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S_221102_Long Shot IR_Permit SetAREA DESIGN DEAD LOAD LIVE LOAD (2)PARTITION LOAD CONCENTRATED LOADS ROOF 25 PSF (1) OFFICE 50 PSF +15 PSF 2,000# STAIRS 100 PSF 300# THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI/ASCE STANDARD NO. 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. CONTRACT DRAWINGS / DIMENSIONS ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAW INGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED, SUCH AS WALL CONFIGURATIONS, INCLUDING EXACT DOOR AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DEFINED BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS. STRUCTURAL DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY ARCHITECTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. VERTICAL LOADS SNOW: (MINIMUM ROOF SNOW LOAD = 25 PSF) Pg = 25 PSF = GROUND SNOW LOAD Pf = 0.7CeCt sPg = FLAT ROOF SNOW LOADI Ps = CsPf = SLOPED ROOF SNOW LOAD I s = 1.0 Ce = 1.0, Ct = 1.0, Cs = VARIES LATERAL FORCES LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF ROOF AND FLOORS TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO FOUNDATION BY SHEAR WALL ACTION WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND/OR SLIDING FRICTION. OVERTURNING IS RESISTED BY DEAD LOAD OF THE STRUCTURE. (1) DRIFT AND UNBALANCED SNOW LOAD PER ASCE 7-16, CHAPTER 7. (2) LIVE LOADS EXCEPT SNOW LOADS ARE REDUCED PER IBC SECTION 1607.11. (3) LIVE LOAD REDUCTION NOT PERMITTED EXCEPT AS NOTED IN IBC SECTION 1607.11. WIND: THE BUILDING MEETS THE CRITERIA TO USE THE "ENCLOSED, PARTIALLY ENCLOSED, AND OPEN BUILDING OF ALL HEIGHTS PROCEDURE" PER ASCE 7-16. - EXPOSURE CATEGORY = B - BASIC WIND SPEED, (3 SEC. GUST), VULT = 97 MPH - RISK CATEGORY PER IBC TABLE 1604.5 = - TOPOGRAPHIC FACTOR KZT = 1.0 - INTERNAL PRESSURE COEFFICIENT (ENCLOSED) = ± 0.18 - COMPONENTS AND CLADDING LOADS, SEE THE FOLLOWING TABLES: PIPES, DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACED FROM STRUCTURE. CONFORM TO SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION, INC. PUBLICATION "SEISMIC RESTRAINT MANUAL: GUIDELINES FOR MECHANICAL SYSTEMS". SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA PAMPHLET 13. FOUNDATION DESIGN CRITERIA ALL FOOTINGS SHALL BEAR ON COMPETENT NATIVE SOIL, RECOMPACTED NATIVE SOIL, OR NEW STRUCTURAL FILL PLACED ON COMPETENT NATIVE SOIL OR "STRUCTURAL BACKFILL". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER-EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (f'c=2000 PSI) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED BANKRUN MATERIAL. MAXIMUM SIZE OF ROCK 4". FROZEN SOIL, ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D1557. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO AVOID WATER-SOFTENED FOOTINGS. SEISMIC IMPORTANCE FACTOR, e = 1.0 RISK CATEGORY OF BUILDING PER IBC TABLE 1604.5 = SPECTRAL RESPONSE ACCELERATIONS SS = 1.278 & S1 = 0.461 SITE CLASS PER TABLE 20.3-1 = D DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS = 1.022 & SD1 = 0.584 SEISMIC DESIGN CATEGORY = D W = EFFECTIVE SEISMIC WEIGHT OF BUILDING = 2,481K (NORTH-SOUTH) & 1,915K (EAST-WEST) ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE-RESISTING SYSTEM PER TABLE 12.2-1: TILT-UP WALL PANELS (SPECIAL REINFORCED CONCRETE SHEAR WALL) RESPONSE MODIFICATION FACTOR, R = 5 OVERSTRENGTH FACTOR, = 2.5 DEFLECTION AMPLIFICATION FACTOR, Cd = 5 Cs = 0.204W DESIGN BASE SHEAR V = 507K (NORTH-SOUTH) & 392K (EAST-WEST) REDUNDANCY FACTOR PER 12.3.4, = 1.0 I SOIL BEARING PRESSURE: 2500 PSF ACTIVE PRESSURE - RESTRAINED: 55 PCF +8H SEISMIC SURCHARGE ACTIVE PRESSURE - UNRESTRAINED: 35 PCF +8H SEISMIC SURCHARGE PASSIVE RESISTANCE: 300 PCF (INCLUDES F.O.S. ≥ 1.5) COEFFICIENT OF FRICTION: 0.40 (INCLUDES F.O.S. ≥ 1.5) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING Cs =SDS ( )R Ie SEISMIC:(ASCE 7-16) V = CsW Cs MINIMUM = 0.044 SDS E ≥ 0.01 ;WHERE SD1 Ie RT( ) FOR T ≤ TL OR Cs MAXIMUM = WITH 1. VALUES SHOWN IN TABLE ARE GROSS ULTIMATE WIND PRESSURES. 2. WALL ZONES ARE AS DEFINED BY FIGURE 30.3-1 IN ASCE 7-16 FOR LOW RISE BUILDINGS. Cs MINIMUM = FOR S1 > 0.6g0.5S1 Ie R OR SD1TL Ie RT2 ( ) FOR T > TLCs MAXIMUM = GENERAL NOTES DESIGN CRITERIA 300# I 15 PSF STEEL OPEN WEB JOISTS 25 PSF (1)45 PSF WALL SURFACES 1 EFFECTIVE WIND AREA POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) ZONE 2 4 5 4 5 10 SF 16.9 16.9 -18.3 -22.6 20 SF 16.1 16.1 -17.6 -21.1 50 SF 16.0 -16.6 -19.1 100 SF 16.0 -17.6 500 SF 16.0 LATERAL FORCE RESISTING SYSTEM: ALL MEMBERS AND CONNECTIONS REFERRED TO AS LATERAL FORCE RESISTING SYSTEM (LFRS) SHALL COMPLY WITH REQUIREMENTS OF THE SEISMIC FORCE RESISTING SYSTEM AND THE WIND FORCE RESISTING SYSTEM SET FORTH IN THE SPECIAL INSPECTION REQUIREMENTS OF IBC SECTION 1704 AND 1705, AND AS NOTED IN THE STATEMENT OF SPECIAL INSPECTIONS. Ω r II 16.0 16.0 16.0 16.0 16.0 16.0 II ACI: 1. ACI-117 'SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION, MATERIALS AND COMMENTARY'. 2. ACI-301 'STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE'. 3. ACI-302.1 'GUIDE TO CONCRETE FLOOR AND SLAB CONSTRUCTION'. 4. ACI-304 'GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE'. 5. ACI-305.1 'SPECIFICATIONS FOR HOT WEATHER CONCRETING'. 6. ACI-306.1 'STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING'. 7. ACI-308.1 'STANDARD SPECIFICATION FOR CURING CONCRETE'. 8. ACI-309 'GUIDE FOR CONSOLIDATION OF CONCRETE'. 9. ACI-311.4 'GUIDE FOR CONCRETE INSPECTION'. 10. ACI-315 'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT'. 11. ACI-318 'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'. 12. ACI-506.2 'SPECIFICATION FOR SHOTCRETING'. 13. ACI 347 'GUIDE TO FORMWORK FOR CONCRETE'. 14. ACI 303.1 'STANDARD SPECIFICATION FOR CAST-IN PLACE/ARCHITECTURAL CONCRETE'. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. ALL CONCRETE MIXES SHALL BE NORMAL WEIGHT, UNLESS NOTED OTHERWISE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE ± 1-1/2 INCHES. ASTM: 1. ASTM C33 'STANDARD SPECIFICATION FOR CONCRETE AGGREGATES'. 2. ASTM C94 'STANDARD SPECIFICATION FOR READY-MIX CONCRETE'. 3. ASTM C150 'STANDARD SPECIFICATION FOR PORTLAND CEMENT'. 4. ASTM C260 'STANDARD SPECIFICATION FOR AIR-ENTRAINED ADMIXTURES FOR CONCRETE'. 5. ASTM C309 'STANDARD SPECIFICATION FOR LIQUID MEMBRANE-FORMING COMPOUNDS FOR CURING CONCRETE'. 6. ASTM C494 'STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE'. 7. ASTM C595 'STANDARD SPECIFICATION FOR BLENDED HYDRAULIC CEMENTS'. 8. ASTM C618 'STANDARD SPECIFICATION FOR ... FLY-ASH...'. 9. ASTM C989 'STANDARD SPECIFICATION FOR SLAG...'. 10. ASTM C1017 'STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR USE IN PRODUCING FLOWING CONCRETE'. 11. ASTM C-1116 'STANDARD SPECIFICATION FOR FIBER-REINFORCED CONCRETE'. 12. ASTM C-1218 'STANDARD TEST METHOD FOR WATER-SOLUBLE CHLORIDE IN MORTAR AND CONCRETE'. 13. ASTM C-1315 'STANDARD SPECIFICATION FOR LIQUID MEMBRANE-FORMING COMPOUNDS HAVING SPECIAL PROPERTIES FOR CURING AND SEALING' CAST-IN-PLACE CONCRETE CODES, SPECIFICATIONS, AND STANDARDS. CONCRETE WORK SHALL CONFORM TO THE FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, AND THE STANDARDS AND SPECIFICATIONS THEY REFERENCE. THE CONTRACTOR SHALL OBTAIN AND HAVE READILY AVAILABLE ON SITE THE LATEST VERSION OF THE "ACI MANUAL OF CONCRETE PRACTICE": CONCRETE AGGREGATE: COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C33 CEMENT: CEMENT SHALL CONFORM TO ASTM C150, TYPE II PORTLAND CEMENT OR ASTM C595 - TYPE IL PORTLAND LIMESTONE CEMENT, , UNLESS NOTED OTHERWISE. FLYASH: SHALL CONFORM TO ASTM C618 CLASS C OR F, MAXIMUM LOSS OF IGNITION SHALL BE 1.0%. SLAG: GROUND GRANULATED BLAST-FURNACE (GGBF) SLAG SHALL CONFORM TO ASTM C989 GRADE 100 OR 120. ALTERNATE MIX DESIGNS: VARIATIONS TO THE MIX DESIGN PROPORTIONS MAY BE ACCEPTED IF SUBSTANTIATED IN ACCORDANCE WITH ACI 318, CHAPTER 19. PROVIDE SUBMITTALS A MINIMUM OF TWO WEEKS PRIOR TO BID FOR DETERMINATION OF ACCEPTABILITY. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE-APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE. MAXIMUM CHLORIDE CONTENT: THE MAXIMUM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT EXCEED 0.15% BY WEIGHT OF CEMENTITIOUS MATERIAL UNLESS NOTED OTHERW ISE. ITEM DESIGN f'c (PSI) (AT 28 DAYS U.N.O.) MAX. W/C RATIO MIN. FLYASH OR SLAG (PCY) AGGREGATE GRADING ASTM AASHTO SLABS ON GRADE - UNO 4000 0.45 100 57 OR 67 STEM WALLS AND OTHER WALLS EXPOSED TO EARTH OR WEATHER 4500 0.45 100 57 OR 67 CONCRETE EXPOSED TO WEATHER: PROVIDE 5.0% TOTAL AIR CONTENT FOR ALL CONCRETE EXPOSED TO WEATHER. TOTAL AIR CONTENT IS THE SUM OF ENTRAINED AIR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING ENTRAPPED AIR. AIR CONTENT SHALL BE TESTED PRIOR TO BEING PLACED IN THE PUMP HOPPER OR BUCKET; IT IS NOT REQUIRED TO BE TESTED AT THE DISCHARGE END OF THE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AIR SHALL BE +2.0% AND -1.5% WITH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. TOTAL CEMENTITIOUS MATERIAL: THE SUM OF ALL CEMENT PLUS FLYASH AND SLAG. AT THE CONTRACTORS OPTION FLYASH OR SLAG MAY BE SUBSTITUTED FOR CEMENT BUT SHALL NOT EXCEED 25% BY WEIGHT OF TOTAL CEMENTITIOUS MATERIAL. IN NO CASE SHALL THE AMOUNT OF FLYASH OR SLAG BE LESS THAN REQUIRED BY THE CONCRETE MIX DESIGN TABLE. FOOTING MIXES SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENTITIOUS MATERIAL PER CUBIC YARD, ALL OTHER MIXES SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENTITIOUS MATERIAL PER CUBIC YARD, UNLESS NOTED OTHERWISE. FOUNDATIONS - UNO 3000 0.50 --57 OR 67 ALL OTHER CONCRETE 4000 0.50 --57 OR 67 15 PSF 15 PSF STEM WALLS AND OTHER WALLS - UNO 4000 0.50 100 57 OR 67 CONCRETE PLACEMENT PLACE CONCRETE FOLLOWING ALL APPLICABLE ACI RECOMMENDATIONS. CONCRETE SHALL BE PROPERLY CONSOLIDATED PER ACI 309 USING INTERIOR MECHANICAL VIBRATORS, DO NOT OVER-VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS. IF CONCRETE IS PLACED BY THE PUMP METHOD, HORSES SHALL BE PROVIDED TO SUPPORT THE HOSE, THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THE REINFORCING. WEATHER FORECASTS SHALL BE MONITORED AND ACI RECOMMENDATIONS FOR HOT AND COLD WEATHER CONCRETING SHALL BE FOLLOWED AS REQUIRED. CONCRETE SHALL NOT FREE FALL MORE THAN 5 FEET DURING PLACEMENT WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENGINEER. FLOATING & FINISHING OPERATIONS WATER SHALL NOT BE ADDED TO THE CONCRETE SURFACE DURING FLOATING & FINISHING OPERATIONS. PRE- APPROVED EVAPORATION RETARDER SPECIFICALLY DESIGNED FOR FLOATING & FINISHING OPERATIONS ARE ACCEPTABLE. 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 0 : 5 5 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-100 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A GENERAL NOTES LO N G S H O T I N D O O R S H O O T I N G R A N G E STRUCTURAL DRAWING INDEX SHEET NUMBER SHEET DESCRIPTION S-100 GENERAL NOTES S-101 GENERAL NOTES S-102 GENERAL NOTES S-103 GENERAL NOTES S-104 GENERAL NOTES S-105 WIND UPLIFT MAP S-106 DIAPHRAGM SHEAR MAP S-201 FOUNDATION PLAN SOUTH S-202 FOUNDATION PLAN NORTH S-203 SECOND FLOOR FRAMING PLAN S-204 ROOF FRAMING PLAN SOUTH S-205 ROOF FRAMING PLAN NORTH S-300 CONCRETE DETAILS S-301 CONCRETE DETAILS S-310 CONCRETE TILT-UP PANEL DETAILS S-320 CONCRETE PANEL ELEVATIONS S-321 CONCRETE PANEL ELEVATIONS S-400 WOOD FRAMING DETAILS S-500 STEEL BAR JOIST DETAILS S-501 STEEL BAR JOIST DETAILS S-502 STEEL FRAMING DETAILS S-503 MECHANICAL UNIT FRAMING DETAILS S-510 STEEL METAL DECK ROOF DETAILS S-511 STEEL METAL DECK ROOF DETAILS Grand total: 24 CONDITION OF PLACEMENT AND CURING WALLS & SLABS FOOTINGS MIN. TEMP. FRESH CONCRETE AS MIXED FOR WEATHER INDICATED, DEGREES F. ABOVE 30° F. 0° TO 30° F. BELOW 0° F. 60° 65° 70° 55° 60° 65° MIN. TEMP. FRESH CONCRETE AS PLACED AND MAINTAINED, DEGREES F.55° 50° MAX. ALLOWABLE GRADUAL DROP IN TEMP. THROUGHOUT FIRST 24 HOURS AFTER END OF PROTECTION, DEGREES F.50° 40° FORMWORK CLASS OF SURFACE PER ACI 347 TABLE 3.1 ITEM CLASS OF FINISH ALL SURFACES EXPOSED TO PUBLIC VIEW, U.N.O.A ALL OTHER SURFACES, UNLESS NOTED OTHERWISE C ITEM CONCRETE CURING NOTES SLABS EXPOSED TO EARTH OR WEATHER 1, (2 OR 3 OR 4), 5 ALL OTHER SLABS 1, (2 OR 3 OR 4) ALL OTHER CONCRETE NONE CONTROL AND CONSTRUCTION JOINTS CONSTRUCTION JOINTS SHALL MEET THE REQUIREMENTS OF ACI 301 SECTIONS 2.2.2.5 AND 5.3.2.6. SPECIAL BONDING METHODS PER SECTION 5.3.2.6 SHALL BE SATISFIED BY ITEM 6 BELOW UNLESS OTHERWISE DETAILED ON THE STRUCTURAL DRAWINGS. WHERE CONSTRUCTION JOINTS ARE NOT SHOWN ON PLAN OR ADDITIONAL CONSTRUCTION JOINTS ARE REQUIRED SUBMIT PROPOSED JOINTING FOR STRUCTURAL ENGINEERS APPROVAL. PROVIDE CONSTRUCTION JOINTS AS INDICATED BELOW UNLESS NOTED OTHERWISE ON THE PLANS: 1. SLABS ON GRADE: PROVIDE CONSTRUCTION AND/OR CONTROL JOINTS AT 16 FEET O.C. MAXIMUM FOR UNEXPOSED SLABS ON GRADE AND 12 FEET O.C. FOR EXPOSED SLABS ON GRADE. COORDINATE JOINTS WITH ARCHITECTURAL DRAWINGS. 2. WALLS: COORDINATE CONSTRUCTION JOINTS WITH ARCHITECTURAL REVEALS. 3. BONDING AGENT: WHERE BONDING AGENT IS SPECIFICALLY CALLED OUT ON THE STRUCTURAL DRAWINGS USE "WELD CRETE" BY LARSON PRODUCTS CORPORATION OR PRE-APPROVED EQUAL. FOLLOW ALL MANUFACTURERS RECOMMENDATIONS. HOT OR WINDY WEATHER PLACEMENT HOT WEATHER IS DEFINED BY ACI 305 AS "ANY COMBINATION OF HIGH AIR TEMPERATURE, LOW RELATIVE HUMIDITY, AND WIND VELOCITY, TENDING TO IMPAIR THE QUALITY OF FRESH HARDENED CONCRETE. ACI 305 FIGURE 2.1.5 SHALL BE USED BY THE CONTRACTOR TO ESTIMATE THE RATE OF EVAPORATION. WHEN THE ESTIMATED RATE OF EVAPORATION IS GREATER THAN O.2 PSF/HOUR THE PLACEMENT SHALL BE CONSIDERED A HOT WEATHER PLACEMENT. PRECAUTIONS AGAINST PLASTIC SHRINKAGE CRACKING ARE NECESSARY. PRECAUTIONS TAKEN BY THE CONTRACTOR VARY DEPENDING UPON THE FACTORS ASSOCIATED WITH WATER EVAPORATION AND INCLUDE BUT ARE NOT LIMITED TO: 1. LIMITING CONCRETE TEMPERATURE TO 100°F AT TIME OF PLACEMENT. 2. APPLICATION OF AN EVAPORATION RETARDER. 3. USE OF FOG SPRAY. 4. REDUCTION OF POUR SIZE. 5. PLACING CONCRETE AT NIGHT. FORMWORK STRIPPING: WALLS: WALLS NOT SUPPORTING FRAMING WEIGHT MAY BE STRIPPED AS SOON AS FORMS CAN BE REMOVED WITHOUT DAMAGING THE CONCRETE AND THE CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 500 PSI. FORMED SURFACES: EMBEDDED ITEMS 1. NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. 2. ALL EMBED PLATES SHALL BE SECURELY FASTENED IN PLACE. 3. ALL EMBEDDED STEEL ITEMS EXPOSED TO EARTH SHALL BE GALVANIZED. 4. ALL EMBEDDED STEEL ITEMS EXPOSED TO WEATHER SHALL BE PAINTED UNLESS NOTED AS GALVANIZED. SEE DRAWINGS AND SPECIFICATIONS FOR PAINT, PRIMER, AND GALVANIZING REQUIREMENTS. 5. EMBEDDED CONDUIT IS NOT PERMITTED IN CONCRETE SLABS ON METAL DECK UNLESS SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. 6. EMBEDDED FLEXIBLE CONDUIT IS PERMITTED IN OTHER CAST IN PLACE CONCRETE SLABS WITH A THICKNESS GREATER OR EQUAL TO 5-1/2 INCHES. WHERE PERMITTED IT MAY BE PLACED ON TOP OF THE BOTTOM MAT OF REINFORCING. THE OUTSIDE DIAMETER OF THE CONDUIT SHALL NOT BE GREATER THAN 1-INCH. A MINIMUM OF 2-INCHES CLEAR SHALL BE PROVIDED BETWEEN CONDUIT AND PARALLEL REINFORCING. SPACE CONDUITS A MINIMUM OF 12-INCHES APART, WHERE THIS IS NOT POSSIBLE NOTIFY ENGINEER FOR ADDITIONAL REINFORCING REQUIREMENTS. CONCRETE CURING NOTES: 1. WHEN THE ESTIMATED EVAPORATION RATE IS GREATER THAN 0.2 PSF/HOUR PROVIDE A SPRAY APPLIED EVAPORATION RETARDER IMMEDIATELY AFTER CONCRETE PLACEMENT. THE EVAPORATION RATE MAY BE CALCULATED PER ACI 305 FIGURE 2.1.5. 2. PROVIDE PRE-APPROVED CONTINUOUS WET CURE METHOD FOR A MINIMUM OF 14 DAYS. 3. APPLY A LIQUID MEMBRANE FORMING CURING COMPOUND, CONFORMING TO ASTM C309 TYPE 1 CLASS B SPECIFICATIONS OR ASTM C1315 TYPE 1 CLASS A SPECIFICATIONS, PER MANUFACTURER'S RECOMMENDATIONS IMMEDIATELY AFTER FINAL FINISHING. CURING COMPOUND SHALL BE COMPATIBLE WITH ARCHITECTURAL FLOOR COVERINGS AND SEALERS. 4. PROVIDE 'ULTRACURE MAX' MOISTURE RETAINING COVER BY MCTECH GROUP, OR APPROVED EQUAL, FOR A MINIMUM OF 14 DAYS. 5. APPLY A SILANE SEALER WITH MINIMUM SOLIDS CONTENT OF 40% PER MANUFACTURER'S RECOMMENDATIONS. 6. APPLY A LIQUID MEMBRANE FORMING CURING COMPOUND, CONFORMING TO ASTM C309 TYPE 1 CLASS B SPECIFICATIONS, PER MANUFACTURER'S RECOMMENDATIONS TO ALL FORMED SURFACES IMMEDIATELY AFTER FINAL FORM REMOVAL. NOT REQUIRED IF FORMWORK REMAINS IN PLACE FOR MORE THAN 7 DAYS. COLD WEATHER PLACEMENT: 1. COLD WEATHER IS DEFINED BY ACI 306 AS "A PERIOD WHEN FOR MORE THAN 3 SUCCESSIVE DAYS THE MEAN DAILY TEMPERATURE DROPS BELOW 40° F." 2. NO CONCRETE SHALL BE PLACED ON FROZEN OR PARTIALLY FROZEN GROUND. THAWING THE GROUND WITH HEATERS IS PERMISSIBLE. 3. CONCRETE MIX TEMPERATURES SHALL BE AS SHOWN BELOW. HEATING OF WATER AND/OR AGGREGATES MAY BE REQUIRED TO ATTAIN THESE TEMPERATURES. 4. THE CONCRETE MAY REQUIRE PROTECTION FOR 4-7 DAYS AFTER POURING. IF TEMPERATURES REMAIN BELOW FREEZING, INSULATING BLANKET COVERAGE IS REQUIRED. IF TEMPERATURES ARE SLIGHTLY BELOW FREEZING (30° F MIN.) AT NIGHT AND ABOVE FREEZING DURING THE DAY, KRAFT PAPER WITH COMPLETE COVERAGE MAY BE USED IN LIEU OF INSULATED BLANKETS. 5. NO ADDITIVES CONTAINING CHLORIDES SHALL BE USED. USE "POZZUTEC 20+" BY MASTER BUILDERS OR "POLARSET" BY W.R. GRACE OR PRE-APPROVED EQUAL. CONCRETE CURING AND SEALING CURING PROCEDURES SHALL COMMENCE IMMEDIATELY AFTER FINISHING CONCRETE TO MAINTAIN CONCRETE IN A MOIST CONDITION. VERIFY CURING AND/OR SEALING PRODUCTS ARE COMPATIBLE WITH FLOOR COVERINGS SHOWN ON THE ARCHITECTURAL DRAWINGS. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS. SLABS ARE DEFINED AS SLABS ON GRADE, CONCRETE ON METAL DECK, ELEVATED POST-TENSIONED OR MILD REINFORCED DECKS, AND TOPPING SLABS. SUBMIT SHOP DRAWINGS SHOWING ALL PANEL DIMENSIONS, BLOCKOUTS FOR OPENINGS, LOCATION OF REINFORCING STEEL, CONNECTIONS, INSERTS AND ALL OTHER EMBEDDED ITEMS FOR APPROVAL BY ARCHITECT. PANELS DRAWN SHOW TYPICAL LOCATIONS OF PANEL CONNECTIONS AND ADDITIONAL REINFORCING FOR MOST PANEL OPENINGS. NOT ALL EMBEDDED ITEMS AND MECHANICAL AND ELECTRICAL PENETRATIONS ARE SHOWN. CONTRACTOR SHALL COORDINATE PENETRATIONS WITH MECHANICAL AND ELECTRICAL REQUIREMENTS AND REINFORCING PER DETAIL 7/S-310, OR AS DIRECTED BY THE STRUCTURAL ENGINEER. REINFORCING STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOW S, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH ------------ 3" EXPOSED TO WEATHER OR EARTH ------------ 2" WALLS AND SLABS NOT EXPOSED TO WEATHER---- 3/4" SITE-CAST/TILT-UP CONCRETE PANELS: REINFORCING SHOWN ON PANEL DETAILS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS IN PLACE AND TIED TO ROOF AND FLOOR DIAPHRAGMS. USE STRONGBACKS AND EXTRA REINFORCING AS REQUIRED AND DIRECTED BY PANEL ERECTOR FOR ERECTION PURPOSES. CONCRETE INSERTS: THREADED DOWEL BAR SUBSTITUTIONS SHALL BE MANUFACTURED BY RICHMOND SCREW ANCHOR CO., INC., OR PRE-APPROVED EQUAL AND SHALL BE CAPABLE OF DEVELOPING THE FULL TENSILE CAPACITY OF THE BAR. REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE, Fy=60 KSI (UNLESS NOTED OTHERWISE) BAR SIZE MINIMUM LAP SPLICE LENGTHS ("Ls") MINIMUM DEVELOPMENT LENGTHS ("Ld")MINIMUM EMBEDMENT LENGTH FOR STANDARD END HOOKS ("Ldh")TOP BARS (1)OTHER BARS TOP BARS (1) OTHER BARS #4 2'-8" 2'-0" 2'-0" 1'-7" 0'-9" #5 3'-4" 2'-7" 2'-7" 2'-0" 1'-0" #6 4'-0" 3'-1" 3'-1" 2'-4" 1'-2" REINFORCING STEEL SHALL CONFORM TO: ASTM A615, GRADE 60 TYPICAL UNLESS NOTED OTHERWISE. DETAIL FABRICATE AND PLACE PER ACI 315 AND ACI 318. SPLICE TABLE NOTES: 1. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. GROUT NON-SHRINK GROUT: MASTER BUILDERS "MASTERFLOW 928" OR PRE-APPROVED EQUAL. GROUT SHALL CONFORM TO CRD-C621 AND ASTM C1107 WHEN TESTED AT A FLUID CONSISTENCY PER CRD-C611-85 FOR 30 MINUTES. GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING. 28-DAY MINIMUM STRENGTH SHALL BE 7,500 PSI MINIMUM REINFORCING STEEL DETAILING, FABRICATION AND ERECTION ALL WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 15TH EDITION, THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS JULY 7, 2016, THE AISC CODE OF STANDARD PRACTICE, JUNE 15, 2016 AND THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, JULY 12, 2016. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND/OR DIMENSION POINTS UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDES AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REQUIREMENTS. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. STRUCTURAL STEEL FORMED SURFACES EXCLUDING FOUNDATIONS 6 POST-INSTALLED ANCHORS: SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL ENGINEER PRIOR TO INSTALLING POST- INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH REBAR. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. INSTALLER SHALL BE QUALIFIED AND TRAINED BY THE MANUFACTURER. HOLES SHALL BE HAMMER DRILLED ONLY (ROTARY DRILLED ONLY AT UNREINFORCED MASONRY - NO HAMMER TOOLS). SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED FOR APPROVAL A MINIMUM OF 2 WEEKS PRIOR TO BID, ALONG W ITH CALCULATIONS THAT SHALL BE STAMPED BY A PROFESSIONAL ENGINEER (LICENSED IN THE STATE OF THE PROJECT) DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE. POST-INSTALLED ANCHORS CONCRETE ANCHORS: - ADHESIVE ANCHORS: HILTI HIT-HY 200 V3 (ICC-ESR-4868), HILTI HIT-RE 500 V3 (ICC-ESR-3814), DEWALT PURE 110+ (ICC-ESR-3298) OR SIMPSON SET-3G (ICC-ESR-4057) OR PRE-APPROVED EQUAL. *CONCRETE SHALL BE A MINIMUM OF 21 DAYS OLD AT TIME OF INSTALLATION. *CONCRETE SHALL BE IN THE TEMPERATURE RANGE AS REQUIRED BY THE CONCRETE MANUFACTURER. *HOLE SHALL BY HAMMER-DRILLED ONLY. *DO NOT INSTALL IN WATER-FILLED HOLES. *INSTALLER OF HORIZONTAL OR UPWARDLY INCLINED (ANY POSITION EXCEPT DIRECTLY DOWNWARD) ANCHORS SHALL ALSO BE CERTIFIED BY THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. - EXPANSION ANCHORS: KWIKBOLT TZ2 (ICC ESR-4266) BY HILTI, INC., OR PRE-APPROVED EQUAL. - SCREW ANCHORS: KWIK HUS-EZ (ICC ESR-3027) BY HILTI, INC., OR PRE-APPROVED EQUAL.NON-AISC CERTIFIED STEEL ERECTORS SHALL HAVE FIVE YEARS MINIMUM EXPERIENCE ON SIMILAR PROJECTS OF EQUAL OR LARGER COMPLEXITY AND SCOPE. QUALIFICATIONS SHALL BE SUBMITTED TWO WEEKS PRIOR TO BID. MATERIAL PROPERTIES WIDE FLANGE SECTIONS: ASTM A992 (Fy = 50 KSI) OTHER SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED HOLLOW STRUCTURAL SECTIONS: RECTANGULAR & SQUARE -ASTM A500, GRADE C (Fy = 50 KSI) ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, UNLESS OTHERWISE NOTED, ASTM F1554, GRADE 105 WHERE INDICATED. MACHINE BOLTS (M.B.): ASTM A307, GRADE A. HIGH-STRENGTH BOLTS: A325-ASTM F1852, A490-ASTM F2280 NON-AISC CERTIFIED STEEL FABRICATORS SHALL HAVE FIVE YEARS MINIMUM EXPERIENCE ON SIMILAR PROJECTS OF EQUAL OR LARGER COMPLEXITY AND SCOPE. QUALIFICATIONS SHALL BE SUBMITTED TWO WEEKS PRIOR TO BID STEEL ERECTORS STEEL DETAILERS ALL STEEL DETAILING SHALL BE PERFORMED BY A DETAILER WITH FIVE YEARS MINIMUM EXPERIENCE ON SIMILAR PROJECTS OF EQUAL OR LARGER COMPLEXITY AND SCOPE. QUALIFICATIONS SHALL BE SUBMITTED TWO WEEKS PRIOR TO BID. STEEL FABRICATORS 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 5 6 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-101 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A GENERAL NOTES LO N G S H O T I N D O O R S H O O T I N G R A N G E WELD TYPE FILLER METAL TENSILE STRENGTH CHARPY V-NOTCH (CVN) RATING FILLET 70 KSI ----- PARTIAL PENETRATION 70 KSI ----- COMPLETE PENETRATION 70 KSI 20 FT-LBS @ 40 DEG F WELD TYPE FILLER METAL TENSILE STRENGTH CHARPY V-NOTCH (CVN) RATING FILLET 70 KSI 20 FT-LBS @ 0 DEG F PARTIAL PENETRATION 70 KSI 20 FT-LBS @ 0 DEG F COMPLETE PENETRATION 70 KSI 20 FT-LBS @ 0 DEG F PENNYWEIGHT DIAMETER (INCHES)LENGTH (INCHES) 8d 10d 16d 20d 0.131 0.148 0.148 0.192 2-1/2 3 3-1/2 4 WELD TABS (ALSO KNOWN AS WELD "EXTENSION" TABS OR "RUN OFF" TABS) SHALL BE USED. AFTER THE WELD HAS BEEN COMPLETED THE WELD TABS SHALL BE REMOVED AND THE WELD END GROUND TO A SMOOTH CONTOUR. WELD "DAMS" OR "END DAMS" SHALL NOT BE USED. THE PROCESS CONSUMABLES FOR ALL WELD FILLER METAL INCLUDING TACK WELDS, ROOT PASS AND SUBSEQUENT PASSES DEPOSITED IN A JOINT SHALL BE COMPATIBLE. ALL WELD FILLER METAL AND WELD PROCESS SHALL PROVIDE THE TENSILE STRENGTH AND CHARPY V-NOTCH RATINGS AS FOLLOWS: GRAVITY FRAME LATERAL FORCE-RESISTING SYSTEM WELDED CONNECTIONS INSPECTION: 1. ALL WELDING SHALL BE CHECKED BY VISUAL MEANS AND BY OTHER METHODS DEEMED NECESSARY BY THE WELDING INSPECTOR. 2. ALL FULL PENETRATION WELDS TO MEMBERS WHICH FORM A PORTION OF THE LATERAL FORCE-RESISTING SYSTEM SHALL BE CHECKED 100 PERCENT BY ULTRASONIC TESTING. 3. THE CONTRACTOR SHALL SUBMIT A WRITTEN WELDING PROCEDURE SPECIFICATION FOR SHOP AND FIELD WELDING OF ALL LATERAL FORCE-RESISTING SYSTEM CONNECTIONS FOR APPROVAL TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION. THE STANDARDS OF ACCEPTANCE FOR WELDS TESTED BY ULTRASONIC METHODS SHALL CONFORM TO AWS D1.1. ALL WELDS FOUND TO BE DEFECTIVE SHALL BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTION SHALL BE PAID FOR BY THE CONTRACTOR HIGH-STRENGTH BOLTS: ALL A325 HIGH-STRENGTH BOLTS (HSB) SHALL BE ASTM F3125, GRADE F1852, UNLESS OTHERWISE DESIGNATED AS A490. ALL HSB DESIGNATED AS A490 SHALL BE ASTM F3125, GRADE F2280. ALL HSB SHALL BE BY "LEJEUNE BOLT COMPANY" OR PRE-APPROVED EQUAL AND SHALL BE INSTALLED PER SECTION 8.2 OF THE "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS", AUGUST 2014 BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC SPECIFICATION). ALL BOLT HOLES SHALL BE STANDARD ROUND HOLES UNLESS NOTED OTHERWISE. THE FAYING SURFACES OF ALL PLIES WITHIN THE GRIP OF SLIP-CRITICAL BOLTS (A325SC OR A490SC) SHALL MEET THE REQUIREMENTS FOR A CLASS A SURFACE PER SECTION 3.2 OF THE RCSC SPECIFICATION. BOLTED CONNECTIONS INSPECTION: CONNECTIONS MADE WITH BEARING TYPE BOLTS SHALL BE INSPECTED PER SECTION 9.1 AND CONNECTIONS MADE WITH SLIP-CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL BE INSPECTED PER SECTION 9.3 OF RCSC SPECIFICATION. ADHESIVE ANCHOR RODS: FULLY THREADED ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE. ALL NAILS AND STAPLES SHALL CONFORM TO ASTM F1667 INCLUDING SUPPLEMENT 1. FOR DIAPHRAGM OR SHEAR WALL NAILING THE FOLLOWING FASTENER TYPES MAY BE USED AT EQUIVALENT SPACING TO THAT SPECIFIED ON PLANS. CARPENTRY: NAILS: CONNECTION DESIGNS ARE BASED ON NAILS WITH THE FOLLOWING PROPERTIES: GENERAL REQUIREMENTS THE ENGINEER FOR THE OPEN-WEB STEEL JOIST DESIGN SHALL HAVE A MINIMUM OF (5) YEARS EXPERIENCE IN THE DESIGN OF OPEN-WEB STEEL JOISTS OF SIMILAR SIZE PROJECTS AND BE A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT. THE ENGINEER FOR THE JOIST DESIGN SHALL SUBMIT A STAMPED LETTER OF COMPLIANCE INDICATING YEARS OF EXPERIENCE. THE LETTER SHALL ALSO STATE THAT THEY HAVE REVIEWED THE JOIST PLACEMENT DRAWINGS AND BILLS OF MATERIAL FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS, ALONG WITH VERIFICATION THAT THE JOISTS CONFORM TO THE DESIGN CRITERIA AND ADDITIONAL LOADING REQUIREMENTS LISTED IN THE CONTRACT DOCUMENTS (INCLUDING BUT NOT LIMITED TO SNOW DRIFT, WIND UPLIFT, JOIST AXIAL LOADS AND MECHANICAL UNIT LOADING). FILLET (1)70 KSI 40 FT-LBS @ 70 DEG F PARTIAL PENETRATION (1)70 KSI 40 FT-LBS @ 70 DEG F COMPLETE PENETRATION (1)70 KSI 40 FT-LBS @ 70 DEG F (1) DCW LOCATIONS ARE INDICATED IN THE DETAILS. FASTENER TYPE DIAMETER (INCHES) LENGTH (INCHES) 8d COMMON WIRE 0.131 62-1/2 EQUIVALENT SPACING (INCHES) 4 3 8d "DIPPED GALV. BOX" 0.131 62-1/2 4 3 8d COOLER 0.113 4-1/22-1/2 3 2-1/2 14 GA. STAPLES 0.080 61-1/2* 4 3 16 GA. STAPLES 0.062 41-1/2* 3 - 10d COMMON WIRE 0.148 63 4 3 10d "HOT DIPPED GALV. BOX" 0.148 63 4 3 10d "SHINY BOX" 0.131 4-1/23 3 2-1/4 16d COMMON WIRE 0.162 63-1/2 4 3 16d SINKER NAIL 0.148 53-1/4 3-1/4 2-1/2 * BASED ON 15/32" PLYWOOD OR OSB. STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D1.1. LATERAL FORCE-RESISTING SYSTEM: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE SEISMIC SUPPLEMENT" AWS D1.8. WELDING CERTIFICATION: ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. WELDERS SHALL BE PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. FINISH: STRUCTURAL STEEL SHALL BE UNPAINTED, UNLESS NOTED OTHERWISE, AND SHALL BE CLEAN OF LOOSE RUST, LOOSE MILL SCALE, OIL, GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC-SP1. WHERE STRUCTURAL STEEL IS NOTED TO BE PAINTED, ALL AREAS COMPRISING THE FAYING SURFACES OF BOLTED CONNECTIONS MADE WITH SLIP-CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL COMPLY WITH THE REQUIREMENTS OF THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM A123, A384, AND A385. ALL SURFACES WITHIN TWO INCHES OF ANY FIELD WELD LOCATION SHALL BE FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES. FIELD TOUCH-UP OF PRIMED, PAINTED, AND GALVANIZED SURFACES SHALL BE PERFORMED TO REPAIR COATING ABRASIONS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. WOOD SHEATHING (STRUCTURAL): SHEATHING ON ROOF SURFACES SHALL BE PLYWOOD ONLY. SHEATHING ON FLOOR AND WALLS SHALL BE PLYWOOD OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS PERFORMANCE CATEGORY 3/4" OR THICKER. WOOD SHEATHING SHALL BE "STRUCTURAL I" CONFORMING TO PS1-09 AND/OR PS2-10. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF FRAMING AT 32"O.C. (48/24); ROOF FRAMING AT 24"O.C. (32/16); WALLS (32/16); FLOORS (48/24) ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE-LAMINATED MEMBERS: CONFORM TO ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR (DF) FOR SIMPLE SPANS; (Fb=2400 PSI, Fv=265 PSI, E=1.8X10^6 PSI); OPEN-WEB STEEL JOISTS: SHALL BE MANUFACTURED BY CANAM STEEL CORPORATION, VULCRAFT A DIVISION OF NUCOR CORPORATION OR PRE-APPROVED EQUAL, AND SHALL CONFORM TO THE STEEL JOIST INSTITUTE (SJI) AND AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) STANDARDS AND CRITERIA LISTED IN THE CONTRACT DOCUMENTS AND SHALL BE DESIGNED TO CARRY THE LOADS LISTED IN THE DESIGN CRITERION AND THOSE INDICATED ON THE FRAMING PLANS. JOIST MANUFACTURER SHALL VERIFY AND INCLUDE FIRE RATING STRESS REDUCTIONS AND SIZE LIMITATIONS IN ORDER TO CONFORM TO THE ASSEMBLY REQUIREMENTS AS SHOWN ON THE ARCHITECTURAL DRAWINGS. AT A MINIMUM PROVIDE BRACING TO WITHSTAND A NET WIND UPLIFT PER SHEET S-105. FOR OTHER SPECIAL REQUIREMENTS, SEE STRUCTURAL DRAWINGS. ALL LOADS INDICATED ON THE FRAMING PLANS THAT ARE NOT DIMENSIONED ARE TO BE DESIGNATED AS ADLOADS BY THE JOIST MANUFACTURER. JOISTS SHALL BE DESIGNED AND DETAILED TO MEET ALL CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL COORDINATE ALL OSHA REQUIREMENTS BETWEEN THE STEEL DETAILER AND JOIST MANUFACTURER. SEE ADDITIONAL INFORMATION IN THE STRUCTURAL STEEL "DETAILING, FABRICATION, AND ERECTION" SECTION. METAL ROOF DECK: SHALL CONTAIN THE MINIMUM PROPERTIES SHOWN ON THE STRUCTURAL DRAWINGS AND SHALL BE MANUFACTURED BY VERCO MANUFACTURING CO., ASC STEEL DECK, EPIC METALS, OR PRE-APPROVED EQUAL. THE ROOF DECK SHALL BE FORMED FROM STEEL SHEETS CONFORMING TO ASTM A611 OR A653, AND SHALL BE GALVANIZED PER ASTM A924. THE ROOF DECK SHALL BE PLACED ON THE SUPPORTING FRAMEWORK WITH A MINIMUM END LAP OF TWO INCHES. SUBMIT SHOP DRAWINGS SHOWING LAYOUT AND FASTENING PATTERN. ALL ACCESSORIES SHALL BE PROVIDED TO COMPLETE THE ERECTION OF THE STEEL DECK. PREMIUM/ARCHITECTURAL APPEARANCE GRADE WHERE EXPOSED TO VIEW; INDUSTRIAL APPEARANCE WHERE NOT EXPOSED TO VIEW. ALL MEMBERS TO HAVE EXTERIOR GLUE AND HAVE AN APPROVED GRADE STAMP. CAMBER AS SHOWN ON STRUCTURAL DRAWINGS. STRUCTURAL COMPOSITE LUMBER (SCL): SHALL BE MANUFACTURED BY REDBUILT LLC., OR PRE-APPROVED EQUAL IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS CONFORMING TO A CURRENT EVALUATION REPORT. FRAMING LUMBER: STANDARDS. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BY THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 6x BEAMS AND HEADERS. "DOUG FIR-LARCH" NO. 1 (Fb=1350 PSI, Fv=170 PSI) 2. 2x TO 4x JOISTS, PURLINS AND HEADERS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 3. 6x POSTS AND COLUMNS. "DOUG FIR-LARCH" NO. 1 (Fc=1000 PSI) 4. EXTERIOR STUDS, INTERIOR BEARING WALLS AND 4x COLUMNS. "DOUG FIR-LARCH" NO. 2 (Fb= 900 PSI, Fc= 1350 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI). 5. INTERIOR NON-BEARING STUD WALLS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI. Fc=1350 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI) 6. 2x & 3x T&G DECKING: "DOUG FIR-LARCH" COMMERCIAL (Fb=1450 PSI, E=1700 KSI) 7. THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMING. "DOUG FIR-LARCH" NO. 2 (Fb= 900 PSI, Fc=1350 PSI), OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI). 8. UTILITY & STANDARD GRADES NOT PERMITTED. MEMBERS INDICATED IN STRUCTURAL DRAWINGS AS "PPT" SHALL BE PRESERVATIVE PRESSURE TREATED COMBINATION 24F-V5 SOUTHERN PINE (SP) (Fb=2400 PSI, Fv=300 PSI, E=1.7X10^6 PSI) AND SP COMBINATION 2 FOR COLUMNS. MEMBERS HAVE BEEN DESIGNED TO SERVICEABILITY AND OTHER PERFORMANCE BASED REQUIREMENTS, WHICH MAY EXCEED MINIMUM DESIGN LOADS AND CODE REQUIREMENTS. SUBSTITUTIONS MUST MEET OR EXCEED MOMENT, SHEAR, AND STIFFNESS OF THOSE MEMBERS SPECIFIED AT THE SAME DEPTH AND SPACING. MIINIMUM DESIGN VALUES: 1. 2x SCL: Fb = 1700 PSI, Fv = 285 PSI, E = 1300 KSI 2. 1-3/4" SCL: Fb = 2600 PSI, Fv = 285 PSI, E = 1800 KSI 3. 3-1/2" SCL: Fb = 2900 PSI, Fv = 285 PSI, E = 2000 KSI 4. 5-1/4" SCL: Fb = 2900 PSI, Fv = 285 PSI, E = 2000 KSI 5. RIMBOARD:APA/EWS PERFORMANCE RATED RIM (PRR-401) HEADED STUDS: SHALL BE "H4L HEADED CONCRETE ANCHORS" FOR STUDS 5/8" DIAMETER AND SMALLER AND "S3L SHEAR CONNECTORS" FOR STUDS 3/4" DIAMETER AND LARGER AS MANUFACTURED BY NELSON STUD WELDING, INC. OR PRE-APPROVED EQUAL AND SHALL CONFORM TO AWS D1.1. ALL HEADED STUDS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS USING A NELSON WELD GUN, UNLESS NOTED OTHERWISE ON DETAILS. ALL WELDS SHALL BE MADE AND INSPECTED IN ACCORDANCE WITH AWS D1.1. GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER IBC TABLE 2304.10.1 OR MORE, AS OTHERWISE SHOWN. STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED W ITH THE EXCEPTION OF INTERIOR CONCRETE TOPPINGS ON WOOD FLOOR SYSTEMS. HOLES AND CUTS IN 3x OR 4x PLATES SHOULD BE TREATED WITH A 9% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3"x3"x0.229" PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY IBC SECTIONS 2308.4.2.4, 2308.5.9, 2308.5.10 AND 2308.7.4 OR AS RESTRICTED BY PLANS OR DETAILS, OR AS APPROVED PRIOR TO INSTALLATION. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. WOOD SHRINKAGE AND CONSOLIDATION: SHRINKAGE OF WOOD MEMBERS AND CONSOLIDATION OF BEARING WALLS IS EXPECTED FROM TIME OF FRAMING UNTIL AFTER BUILDING IS PUT IN SERVICE. MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS SHALL BE CONSTRUCTED TO ACCOMODATE 1/4" OF TOTAL SETTLEMENT PER STORY. FRAMING CONNECTORS: SHALL CONFORM TO CURRENT EVALUATION REPORT AND BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CA., OR PRE-APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS OR BOLTS PER MANUFACTURER, EXCEPT AS NOTED OTHERWISE. PROVIDE LEAD HOLES AS REQUIRED TO PREVENT SPLITTING OF WOOD MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. LAG SCREWS: SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. LAG SCREWS SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIA. EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75 PERCENT OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE SCREW. LAG SCREWS SHALL NOT BE DRIVEN WITH A HAMMER. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENERS (2)(3) EX P O S U R E DR Y FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2x, 4x, 6x (FIR), OR GLULAM (SP) SBX GALV (G60) ACQ, CBA, CA GALV (G185) WE T FRAMING, DECKING, POSTS & LEDGERS 2x, & 4x (FIR) ACQ, CBA, CA GALV (G185) 2x, & 4x (CEDAR)NONE GALV (G90) BEAMS & COLUMNS 6x (FIR), OR GLULAM (SP) ACQ, CBA, CA GALV (G185) 6x OR GLULAM (CEDAR)NONE GALV (G90) 1. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED FIR: DOUG-FIR OR HEM-FIR SBX: DOT SODIUM BORATE SP: SOUTHERN PINE ACQ: ALKALINE COPPER QUAT CBA & CA: COPPER AZOLE 2. CONNECTORS: JOIST HANGERS, STRAPS, FRAMING CONNECTORS, COLUMN CAPS AND BASES, ETC. FASTENERS: MACHINE BOLTS, ANCHOR BOLTS AND LAG SCREWS WITH ASSOCIATED PLATE WASHERS AND NUTS. NAILS, SPIKES, WOOD SCREWS, ETC. 3. G60, G90 & G185 PER ASTM A653 FOR COLD-FORMED STEEL CONNECTORS. BATCH/POST HOT-DIP GALVANIZED PER ASTM A123 FOR CONNECTORS AND ASTM A153 STRUCTURAL STEEL CONNECTORS. HOT-DIP GALVANIZED PER ASTM A153 FOR FASTENERS OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. 4. AT CONTRACTORS OPTION, LEDGERS AND TOP PLATES A MINIMUM OF 8 FEET ABOVE GRADE ON CONCRETE OR MASONRY WALLS MAY BE UN-TREATED IF COMPLETELY SEPARATED FROM THE WALL BY A SELF ADHERING ICE & WATER SHIELD BARRIER (40 MIL MINIMUM). PRESERVATIVE TREATED WOOD REQUIREMENTS: TREATMENTS OTHER THAN THOSE LISTED BELOW ARE NOT PERMITTED. 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 0 0 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-102 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A GENERAL NOTES LO N G S H O T I N D O O R S H O O T I N G R A N G E 1/2" MIN. CLR TO TOP CHORD STRUCTURAL ENGR.BLDG. DEPT. 1.CONCRETE MIX DESIGNS X X 2. 3. STRUCTURAL STEEL X X 4. OPEN-WEB STEEL JOISTS X X METAL DECK X X 5. 6. PRECAST CONCRETE, TILT-UP WALLS X 7. MISCELLANEOUS STEEL X X 8. GLU-LAMINATED MEMBERS X X 9. CONDUIT EMBEDDED IN CONCRETE X X 10. CONTRACTOR'S STATEMENT OF RESPONSIBILITY X X MEMBER DESIGN CALCULATIONS SHALL BE PROVIDED FOR STANDARD LOADING ALONG WITH DESIGN CHECKS FOR SPECIAL LOADING CONDITIONS WHICH INCLUDE FREE BODY DIAGRAMS, LOADING BREAK DOWN, DESCRIPTION OF LOADS (I.E. MECH UNIT, SUSPENDED WALL, ETC.) AND THE RATIONALE FOR LOADING DISTRIBUTION ON MULTIPLE MEMBERS. SUBMITTAL SHALL ALSO PROVIDE ANY DOCUMENTATION NECESSARY TO INTERPRET DATA INDICATED ON CALCULATIONS. MEMBERS HAVE BEEN DESIGNED TO MEET SERVICEABILITY AND OTHER PERFORMANCE BASED REQUIREMENTS, WHICH MAY EXCEED MINIMUM DESIGN LOADS AND CODE REQUIREMENTS. SUBSTITUTIONS MUST MEET OR EXCEED MOMENT, SHEAR, AND STIFFNESS OF THOSE MEMBERS SPECIFIED AT THE SAME DEPTH AND SPACING. REFER TO THE FRAMING CONNECTORS SECTION OF THESE GENERAL NOTES FOR REQUIREMENTS PLACED UPON CONNECTOR HARDWARE SPECIFIED BY TRUSS ENGINEER AND/OR PROVIDED BY TRUSS MANUFACTURER. SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA 13 AND COMMERCIAL PUBLICATION "SPRINKLER SYSTEM INSTALLATION WITH GUIDELINES FOR REDBUILT OPEN-WEB TRUSSES AND I-JOISTS". LOADS HUNG FROM JOIST NOT SPECIFICALLY IDENTIFIED ON STRUCTURAL DRAWINGS SHALL NOT EXCEED 30 POUNDS AT ANY ONE POINT, NOR SHALL TOTAL LOADS IN POUNDS ON ANY ONE JOIST EXCEED 8 TIMES THE JOIST SPAN IN FEET, UNLESS DETAILED OTHERWISE ON THE DRAWINGS. ATTACHMENT OF LOADS EXCEEDING 90 POUNDS SHALL BE APPROVED PRIOR TO INSTALLATION. DO NOT NOTCH OR DRILL THRU TRUSS MEMBERS. SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING LABORATORY PER THE REQUIREMENTS OF IBC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION AND THE CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL FOR THE ITEMS LISTED IN THE QUALITY ASSURANCE/SPECIAL INSPECTION SECTION: SHOP DRAWINGS/SUBMITTALS THE FOLLOWING SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. MISCELLANEOUS: PRE-APPROVED SUBSTITUTIONS: SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THESE GENERAL NOTES AND THE SPECIFICATIONS, AND IF COMPLETE WRITTEN ENGINEERING DATA FOR EACH CONDITION REQUIRED FOR THIS PROJECT IS PROVIDED TO THE STRUCTURAL ENGINEER TWO WEEKS PRIOR TO BID DATE AND APPROVED IN WRITTEN ADDENDA BY THE ARCHITECT. DATA IS TO INDICATE CODE BASIS BY YEAR, AUTHORITY FOR STRESSES AND STRESS INCREASES, IF ANY, AND AMOUNT OF EXPECTED DEFLECTION FOR FLEXURAL MEMBERS UNDER (1) TOTAL LOAD AND (2) LIVE LOAD ONLY. ALL INCREASED COSTS IN MECHANICAL, SPRINKLER, ELECTRICAL OR GENERAL INSTALLATION AND ANY ARCHITECTURAL OR STRUCTURAL REDESIGN RESULTING FROM SUBSTITUTION SHALL BE BORNE BY THE GENERAL CONTRACTOR. TYPICAL I-JOIST VENTED BLOCKING NO SCALE 4-5/8" DIA. HOLES CENTERED IN PANELS AT 8" O.C. - (3) HOLES AT 32" O.C. JOISTS, (2) HOLES AT 24" O.C. JOISTS 5/8 "5/8 " 8" 8" 0 " 11. STRUCTURAL COMPOSITE LUMBER X X DEFERRED SUBMITTALS THE FOLLOWING ARE NOT INCLUDED WITH THE BUILDING PERMIT DRAWINGS AND SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL AS A DEFERRED SUBMITTAL. SUBMITTALS SHALL BE STAMPED BY A ENGINEER LICENSED IN THE STATE OF THE PROJECT AS NOTED. ENGINEER STAMP REQUIRED 1.OPEN-WEB STEEL JOISTS PE X X I-JOISTS: SHALL BE MANUFACTURED BY REDBUILT LLC, OR PRE-APPROVED EQUAL IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. MEMBERS SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT. THE ENTIRE I-JOIST ASSEMBLY SHALL BE AS APPROVED BY CURRENT EVALUATION REPORT. MEMBERS SHALL BE DESIGNED TO CARRY THE LOADS LISTED IN THE DESIGN CRITERION AND ANY ADDITIONAL LOADS INDICATED ON THE FRAMING PLANS AND DETAILS. I-JOISTS SHALL BE PROVIDED TO COMPLETE THE ROOF AND/OR FLOOR FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. MEMBER DESIGNATIONS ON PLANS ARE FOR TYPICAL UNIFORMLY LOADED CONDITIONS. MANUFACTURER SHALL PROVIDE ADDITIONAL MEMBERS AS REQUIRED TO SUPPORT SPECIAL LOADING CONDITIONS INDICATED ON DRAWINGS. TOP CHORD AT STRAP CONNECTIONS TO CONCRETE WALLS SHALL BE COMPOSED OF A STRUCTURAL COMPOSITE LUMBER MEMBER APPROVED BY A CURRENT EVALUATION REPORT FOR SUCH A USE OR AT CONTRACTORS OPTION, STRAP NAIL HOLES SHALL BE PRE-DRILLED IN CHORD. PROVIDE SHOP AND INSTALLATION DRAWINGS AND CALCULATIONS PRODUCED UNDER THE SUPERVISION OF AND BE STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT. DETAIL DRAWINGS TO INDICATE MEMBER TYPES, SIZE, SPACING, BRIDGING, BLOCKING, CONNECTIONS, ANCHORING, BEARING PLATE AND OTHER PERTINENT DETAILS. PROVIDE 1 1/2" DIA. OPEN KNOCKOUTS AT 12" O.C. ON ALL ROOF I-JOISTS. I-JOISTS ABBREVIATION LIST HGR HANGER A.B.ANCHOR BOLT HDR HEADER A.F.F.ABOVE FINISH FLOOR HT HEIGHT ALT.ALTERNATE HORIZ.HORIZONTAL ARCH.ARCHITECTURAL HSS HOLLOW STRUCTURAL SECTION @ AT INT.INTERIOR BM BEAM JST JOIST BRG BEARING JT JOINT BTWN BETWEEN L ANGLE BLK'G BLOCKING LLH LONG LEG HORIZONTAL BOT.BOTTOM LLV LONG LEG VERTICAL B.O.F. BOTTOM OF FOOTING L.L.LIVE LOAD BLD'G BUILDING LOC.LOCATION B.U. BUILT UP LSL LAMINATED STRAND LUMBER (C= ) CAMBER LVL CANT. CANTILEVER MAX.MAXIMUM C.J.CONTROL/CONSTRUCTION JOINT M.B.MACHINE BOLT MFR MANUFACTURER %CENTERLINE MECH.MECHANICAL CLR. CLEARANCE MTL METAL COL.COLUMN MEZZ.MEZZANINE CONC. CONCRETE MIN.MINIMUM MISC.MISCELLANEOUS CMU CONCRETE MASONRY UNIT N.S.NEAR SIDE CONN. CONNECTION NTS NOT TO SCALE CONST.CONSTRUCTION O.C.ON CENTER CONT. CONTINUOUS OPN'G OPENING CONTR. CONTRACTOR OPP.OPPOSITE COORD. COORDINATE 'PLATE CTR'D CENTERED P.A.F.POWDER ACTUATED FASTENER PERP.PERPENDICULAR C.Y. CUBIC YARD P.P.PARTIAL PENETRATION D.L.DEAD LOAD P.S.F.POUNDS PER SQUARE FOOT DIA. OR ) DIAMETER PSL PARALLAM DIAG.DIAGONAL P.P.T.PRESERVATIVE PRESSURE TREATED DIM. DIMENSION PW.PLYWOOD DBL. DOUBLE REINF.REINFORCEMENT D.F. DOUGLAS FIR REQ'D REQUIRED DWG DRAWING SCHED.SCHEDULE DWL DOWEL SCL STRUCTURAL COMPOSITE LUMBER EA.EACH SIM.SIMILAR EL. ELEVATION S.O.G.SLAB ON GRADE ELEV.ELEVATOR SQ.SQUARE ENGR ENGINEER STD STANDARD EQ. EQUAL STL STEEL (E) EXISTING STIFF.STIFFENER E.F.EACH FACE STRUCT.STRUCTURAL E.W. EACH WAY T&B TOP & BOTTOM EXP. EXPANSION T&G TONGUE AND GROOVE EXT.EXTERIOR THR'D THREADED FTG FOOTING T.O.F.TOP OF FOOTING FDN FOUNDATION T.O.S.TOP OF STEEL FLR FLOOR TRT'D TREATED F.O.M. FACE OF MASONRY TYP.TYPICAL F.O.S. FACE OF STUD U.N.O.UNLESS NOTED OTHERWISE F.S. FAR SIDE U.T.ULTRASONIC TESTED FRM'G FRAMING VERT.VERTICAL GALV. GALVANIZED W.P.WORK POINT GA.GAGE/GAUGE WT WEIGHT GL. GLULAM W.W.R.WELDED WIRE REINFORCING GR.GRADE W/WITH GWB GYPSUM WALL BOARD F.F.FAR FACE N.F.NEAR FACEADD'L ADDITIONAL CFS COLD-FORMED STEEL C.P. COMPLETE PENETRATION F.R.T. FIRE RETARDANT TREATED LAMINATED VENEER LUMBER P.T.POST TENSION SHT'G SHEATHING BRB BUCKLING RESTRAINED BRACE DCW DEMAND CRITICAL WELD L.F.R.S.LATERAL FORCE-RESISTING SYSTEM 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 0 4 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-103 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A GENERAL NOTES LO N G S H O T I N D O O R S H O O T I N G R A N G E WOOD FRAMING DIAPHRAGM NAILING X NAILING, BOLTING, AND ANCHORAGE OF COMPONENTS THAT ARE PART OF DRAG STRUTS, BRACES AND HOLD-DOWNS THAT ARE PART OF THE SEISMIC RESISTING SYSTEM X STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES STEEL CONSTRUCTION MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS X AISC 360 CHAPTER N5 HIGH-STRENGTH BOLTING A. SNUG-TIGHT JOINTS X AISC 360 CHAPTER N5 AISC 341 CHAPTER J7 MATERIAL VERIFICATION OF STRUCTURAL STEEL A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO AISC 360 B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS X X MANUFACTURER TO PROVIDE CERTIFIED MILL TEST REPORTS AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 MATERIAL VERIFICATION OF WELD FILLER MATERIALS A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS LISTED IN GENERAL NOTES B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X X MANUFACTURER TO PROVIDE CERTIFICATE OF COMPLIANCE AISC 360 CHAPTER N5 INSPECTION OF WELDING A. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS B. MULTI-PASS FILLET WELDS C. SINGLE-PASS FILLET WELDS > 5/16" D. PLUG AND SLOT WELDS E. SINGLE-PASS FILLET WELDS ≤ 5/16" F. FIELD-INSTALLED WELDED STUDS G. WELDING OF STAIRS AND RAILING SYSTEMS X X AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 AWS D1.1 CONCRETE INSPECT REINFORCEMENT, AND VERIFY PLACEMENT X SPECIAL INSPECTIONS NOT REQUIRED FOR THE FOLLOWING CONDITIONS: NON-STRUCTURAL SLAB ON GRADE ISOLATED SPREAD FOOTINGS FOR BUILDINGS THREE-STORIES AND LESS ABOVE GRADE PLANE ACI 318: CH 20, 25.2, 25.3, 26.6-1 TO 26.6-3, IBC 1908.4 ANCHORS CAST IN CONCRETE-PRIOR TO AND DURING PLACEMENT OF CONCRETE ACI 318: 17.8.2 AISC 360 SECTION N7 VERIFY USE OF REQUIRED DESIGN MIX X ACI 318, CH 19 PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X ASTM C172, C31 ACI 318: 26.4, 26.12 IBC 1908.10 MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES X ACI 318: 26.5.3 TO 26.5.5 IBC 1908.9 SPECIAL INSPECTIONS IN THIS SECTION ARE WAIVED WHERE FABRICATION IS PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5 X X X X X STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL INSPECTION OF WELDING A. REINFORCING STEEL: 1. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706 2. SHEAR REINFORCEMENT 3. OTHER REINFORCING STEEL 4. OPEN WEB STEEL JOISTS & JOIST GIRDERS A. END CONNECTIONS - WELDING OR BOLTED B. BRIDGING - HORIZONTAL OR DIAGONAL 1. STANDARD BRIDGING 2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN SECTION 2207.1 X X X X X X X AWS D1.3 AWS D1.4 ACI 318 SECTION 26.6.4 IBC 1705.2.3 SJI SPECIFICATIONS LISTED IN SECTION 2207.1 SJI SPECIFICATIONS LISTED IN SECTION 2207.1 X IBC 1705.11.1, 1705.12.2, 1705.5 SPECIAL INSPECTION NOT REQUIRED FOR FASTENER SPACING > 4" O.C. IBC 1705.11.1, 1705.12.2 INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED X ACI 318: 26.11.1.2(b) MATERIAL VERIFICATION OF REINFORCEMENT STEEL FOR ASTM A615 REINFORCING MANUFACTURER SHALL PROVIDE MILL TEST REPORTS. CONTINUOUS INSPECTION FOR ALL WELDS GREATER THAN 5/16" FILLET. PERIODIC INSPECTION FOR FILLET WELD 5/16" AND SMALLER ACI 318: 26.6.4 AWS D1.4 IBC 1705.3.1X TESTING OF MATERIALS IBC 1705.3.2X VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS X ACI 318: 26.11.2 TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOW S: » PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES. » REVIEW OF TESTING AND INSPECTION REPORTS. » REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES SOILS VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X IBC 1705.6 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN. CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION X ANCHORS POST-INSTALLED IN HARDENED CONCRETE (MECHANICAL ANCHORS INSTALLED IN ANY DIRECTION AND ADHESIVE ANCHORS INSTALLED DOWNWARD) X ACI 318: 17.8.2 MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS PERIODIC INSPECTION TO INCLUDE A QUANTITY OF 10% WITH A MINIMUM OF (5) ANCHORS INSPECTED PER INSTALLER ON A DAILY BASIS. ANCHORS POST-INSTALLED IN HARDENED CONCRETE (ADHESIVE ANCHORS INSTALLED HORIZONTAL OR UPWARDLY INCLINED) ACI 318: 17.8.2 MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS X STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES CONCRETE (CONT.)ERECTION OF PRECAST CONCRETE X ACI 318: 26.8 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 0 7 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-104 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A GENERAL NOTES LO N G S H O T I N D O O R S H O O T I N G R A N G E 1 3 5 6 A A BB CC 42 -16.0 PSF -26.9 PSF -35.5 PSF -48.4 PSF WIND UPLIFT PRESSURES 1' 1 2 3 1' 1 1 1 1 1 2 2 2 2 2 2 33 3 3 33 6'-0" 6' - 0 " 18'-0" 18'-0" 18 ' - 0 " 18 ' - 0 " 6'-0" 6' - 0 " 18 ' - 0 " 18 ' - 0 " 6' - 0 " 6'-0" 6' - 0 " 18'-0"18'-0" 6'-0" 6' - 0 " 18 ' - 0 " 6' - 0 " 6'-0" 18 ' - 0 " 18'-0" 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 1 1 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-105 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A WIND UPLIFT MAP LO N G S H O T I N D O O R S H O O T I N G R A N G ENORTH1/16" = 1'-0"S-105 1 WIND UPLIFT MAP 1 3 5 6 A A BB CC 42 1114 PSF 1528 PSF REQUIRED DIAPHRAGM STRENGTH (ASD) 40'-0" 40'-0"40'-0" 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 1 4 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-106 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A DIAPHRAGM SHEAR MAP LO N G S H O T I N D O O R S H O O T I N G R A N G ENORTH1/16" = 1'-0"S-106 1 DIAPHRAGM SHEAR MAP 1 1 3 3 5 5 A A BB CC 4 4 2 2HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS7x7x1/2F7.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4F4.0HSS6x6x1/4HSS6x6x1/46 S-310 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 3 S-300 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP TYP AT OPENING 7 S-310 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7 2 S-300 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 3 S-300 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3TYP AT OPENING 6 S-310 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP 9 1/4" TILT-UP CONC. WALL 7 S-310 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7 6 S-300 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP 6 S-310 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP 5" CONC SLAB ON GRADE W/ #4 @ 16" O.C. EA WAY TYP SEE 1 S-300 CONC. TILT-UP WALL, TYP SEE NOTE 2. CONC. TILT-UP WALL, TYP SEE NOTE 2. CONC. TILT-UP WALL, TYP SEE NOTE 2. CONC. TILT-UP WALL , TYP SEE NOTE 2. 6"CONC SLAB ON GRADE W/ @ 16" O.C. EA WAY TYP SEE 1 S-300 6"CONC SLAB ON GRADE W/ @ 16" O.C. EA WAY TYP SEE 1 S-300 G F A A A A A MMMM A A AAAACB A H I J A 26'-4" 31'-0"29'-1" 28'-0" 28'-0" 28'-0" 29'-4 1/4" 29'-4 1/4" 29'-4 1/4" 29'-4 1/4" 17 ' - 8 3 / 4 " 17 ' - 8 3 / 4 " 23 ' - 9 " 21 ' - 5 3 / 4 " 21 ' - 5 3 / 4 " 28'-0"28'-0"28'-0"28'-0"26'-0"30'-0"9'-0" L L K L L 25 ' - 1 0 " 11 ' - 2 1 / 4 " 26 ' - 6 " 30 ' - 5 3 / 4 " 8' - 2 " FTG, TYP 2' - 6 " S T R I P 2 S-301 2██████████2██████████2█████████████████████████2██████████2██████████2██████████21S-3011S-301SIM A F3.5x2.0 F3.5x2.0 TYP AT STAIR FOUNDATION AND GRADE PLAN NOTES: 1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. FINISH FLOOR = 0'-0" ABOVE FINISH FLOOR UNLESS NOTED OTHERWISE. 2. INDICATES 9 1/4" TILT-UP WALL PANEL. SEE SHEET S-310 AND S-320. 3. "F_" INDICATES CONCRETE SPREAD FOOTING. FOR SCHEDULE SEE 5/S-300. 4. INDICATES STEEL COLUMNS ORIGINATING AT FOUNDATION LEVEL. FOR TYPICAL ANCHOR ROD/BOLT DETAIL SEE 6/S-300. 5. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S-300. 6. FOR TILT UP WALL PANEL ELEVATIONS AND REINFORCING, SEE SHEETS S-320 AND S-321HSS5x5x3/838554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 0 0 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-201 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A FOUNDATION PLAN SOUTH LO N G S H O T I N D O O R S H O O T I N G R A N G ENORTH3/32" = 1'-0"S-201 1 FOUNDATION PLAN SOUTH 5 5 6 6 A A BB CC 6 S-310 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP CONC. TILT-UP WALL, TYP SEE NOTE 2. CONC. TILT-UP WALL, TYP SEE NOTE 2. CONC. TILT-UP WALL, TYP SEE NOTE 2. CONC. TILT-UP WALL, TYP SEE NOTE 2.6"CONC SLAB ON GRADE W/ @ 16" O.C. EA WAY TYP SEE 1 S-300 TYP AT OPENING 3 S-300 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 3 S-300 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 248'-0" A A A A A A A A A A A AADAEAAAAA A A 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 29'-9 3/8" 24 ' - 3 " 24 ' - 3 " 27 ' - 2 1 / 2 " 27 ' - 2 1 / 2 " 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" SIM 6 S-310 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP FOUNDATION AND GRADE PLAN NOTES: 1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. FINISH FLOOR = 0'-0" ABOVE FINISH FLOOR UNLESS NOTED OTHERWISE. 2. INDICATES 9 1/4" TILT-UP WALL PANEL. SEE SHEET S-310 AND S-320. 3. "F_" INDICATES CONCRETE SPREAD FOOTING. FOR SCHEDULE SEE 5/S-300. 4. INDICATES STEEL COLUMNS ORIGINATING AT FOUNDATION LEVEL. FOR TYPICAL ANCHOR ROD/BOLT DETAIL SEE 6/S-300. 5. FOR TYPICAL FOUNDATION DETAILS SEE SHEET S-300. 6. FOR TILT UP WALL PANEL ELEVATIONS AND REINFORCING, SEE SHEETS S-320 AND S-321HSS5x5x3/838554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 0 4 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-202 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A FOUNDATION PLAN NORTH LO N G S H O T I N D O O R S H O O T I N G R A N G ENORTH3/32" = 1'-0"S-202 1 FOUNDATION PLAN NORTH 1 1 3 3 A A BB CC 4 4 2 2 6¾ x 2 4 G L . 6¾ x 2 4 G L . 6¾ x 2 4 G L . 6¾x22½ GL. 6¾x24 GL. 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾ x 2 2 ½ G L . 6¾x22½ GL. 6¾x22½ GL. 6¾x22½ GL. 6¾x22½ GL. 14" TJI 110 @ 16" O.C. 14" TJI 560 @ 16" O.C. 14" TJI 210 @ 16" O.C. 14" TJI 360 @ 16" O.C. 14" TJI 360 @ 16" O.C. C1 2 x 2 0 . 7 C1 2 x 2 0 . 7 C1 2 x 2 0 . 7 C12x20.7 C12x20.7 C12x20.7 C12x20.7 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 TYP 6 S-400 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8SIM 4 S-400 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 4 S-400 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 6¾x13½ GL 6¾x13½ GL 5 S-400 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8HSS7x7x1/21S-5027 S-400 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7TYP 6 S-400 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 3 S-400 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP 9 S-400 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 SIM 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 SIM 5 S-400 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 9 S-400 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 PLYWOOD SHT'G - SEE NOTE 4 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 SIM 8 S-400 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 SIM HSS7x7x1/4 4 S-400 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 4 S-400 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4___ S-400 2 ___ S-400 2 4 S-503 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 ___ S-400 2 HSS7x7x1/4 5 S-502 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 5 S-502 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 6 S-502 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 2" W2 METAL DECK (20 GA) W/ CONC TOPPING (5 1/2" TOTAL SLAB THICKNESS SEE 2 S-511 12 S-321 12██████████12██████████12█████████████████████████12██████████12██████████12██████████12 ______ FLOOR FRAMING NOTES: 1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 2. "(C=_)" INDICATES CAMBER FOR GLULAM BEAMS. C=0" UNLESS NOTED OTHERWISE. 3. INDICATES TYPE OF CONTINUOUS COLUMN FROM LEVEL BELOW AND CONTINUING ON TO LEVEL ABOVE. 4. INDICATES STEEL COLUMN DISCONTINUING AT FLOOR LEVEL. 5. PROVIDE 1-1/8" TONGUE AND GROOVE WOOD SHEATHING OVER ENTIRE FLOOR STRUCTURE. NAIL WOOD FLOOR SHEATHING WITH 10d @ 6" O.C. AT ALL SUPPORTED PANEL EDGES AND 10d @ 10" O.C. AT INTERMEDIATE FRAMING. TYPICAL UNLESS NOTED OTHERWISE.HSS5x5x3/838554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 0 9 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-203 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A SECOND FLOOR FRAMING PLAN LO N G S H O T I N D O O R S H O O T I N G R A N G E 1/8" = 1'-0"S-203 1 LEVEL 2 FRAMING PLAN 1 1 3 3 5 5 A A BB CC 4 4 2 2 2 S-501 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 TYP 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4TYP 5 S-510 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 W24x55W24x94 58'-0"24'-0"24'-0" 4 S-502 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 1 S-502 1██████████1██████████1█████████████████████████1██████████1██████████1██████████1 4 S-501 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 HSS6x6x5/16 HS S 6 x 6 x 1 / 2 HSS6x6x5/16 (4) HSS6x6x5/16 REF ARCH FOR EXACT LOCATIONS 1 1/2" TYPE B ROOF DECK (18 GAUGE) SEE 1 S-510 WT3x7.5 @ 8'-0" O.C. WT3x7.5 @ 8'-0" O.C. 7000# 7000# 1 S-501 1██████████1██████████1█████████████████████████1██████████1██████████1██████████1 5 S-510 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 16,000# 2 S-501 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 TYP TYP 1 1/2" TYPE "B" METAL DECK (18 GAUGE) SEE 1 S-510 WT3x7.5 @ 8'-0" O.C. 3 S-502 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 2 S-502 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 W1 8 x 7 6 6 S-510 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 7 S-502 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7 7 S-502 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7 C12x20.7 C12x20.7 C12x20.7 C12x20.7 C12x20.7 C12x20.7 CO L L E C T O R 2 S-502 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 3 S-503 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP. AT MECH UNIT 3 S-503 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP. AT MECH UNIT 34/22 LH JOISTS (560/200) @ 8'-0" O.C. 49/34 LH JOISTS (560/200) @ 8'-0" O.C. ROOF FRAMING PLAN NOTES: 1. INDICATES DIRECTION OF SPAN FOR METAL DECK. FOR TYPICAL METAL DECK SEE SHEET S-510 & S-511. 2. INDICATES STEEL COLUMN DISCONTINUING AT ROOF LEVEL. 3. "XX/XX LH (TL/SL) "XX/XX" INDICATES MAXIMUM AND MINIMUM DEPTH OF TAPERED JOIST, "LH" INDICATES TYPE OF STEEL JOIST, "TL" INDICATES TOTAL LOAD PER LINEAL FOOT AND "SL" INDICATES LIVE LOAD PER LINEAL FOOT. LOADS INDICATED ON DRAWINGS AND IN DETAILS ARE IN ADDITION TO THOSE NOTED ABOVE, INCLUDING BRACING LOADS AND MECHANICAL UNIT LOADS. SNOW DRIFT LOADS ARE NOT INCLUDED IN JOIST LINEAL LOAD CALLOUT. SEE SHEET S-500 FOR BRIDGING DETAILS. 4. INDICATES MECHANICAL UNIT. SEE PLAN FOOR MAXIMUM WEIGHT. REF ARCH FOR LOCATION. SEE SHEET S-503 FOR FRAMING AND CONNECTION DETAILS. 5. INDICATES PENETRATION IN ROOF. NOT ALL OPENINGS ARE SHOWN, FOR ADDITIONAL MISCELLANEOUS OPENINGS IN ROOF SEE ARCHITECTURAL AND MECHANICAL DRAWINGS. SEE 2/S-510 AND 3/S-510 FOR TYPICAL SUPPORT AROUND OPENINGS. 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 1 4 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-204 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A ROOF FRAMING PLAN SOUTH LO N G S H O T I N D O O R S H O O T I N G R A N G ENORTH3/32" = 1'-0"S-204 1 ROOF FRAMING PLAN SOUTH 5 5 6 6 A BB CC 3 S-502 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 W1 8 x 7 6 6 S-510 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 24'-0" WT3x7.5 @ 8'-0" O.C. 16,000# WT3x7.5 @ 8'-0" O.C. 24'-0" 4 S-501 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 TYP 2 S-501 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 TYP 1 1/2" TYPE "B" METAL DECK (18 GAUGE) SEE 1 S-510 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 CO L L E C T O R 2 S-502 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 C12x20.7 C12x20.7 2 S-501 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2TYP 4 S-510 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4TYP 3 S-503 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP. AT MECH UNIT 47/36 LH JOISTS (560/200) AT 8'-0" O.C. ROOF FRAMING PLAN NOTES: 1. INDICATES DIRECTION OF SPAN FOR METAL DECK. FOR TYPICAL METAL DECK SEE SHEET S-510 & S-511. 2. INDICATES STEEL COLUMN DISCONTINUING AT ROOF LEVEL. 3. "XX/XX LH (TL/SL) "XX/XX" INDICATES MAXIMUM AND MINIMUM DEPTH OF TAPERED JOIST, "LH" INDICATES TYPE OF STEEL JOIST, "TL" INDICATES TOTAL LOAD PER LINEAL FOOT AND "SL" INDICATES LIVE LOAD PER LINEAL FOOT. LOADS INDICATED ON DRAWINGS AND IN DETAILS ARE IN ADDITION TO THOSE NOTED ABOVE, INCLUDING BRACING LOADS AND MECHANICAL UNIT LOADS. SNOW DRIFT LOADS ARE NOT INCLUDED IN JOIST LINEAL LOAD CALLOUT. SEE SHEET S-500 FOR BRIDGING DETAILS. 4. INDICATES MECHANICAL UNIT. SEE PLAN FOOR MAXIMUM WEIGHT. REF ARCH FOR LOCATION. SEE SHEET S-503 FOR FRAMING AND CONNECTION DETAILS. 5. INDICATES PENETRATION IN ROOF. NOT ALL OPENINGS ARE SHOWN, FOR ADDITIONAL MISCELLANEOUS OPENINGS IN ROOF SEE ARCHITECTURAL AND MECHANICAL DRAWINGS. SEE 2/S-510 AND 3/S-510 FOR TYPICAL SUPPORT AROUND OPENINGS. 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 2 3 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-205 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A ROOF FRAMING PLAN NORTH LO N G S H O T I N D O O R S H O O T I N G R A N G ENORTH3/32" = 1'-0"S-205 1 ROOF FRAMING PLAN NORTH 2'-0"2'-0" 2" MIN. TYPICAL CONTROL JOINT FOR SLAB ON GRADE 1/8" SAWCUT x 1/4 SLAB DEPTH -SAW WITHIN 4 TO 12 HOURS OF POURING SLAB - FILL W/ MASTIC BREAK 1/2 REINF. SMOOTH DWL 3/4"x18" @ 24" O.C. SNUG FITTING 24 GA. MTL SLEEVE ON ONE SIDE OF JT TYPICAL CONSTRUCTION JOINT FOR SLAB ON GRADE 9"9" "T " 1/4" "T" + 1" TOOLED J\T R=1/8" (2) #4 CONT. EQ . EQ . 2 3 / 8 " WALL BEYOND #4 - EXTEND 2'-0" PAST EA. EDGE OF OPN'G (HOOK REINF. THAT CANNOT BE EXTENDED) CUT 1/2 REINF. FDN WALL BEYOND (DISCONTINUE AT OPN'G) NORMAL FTG CONT. ACROSS OPN'G (REINF. NOT SHOWN) NORMAL SLAB REINF. SLAB JT AT OPN'G -SEE ARCH. FOR EXACT LOC. TYPICAL SLAB AT EXTERIOR OPENING NORMAL CONT. FDN WALL & FTG (REINF. NOT SHOWN) #4 x 3'-0" @ 12" O.C. AT OPN'G (1) #4 - EXTEND 2'-0" PAST EA. EDGE OF OPN'G (HOOK REINF. THAT CANNOT BE EXTENDED) BLOCKOUT FDN WALL AT OPN'G -FOR THICKNESS OF SLAB SEE ARCH. 2" CLR NORMAL SLAB REINF. 1 1 WALL BEYOND FDN WALL AT CORNERS AT OPENINGS LESS THAN 2'-0" AT ENDS OF WALL TYP. 2'-0" AT OPENINGS MORE THAN 2'-0" NOTES: 1.AROUND OPENINGS 6"2 OR LESS, NO ADDITIONAL REINFORCEMENT REQUIRED. 2.REINFORCEMENT SHOWN IS #4 AT SLAB MID-DEPTH. HOOK REINFORCEMENT THAT CANNOT BE EXTENDED. TYPICAL SLAB ON GRADE DISCONTINUITY REINFORCEMENT FDN WALL OPN'G 1 1/2"1½" TYP. E Q . EQ.MIN.2'-0"MIN.2'-0"45° 1 1/2"1½" TYP.MIN. TYP.2'-0"MIN.2'-0"MIN.2'-0"1 1/2"1½" TYP. MARK DIMENSIONS "W""T" REINFORCEMENT EACH WAY F4.0 4'-0"11"(5) #4 F7.0 7'-0"16"(7) #6 NOTES: 1. CENTER ALL FOOTINGS ON COLUMN ABOVE EXCEPT AS SHOWN OTHERWISE. 2. FOOTINGS SHALL BEAR ON UNDISTURBED OR COMPACTED MATERIAL PER GENERAL NOTES. DESIGN BEARING PRESSURE IS 2500 POUNDS PER SQUARE FOOT. TYPICAL CONCRETE SPREAD FOOTING SECTION REINF. (EVENLY SPACED) "T " "W" (E.W.) 3" CLR. 6" MAX. TYP. 2" CLR. TEXT F3.5 x 2.0 3'-6"12"(3) #5 3" MIN. ALL SIDES STL COL. OPTIONAL BLOCKOUT FOR COL. PLACEMENT (ALIGN CORNERS TO C.J.) C.J. -TYP. 4" M I N . 1" NON-SHRINK GROUT FTG PER CONC. FILL PAINT ALL STL BELOW SLAB W/ ASPHALTIC EMULSION 30# BLD'G PAPER MIN. ALL AROUND COL. 2"2" 2"2" BRG 7 5/8" W/ (4) 5/8"2 ANCHOR RODS 1/2" OVERSIZED HOLE W/ 7 WASHER 2'-0" MIN. 3/16 TYPICAL STEEL COLUMN AT SPREAD FOOTING 3" 1 " #5 EA. SIDE 7" MIN. ASTM F844 CARBON FLAT WASHER W/ A563 GRADE A HEAVY HEX NUT T&B 5 S-300 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 2 7 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-300 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A CONCRETE DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-300 1 SECTION NO SCALES-300 2 SECTION NO SCALES-300 3 SECTION NO SCALES-300 4 PLAN DETAILS NO SCALES-300 5 SECTION NO SCALES-300 6 SECTION 1' - 6 " CLR 2" FTG PER 5 S-300 FINISH GRADE #5 @ 12" OC E.F. CONC PLINTH REF ARCH 1" NON-SHRINK GROUT, TYP HSS PER PLAN 7" M I N SKEWED HSS PER PLAN A TYP, UNO 1 1/2" TYP. UNO 1 1 / 2 " 1'-0" 3/16 TYP, UNO 5/8" BRG ' W/ (4) 5/8" DIA A.B. - EMBED 7", TYP A 3/4" TY P 3" C L R 12" THICK x 12" WIDE FTG (2) #5 1/4" CAP ' 1 1/2"6" 1/2" BRG ' W/ (2) 5/8", EXP. ANCHORS - EMBED 5" ARCH PER GRIND SMOOTH TYP. 3/16 TREADS PER ARCH STL STRINGER 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 4 3 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-301 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A CONCRETE DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-301 1 SECTION NO SCALES-301 2 SECTION VERT. REINF. MAT INT. FACE HORIZ. REINF. MAT EXT. FACE EQ EQ TYPICAL CONCRETE WALL REINFORCEMENT PLACEMENT EXT. FACE OF PANEL JAMB REINF. @ 3" O.C. -SEE PANEL EL. TYPICAL JAMB REINFORCEMENT PLACEMENT 3/4" CHAMFER TYP. CLR 3/ 4 " CLR 1 1 / 2 " 1 1/2" 3" @ 12" O.C. 12" (2) ADD'L #5 VERT ' 3/8"x3½"x8" W/ (2) #5x24" ANCHORS @ 6" O.C. & (1) 5/8" STUD AT . ' INSIDE FACE TYPICAL PANEL TO PANEL SIDE CONNECTION 5/16 1½ 5/16 1½TYP.3/4 "3"1 1 /2" 3/4" MAX. 1½" 1" PANEL EDGE REINF. 3/4" CLR MIN. 1½" CLR MAX. 1 5 / 8 " 1 3 / 4 " 1½" RECESS AT CONN. 3/4"0 BOLT W/ NUT & WASHER - WELD ALL AROUND TO ' 3/8" ' 3/8"x3"x6" W/ 13/16" x1½" HORIZ. SLOTTED HOLE AT BOLT 2 1 / 4" 2 1 / 4 " 2 1 / 4 " 1½" 1½" . BOLT & SLOT 3/16 ALL AROUND THIS SIDE OF JT ONLY #3 AROUND STUDS TYPICAL PANEL TO PANEL SIDE CONNECTION AT OUTSIDE CORNERS 1/4 4 PANEL EDGE REINF. 3/4" CLR MIN. 1½" CLR MAX. ' 3/8"x3"x8" W/ (2) 5/8" STUDS @ 6" O.C. ' 3/8"x6" W/ 1" MIN. LAP 1 " 1 " 3/4" CLR 8" 18" 2 5 / 8 " INSIDE FACE 1" BLOCKOUT PANEL -FILL W/ NON-SHRINK GROUT AFTER WELDING TYPICAL CHORD SPLICE AT TOP OF PRE-CAST CONCRETE WALL PANEL JOINTS 5 1/2"5 1/2" 1/2" MAX. 2' -5 3/ 8 " 4'-6" COVER EA. BAR W/ SNUG FITTING STL SLEEVE CORNER BAR PANEL JT 3/8 3 3/8 3 PRE-HEAT a 1 1 /2" 1 1 / 2 " 1½" CLR 4"3½" L2x2x1/4 AT EA. BAR PANEL CHORD REINF. -SEE PANEL EL.TOP OF PANELS aSECTION NO SCALE 3" CLR. 3/16 4 3/16 2 3/16 2 MI N . 10 " MIN. 4" 2'-6" 1' - 6 " M I N . 1" 6" 1" 1" 6" 1" 1 1 / 2 " 1 1 / 2 " FILL JT W/ NON-SHRINK GROUT FINISH GR. ' 3/8"x3"x0'-8" W/ (2) 5/8"0x4" STUDS @ 6" O.C. PRE-CAST WALL ' 1/4"x2"x0'-6" ' 3/8"x3"x0'-8" W/ (2) #5x2'-0" ANCHORS @ 6" O.C. #5 CONT. S.O.G. FTG SHALL BEAR ON UNDISTURBED OR COMPACTED MATERIAL PER GENERAL NOTES (2) #5 CONT. W/ CORNER BARS 1" 3/4" SHIM SPACE STL SHIMS @ 4'-0" O.C. MAX. 4" M I N. 1½" RECESS AT ' 1 MIN. 1 4" MIN. #4 @ 24"O.C. 12" 12" TYPICAL FOUNDATION FOR EXTERIOR PRE-CAST CONCRETE WALL 1 7 / 8 " 2" CLR 1½" TYPICAL SCUPPER DETAIL (2) #4 TYP. 24" 60 " 4 1 / 2" 4½" -9" AT CORNER (2) #4 TYP. 24" 24 " (2) #4 TYP. 24" 4 1/2" 7 1/ 2 " ROOF ELEV. 3'- 6 " ± V E R I F Y W / PLAN SIM. AT CORNER 7½ " 4½" FOR DETAILS & CALLOUTS IN COMMON SEE 6 S-310 1 1 TYP 1 1/2" CLR TY P 1 1 / 2 " C L R #3 TIES AT 6" O.C. 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 3 1 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-310 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A CONCRETE TILT-UP PANEL DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-310 1 SECTION NO SCALES-310 2 PLAN DETAIL NO SCALES-310 3 PLAN DETAIL NO SCALES-310 4 PLAN DETAIL NO SCALES-310 5 PLAN DETAIL NO SCALES-310 6 SECTION NO SCALES-310 8 DETAIL NO SCALES-310 7 SECTION 1 1/2" = 1'-0"S-310 9 SECTION CORNER PANEL ONLY #5 @ 12" O.C. VERT. REINF. TYP. (2) #4 CORNER BARS - TYP. 18" 18" 8' - 0 " 8' - 0 " 8' - 0 " (2) #5 (1) AT FACE EDGE REINF. TYP. ALL PANELS 4'-0" MAX. 1'-0" MIN. EQ EQ EQ 4'-0" MAX. 1'-0" MIN. NOTES: 1. FOR TYPICAL REINFORCEMENT LOCATIONS IN PANEL SEE 1/S-310. 2. MATCH ALL SIDE PANEL EMBEDS AT ADJACENT PANEL & CORNERS. 3. REFER TO DETAILS & PLANS FOR ADDITIONAL EMBEDS NOT SHOWN ON PANEL ELEVATION. 4. REFER TO ARCHITECTURAL FOR CHAMFER &REVEAL LOCATIONS. 5. POSITION ALL "EDGE REINFORCEMENT" 1½" CLEAR TO PANEL EDGE UNLESS SHOWN OTHERWISE. PANEL THICKNESS = 9¼" UNLESS NOTED OTHERWISE. 7. CAST ALL DOOR FRAMES INTO PANELS. 8. SEE FOUNDATION DETAIL FOR PANEL CONNECTION TO FOOTING 9. PROVIDE (3) SIDE PANEL CONNECTIONS TYPICAL PER 3/S-310. 10. f'c = 4000 PSI UNLESS NOTED OTHERWISE. TYP. TOP OF ROOF TOP OF SLAB1 ' - 0 " SEE PLAN & 4/S-310 #5 @ 1 2 " O . C . H O R I Z . R E I N F . T Y P . 4 S-310 ___ S-310 1 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 3 5 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-320 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A CONCRETE PANEL ELEVATIONS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-320 1 TYPICAL CONCRETE TILT-UP PANEL ELEVATION #5 AT 12" O.C. VERT. #5 A T 1 2 " O . C . H O R I Z 2 #5 AT 12" O.C. VERT TYP 2' - 6 " (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP #5 A T 1 2 " O . C . H O R I Z TRANSVERSE #3 TIES AT 6" O.C. AT PANELS W/ OPNG ON EA SIDE 9 S-310 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 TYP (1) #5 E.F. T&B AT PANEL OPENINGS - TYP TYP 2'-6"TRANSVERSE REINF AT OPN'GS PER 2/S310 -TYP 34 #5 AT 12" O.C. VERT 2' - 6 " TYP 2' - 6 " (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP #5 A T 1 2 " O . C . H O R I Z (1) #5 E.F. T&B AT PANEL OPENINGS -TYP TYP 2'-6" TYP 2' - 6 " TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP #5 AT 12" O.C. VERT #5 A T 1 2 " O . C . H O R I Z TYP 2'-6" (1) #5 E.F. T&B AT PANEL OPENINGS -TYP #5 AT 8" O.C. VERT #5 A T 1 2 " O . C . H O R I Z . TYP 2'-6" TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP (1) #5 E.F. T&B AT PANEL OPENINGS -TYP 3 4 #5 AT 12" O.C. VERT. #5 A T 1 2 " O . C . H O R I Z . TYP 2' - 6 " (1) #5 DIAGONAL x 4'-0" TYP AT OPNG 9 S-310 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 (2) #5 AT 3" O.C. E.F. -TYP TRANSVERSE #3 TIES AT 6" O.C. TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 E.F. T&B AT PANEL OPENINGS -TYP TYP 2'-6" 1 2 #5 AT 12" O.C. VERT. TYP 2' - 6 " (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP #5 A T 1 2 " O . C . H O R I Z . TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 E.F. T&B AT PANEL OPENINGS -TYP TYP 2'-6" #5 AT 12" O.C. VERT (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP TRANSVERSE #3 TIES AT 6" O.C. AT PANELS W/ OPNG ON EA SIDE #5 A T 1 2 " O . C . H O R I Z 9 S-310 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 E.F. T&B AT PANEL OPENINGS - TYP TYP TYP 2'-6" B #5 AT 12" O.C. VERT #5 A T 1 2 " O . C . H O R I Z . (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP TY P 2' - 6 " TRANSVERSE #3 TIES AT 6" O.C. AT PANELS W/ OPNG ON EA SIDE TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 E.F. T&B AT PANEL OPENINGS - TYP 9 S-310 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 TYP TYP 2'-6" VERT #5 AT 12" O.C. (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP #5 A T 1 2 " O . C . H O R I Z . TY P 2' - 6 " TRANSVERSE #3 TIES AT 6" O.C. AT PANELS W/ OPNG ON EA SIDE TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 E.F. T&B AT PANEL OPENINGS - TYP 9 S-310 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 TYP B #5 AT 12" O.C. VERT (1) #5 DIAGONAL x 4'-0" TYP AT OPNG (2) #5 AT 3" O.C. E.F. TYP TY P 2' - 6 " 9 S-310 9██████████9██████████9█████████████████████████9██████████9██████████9██████████9 #5 A T 1 2 " O . C . H O R I Z . TRANSVERSE #3 TIES AT 6" O.C. TRANSVERSE REINF. AT OPN'GS PER 2/S310 -TYP (1) #5 E.F. T&B AT PANEL OPENINGS - TYP TYP 2'-6" #5 AT 12" O.C. VERT #5 A T 1 2 " O . C . H O R I Z #5 AT 12" O.C. VERT #5 A T 1 2 " O . C . H O R I Z . 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 4 0 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-321 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A CONCRETE PANEL ELEVATIONS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-321 1 ELEVATION A NO SCALES-321 2 ELEVATION B NO SCALES-321 3 ELEVATION C NO SCALES-321 4 ELEVATION D NO SCALES-321 5 ELEVATION E NO SCALES-321 6 ELEVATION F NO SCALES-321 7 ELEVATION G NO SCALES-321 8 ELEVATION H NO SCALES-321 9 ELEVATION I NO SCALES-321 10 ELEVATION J NO SCALES-321 11 ELEVATION K NO SCALES-321 12 ELEVATION L NO SCALES-321 13 ELEVATION M BM W I D T H + 1 / 8" MIN. LAP 1/4" BRG STL COL. "a" "b" 3/16 COL. TO LOC. & NUMBER OF M.B.'s PER SPECIFIC DETAIL 1½"1¾" 1/4" 3½" SIDE TYPICAL GLULAM BEAM BEARING CONNECTION ASSEMBLY "t2" "t1" GLULAM BEAM WIDTH BEARING PLATE "t1" WELD "a" WELD "b" SIDE PLATE "t2" MINIMUM M.B. SIZE 1/8"6¾3/4"1/4" 1/4" 3/4" BM WIDTH + 1/8" TYPICAL GLULAM BEAM TO COLUMN CONNECTION WITH BEAM DEPTHS EQUAL WOOD BM 1/2" MAX. , COL. 6" U.N.O. 6"6" WOOD BMCONN. PER STL COL. 1 S-400 TYPICAL GLULAM BEAM TO COLUMN CONNECTION WITH BEAM DEPTHS UNEQUAL BY GREATER THAN 7½" WOOD BM WOOD BM CONN. PER STL COL. SHIM EA. SIDE IF BMS ARE UNEQUAL WIDTHS 1/2" MAX. 4" 3" 1 1 /2" 1½" 4 3 /4 " 6 3 /4 " "L1" = 7" U.N.O. , B M 1/4"x4" EA. SIDE W/ (4) 3/4"4 M.B. ST292 EA. SIDE "L2" = 4½" U.N.O. 1" U.N.O. 3/4 " , COL. AT LOWER CONN. 1 S-400 TYPICAL I-JOIST BEARING AT BEAM (ONE SIDE) WEB STIFF. PER MFR DIAPHRAGM NAILING I-JST JST HGR PER MFR WOOD BM TYPICAL I-JOIST BEARING AT BEAM (EACH SIDE) WEB STIFF. PER MFR DIAPHRAGM NAILING I-JST JST HGR PER MFR WOOD BM GL BM GL BM HGUS6.88/10 A DIAPHRAGM NAILING 6"x24"x1/2" EA SIDE W/ (2) 3/4" DIA M.B. - AT SIM USE 22" SHT'GCONC WALL REINF PER 2 S-501 GL BM 6"x6-3/4"x1/2" SELF ADHERING BUILDING PAPER 1/4 EA. SIDE 10"x24"x1/2" EMBED W/ (6) 3/4"4 WELDED HEADED STUDS 1 1/2" TYP TYP 1 1 / 2 " 1/4TYP A DIAPHRAGM NAILING WEB STIFFNER PER MFR SHT'G CONC WALL (REINF NOT SHOWN FOR CLARITY) I-JST HGR PER MFR 3-1/2x14 LSL LEDGER W/ (1) HSL4-M10 EXPANSION ANCHORS @ 4'-0" O.C. - EMBED 4" NOTES: 1.AT TOP OF COLUMN PROVIDE 1/8" END PLATE W/ PERIMETED WELD UNLESS OTHERWISE NOTED. 2.RECESS BOLT HEADS AND NUTS AS REQUIRED FOR FINISHES. 3.DAP GLULAM BEAM FOR FLUSH BEARING PLATE AT EXPOSED CONDITION. 4.3/4" ANCHOR BOLT, MINIMUM. 5.CHAMFER CORNERS OF BEAM WHERE REQUIRED TO FIT. 1/4 1/4 3/16 3/16 KERF & BRG 5" 1½" 4" 3½" BM WIDTH BM DEPTH 3/4" BRG KERF 3/8"x5" AT COL. , , COL. U.N.O. ON PLAN 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 3 9 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-400 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A WOOD FRAMING DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-400 1 DETAIL NO SCALES-400 3 SECTION NO SCALES-400 4 SECTION NO SCALES-400 6 SECTION NO SCALES-400 7 SECTION NO SCALES-400 5 SECTION NO SCALES-400 8 SECTION NO SCALES-400 9 SECTION NO SCALES-400 2 SECTION 1/2" GAP 7 3 / 4 " 7 1 / 2 " 6 3 / 4 " 1/2" GAP 3/16 THR'D STUD TO BRG TYP. "A""Lw" "A" "Lw"TYP. BRG EL. BRG EL. BRG EL. STD BM GA. AT BM. OTHERWISE PER JST MFR D2 D3 BRG BRG BRG FIELD INSTALL (2) THRU-BOLTS (THR'D STUDS AT EMBED & AT THRU- BOLT CONFLICTS) AT STD JST GA. WHERE REQ'D BYJST MFR D1 TOP CHORD SHOWN BOT. CHORD & WEB NOT SHOWN FOR CLARITY - SEE ARCH. FOR SLOPE BRG "A""L " "A" "L "TYP. D4 1/2" GAP BRG EL. TYPICAL AT FLAT OR SLOPE < 1/4:12 JOIST TYPE BEARING DEPTH D1 D2 D3 D4 FIELD INSTALLED BOLT SIZE WELD SIZE "A" WELD LENGTH "Lw" BOLT TYPE "LH"3/4"+1/4" 3"3/4"+ A307 PLUMB CUT END U.N.O. TYPICAL JOIST BEARING w w 3"3" 3"3" SEE ARCH. NOTES: 1. ALL BEARING DEPTHS MEASURED FROM CENTERLINE OF BEARING. 2. JOIST MANUFACTURER/SUPPLIER OFFSET JOIST IF REQUIRED TO ACHIEVE MINIMUM BEARING. 3. THRU-BOLT LOCATIONS SHALL BE SHOWN ON STEEL SHOP DRAWINGS. 5" 5" 5" 5" UPPER PANEL POINT -TYP.STL JST LOWER PANEL POINT -TYP. HANG WITHIN 3" OF ANY UPPER PANEL POINT FOR "K" SERIES JOIST, 6" FOR "LH" SERIES. HANG WITHIN 3" OF ANY LOWER PANEL POINT FOR "K" SERIES JOIST, 6" FOR "LH" SERIES. TRAPEZE BETWEEN ANY PANEL POINTS. REINFORCE TOP CHORD AS REQUIRED BY JOIST MANUFACTURER. REINFORCE BETWEEN LOAD LOCATION AND LOWER CHORD PANEL POINT AS REQUIRED BY JOIST MANUFACTURER. NOTES: 1. JOIST MANUFACTURER DESIGN JOIST FOR A MAXIMUM ALLOWABLE ADD LOAD OF 1000# WITH A MAXIMUM SINGLE PANEL POINT LOAD NOT TO EXCEED 350#. 2. SINGLE LOADS LESS THAN 100# MAY BE ADDED ANYWHERE ALONG THE UPPER CHORD (NOT JUST AT PANEL POINTS) WITHOUT ADDING AN ANGLE TO STIFFEN THE JOIST. 3. DO NOT CUT OR DRILL THROUGH ANY JOIST MEMBER. 4. THIS DETAIL IS APPLICABLE TO HANGING MECHANICAL EQUIPMENT, SPRINKLER PIPES, ETC. 5. ALL STIFFENERS PER JOIST MANUFACTURER REQUIREMENTS PROVIDED BY THE GENERAL CONTRACTOR. 1 2 3 4 5 ALLOWABLE METHODS AND LOCATIONS FOR HANGING LOADS FROM STEEL JOIST 1 2 3 4 5 ADD HORIZ. BRIDGING EA. SIDE OF INTERRUPTED JST SPACE PER JST MFR CUT BRIDGING AS REQ'D NORMAL HORIZ. BRIDGING ADD DIAG. BRIDGING EA. SIDE OF INTERRUPTED JST SPACE PER JST MFR CUT BRIDGING AS REQ'D MECH. DUCT OR UNIT NORMAL CROSS BRIDGING TYPICAL BRIDGING INTERRUPTED BY DUCT OR UNIT 3/16 2 3/16 2MIN.3/16 2 3/16 2MIN. MTL DECK SPAN DIRECTION VARIES CONT. 3 L2x2x3/16 MIN. AT EA. LINE OF CROSS BRIDGING BYJST MFR COPE BOT. LEG AT TOP OF WALLAT STEEL BEAM NORMAL CROSS BRIDGING BY JST MFR PROVIDE (2) 5/8"+ EXP. ANCHORS @ 3" O.C. WITHIN 3" OF BRIDGING LOC. CONT. ANGLE L2x2x3/16 MIN. AT EA. LINE OF CROSS BRIDGING BY JST MFR AT PARAPET TYPICAL CROSS BRIDGING AT STEEL JOISTS STL JSTS 3/16 AT END BAY NO CROSS BRIDGING 3/16 2 3/16 2MIN. 3/16 2 3/16 2MIN. 1/8 2 1/8 1 1/8 1 AT STEEL BEAM AT TOP OF WALL AT PARAPET JST HORIZ. BRIDGING PER JST MFR MTL DECK SPAN DIRECTION VARIES L3x3x3/16x0'-6" W/ (2) 5/8"+ EXP. ANCHORS @ 3" O.C. - EMBED 5" MIN. CONT. 3 CONT. ANGLE L3x3x3/16x0'-6" W/ (2) 5/8"+ EXP. ANCHORS @ 3" O.C. - EMBED 5" MIN. TYPICAL HORIZONTAL BRIDGING AT STEEL JOISTS 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 4 2 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-500 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A STEEL BAR JOIST DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-500 1 DETAIL NO SCALES-500 2 DETAIL NO SCALES-500 3 DETAIL NO SCALES-500 4 DETAIL NO SCALES-500 5 DETAIL GROUT POCKET SOLID SECTION 1'-4" MAX. A GROUT POCKET SOLID BRG AT WALL PER ADD'L (2) #5 CONT. STL JST TYPICAL STEEL JOIST BEARING EACH SIDE OF CONCRETE WALL 7 5 / 8 " 1/2" GAP STL JST CONC. WALL (TYP. REINF. NOT SHOWN FOR CLARITY) ( 1/2"x10"xWALL WIDTH W/ (2) 3/4",x6" HEADED STUDS @ 6" O.C. SLOPED ( PER A WALL 3/4 " 3/4" NON-SHRINK GROUT 5 S-510 1 S-500 1/4 1/4 LEDGER ANGLE PER DEPTH AT BRG PER ( 3/8"x4"x0'-7" CONC. WALL (TYP. REINF. NOT SHOWN FOR CLARITY) TYPICAL STEEL JOIST BRACKET 1/4 1/4 4" 5" ( 3/8"x4"x0'-8" 1/8 2 1/2" CLR 18 " M I N . MIN. 8" 4 S-510 3 S-501 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 1 S-500 #5 x 6'-0" MIN. ADD'L AT EA. VERT. ROW OF STUDS -CTR ON EMBED #5 x 6'-0" MIN. ADD'L AT EA. HOIRZ. ROW OF STUDS - CTR ON EMBED TYP HORIZ. WALL REINF CONC. WALL (TYP. REINF. NOT SHOWN FOR CLARITY) STIFF. ( #5x4'-0" UNDER TOP PAIR OF STUDS - PROVIDE #5 x W/ LAP PER GENERAL NOTES AT WALL END PLAN DETAIL EMBED ( 3/4"x15"x1'-3" W/ (4) 3/4", x 5" HEADED STUDS @ 12" O.C. J S T #5x4'-0" VERT. PROVIDE 135° HOOKS AT REINF. WHICH CANNOT BE EXTENDED 1½" TYP. 8" MIN. WALL THICKNESS IS 8" 10 " M I N . NOTE: REINFORCEMENT AT EMBED IN ADDITION TO NORMAL WALL REINFORCEMENT - WALL REINFORCEMENT DOES NOT REPLACE ADDITIONAL REINFORCEMENT BM 1/8 TYP. BRG AT BM PER STL BM STL JST L2x2x3/16 AT EA. JST -INSTALL AFTER ROOF DECK D.L. 2 3 / 4 " TYPICAL STEEL JOIST EACH SIDE OF BEAM 1 S-500 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 4 6 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-501 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A STEEL BAR JOIST DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-501 1 SECTION NO SCALES-501 2 SECTION NO SCALES-501 3 SECTION NO SCALES-501 4 SECTION 3/16" CAP W.P. COL. VARIES 12 TOP OF COL. 3 3 / 8 " 1/4" MIN. 3/8" SHEAR W/ (6) 7/8" DIA A325N BOLTS - PROVIDE STD HOLES IN BM & SHER 1/2" CLR TYP. 2" 2½" T.O.S. NOTE: PROVIDE SQUARE CUT AT TOP OF COLUMN WHERE POSSIBLE. IF COLUMN CANNOT BE SQUARE CUT DUE TO ROOF INTERFERENCE, PROVIDE MITERED CUT TO MATCH ROOF SLOPE. HSS COL. 1 1 / 2 " 6" 1 1 / 2 " 1½" 3" O.C. SPACING 1½" 3/8" - TYP. 5/16 5/16 TYP. TYPICAL BEAM FRAMING INTO HOLLOW STRUCTURAL STEEL COLUMN T.O.S. 1/8 3/4" 1 1/2" 2 3/4" 1 1 / 2 " 9" 1½" 3" O.C. SPACING 1 1 / 2 " 1½" 3 1 / 4 " 2" MIN. COPE BOT. FLANGE AS REQ'D (2) L5x3x3/8 EMBED PER 1' - 6 " M I N . 8" M I N . #5x6'-0" MIN. ADD'L AT EA. HORIZ. ROW OF STUDS -CTR ON EMBED TYP HORIZ WALL REINF 1 1 / 2 " 1 1 /2" 4½"4½"1½" 9" 3" 3" 1 1 / 2 " 1½" 1' - 6 " 1'-0" 1" 3/4"2x5" HEADED STUDS TOP ROW 2" 2" MIN. 2½" MAX. MIN. 10" 3/4 " 3/4" (+1/4", -0") 5/16 3/4" RETURN AT TOP TYP. EQ.EQ. BM WEB THICKNESS + 1/8" MAX. TYPICAL STEEL EMBED CONNECTION EMBED CONC. WALL CORNER OF 7/8"2 A325N PROVIDE HORIZ. LONG SLOTTED HOLES IN ANGLE & STD HOLES IN BM 1½" 2¾" NOTE: REINFORCEMENT AT EMBED IN ADDITION TO NORMAL WALL REINFORCEMENT - WALL REINFORCEMENT DOES NOT REPLACE ADDITIONAL REINFORCEMENT. OPN'G TRIM REINF. A A 9 1/4" #5 x 6'-0" MIN. ADD'L AT EA. VERT. ROW OF STUDS -CTR ON EMBED 3/4 " 3/4" NON-SHRINK GROUT - INSTALL PRIOR TO BM INSTALLATION 3/16 4 3/16 4 1 /2" 1/2" MAX. BRG 3/4"x5½"x1'-2" W/ (2) #5x2'-6" @ 8" O.C. ADD'L CONT. HORIZ. REINF. UNDER FLR BM BRG - (2) #5x4'-0" AT ISOLATED BM BRG (2) VERT. REINF. FULL HT AT BM BRG TO MATCH TYP. VERT. REINF. SOLID GROUT AROUND BM STL BM 5" BRG MIN. TYPICAL BEAM PERPENDICULAR TO CONCRETE WALL 3/8 TYP. CONC WALL 2" MAX. 1/4 SOLID GROUT AROUND BM WHERE WALL IS LOCATED ABOVE OR AT RATED WALL(6) #10x8'-0" COLLECTOR REINF. WHERE NOTED ON PLAN -W/ 3/4"x9"x0'-9" 3/4 " 3/4" NON-SHRINK GROUT -INSTALL PRIOR TO BM INSTALLATION 3/4"x9¼"x1'-2" W/ (4) #5x2'-0" VERT. @ 3" O.C. + (1) HORIZ. STL BM PER PLAN EQ . E Q . 4" VERT. REINF. FULL HT AT BRG 2" 3/8 TYP. ADD'L HORIZ. REINF. FULL LENGTH OF WALL AT COLLECTOR REINF. FULL HT VERT. REINF. AT CELL CLOSEST TO END OF BM L6x4x3/4x2'-8" EA. SIDE AT COLLECTOR 3/16 4 3/16 4 TYPICAL BEAM BEARING PARALLEL TO CONCRETE WALL 6 6 CONC WALL GAP 3/4" HSS SUPPORT BMHSS BM HSS BM EA. SIDE HSS COL METAL DECK W/ TOPPING SLAB3/16 1/4 1/4 HSS BM CHANNEL ARCH RE F HSS LANDING SUPPORT BEAMS AT HSS COLUMN CONC TOPPING OVER MTL DECK HSS PER PLAN CHANNEL PER PLAN 1/2"x0'-6" W/ (2) 5/8"2 WELDED THREADED STUDS TO TOP OF HSS BEAM 1 1 / 2 " 6" 1 1 / 2 " CONC WALL 3/8"x5" MIN KERF T&B 3/16 3/16TYP 5/8" W/ (4) 5/8"2 WELDED HEADED STUDS -EMBED 7" UNO HSS PER PLAN 3" 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 1 8 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-502 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A STEEL FRAMING DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-502 1 DETAIL NO SCALES-502 2 DETAIL NO SCALES-502 3 SECTION NO SCALES-502 4 SECTION NO SCALES-502 5 SECTION NO SCALES-502 6 SECTION NO SCALES-502 7 SECTION TY P . 3" M I N JST JST CHANNEL REF PLAN 6' - 0 " M A X . JST TOP CHORD PANEL POINTS OPN'G 3/16TYP BM BM OPN'G CHANNEL REF PLAN 6' - 0 " M A X 3/16TYP CHANNEL PER PLAN JST TOP CHORD 3/16 1-1/2 AT PANEL POINTS NOTE: FOR HOLES 16"x16" OR SMALLER SEE -HOLES SMALLER THAN 6"x6" REQUIRE NO FRAMING. TYPICAL FRAMIMG AT ROOFTOP MECHANICAL UNIT (16,000# MAX) 5'-0" LAP MIN. (2) ROWS 16d @ 6" O.C. - (18) 16d MIN. DBL. TOP . JT IN TOP 2x . JT IN BOT. 2x . 16d @ 16" O.C. FACE NAILED 2x JST H2.5A SHT'G RIM JST DBL TOP . LAP SPLICE PER 2 S-503 EDGE NAILING SHT'G 2x4 CRIPPLE WALL SOLE . W/ 5/8"0 WELDED THREADED STUD @ 48" O.C. CHANNEL PER PLAN MTL DECK MA X H E I G H T = 2 ' - 0 " MECH UNIT CURB TO STEEL ROOF FRAMING 2" 2" ABOVE FINISH FLOOR TYP.CHANNEL STRINGER (6) 3/4"0 M.B. BM 3" 4 1 / 2 " 4 1 / 2 " 2"2" TOP OF BM . 5/8" 2"2" 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 2 : 4 7 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-503 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A MECHANICAL UNIT FRAMING DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-503 1 SECTION NO SCALES-503 2 SECTION NO SCALES-503 3 SECTION NO SCALES-503 4 SECTION I = (in. /ft.) TYPE "B" DECK PROPERTIES 18 GAGE 4 3+S/-S = (in. /ft) .302 .322/.335 1½ " SHEARED SIDE LAP CONN. @ 24" O.C. MIN. (5) 1/2") EFFECTIVE PUDDLE WELDS AT EA. SUPPORT MIN. NOTES: 1. (2) SPAN MINIMUM, (3) PREFERRED. 2. AT SUPPORTS PARALLEL TO CORRUGATIONS, PROVIDE PUDDLE WELDS AT 24" ON CENTER MAXIMUM. 3. "SHEARED SIDE LAP" CONNECTION REFERS TO "PUNCHLOK" BY VERCO DECKING, INC. OR "DELTAGRIP" BY ASC STEEL DECK, OR PREAPPROVED EQUAL. 4. MINIMUM DECK PROPERTIES AND WELD PATTERN SHOWN. PROVIDE HEAVIER GAGE AND/OR WELD PATTERN AS REQUIRED TO DEVELOP DIAPHRAGM SHEARS. 5. FOR ROOF DIAPHRAGM SHEARS SEE S-106. 6. SECTION PROPERTIES ARE BASED ON Fy = 50 KSI. TYPICAL ROOF METAL DECK 36" 6" 1/8 1 SPOT WELD EA. FLUTE NOTES: 1. OPENINGS LESS THAN 6"x6" REQUIRE NO FRAMING. 2. FOR OPENINGS GREATER THAN 16" OR 75# LOAD SEE . 3. OPENINGS SHALL HAVE 20" MINIMUM CLEARANCE BETWEEN THEM. 4. FOR ROOF TOP MECHANICAL UNITS, SEE SHEET S-503 3/16 TYP. 16 " M A X . S DF dfg dfg TYPICAL AT ISOLATED OPENINGS IN NON-COMPOSITE METAL DECK LESS THAN 16 INCH SQUARE CLOSURE BY MTL DECK MFR L3x3x3/16 x WIDTH OF OPN'G +3'-0" 3 S-510 3/16 1½ AT PANEL POINTS JST TOP CHORD 2" MIN. 3/16TYP.3/16TYP. JST TOP CHORD PANEL POINTS 1 3 / 8 " 3" MIN. TYP. OPN'G 6' - 0 " M A X . L3x3x1/4 NOTE: FOR HOLES 16"x16" OR SMALLER SEE - HOLES SMALLER THAN 6"x6" REQUIRE NO FRAMING. OPN'G3/16TYP. L3x3x1/4 - TYP. 1 7/ 8" 2" MIN. 3/16 3/16TYP. STL BM NOTE: FOR HOLES 16"x16" OR SMALLER SEE - HOLES SMALLER THAN 6"x6" REQUIRE NO FRAMING. ; JST; JST ; BM ; BM 6' - 0 " M A X . TYPICAL FRAMING AT OPENINGS IN METAL ROOF DECK (MAXIMUM LOAD = 600 POUNDS) L3x3x1/4 - TYP. L3x3x1/4x0'-6" TYP.TEXT 2 S-510 2 S-510 5/16 3 5/16 3 #5 CONT. < 1/2"x5"x0'-9" @ 4'-0" O.C. MAX. W/ (2) 3/4")x6" HEADED STUDS @ 6" O.C. CONC. WALL TYPICAL METAL DECK CONNECTION AT CONCRETE WALL 1" 2½ " 2" MIN. BRG MTL DECK PERP. TO WALL SHOWN - PARALLEL SIM. - WELD PER L3x3x3/8 CONT. TYP. VERT. OR #5x6'-0" EA. A.B. LOC. 1 S-510 WELD PER 3/16 2½ 3/16 2½WT TO < MTL DECK CONT. WT3x7.5 WHERE NOTED ON PLAN -WELD PER (2) #5 CONT. CONC. WALL < 1/4"x5" CONT. W/ 5/8")x6" HEADED STUDS SPACED 6" MAX. FROM END OF < & EA. SIDE OF WT - REMAINDER @ 4'-0" O.C. WELD PER CONC. WALL MTL DECK SLOPE VARIES < 1/4"x5" CONT. BTWN JST W/ 5/8")x6" HEADED STUDS SPACED 6" MAX. FROM END OF < & @ 4'-0" O.C. (INSTALL STUD PLUMB W/ WALL) TYPICAL CONNECTION OF METAL DECK TO TOP OF CONCRETE WALL (2) #5 CONT. 1/2" 1 S-510 1 S-510 1 S-510 TYP. 1/2" MTL DECK, FASTEN DECK TO WT PER 1 S-510 WT PER PLAN, COPE ENDS AS REQ'D BM PER PLAN 1/4 2 1/4 2TYP., WT TO BM 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 5 0 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-510 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A STEEL METAL DECK ROOF DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-510 1 DETAIL NO SCALES-510 2 DETAIL NO SCALES-510 3 DETAIL NO SCALES-510 4 SECTION NO SCALES-510 5 SECTION NO SCALES-510 6 SECTION TYPICAL LOADS UNDER 80# SUSPENDED FROM METAL DECK NOTES: 1. MAXIMUM LOAD FROM ANY (1) HANGER IS 80#. 2. HANGER SYSTEM AND ATTACHMENT TO METAL DECK PER MEP CONTRACTOR. 3. ACCEPTABLE FASTENERS ARE ITW BUILDEX "SAMMY X-PRESS" OR SIMPSON STRONG-TIE "BLUE BANGER". DIRECTION OF SPAN OF MTL DECK 80# MAX. SUM OF (4) ANCHORS STL BM/JST STL BM/JST 6" MIN. 8' M A X . SP A N PLAN 1/8"=1'-0" 2 1/ 4 " 1'-0" MIN.(1) ANCHOR(1) ANCHOR(1) ANCHOR(1) ANCHORDIRECTION OF SPAN OF MTL DECK 80# MAX. SUM OF (2) ANCHORS STL BM/JST STL BM/JST 1'-0" MIN. 8' M A X . SP A N PLAN 1/8"=1'-0" 2 1/ 4 " 1'-0" MIN.40# MAX.40# MAX.40 # MAX.40# MAX.1 1 /2"40# MAX.40# MAX.DIRECTION OF SPAN OF MTL DECK 80# MAX. SUM OF (2) ANCHORS STL BM/JST STL BM/JST 8' M A X . SP A N PLAN 1/8"=1'-0" 2 1/4 " 1'-0" MIN. DIRECTION OF SPAN OF MTL DECK 60# MAX. STL BM/JST STL BM/JST 8' M A X . SP A N PLAN 1/8"=1'-0"60# MAX.SECTION 1"=1'-0" NO SUPPORTS AT FLUTE EITHER SIDE OF ANCHOR 20 GA. TYPE "B" MTL DECK TYP. U.N.O. - CELLULAR WHERE OCCURS METAL DECK LOADING DIAGRAMa METAL DECK LOADING DIAGRAMb METAL DECK LOADING DIAGRAMc METAL DECK LOADING DIAGRAMd 60# MAX. SINGLE ANCHOR SECTION 1"=1'-0" NO SUPPORTS AT FLUTE EITHER SIDE OF ANCHOR 20 GA. TYPE "B" MTL DECK TYP. U.N.O. - CELLULAR WHERE OCCURS 40# MAX. EA. HGR SECTION 1"=1'-0" NO SUPPORTS AT FLUTE EITHER SIDE OF ANCHOR 20 GA. TYPE "B" MTL DECK TYP. U.N.O. - CELLULAR WHERE OCCURS 40# MAX. EA. HGR 1'-0" MIN. NO SUPPORTS AT FLUTE EITHER SIDE OF ANCHOR 20 GA. TYPE "B" MTL DECK TYP. U.N.O. - CELLULAR WHERE OCCURS 80# MAX. SUM OF (4) HGR SECTION 1"=1'-0" 3'-0" 5 1 / 2 " 5½" MIN. U.N.O. STUDS WELDED THRU DECK MAY REPLACE PUDDLE WELD AT THAT LOC. (4) 1/2"0 EFFECTIVE PUDDLE WELDS AT EA. SUPPORT MIN. PROVIDE SIDE LAP ATTACHMENT AS REQ'D BY DECK MFR 6x6 W2.9xW2.9 W.W.R. U.N.O. CONC. 1" C L R 20 TYPE "W-2" MIN. DECK PROPERTIES GAUGE I = (in. /ft.)4 +S/-S = (in. /ft)3 0.323/0.3330.422 NOTES: 1. (2) SPAN MINIMUM, WHERE SIMPLE SPAN SHOWN ON DRAWINGS, GENERAL CONTRACTOR TO PROVIDE SHORING. 2. AT SUPPORTS PARALLEL TO CORRUGATIONS, PROVIDE PUDDLE WELDS @ 24" O.C. MAXIMUM. 3. CONDUIT NOT PERMITTED IN SLAB. 4. SECTION PROPERTIES ARE BASED ON Fy = 50 KSI. 2" TYPICAL COMPOSITE FLOOR DECK 38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L N NE G EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.11 / 1 / 2 0 2 2 3 : 4 1 : 5 3 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t I n d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ S O L E L S F D D F 7 . r v t S-511 Project No: 2212 October 14, 2022 PERMIT SET LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A STEEL METAL DECK ROOF DETAILS LO N G S H O T I N D O O R S H O O T I N G R A N G E NO SCALES-511 1 SECTION 1" = 1'-0"S-511 2 DETAIL