 16 A T 3 6 " O . C . 315 318 316 317 5 5 3 3 1 6 6 211 7 211 7 B4 210 7 8 SCALE: FLOOR FRAMING PLAN 1/8" = 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 FL O O R F R A M I N G P L A N RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . 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 WOOD BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16" O.C. UNO. E.TYPICAL BEARING WALL SHALL BE A 1312" ICF WALL W/ 8" CONCRETE CORE, SEE SCHEDULE FOR REINFORCING. F.PROVIDE (1) #4 JAMB 3" FROM ALL WINDOW OPENINGS AND CORNERS U.N.O. G.PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS, (1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2) KS, 9'-1" TO 12'-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE "TYPICAL HEADER CONNECTION" DETAIL. H. WALLS WITH SOLID LINES AND HATCH DESIGNATE STRUCTURAL ICF (BEARING) WALL. I. WALLS WITH SOLID LINES DESIGNATED STRUCTURAL (BEARING) WALLS. J. WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING) WALLS. K. , , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL LENGTH. L.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. M.WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOOD JOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONAL INFORMATION. N.P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST. SEE POST SCHEDULE FOR MORE INFORMATION. O.W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL INFORMATION. P.L1, L2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR MASONRY LINTEL. SEE LINTEL SCHEDULE FOR ADDITIONAL INFORMATION. Q.J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR MASONRY JAMB. SEE JAMB SCHEDULE FOR MORE INFORMATION. R.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID BLOCKING BETWEEN FLOORS" DETAIL. S.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. T.ALL EXTERIOR WOOD WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. 5 6.7 1.ANY INTERIOR WALLS THAT CONNECT TO THE ROOF FRAMING MUST BE CONNECTED PER TYPICAL DETAIL "TYPICAL NON-BEARING WALL TO ROOF CONNECTION" 2.2x4 AT 16" O.C. BEARING WALL 3.ATTACH WALL TO ICF WALL PER TYPICAL DETAIL "TYPICAL WOOD BEARING WALL AT ICF WALL" 4.STEEL PLATE LEDGER PER DETAIL 209 IS TO BACKSPAN 10'-0" MIN UNBROKEN FROM CORNER OF ROOF AND CANTILEVER OUT PAST EDGE OF WALL. 5.STEEL COLUMN TO REMAIN CONTINUOUS FROM FOUNDATION TO STEEL ROOF BEAM. DO NOT BREAK AT FLOOR 6.WHERE DBL TOP PLATE BREAKS, STRAP PLATES TOGETHER W/ SIMPSON MSTC40 STRAP 7.SET BEAM ON NAILER OF STEEL BEAM AND ATTACH W/ SIMPSON HGA10KT CLIP W/ 14"Øx112" LONG SDS SCREWS INTO BEAM AND INTO NAILER 8.BEAM TO BE PLACED IN WALL AT SAME LEVEL AS FLOOR JOISTS PLAN KEYNOTESX 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 6x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS WALL (W) SCHEDULE MARK THICKNESS AND TYPE VERTICAL REINFORCING HORIZONTAL REINFORCING REMARKS W1 8" CONCRETE #5 AT 16" O.C.#4 AT 18" O.C.ICF BLOCK WALL W2 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.--- JAMB (J) SCHEDULE SEE TYPICAL JAMB DETAIL FOR ADDITIONAL INFORMATION MARK REBAR AND QUANTITIES TYPE LENGTH REMARKS J1 (8) #5 B 48"REBAR CENTERED J2 (2) #5 A 6"REBAR CENTERED J3 (3) #5 A 8"REBAR CENTERED BEAM (B) SCHEDULE MARK SIZE B1 (2) 2x6 OR 4x6 OR (2) 13 4x512 LVL B2 (2) 2x10 OR 4x10 OR (2) 13 4x714 LVL B3 (2) 13 4x117 8 LVL B4 (3) 13 4x117 8 LVL SHEARWALL TYPE SCHEDULE NOTES: 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.) 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES. MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 36" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 24" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 32" O.C. WOOD:16d STAGGERED AT 4" O.C. 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 6. 7 LINTEL (L) SCHEDULE MARK SIZE REINFORCING L1 12" DEEP (1) #5 TOP AND BOTTOM L2 18" DEEP (2) #6 TOP AND BOTTOM L3 30" DEEP (2) #6 TOP AND BOTTOM WOOD JOIST ( ) SCHEDULE MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER WJ1 117 8" TJI 210 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88 WJ2 2x12 AT 16" O.C.LUS210 JB2012A WJ 1 2 3 A B C 2 W1W1W1W1W1W1W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 20'-0"20'-0"20'-0"20'-0"20'-0"20'-0"20'-0"20'-0"20'-0"20'-0" 18 ' - 0 " 18 ' - 0 " 18 ' - 0 " 18 ' - 0 " MBCI PBR 26 Ga. ROOF PANEL, MINIMUM 3-SPAN FOR EACH PANEL, ATTACH W/ (4) #12 SCREWS AT EACH SUPPORT AND #12 SCREWS AT 12" O.C. ALONG SEAMS MBCI PBR 26 Ga. ROOF PANEL, MINIMUM 3-SPAN FOR EACH PANEL, ATTACH W/ (4) #12 SCREWS AT EACH SUPPORT AND #12 SCREWS AT 12" O.C. ALONG SEAMS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZE E 8 . 0 x 3 . 0 Z 1 3 PU R L I N S A T 4 ' - 0 " O . C . ZEE 8.0x3.0Z13 PURLINS AT 4'-0" O.C. ZEE 8.0x3.0Z13 PURLINS AT 4'-0" O.C. ZEE 8.0x3.0Z13 PURLINS AT 4'-0" O.C. ZEE 8.0x3.0Z13 PURLINS AT 4'-0" O.C. ZEE 8.0x3.0Z13 PURLINS AT 4'-0" O.C. 111111111 1 1 1 1 1 4' - 0 " MA X 4' - 0 " MA X 2 W1 J1 J1J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J1 J3 J3 J3 J2J1 J1 J1 J1 J1 J1 J1J1 J1 J1 J3 J2 J2 J2 J2 J2 J2 J2 J2 J2 J3 J3 J3 J3 J3 J3J3 J3 J2 J2 J2 J2 J2 J2 J2 J2 J3 J3 J2 J2 J2 J2 J2 J2 J2 J1 J2 J2 T.O.W. 22'-0" T.O.W. 27'-0" T.O.W. 22'-0" T.O.W. 27'-0" T.O.W. 22'-0" T.O.W. 16'-0" T.O.W. 22'-0" T.O.W. 19'-4" T.O.W. 16'-0" T.O.W. 19'-4" 6.6. B1B1 W3 0 x 1 0 8 W3 0 x 1 0 8 W3 0 x 1 0 8 W3 0 x 1 0 8 W3 0 x 1 0 8 W3 0 x 1 0 8 W3 0 x 1 0 8 W21x182 W3 0 x 1 0 8 W3 0 x 1 0 8 W21x62 W21x62 W21x62 W21x62 L1 L1 L1 L2 L1 L2 L1 L1 L1 L1 L1L1L3L1L1L1L1 L1 L1 L3 L1 L1L1 302 305305305305305305305 LOW 303 306 309309309309309 304304304304304304304 306 311 309 309 309 309 307 307 307 307 308 308 308 308 306 312312 307 308 310 312 309309309309 MBCI PBR 26 Ga. ROOF PANEL, MINIMUM 3-SPAN FOR EACH PANEL, ATTACH W/ (4) #12 SCREWS AT EACH SUPPORT AND #12 SCREWS AT 12" O.C. ALONG SEAMS L2 W1 L1 J2 4' - 0 " MA X 7 301 J1 305 WJ2 WJ2 314 305 6. W12x65 W12x65 4 4 301 302 8'-0" MAX 15'-0" MAX 7 313 320 320 319 319 SCALE: ROOF FRAMING PLAN 1/8" = 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 RO O F F R A M I N G P L A N 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 #5 AT 16" O.C.#4 AT 18" O.C.ICF BLOCK WALL W2 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.--- 1.12"Ø 6x19 IWRC WIRE ROPE BRACING 2.CRANE RUNWAY BEAM BY OTHERS. RUNWAY BEAM NOT TO BE PLACED MORE THAN 4'-0" AWAY FROM BEARING ON EITHER SIDE. SEE "TYPICAL RUNWAY BEAM ATTACHMENT" DETAIL FOR ADDITIONAL INFORMATION 3.ATTACH STEEL BEAM TO POST W/ (8) 14"Øx8" LONG SDS SCREWS THROUGH BOTTOM FLANGE INTO POST 4.ATTACH WALL TO ICF WALL PER TYPICAL DETAIL "TYPICAL WOOD BEARING WALL AT ICF WALL" PLAN KEYNOTESX 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 WOOD BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16" O.C. UNO. E.TYPICAL BEARING WALL SHALL BE A 1312" ICF WALL W/ 8" CONCRETE CORE, SEE SCHEDULE FOR REINFORCING. F.PROVIDE (1) #4 JAMB 3" FROM ALL WINDOW OPENINGS AND CORNERS U.N.O. G.PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS, (1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2) KS, 9'-1" TO 12'-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE "TYPICAL HEADER CONNECTION" DETAIL. H. WALLS WITH SOLID LINES AND HATCH DESIGNATE STRUCTURAL ICF (BEARING) WALL. I. WALLS WITH SOLID LINES DESIGNATED STRUCTURAL (BEARING) WALLS. J. WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING) WALLS. K. , , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL LENGTH. L.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. M.W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL INFORMATION. N.L1, L2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR MASONRY LINTEL. SEE LINTEL SCHEDULE FOR ADDITIONAL INFORMATION. O.J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE OR MASONRY JAMB. SEE JAMB SCHEDULE FOR ADDITIONAL INFORMATION. P.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. Q.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID BLOCKING BETWEEN FLOORS" DETAIL R.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION. S.ALL EXTERIOR WOOD WALLS SHALL BE CONSTRUCTED WITH TYPE "5" SHEARWALLS, UNO. 5 6.7 JAMB (J) SCHEDULE SEE TYPICAL JAMB DETAIL FOR ADDITIONAL INFORMATION MARK REBAR AND QUANTITIES TYPE LENGTH REMARKS J1 (8) #5 B 48"REBAR CENTERED J2 (2) #5 A 6"REBAR CENTERED J3 (3) #5 A 8"REBAR CENTERED BEAM (B) SCHEDULE MARK SIZE B1 (2) 2x6 OR 4x6 OR (2) 13 4x512 LVL B2 (2) 2x10 OR 4x10 OR (2) 13 4x714 LVL B3 (2) 13 4x117 8 LVL B4 (3) 13 4x117 8 LVL SHEARWALL TYPE SCHEDULE NOTES: 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.) 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES. MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 36" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 7 16" APA RATED SHEATHING (BLOCKED) ONE SIDE OF WALL 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 12"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 24" O.C. CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3" PLATE WASHERS AT 32" O.C. WOOD:16d STAGGERED AT 4" O.C. 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 6. 7 LINTEL (L) SCHEDULE MARK SIZE REINFORCING L1 12" DEEP (1) #5 TOP AND BOTTOM L2 18" DEEP (2) #6 TOP AND BOTTOM L3 30" DEEP (2) #6 TOP AND BOTTOM WOOD JOIST ( ) SCHEDULE MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER WJ1 117 8" TJI 210 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88 WJ2 2x12 AT 16" O.C.LUS210 JB2012A 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 6x8 DOUG FIR NO. 1 SEE TYPICAL DETAILS 2 4 3 7 3" CL R 3" CLR 6 1 101 ICF WALL AT FOUNDATION NO SCALE KEYNOTES: 1.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 2.MINIMUM FOOTING DEPTH, SEE GSN 3.COMPACTED SUB GRADE BELOW FOOTING, SEE PLAN 4.CONCRETE FOOTING, SEE PLAN 5.ICF CONCRETE WALL, SEE PLAN 6.CONCRETE SLAB ON GRADE, SEE PLAN 7.VERTICAL DOWELS TO MATCH SIZE AND SPACING OF WALL REINFORCEMENT 18 " M I N LA P S P A C E 5 102 WOOD STUD WALL AT FOUNDATION NO SCALE 3" CLR 3" CL R 8 10 7 9 6 1 2 5 4 3 8" 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 8" OF GRADE PER ARCH DRAWINGS 103 CONCRETE SLAB AT FOUNDATION NO SCALE 3" CLR 3" CL R 8 7 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 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" 105 ICF WALL AT FOUNDATION NO SCALE KEYNOTES: 1.WALL BEYOND, SEE PLAN 2.#4 BENT DOWEL AT 18" O.C. 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.ICF 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 7 5 6 3" CL R 3" CLR 3 8 4 1 2 18" 18" 106 ICF WALL AT FOUNDATION NO SCALE KEYNOTES: 1.WALL BEYOND, SEE PLAN 2.#4 BENT DOWEL AT 18" O.C. 3.CONCRETE SLAB ON GRADE, SEE PLAN 4.ICF CONCRETE WALL, SEE PLAN 5.CONCRETE FOOTING, SEE PLAN 6.COMPACTED SUB-GRADE BELOW FOOTING SEE PLAN 7.MINIMUM FOOTING DEPTH, SEE GSN 7 5 6 3" CL R 3" CLR 3 4 1 2 18" 18" 107 TYPICAL STEEL COLUMN AT FOUNDATION NO SCALE 1 6 7 3 5 1 2 2 KEYNOTES: 1.STEEL COLUMN, SEE PLAN 2.3 4"x10"x0-'10" STEEL BASE PLATE W/ (4) 3 4"Ø ANCHOR BOLTS W/ 8" MINIMUM EMBEDMENT INTO CONCRETE. PROVIDE LEVELING NUTS AT PLATE 3.±112" NON-SHRINK GROUT 4.CONCRETE CLOSURE POUR. POUR AFTER DEAD LOADS ARE IN PLACE 5.CONCRETE SLAB ON GRADE, SEE PLAN 6.CONCRETE FOOTING, SEE PLAN 7.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 1/4 2 1 4 4 PLANA A 3" CLR 3" CL R 112" TY P 112" TY P 11 2" TYP 108 STEEL COLUMN AT FOUNDATION NO SCALE KEYNOTES: 1.STEEL COLUMN, SEE PLAN 2.SIDEWALK, PAVEMENT, OR FINISH GRADE PER ARCH 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 8.3 4" THICK STEEL BASE PLATE W/ (4) 3 4"Øx10" LONG TITEN HD ANCHORS 3" CLR 3" CL R 2 7 6 1 8 5 4 3 3/16 109 STEEL COLUMN AT FOUNDATION NO SCALE KEYNOTES: 1.STEEL COLUMN, SEE PLAN 2.3 4"x10"x0-'10" STEEL BASE PLATE W/ (4) 3 4"Ø ANCHOR BOLTS W/ 8" MINIMUM EMBEDMENT INTO CONCRETE. PROVIDE LEVELING NUTS 3.#3 TIES AT 8" O.C. 4.MINIMUM FOOTING DEPTH, SEE GSN 5.CONCRETE FOOTING, SEE PLAN 6.COMPACTED SUB-GRADE BELOW FOOTING, SEE PLAN 7.12"SQ CONCRETE PIER W/ (4) #4 BARS VERTICAL 8.FINISH GRADE, SEE ARCH 9.±11 2" NON-SHRINK GROUT NOTES: A.PROTECT EXPOSED STEEL, SEE ARCHITECTURAL 3" CLR 3 1 2 7 5 6 3" CL R 4 1/4 8 51 2" 1' - 6 " 23 4"23 4" 9" 112" 9 104 WOOD STUD WALL AT FOUNDATION NO SCALE 3" CLR 3" CL R 8 10 7 9 6 1 2 5 4 3 8" 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 11.21" LONG #4 DOWELS AT 12" O.C. DRILL AND EPOXY INTO CONTINUOUS FOOTING W/ SIMPSON SET 3G EPOXY 12.ADD SPOT FOOTING TO SIDE OF CONTINUOUS FOOTING. PROVIDE (2) CONTINUOUS #4 BARS IN LENGTH OF FOOTING NOTES: A.WATERPROOF ANY EXTERIOR WOOD FRAMING WITHIN 8" OF GRADE PER ARCH DRAWINGS3" CLR 3" CL R 11 12 11 12 3" 112" 3" 1' - 0 " 1'-0" 234" 234" 23 4"23 4" 51 2" 512" 11 2"3"2" 112" 3" 2" 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 FO U N D A T I O N D E T A I L S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . KEYNOTES: 1.WOOD JOIST W/ HANGER, SEE PLAN 2.CONT 13 4x117 8 LVL LEDGER W/ SIMPSON ICFVL-CW LEDGER CONNECTOR SYSTEM AT 30" O.C. 3.ICF CONCRETE WALL, SEE PLAN 4.BOUNDARY NAILING, SEE PLAN 5.FLOOR SHEATHING, SEE PLAN 6.SIMPSON HGA10 CLIP AT 48" O.C.. INSTALL PER MANUFACTURER'S INSTRUCTIONS 7.PROVIDE WEB STIFFENER EACH SIDE OF JOIST AT EACH HGA10 CLIP. SEE "TYPICAL WEB STIFFENER REQUIREMENTS" DETAIL 1 2 3 5 201 WOOD JOIST AT ICF CONCRETE WALL NO SCALE 4 6 7 KEYNOTES: 1.WOOD JOIST W/ (2) 16d NAILS, 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 BOARD 7.BOUNDARY NAILING, SEE PLAN 8.FLOOR SHEATHING, SEE PLAN 9.GAURDRAIL BY OTHERS 1 2 3 55 4 7 6 8 203 WOOD JOIST AT WOOD STUD WALL NO SCALE NOTES: A.NO WALL SHEATHING SPLICE BETWEEN RIM BOARD AND TOP PLATE, IF SHEATHING BREAKS PROVIDE A35 CLIP AT EACH JOIST 9 KEYNOTES: 1.WOOD JOIST, SEE PLAN 2.WOOD JOIST BLOCKING AT 24" O.C. W/ (2) 16d NAILS 3.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 4.WOOD STUD WALL, SEE PLAN 5.WALL SHEATHING AS OCCURS, SEE PLAN 6.EDGE NAILING, SEE SHEARWALL SCHEDULE 7.CONT RIM BOARD 8.BOUNDARY NAILING, SEE PLAN 9.GAURDRAIL BY OTHERS 10.(4) 10d NAILS INTO EACH BLOCK 11.FLOOR SHEATHING, SEE PLAN 204 WOOD JOIST AT WOOD STUD WALL NO SCALE 1 3 4 66 5 8 7 11 2 10 NOTES: A.NO WALL SHEATHING SPLICE BETWEEN RIM BOARD AND TOP PLATE, IF SHEATHING BREAKS PROVIDE A35 CLIP AT EACH JOIST 9 KEYNOTES: 1.WOOD JOIST W/ (2) 16d NAILS, 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 BOARD 7.BOUNDARY NAILING, SEE PLAN 8.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 9.FLOOR SHEATHING, SEE PLAN 205 WOOD JOIST AT WOOD STUD WALL NO SCALE 1 2 3 55 4 7 6 3 8 9 5 NOTES: A.NO WALL SHEATHING SPLICE BETWEEN RIM BOARD AND TOP PLATE, IF SHEATHING BREAKS PROVIDE A35 CLIP AT EACH JOIST KEYNOTES: 1.WOOD JOIST, SEE PLAN 2.WOOD JOIST BLOCKING AT 24" O.C. W/ (2) 16d NAILS 3.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 4.WOOD STUD WALL, SEE PLAN 5.WALL SHEATHING AS OCCURS, SEE PLAN 6.EDGE NAILING, SEE SHEARWALL SCHEDULE 7.CONT RIM BOARD 8.BOUNDARY NAILING, SEE PLAN 9.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 10.(4) 10d NAILS INTO EACH BLOCK 11.FLOOR SHEATHING, SEE PLAN 206 WOOD JOIST AT WOOD STUD WALL NO SCALE 1 3 4 66 5 8 7 4 9 11 2 10 6 NOTES: A.NO WALL SHEATHING SPLICE BETWEEN RIM BOARD AND TOP PLATE, IF SHEATHING BREAKS PROVIDE A35 CLIP AT EACH JOIST 208 WOOD JOIST AT STEEL BEAM NO SCALE KEYNOTES: 1.WOOD JOIST W/ (2) 16d NAILS AND CLIP, SEE PLAN 2.STEEL BEAM, SEE PLAN 3.CONT 2x NAILER W/ 5 8"Ø THREADED STUDS W/ WASHER AT 24" O.C. (COUNTER SINK AS REQUIRED) 4.FLOOR SHEATHING, SEE PLAN 5.BOUNDARY NAILING, SEE PLAN 6.WOOD JOIST BLOCKING W/ (3) 16d NAILS BETWEEN EACH JOIST 7.IF JOIST BREAKS AT BEAM, STAGGER ENDS SO EACH JOIST BEARS ENTIRELY ON NAILER 1 4 1 2 3 5 7 6 KEYNOTES: 1.STEEL BEAM, SEE PLAN 2.14" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 3.3 4" THICK STEEL CAP PLATE W/ (2) 3 4"Ø THRU BOLTS 4.STEEL COLUMN, SEE PLAN 1 2 4 3 B E A M GA G E 11 2" MINPER AISC 3/16 3/16 3/16 207 STEEL BEAM AT STEEL COLUMN NO SCALE NOTES: A.SEE CORRESPONDING DETAILS FOR ADDITIONAL INFORMATION B.AT CONTRACTORS OPTION BEAM MAY BE WELDED TO CAP PLATE W/ 3 16" FILLETS EACH SIDE KEYNOTES: 1.STEEL BEAM, SEE PLAN 2.14" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 3.3 4" THICK STEEL CAP PLATE W/ (4) 3 4"Ø THRU BOLTS 4.STEEL COLUMN, SEE PLAN 1 2 4 3 B E A M GA G E 11 2" MINPER AISC 3/16 3/16 3/16 202 STEEL BEAM AT STEEL COLUMN NO SCALE NOTES: A.SEE CORRESPONDING DETAILS FOR ADDITIONAL INFORMATION B.AT CONTRACTORS OPTION BEAM MAY BE WELDED TO CAP PLATE W/ 3 16" FILLETS EACH SIDE KEYNOTES: 1.WOOD JOIST, SEE PLAN 2.WOOD JOIST BLOCKING AT 24" O.C. W/ (2) 16d NAILS 3.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 4.WOOD STUD WALL, SEE PLAN 5.WALL SHEATHING AS OCCURS, SEE PLAN 6.EDGE NAILING, SEE SHEARWALL SCHEDULE 7.CONT RIM BOARD 8.BOUNDARY NAILING, SEE PLAN 9.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 10.(4) 10d NAILS INTO EACH BLOCK 11.FLOOR SHEATHING, SEE PLAN 12.STEEL JOIST, SEE PLAN 13.12"x1'-1" CONT FLAT STEEL LEDGER W/ (5) 1 4"Øx412" LONG SDS SCREWS AT 16" O.C. INTO EACH STUD 14.STEEL ROOF DECK, SEE PLAN 15.FLAT HSS2x1x18 AT 24" O.C. ACROSS STEEL ROOF JOISTS 16.BOUNDARY FASTENER, SEE PLAN 17.WELD HSS2x1x18 TO TOP OF FLAT BAR LEDGER 18.WELD EACH JOIST TO FLAT BAR LEDGER 209 WOOD / STEEL JOIST AT WOOD STUD WALL NO SCALE 1 3 4 66 5 8 7 4 9 11 2 10 6 NOTES: A.NO WALL SHEATHING SPLICE BETWEEN RIM BOARD AND TOP PLATE, IF SHEATHING BREAKS PROVIDE A35 CLIP AT EACH JOIST 12 13 4 16 15 14 15 3/16 3-12 3/16 1/8 TYP 17 18 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.WALL SHEATHING AS OCCURS, SEE PLAN 3.EDGE NAILING, SEE SHEARWALL SCHEDULE 4.WOOD BEAM, SEE PLAN 5.CONT DOUBLE 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 6.CONT 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 7.1 4" Ø x 6" LONG SDS SCREW AT 6" O.C. INTO WOOD BEAM 8.FLOOR SHEATHING, SEE PLAN 9.BOUNDARY NAILING, SEE PLAN 210 WOOD BEAM AT WOOD STUD WALL NO SCALE NOTES: A.EXTEND WALL SHEATHING PAST DBL TOP PLATE NO WALL SHEATHING SPLICE BETWEEN DBL TOP PLATE AND BOTTOM PLATE 3 1 5 4 2 6 1 7 8 9 KEYNOTES: 1.WOOD STUD WALL, SEE PLAN 2.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 3.FLOOR SHEATHING, SEE PLAN 4.(4) 10d NAILS INTO EACH BLOCK 5.STEEL COLUMN, SEE PLAN 6.2x NAILER PER TYPICAL DETAIL 7.ATTACH DBL TOP PLATE TO STEEL COLUMN W/ SIMPSON HGA10KT CLIP W/ 1 4"Øx3" LONG SDS SCREWS INTO DBL TOP PLATE AND 1 4"Øx11 2" LONG SDS SCREWS INTO 2x NAILER 8.STRAP DBL TOP PLATES TOGETHER W/ SIMPSON MSTC40 STRAP 9.CONT RIM BOARD 10.I-JOIST BLOCK W/ (4) 16d NAILS INTO DBL TOP PLATE RIGHT NEXT TO STEEL COLUMN 11.CONT 2x BOTTOM PLATE W/ ATTACHMENT PER SHEARWALL SCHEDULE 12.(4) 10d NAILS INTO EACH BLOCK 211 STEEL COLUMN AT WOOD STUD WALL NO SCALE 4 1 11 9 2 1 6 10 8 5 3 6 1 11 9 2 1 6 10 8 3 6 4 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 FL O O R F R A M I N G D E T A I L S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . KEYNOTES: 1.WOOD JOIST W/ HANGER, SEE PLAN 2.BOUNDARY NAILING, SEE PLAN 3.ROOF SHEATHING, SEE PLAN 4.CONT 2x12 LEDGER W/ (2) 5 8"Øx8" LONG TITEN HD AT 24" O.C. 5.ICF CONCRETE WALL, SEE PLAN 6.CUT 4"Ø HOLE IN ICF WALL FOR ANCHOR ATTACHMENT. ALLOW CONCRETE TO FILL HOLE TO EXTERIOR OF ICF 4 3 2 303 WOOD JOIST AT ICF CONCRETE WALL NO SCALE309STEEL PURLIN AT STEEL BEAM NO SCALE 2 7 5 3 KEYNOTES: 1.STEEL PURLIN, SEE PLAN 2.STEEL BEAM, SEE PLAN 3.(2) 12"Ø A307 BOLTS AT END OF PURLIN SPLICE 4.(2) 12" Ø A307 BOLTS INTO WEB OF ROOF PURLIN 5.6" WIDE 10 ga CLIP 6.STEEL ROOF DECK, SEE PLAN 7.STEEL PURLIN SPLICE, WHERE APPLICABLE 2'-0"2'-0" 6 KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT BEAMS W/ 5 8"Ø THREADED STUDS 3.3 8" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 4.(2) 3 4"Ø THREADED STUDS EACH SIDE OF WEB ((4) TOTAL) 5.WIRE ROPE BRACING, SEE PLAN 6.3 4"x8"x1'-0" STEEL EMBED PLATE W/ (6) #5 DOWELSx24" LONG (GRADE A706 WELDABLE REBAR) 7.ICF CONCRETE WALL, SEE PLAN 8.STEEL BEAM, SEE PLAN 9.L6x6x5 8"x0'-8" LONG ANGLE 10.HILLSIDE WASHER 11.1"Ø NUT AND WASHER 12.1"Ø EYEBOLT 304 STEEL BEAM AT ICF CONCRETE WALL NO SCALE 1/4 1/4 2" CLR 2" CLR 1 2 3 4 6 8 7 305 STEEL BEAM AT ICF CONCRETE WALL NO SCALE 1/4 1/4 2" CLR 2" CLR 1 2 3 5 4 68 7 KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.(2) 1 4"Øx3" LONG SDS SCREWS AT PURLIN ENDS 3.7 16" APA RATED SHEATHING W/ 8d NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. IN PANEL FIELD 4.STEEL PURLIN, SEE PLAN 5.L3x3x3 16 BRACING W/ (2) 5 8"Ø THRU BOLTS AT PURLIN AND (1) 5 8"Ø THRU BOLT AT WALL ATTACHMENT AT 4'-0" O.C. 6.L3x3x3 16x0'-10" ANGLE W/ (2) 5 8"Øx6" LONG TITEN HD INTO ICF WALL 7.ICF CONCRETE WALL, SEE PLAN 8.EDGE NAILING, SEE SHEARWALL SCHEDULE 9.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 10.WOOD STUD WALL, SEE PLAN 11.CONT 2x BOTTOM PLATE, ATTACH PER SHEARWALL SCHEDULE 12.FULL-WIDTH PT SOLE PLATE W/ 1 2"Ø ANCHOR BOLT W/ 8" MIN EMBEDMENT AT 24" O.C. 306 STEEL BEAM AT ICF CONCRETE WALL NO SCALE 8" 1 1/2"5" 1 1/2" 7" 1' - 0 " 2 1 / 2 " 2 1 / 2 " 10 11 12 5 1/4 9 KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT BEAMS W/ 5 8"Ø THREADED STUDS 3.3 8" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 4.(2) 3 4"Ø THREADED STUDS EACH SIDE OF WEB ((4) TOTAL) 5.WIRE ROPE BRACING, SEE PLAN 6.3 4"x8"x1'-0" STEEL EMBED PLATE W/ (6) #5 DOWELSx24" LONG (GRADE A706 WELDABLE REBAR) 7.ICF CONCRETE WALL, SEE PLAN 8.STEEL BEAM, SEE PLAN 9.L6x6x5 8"x0'-8" LONG ANGLE 10.HILLSIDE WASHER 11.1"Ø NUT AND WASHER 12.1"Ø EYEBOLT 8" 1 1/2"5" 1 1/2" 7" 1' - 0 " 2 1 / 2 " 2 1 / 2 " 10 11 12 5 1/4 9 7" 1 1 / 2 " 1 1 / 2 " 1 1 3" MI N 8 8 1 2 3 10 6 5 9 4 7 12 11 4 1 NOTES: A.STEEL ANGLE, WIRE ROPE BRACING, EYEBOLT AND NUT W/ WASHER OCCURS ON BOTH SIDES OF THE BEAM B.AT CONTRACTORS OPTION, THREADED STUDS MAY BE OMITTED AND 1 4" FILLET WELDS MAY BE USED TO WELD EMBED PLATE TO BOTTOM FLANGE OF BEAM. WELD ALONG ENTIRE WIDTH OF EMBED PLATE. EMBED PLATE NEEDS TO EXTEND A MINIMUM OF 12" PAST EDGE OF FLANGE ON EACH SIDE OF BEAM 1/8 5" 1/8 5" 1 5 NOTES: A.PURLINS CAN BE DIRECTLY WELDED TO STEEL BEAM W/ 1/8" WELDS ACROSS ENTIRE WIDTH OF STEEL BEAM KEYNOTES: 1.STEEL BEAM, SEE PLAN 2.14" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 3.STEEL COLUMN, SEE PLAN 1 2 3 1/4 3/16 3/16 301 STEEL BEAM AT STEEL COLUMN NO SCALE NOTES: A.SEE CORRESPONDING DETAILS FOR ADDITIONAL INFORMATION 15'-0" MAX KEYNOTES: 1.STEEL BEAM, SEE PLAN 2.14" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 3.STEEL COLUMN, SEE PLAN 1 2 3 1/4 3/16 3/16 302 STEEL BEAM AT STEEL COLUMN NO SCALE NOTES: A.SEE CORRESPONDING DETAILS FOR ADDITIONAL INFORMATION 8'-0" MAX NOTES: A.STEEL ANGLE, WIRE ROPE BRACING, EYEBOLT AND NUT W/ WASHER OCCURS ON BOTH SIDES OF THE BEAM B.AT CONTRACTORS OPTION, THREADED STUDS MAY BE OMITTED AND 1 4" FILLET WELDS MAY BE USED TO WELD EMBED PLATE TO BOTTOM FLANGE OF BEAM. WELD ALONG ENTIRE WIDTH OF EMBED PLATE. EMBED PLATE NEEDS TO EXTEND A MINIMUM OF 12" PAST EDGE OF FLANGE ON EACH SIDE OF BEAM KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT BEAMS W/ 5 8"Ø THREADED STUDS 3.3 8" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 4.(2) 3 4"Ø THREADED STUDS EACH SIDE OF WEB ((4) TOTAL) 5.WIRE ROPE BRACING, SEE PLAN 6.3 4"x8"x1'-0" STEEL EMBED PLATE W/ (6) #5 DOWELSx24" LONG (GRADE A706 WELDABLE REBAR) 7.ICF CONCRETE WALL, SEE PLAN 8.STEEL BEAM, SEE PLAN 9.L6x6x5 8"x0'-8" LONG ANGLE 10.HILLSIDE WASHER 11.1"Ø NUT AND WASHER 12.1"Ø EYEBOLT 307 STEEL BEAM AT ICF CONCRETE WALL NO SCALE 1/4 1/4 2" CLR 2" CLR 1 2 3 4 6 8 7 8" 1 1/2"5" 1 1/2" 7" 1' - 0 " 2 1 / 2 " 2 1 / 2 " 10 11 12 5 1/4 9 NOTES: A.STEEL ANGLE, WIRE ROPE BRACING, EYEBOLT AND NUT W/ WASHER OCCURS ON BOTH SIDES OF THE BEAM B.AT CONTRACTORS OPTION, THREADED STUDS MAY BE OMITTED AND 1 4" FILLET WELDS MAY BE USED TO WELD EMBED PLATE TO BOTTOM FLANGE OF BEAM. WELD ALONG ENTIRE WIDTH OF EMBED PLATE. EMBED PLATE NEEDS TO EXTEND A MINIMUM OF 12" PAST EDGE OF FLANGE ON EACH SIDE OF BEAM 308 STEEL BEAM AT ICF CONCRETE WALL NO SCALE 1/4 1/4 2" CLR 2" CLR 1 2 3 5 4 68 7 KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT BEAMS W/ 5 8"Ø THREADED STUDS 3.3 8" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 4.(2) 3 4"Ø THREADED STUDS EACH SIDE OF WEB ((4) TOTAL) 5.WIRE ROPE BRACING, SEE PLAN 6.3 4"x8"x1'-0" STEEL EMBED PLATE W/ (6) #5 DOWELSx24" LONG (GRADE A706 WELDABLE REBAR) 7.ICF CONCRETE WALL, SEE PLAN 8.STEEL BEAM, SEE PLAN 9.L6x6x5 8"x0'-8" LONG ANGLE 10.HILLSIDE WASHER 11.1"Ø NUT AND WASHER 12.1"Ø EYEBOLT 8" 1 1/2"5" 1 1/2" 7" 1' - 0 " 2 1 / 2 " 2 1 / 2 " 10 11 12 5 1/4 9 NOTES: A.STEEL ANGLE, WIRE ROPE BRACING, EYEBOLT AND NUT W/ WASHER OCCURS ON BOTH SIDES OF THE BEAM B.AT CONTRACTORS OPTION, THREADED STUDS MAY BE OMITTED AND 14" FILLET WELDS MAY BE USED TO WELD EMBED PLATE TO BOTTOM FLANGE OF BEAM. WELD ALONG ENTIRE WIDTH OF EMBED PLATE. EMBED PLATE NEEDS TO EXTEND A MINIMUM OF 12" PAST EDGE OF FLANGE ON EACH SIDE OF BEAM 6 6 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 S5.0 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 RO O F F R A M I N G D E T A I L S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . . KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT COLUMNS W/ 5 8"Ø THREADED STUDS 3.3 8" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 4.1"Ø EYEBOLT 5.WIRE ROPE BRACING, SEE PLAN 6.HSS5x5x3 8" COLUMN BETWEEN BEAMS 7.3 4"x10"x0'-10" STEEL BASE PLATE W/ (4) 3 4"Ø THREADED STUDS 8.STEEL BEAM, SEE PLAN 9.L6x6x5 8"x0'-8" LONG ANGLE 10.HILLSIDE WASHER 11.1"Ø NUT AND WASHER 310 STEEL BEAM AT STEEL BEAM NO SCALE 1/4 1/4 1 2 3 7 8 6 10 11 4 5 1/4 9 8 11 " 1 1 / 2 " 8" 1 1 / 2 " 8" 11" 1 1/2"1 1/2" 3/8 3/8 KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT COLUMNS W/ 5 8"Ø THREADED STUDS 3.STEEL BEAM, SEE PLAN 4.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 5.CONT 2x BOTTOM PLATE W/ (2) #10 SCREWS AT EACH PURLIN 6.2x6 WALL STUDS AT 16" O.C. 7.CONT SHAPED PLATE W/ 16d NAILS AT 12" O.C. 8.7 16" APA RATED SHEATHING W/ 8d NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. IN PANEL FIELD. USE #8 SCREWS AT STEEL FRAMING 9.EDGE NAILING, SEE SHEARWALL SCHEDULE 10.STEEL PURLIN, SEE PLAN 11.6" WIDE 10 ga CLIP 12.(2) 12" Ø A307 BOLTS INTO WEB OF ROOF PURLIN 311 WOOD STUD WALL AT STEEL BEAM NO SCALE 1 2 6 5 4 7 8 9 3 9 1 2 KEYNOTES: 1.STEEL ROOF DECK, SEE PLAN 2.8x5x5 MBCI EAVE STRUT. ATTACH AT COLUMNS W/ 5 8"Ø THREADED STUDS 3.L6x6x5 8"x0'-8" LONG ANGLE 4.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 5.CONT FULL-WIDTH PT SOLE PLATE W/ 1 2"Ø ANCHOR BOLT W/ 8" MIN EMBEDMENT AT 24" O.C. 6.WOOD STUD WALL, SEE CORRESPONDING DETAILS 7.AT CONTRACTOR'S OPTION, THIS CAN BE FIELD WELDED 8.3 4"x10"x1'-0" STEEL EMBED PLATE W/ (6) #5 DOWELS x 24" LONG (GRADE A706 WELDABLE REBAR) 9.HILLSIDE WASHER 10.1"Ø NUT AND WASHER 11.1"Ø EYEBOLT 12.WIRE ROPE BRACING, SEE PLAN 13.HSS4x4x14" DIAGONAL BRACE 14.ICF CONCRETE WALL, SEE PLAN 15.ALIGN ADDITIONAL #5 VERTICAL BAR IN WALL W/ EACH #5 DOWEL FROM PLATE 16.CONT 2x NAILER W/ 5 8"Ø THREADED STUDS AT 24" O.C. 17.3 4"x8"x2'-6" STEEL EMBED PLATE W/ (10) 5 8"Ø HEADED STUDS 18.3 4"x12"x1'6" STEEL PLATE W/ (6) 5 8"Øx8" LONG HEADED STUDS 312 WIRE ROPE BRACING AT ICF CONCRETE WALL NO SCALE 2" CLR 2" CLR 11 12 1/4 7 1/4 TYP 4 55 1/47 2' - 6 " 2 1 / 2 " 6 1 / 4 " 2 1 / 2 " 2 1/4" 8" 2 1/4" 3 1/2" 6 1 / 4 " 6 1 / 4 " 6 1 / 4 " 1' - 6 " 5" 5 1 / 2 " 2" 2" 1'-0" 2"8" 5 1 / 2 " 3 6 6 1/4 8 9 10 13 14 14 1' - 9 " M I N L A P S P L I C E 1515 16 16 17 18 NOTES: A.CLIPS DESCRIBED IN KEYNOTE #9 OCCURS ON BOTH SIDES OF THE BEAM 11 1 12 10 1/8 5" 1/8 5" KEYNOTES: 1.STEEL BEAM, SEE PLAN 2.14" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 3.3 4" THICK STEEL CAP PLATE W/ (4) 3 4"Ø THRU BOLTS 4.STEEL COLUMN, SEE PLAN 1 2 4 3 B E A M GA G E 11 2" MINPER AISC 3/16 3/16 3/16 317 STEEL BEAM AT STEEL COLUMN NO SCALE NOTES: A.SEE CORRESPONDING DETAILS FOR ADDITIONAL INFORMATION B.AT CONTRACTORS OPTION BEAM MAY BE WELDED TO CAP PLATE W/ 3 16" FILLETS EACH SIDE KEYNOTES: 1.STEEL BEAM, SEE PLAN 2.14" THICK STEEL WEB STIFFENER, EACH SIDE OF BEAM 3.3 4" THICK STEEL CAP PLATE W/ (2) 3 4"Ø THRU BOLTS 4.STEEL COLUMN, SEE PLAN 5.3 4" THICK END PLATE W/ (4) 3 4"Øx6" LONG TITEN HD ANCHORS INTO ICF WALL 6.ICF CONCRETE WALL, SEE PLAN 7.CUT OUT EXTERIOR FACE OF ICF WALL SO STEEL PLATE ATTACHES DIRECTLY TO CONCRETE CORE 1 2 4 3 B E A M GA G E 11 2" MINPER AISC 3/16 3/16 3/16 318 STEEL BEAM AT STEEL COLUMN NO SCALE NOTES: A.SEE CORRESPONDING DETAILS FOR ADDITIONAL INFORMATION B.AT CONTRACTORS OPTION BEAM MAY BE WELDED TO CAP PLATE W/ 3 16" FILLETS EACH SIDE 4'-0" MAX 6 53/16 313 WOOD JOIST AT STEEL BEAM NO SCALE KEYNOTES: 1.WOOD JOIST W/ CLIP AND 16d TOENAILS, SEE PLAN 2.STEEL BEAM, SEE PLAN 3.CONT 2x W/ 5 8"Ø THREADED STUDS W/ WASHER AT 24" O.C. (COUNTER SINK AS REQUIRED) 4.ROOF SHEATHING, SEE PLAN 5.BOUNDARY NAILING, SEE PLAN 6.IF ROOF JOIST BREAKS AT BEAM, STAGGER ENDS SO EACH JOIST BEARS ENTIRELY ON NAILER 7.FULL HEIGHT 2x BLOCK W/ A35 CLIP BETWEEN EACH JOIST 1 4 2 3 1 5 6 7 314 WOOD JOIST AT STEEL BEAM NO SCALE KEYNOTES: 1.WOOD JOIST W/ CLIP AND 16d TOENAILS, SEE PLAN 2.STEEL BEAM, SEE PLAN 3.CONT 2x W/ 5 8"Ø THREADED STUDS W/ WASHER AT 24" O.C. (COUNTER SINK AS REQUIRED) 4.ROOF SHEATHING, SEE PLAN 5.BOUNDARY NAILING, SEE PLAN 6.IF ROOF JOIST BREAKS AT BEAM, STAGGER ENDS SO EACH JOIST BEARS ENTIRELY ON NAILER 7.FULL HEIGHT 2x BLOCK W/ A35 CLIP BETWEEN EACH JOIST 8.FASCIA PER OWNER 9.WOOD STUD WALL, SEE PLAN 10.CONT DBL 2x TOP PLATE W/ LAP SPLICE, SEE TYPICAL DETAIL 11.WALL SHEATHING AS OCCURS, SEE PLAN 12.EDGE NAILING, SEE SHEARWALL SCHEDULE 13.ATTACH DBL TOP PLATE TO BOTTOM OF STEEL BEAM W/ 5 8"Ø THREADED STUDS AT 24" O.C. 1 4 2 3 1 5 6 7 8'-0" MAX 5 8 12 10 9 11 13 KEYNOTES: 1.STEEL JOIST, SEE PLAN 2.STEEL ROOF DECK, SEE PLAN 3.FLAT HSS2x1x18 AT 24" O.C. ACROSS STEEL ROOF JOISTS 4.BOUNDARY FASTENER, SEE PLAN 5.STEEL BEAM, SEE PLAN 6.1 4" THICK STEEL END PLATE 7.2" WIDE STEEL WEDGE UNDER EACH STEEL JOIST. TOP OF WEDGE TO MATCH PITCH OF ROOF 315 STEEL JOIST AT STEEL BEAM NO SCALE 17 4 3 2 3 1/8 TYP 3/16 6 3/16 3/16 3 5 KEYNOTES: 1.STEEL JOIST, SEE PLAN 2.BOUNDARY FASTENER, SEE PLAN 3.STEEL ROOF DECK, SEE PLAN 4.WELD HSS2x1x18 TO HSS12x2x3 16 LEDGER 5.ICF CONCRETE WALL, SEE PLAN 6.FLAT HSS2x1x18 AT 24" O.C. 7.FLAT HSS2x1x18 STEEL BLOCK BETWEEN EACH FLAT HSS MEMBER SPANNING ACROSS JOISTS 8.HSS12x2x3 16 LEDGER W/ (2) 5 8"Øx8" LONG TITEN HD ANCHORS AT 24" O.C. 9.CUT 4"Ø HOLE IN ICF WALL FOR ANCHOR ATTACHMENT. ALLOW CONCRETE TO FILL HOLE TO EXTERIOR OF ICF 3 2 316 STEEL JOIST AT ICF CONCRETE WALL NO SCALE 1 5 8 1/8 3-12 4 1/8 TYP 1/8 6 7 4 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 WOOD JOIST W/ WOOD STUD WALL AND ATTACH TO DBL TOP PLATE W/ A35 CLIP AT 16" O.C. 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.JOIST BLOCKING W/ (4) 16d TOENAILS AT 24" O.C. 10.(4) 8d NAILS INTO EACH BLOCK 11.CONT SHAPED PLATE W/ 16d NAILS AT 16" O.C. 1 3 2 5 6 4 7 8 319 WOOD JOIST AT WOOD STUD WALL NO SCALE 11 10 9 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 WOOD JOIST W/ WOOD STUD WALL AND ATTACH TO DBL TOP PLATE W/ A35 CLIP AT 16" O.C. 7.ROOF SHEATHING, SEE PLAN 8.BOUNDARY NAILING, SEE PLAN 9.JOIST BLOCKING W/ (4) 16d TOENAILS AT 24" O.C. 10.(4) 8d NAILS INTO EACH BLOCK 11.CONT SHAPED PLATE W/ 16d NAILS AT 16" O.C. 1 3 2 5 6 4 7 8 320 WOOD JOIST AT WOOD STUD WALL NO SCALE 11 10 9 9 9 7 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 0 / 2 3 PR O J E C T M A N A G E R : CA D O P E R A T O R : DATE: JO B N O . : ST R U C T U R A L E N G I N E E R S S E A L : PR O J E C T : CL I E N T : RE V . DA T E BY DE S C R I P T I O N 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 S5.1 11/20/23 MA N U F A B B U I L D I N G MA N U F A B RM S CJ B IF 2 2 - 1 8 7 RO O F F R A M I N G D E T A I L S RE X B U R G , I D 8 3 4 4 0 . . . . . . . . . . . . . . . . . . . . . .