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Home My WebLink About25578 Yelm Commercial Building 1 - Structural Permit Set (2025-11-14)AREA DESIGN DEAD LOAD LIVE LOAD (2)CONCENTRATED LOADS ROOF 25 PSF (1) WITH A MAXIMUM DUST RATIO % PASSING U.S. NO. 200 SIEVE = 2/3 MAX. % PASSING U.S. NO. 40 SIEVE 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 2021 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 DRAWINGS. 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 (1) DRIFT AND UNBALANCED SNOW LOAD PER ASCE 7-16, CHAPTER 7. FOR SNOW DRIFT MAP SEE S-202 (2) LIVE LOADS EXCEPT SNOW LOADS ARE REDUCED PER IBC SECTION 1607.12. (3) LIVE LOAD REDUCTION NOT PERMITTED EXCEPT AS NOTED IN IBC SECTION 1607.12. (4) LIVE LOAD REDUCTION NOT PERMITTED. 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 - FOR COMPONENTS AND CLADDING LOADS SEE SHEET S-106 PIPES, DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACED FROM STRUCTURE SHALL 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 FREE DRAINING BACKFILL MATERIAL FOR RETAINING & BASEMENT WALLS A CLEAN, FREE DRAINING, WELL GRADED GRANULAR MATERIAL CONFORMING TO ASTM D2487 GW OR SW WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, Cs = ; WITH 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 = Cs MINIMUM = FOR S1 > 0.6g0.5S1 Ie R OR SD1TL Ie RT2 ( ) FOR T > TLCs MAXIMUM = GENERAL NOTES DESIGN CRITERIA 300# I 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. CEMENT IN CONCRETE EXPOSED TO EARTH SHALL BE TYPE II OR TYPE IL-MS. 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 OTHERWISE. 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. CAST-IN-PLACE CONCRETE CONCRETE ITEM DESIGN f'c (PSI) (AT 28 DAYS U.N.O.) MAX. W/C RATIO MIN. FLYASH OR SLAG (PCY) AGGREGATE GRADING ASTM AASHTO NOTES SLAB ON GRADE - EXPOSED TO WEATHER 5000 0.40 100 57 OR 67 1 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 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. CONCRETE MIX NOTES: 1. FIBROUS CONCRETE REINFORCEMENT SHALL BE "FIBERMESH" MANUFACTURED BY PROPEX CONCRETE SYSTEMS OR PRE-APPROVED EQUAL AND SHALL CONFORM TO ASTM C1116 TYPE III AND SHALL BE 100 PERCENT VIRGIN POLYPROPYLENE, FIBRILLATED FIBERS CONTAINING NO REPROCESSED OLEFIN MATERIALS AND SPECIFICALLY MANUFACTURED FOR USE AS CONCRETE SECONDARY REINFORCEMENT. DOSAGE SHALL FOLLOW MANUFACTURER'S RECOMMENDATION BUT NOT LESS THAN 1.5 LB/CU. YD. 1 FOUNDATIONS - UNO 3000 0.50 --57 OR 67 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. ALL OTHER CONCRETE 4000 0.50 --57 OR 67 15 PSF 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. 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. SEISMIC IMPORTANCE FACTOR, e = 1.0 RISK CATEGORY OF BUILDING PER IBC TABLE 1604.5 = SPECTRAL RESPONSE ACCELERATIONS SS = 1.293 & S1 = 0.467 SITE CLASS PER TABLE 20.3-1 = D DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS = 1.034 & SD1 = 0.855 SEISMIC DESIGN CATEGORY = D W = EFFECTIVE SEISMIC WEIGHT OF BUILDING = 322 K ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE-RESISTING SYSTEM PER TABLE 12.2-1: LIGHT FRAMED WOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, R = 6.5 OVERSTRENGTH FACTOR, = 2.5 DEFLECTION AMPLIFICATION FACTOR, Cd = 4 Cs = 0.159 DESIGN BASE SHEAR V = 37 K REDUNDANCY FACTOR PER 12.3.4, = 1.0 I Ω r ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - RESTRAINED: 50 PCF +14H SEISMIC SURCHARGE (ASSUMED) ACTIVE PRESSURE - UNRESTRAINED: 35 PCF +6H SEISMIC SURCHARGE (ASSUMED) PASSIVE RESISTANCE: 200 PCF (INCLUDES F.O.S. ≥ 1.5) (ASSUMED) COEFFICIENT OF FRICTION: .35 (INCLUDES F.O.S. ≥ 1.5) (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING STATIC DIFFERENTIAL SETTLEMENT: 1/2" MAX OVER 50 FEET PER GEO-TECHNICAL REPORT. ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH 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. 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. II II 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-101 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 GENERAL NOTES DE U T S C H E R - STRUCTURAL DRAWING INDEX SHEET NUMBER SHEET DESCRIPTION S-101 GENERAL NOTES S-102 GENERAL NOTES S-103 GENERAL NOTES S-104 GENERAL NOTES S-105 GENERAL NOTES S-106 GENERAL NOTES S-201 FLOOR PLAN S-202 ROOF PLAN S-301 TYPICAL FOUNDATION AND SLAB ON GRADE DETAILS S-302 TYPICAL FOUNDATION AND SLAB ON GRADE DETAILS S-401 TYPICAL WOOD FRAMING DETAILS S-402 TYPICAL WOOD FRAMING DETAILS S-403 TYPICAL WOOD FRAMING DETAILS S-404 TYPICAL ROOF FRAMING DETAILS S-405 TYPICAL ROOF FRAMING DETAILS S-501 TYPICAL CANOPY DETAILS Grand total: 16 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° FORMED SURFACES: 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. ITEM CONCRETE CURING NOTES SLABS EXPOSED TO EARTH OR WEATHER OR VEHICLE 1, (3 OR 4 OR 5), 6 ALL OTHER SLABS 1, (3 OR 4 OR 5) FORMED SURFACES EXCLUDING FOUNDATIONS 2 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 4 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. TOPPING OVER WOOD FRAMING: PROVIDE JOINTS AT 12' O.C. MAXIMUM. 3. BONDING AGENT: WHERE BONDING AGENT IS SPECIFICALLY CALLED OUT ON THE STRUCTURAL DRAWINGS USE "WELD CRETE" BY LARSEN PRODUCTS CORPORATION OR PRE-APPROVED EQUAL. FOLLOW ALL MANUFACTURERS RECOMMENDATIONS. 4. ATTACHMENT OF NEW CONCRETE TO EXISTING: WHERE SHOWN, ROUGHEN CONCRETE TO A MINIMUM AMPLITUDE OF 1/4" USING IMPACT HAMMER. REMOVE ALL LOOSE OR DAMAGED CONCRETE, THOROUGHLY FLUSH ALL SURFACES WITH POTABLE WATER, AIR BLAST WITH OIL FREE COMPRESSED AIR TO REMOVE ALL WATER. 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. 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. 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. 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. 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. 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. 3. PROVIDE PRE-APPROVED CONTINUOUS WET CURE METHOD FOR A MINIMUM OF 14 DAYS. 4. 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. 5. PROVIDE "ULTRACURE DOT" MOISTURE RETAINING COVER BY MCTECH GROUP, OR APPROVED EQUAL, FOR A MINIMUM OF 14 DAYS. 6. APPLY A SILANE SEALER WITH MINIMUM SOLIDS CONTENT OF 40% PER MANUFACTURER'S RECOMMENDATIONS. REINFORCING STEEL SHALL CONFORM TO: ASTM A615, GRADE 60 TYPICAL UNLESS NOTED OTHERWISE. ASTM A706 GRADE 60 FOR ALL MOMENT FRAME HORIZONTAL BEAM BARS, MOMENT FRAME VERTICAL COLUMN BARS, VERTICAL SHEAR WALL BARS, ALL COUPLING BEAM BARS (EXCEPT TIES), AND ALL ANCHORAGE REINFORCING AT BASE PLATES OF STEEL COLUMNS PART OF MOMENT FRAME/BRACED FRAME. PER ACI 318, ASTM A615 GRADE 60 MAY BE SUBSTITUTED FOR THESE MEMBERS IF THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18 KSI, THE RATIO OF ACTUAL ULTIMATE TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25, AND IF THE ELONGATION OVER AN 8" GAGE LENGTH MEETS THE FOLLOWING: BAR SIZE MINIMUM ELONGATION #3 - #6 14% ≥ #7 - #11 12% ≥ #14, #18 10% ≥ ASTM A706 GRADE 60 FOR ALL WELDED BARS. DETAIL FABRICATE AND PLACE PER ACI 315 AND ACI 318. REINFORCING STEEL WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A185. LAP ONE FULL MESH ON SIDES AND ENDS BUT NOT LESS THAN 8 INCHES. WELDED WIRE REINFORCING SHALL BE SUPPORTED TO WITHSTAND CONCRETE PLACEMENT. PULLING OF MESH INTO PLACE AFTER PLACEMENT IS NOT ALLOWED. FORMWORK SURFACE REQUIREMENTS (ACI 347.3R-13 T3.1a) ITEM CONSTRUCTION AND FACING JOINTS ALL SURFACES EXPOSED TO PUBLIC VIEW, U.N.O.CJ2 ALL SURFACES RECEIVING A COURSE TEXTURED COATING SUCH AS PLASTER OR STUCCO, UNLESS NOTED OTHERWISE CJ3 ALL OTHER SURFACES, UNLESS NOTED OTHERWISE CJ4 SURFACE IRREGULARITIES SI2 SI3 SI4 BACKING VENEER TIE ATTACHMENT TO BACKING WOOD STUDS WIRE-BOND RJ-711, HOHMANN & BARNARD HB-213 S.I.S. OR HOHMANN & BARNARD 2-SEAL THERMAL WING NUT ZINC PLATED SCREWS BY MANUFACTURER ANCHORED VENEER (MASONRY AND STONE UNITS): ALL VENEER ANCHORAGE ATTACHMENTS SHALL CONFORM TO IBC SECTION 1405.6 AND ACI 530 SECTIONS 12.1 AND 12.2 FOR THE APPLICABLE SEISMIC DESIGN CATEGORY. ANCHOR TIES AND JOINT REINFORCEMENT SHALL BE HOT-DIPPED GALVANIZED PER ASTM A153, CLASS B-2 AND SHALL BE MANUFACTURED BY WIRE-BOND OR HOHMANN & BARNARD OR PRE-APPROVED EQUAL. ANCHOR TIES SHALL BE SPACED 16" O.C. EACH WAY MAXIMUM, AND SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A HORIZONTAL JOINT REINFORCEMENT WIRE OF NO. 9 GAUGE OR EQUIVALENT. THE JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. ANCHORAGE OF VENEER TO BACKING SHALL BE AS FOLLOWS: 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. STRUCTURAL STEEL GROUT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATION DURING PLACEMENT AND BEFORE LOSS OF PLASTICITY IN A MANNER TO FILL THE GROUT SPACE. GROUT POURS GREATER THAN 12 INCHES SHALL BE RECONSOLIDATED BY MECHANICAL VIBRATION 15 TO 20 MINUTES AFTER PLACEMENT TO MINIMIZE VOIDS DUE TO WATER LOSS. GROUT POURS 12 INCHES OR LESS IN HEIGHT SHALL BE MECHANICALLY VIBRATED, OR PUDDLED. COVER AND KEEP DRY ALL MASONRY WORK DURING CONSTRUCTION AND PREVENT MOISTURE ABSORPTION INTO MASONRY UNTIL THE ROOFING IS COMPLETE. MASONRY VENEER: SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 14 OF THE IBC, AND THE PROJECT SPECIFICATIONS. MORTAR: SHALL BE TYPE S PER IBC. CONFORM TO ASTM C270. MINIMUM COMPRESSIVE STRENGTH = 1800 PSI. GROUT: GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. CONFORM TO ASTM C476 AND TMS 402. f'g=2500 PSI MINIMUM AT 28 DAYS. MASONRY 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 W ITH 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 ARE PREPARED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER (LICENSED IN THE STATE IN WHICH THE PROJECT OCCURS) 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. 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. 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 #3 2'-0" 1'-6" 1'-6" 1'-3" 0'-6" #4 2'-8" 2'-0" 2'-0" 1'-7" 0'-6" #5 3'-4" 2'-7" 2'-7" 2'-0" 0'-8" #6 4'-0" 3'-1" 3'-1" 2'-4" 0'-10" #7 5'-10" 4'-6" 4'-6" 3'-6" 1'-0" #8 6'-8" 5'-2" 5'-2" 3'-11" 1'-3" REINFORCING STEEL COVER SPLICE TABLE NOTES: 1. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH ------------ 3" EXPOSED TO WEATHER OR EARTH ------------ 2" TIES ON BEAMS AND COLUMNS ------------- 1-1/2" WALLS AND SLABS NOT EXPOSED TO WEATHER---- 3/4" AUGERCAST PILES ---------------------------------------------- 2-1/2" MASONRY VENEER SYSTEM: MASONRY MATERIALS AND MORTAR SHALL CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 14 AND THE PROJECT SPECIFICATIONS. 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-102 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 GENERAL NOTES DE U T S C H E R - MACHINE BOLTS (M.B.): ASTM A307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 55, UNLESS NOTED OTHERWISE, ASTM F1554, GRADE 105 WHERE INDICATED. WELD TYPE FILLER METAL TENSILE STRENGTH CHARPY V-NOTCH (CVN) RATING FILLET 70 KSI ----- STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D1.1. CERTIFICATION: ALL WELDING SHALL BE PERFORMED BY WABO CERTIFIED WELDERS. WELDERS SHALL BE PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. 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 WELDING WELDED CONNECTIONS INSPECTION: 1. ALL WELDING SHALL BE CHECKED BY VISUAL MEANS AND BY OTHER METHODS DEEMED NECESSARY BY THE WELDING INSPECTOR. 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. 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. 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. GENERAL REQUIREMENTS 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) 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. 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. TRUSSES SHALL HAVE A BALANCED LAY-UP FOR CHORDS AND GRADE L2 FOR WEBS. MEMBERS INDICATED IN STRUCTURAL DRAWINGS AS "PPT" SHALL BE PRESERVATIVE PRESSURE TREATED PER AWPA U1 STRESS CLASS 24F-1.8E AND COMBINATION 2 FOR COLUMNS. MINIMUM 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) 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. PENNYWEIGHT DIAMETER (INCHES)LENGTH (INCHES) 8d 10d 16d 20d 0.131 0.148 0.148 0.192 2-1/2 3 3-1/4 4 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: FASTENER TYPE DIAMETER (INCHES) LENGTH (INCHES) 8d COMMON WIRE 0.131 2-1/2 8d "HOT DIPPED GALV. BOX" 0.113 2-1/2 10d COMMON WIRE 0.148 3 10d "HOT DIPPED GALV. BOX" 0.128 3 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 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 CATAGORY 3/4" OR THICKER. WOOD SHEATHING SHALL BE "STRUCTURAL I" CONFORMING TO PS1-19 AND/OR PS2-18. 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. 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 WITH 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. FIRE-RETARDANT TREATED PLYWOOD: FIRE-RETARDANT TREATED PLYWOOD SHALL COMFORM WITH IBC 2303.2. GLUE-LAMINATED MEMBERS: CONFORM TO ANSI/APA A190.1MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR (DF) FOR SIMPLE SPANS; AND 24F-V8 DF FOR CANTILEVERED AND/OR CONTINUOUS SPANS (Fb=2400 PSI, Fv= 265 PSI, E=1.8X10^6 PSI); AND DF COMBINATION 2 FOR COLUMNS. 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. 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. HOLLOW STRUCTURAL SECTIONS: RECTANGULAR & SQUARE -ASTM A500 GRADE C (Fy = 50 KSI) ROUND - ASTM A500 GRADE C (Fy = 46 KSI) 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. 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. TRUSS 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. 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. PROVIDE CERTIFICATE OF CONFORMANCE FROM AN INDEPENDENT TESTING LABORATORY OR A LICENSED PROFESSIONAL ENGINEER CERTIFYING THAT THEY HAVE INSPECTED THE FINISHED TRUSSES AND THAT ALL TRUSSES ARE CONSTRUCTED IN CONFORMANCE WITH THE TRUSS DESIGN DRAWINGS. STRUCTURAL ENGR.BLDG. DEPT. 1.CONCRETE MIX DESIGNS X X 2.REINFORCING STEEL SHOP DRAWINGS X 3. 4. 5. 6. 7. 9. VENEER ANCHORAGE SYSTEMS X X 10. STRUCTURAL STEEL X X MISCELLANEOUS STEEL X X GLU-LAMINATED MEMBERS X X METAL-PLATE-CONNECTED WOOD TRUSSES X X CONDUIT EMBEDDED IN CONCRETE X X CONTRACTOR'S STATEMENT OF RESPONSIBILITY X X 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. 8. 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 AN ENGINEER LICENSED IN THE STATE OF THE PROJECT AS NOTED. ENGINEER STAMP REQUIRED 1. FALL RESTRAINTS2.<PE/SE> METAL-PLATE-CONNECTED WOOD TRUSSES <PE/SE> METAL-PLATE-CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. TRUSS CALCULATION PACKAGE SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF PROJECT PER IBC SECTION 2303.4 TO CARRY THE LOADS LISTED IN THE DESIGN CRITERION AND ANY ADDITIONAL LOADS INDICATED ON THE FRAMING PLANS AND DETAILS. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLANS AND TRUSS DESIGN DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE ROOF SHEATHING TO THE SUPPORTING MEMBERS BELOW. TRUSSES DESIGNATED ON PLANS ARE FOR TYPICAL UNIFORMLY LOADED CONDITIONS. TRUSS ENGINEER SHALL PROVIDE ADDITIONAL TRUSSES AS REQUIRED TO SUPPORT SPECIAL LOADING CONDITIONS INDICATED ON DRAWINGS. PROVIDE SHOP AND INSTALLATION DRAWINGS AND CALCULATIONS PRODUCED UNDER THE SUPERVISION OF AND BE STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF PROJECT. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IBC SECTION 2303.4.1. ALONG WITH THE FOLLOWING: *KEY PLAN SHOWING EACH TRUSS *INDIVIDUAL TRUSS DESIGNS *PERMANENT BRACING REQUIREMENTS INCLUDING PLACEMENT AND CONNECTIONS DETAILS *TRUSS DRAWINGS SHALL SPECIFY ALL TRUSS CONNECTIONS/HARDWARE TO MEET THE REQUIREMENTS OF THE 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-103 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 GENERAL NOTES DE U T S C H E R - 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: STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN. 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 X PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X DURING FILL PLACEMENT, VERIFY USE OF PROPER MATERIALS AND PROCEDURES IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. VERIFY DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. STEEL CONSTRUCTION AISC 360, TABLE N5.4-1 AISC 341, TABLE J6.1 SPECIAL INSPECTIONS IN THIS SECTION MAY BE WAIVED WHERE FABRICATION IS PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5 AND WITH THE APPROVAL OF THE BUILDING OFFICIAL. SEE AISC 360 SECTION N5 FOR ULTRASONIC TESTING RATE X INSPECTION TASKS OBSERVE PERFORM COMMENTS REFERENCES PRIOR TO WELDING: WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS WELDING PROCEDURE SPECIFICATIONS MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE MATERIAL IDENTIFICATION (TYPE/GRADE) WELDER IDENTIFICATION SYSTEM FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY) • JOINT PREPARATIONS • DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) • CLEANLINESS (CONDITION OF STEEL SURFACES) • TACKING (TACK WELD QUALITY AND LOCATION) • BACKING TYPE AND FIT (IF APPLICABLE) FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K—JOINTS WITHOUT BACKING (INCLUDING JOINT GEOMETRY) • JOINT PREPARATIONS • DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) • CLEANLINESS (CONDITION OF STEEL SURFACES) • TACKING (TACK WELD QUALITY AND LOCATION) CONFIGURATION AND FINISH OF ACCESS HOLES FIT-UP OF FILLET WELDS • DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) • CLEANLINESS (CONDITION OF STEEL SURFACES) • TACKING (TACK WELD QUALITY AND LOCATION) DURING WELDING: CONTROL AND HANDLING OF WELDING CONSUMABLES • PACKAGING • EXPOSURE CONTROL NO WELDING OVER CRACKED TACK WELDS ENVIRONMENTAL CONDITIONS • WIND SPEED WITHIN LIMITS • PRECIPITATION AND TEMPERATURE WELDING PROCEDURE SPECIFICATIONS FOLLOWED • SETTINGS ON WELDING EQUIPMENT • TRAVEL SPEED • SELECTED WELDING MATERIALS • SHIELDING GAS TYPE/FLOW RATE • PREHEAT APPLIED • INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.) • PROPER POSITION (F, V, H, OH) • INTERMIX OF FILLER METALS AVOIDED UNLESS APPROVED (LATERAL CONNECTIONS ONLY) WELDING TECHNIQUES • INTERPASS AND FINAL CLEANING • EACH PASS WITHIN PROFILE LIMITATIONS • EACH PASS MEETS QUALITY REQUIREMENTS USE OF QUALIFIED WELDERS (FOR LATERAL CONNECTIONS) PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS BACKING REMOVED AND WELD TABLES REMOVED (IF REQUIRED) REPAIR ACTIVITIES DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS AS REQUIRED (LATERAL CONNECTIONS ONLY) PRIOR TO BOLTING: MANUFACTURER’S CERTIFICATIONS FOR FASTENER MATERIALS PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL CONNECTING ELEMENTS INCLUDING FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED FOR FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS DURING BOLTING: FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE POSITIONED AS REQUIRED JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING OPERATION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES AFTER BOLTING: DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS OTHER INSPECTION TASKS: PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPLICABLE, TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS REDUCED BEAM SECTION REQUIREMENTS, IF APPLICABLE • CONTOUR AND FINISH • DIMENSIONAL TOLERANCE PROTECTED ZONE – NO HOLES AND UNAPPROVED ATTACHMENTS MADE BY FABRICATOR OR ERECTOR, AS APPLICABLE NONDESTRUCTIVE TESTING OF WELDED JOINTS: FOR RISK CATEGORY III AND IV STRUCTURES ALL COMPLETE-JOINT-PENETRATION WELDS, T- AND CORNER JOINTS, IN MATERIAL 5/16” OR GREATER FOR RISK CATEGORY II STRUCTURES 10% OF ALL COMPLETE-JOINT-PENETRATION WELDS, T- AND CORNER JOINTS, IN MATERIAL 5/16” OR GREATER X X X X AISC 360, TABLE N5.4-2 AISC 341, TABLE J6.2 X X X X X X X X X X X X X X X X AISC 360, TABLE N5.6-1 AISC 641, TABLE J7.1 AISC 360, TABLE N5.6-2 AISC 341, TABLE J7.2 AISC 360, TABLE N5.6-3 AISC 341, TABLE J7.3 X X X X X X X X X X X X X X X X AISC 360 SECTION N5.8 AISC 341 TABLE J8.1 AISC 360 SECTION N5 SPECIAL INSPECTIONS IN THIS SECTION MAY BE WAIVED WHERE FABRICATION IS PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5 AND WITH THE APPROVAL OF THE BUILDING OFFICIAL. STEEL CONSTRUCTION (CONTINUED) INSPECTION TASKS OBSERVE PERFORM COMMENTS REFERENCES AFTER WELDING: WELDS CLEANED SIZE, LENGTH, AND LOCATION OF WELDS WELDS MEET VISUAL ACCEPTANCE CRITERIA • CRACK PROHIBITION • WELD/BASE-METAL FUSION • CRATER CROSS SECTION • WELD PROFILES • WELD SIZE • UNDERCUT • POROSITY ARC STRIKES k-AREA WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES AISC 360, TABLE N5.4-3 AISC 341, TABLE J6.3X X X X X X 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-104 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 GENERAL NOTES DE U T S C H E R - 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 FOLLOWS: » 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. MECHANICAL AND ELECTRICAL SYSTEMS MINIMUM CLEARANCE TO SPRINKLER PIPING OF 3" X IBC 1705.13.6 CONCRETE SPECIAL INSPECTIONS NOT REQUIRED FOR THE FOLLOWING CONDITIONS: NON-STRUCTURAL SLAB ON GRADE CONCRETE FOUNDATION WALLS WITH F'c ≤ 2500 PSI ISOLATED SPREAD FOOTINGS FOR BUILDINGS THREE-STORIES AND LESS ABOVE GRADE PLANE CONTINUOUS FOOTINGS SUPPORTING WALLS OF THREE-STORIES AND LESS ABOVE GRADE PLANE WHERE WALLS ARE LIGHT-FRAME CONSTRUCTION AND STRUCTURAL DESIGN IS BASED ON F'c ≤ 2500 PSI ANCHORS CAST IN CONCRETE-PRIOR TO AND DURING PLACEMENT OF CONCRETE ACI 318: 26.7 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 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 1705.3.1 X X ANCHORS POST-INSTALLED IN HARDENED CONCRETE (MECHANICAL ANCHORS INSTALLED IN ANY DIRECTION AND ADHESIVE ANCHORS INSTALLED DOWNWARD) X ACI 318: 26.7 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. STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES WOOD FRAMING SHEAR WALL NAILING X IBC 1705.5, 1705.12.1, 1705.13.2 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 METAL-PLATE-CONNECTED WOOD TRUSSES A. SPANNING 60' OR GREATER B. WITH OVERALL HEIGHT OF 5' OR GREATER X X TEMPORARY AND PERMANENT BRACING PERMANENT BRACING IBC 1705.5.2 SPECIAL INSPECTION NOT REQUIRED FOR FASTENER SPACING > 4" O.C. IBC 1705.5, 1705.12.1, 1705.13.2SPECIAL INSPECTION NOT REQUIRED FOR FASTENER SPACING > 4" O.C. IBC 1705.12.1, 1705.13.2 SUSPENDED CEILINGS ANCHORAGE AND SEISMIC BRACING X STORAGE RACKS MATERIALS USED, TO VERIFY COMPLIANCE WITH ONE OR MORE OF THE MATERIAL TEST REPORTS IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS X SPECIAL INSPECTION NOT REQUIRED FOR STORAGE RACKS < 8 FT. HIGH IBC 1705.12.7 FABRICATED STORAGE RACK ELEMENTS STORAGE RACK ANCHORAGE INSTALLATION COMPLETED STORAGE RACK SYSTEM, TO INDICATE COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS X X X IBC 1704.2.5 ANSI/MH16.1, SECTION 7.3.2 ANCHORED VENEER INSPECTION PROGRAM SHALL VERIFY: A. SIZE, TYPE OF VENEER ANCHORS B. SIZE, GRADE OF JOINT REINF. C. PROPORTIONS OF MORTAR D. CONSTRUCTION OF MORTAR JOINTS E. INSTALLATION OF TIES X X X X X VERIFICATION AT BEGINNING OF CONSTRUCTION IBC 1705.13.5, 1705.4 TMS 402 / ACI 530 / ASCE 5 TESTING OF MATERIALS IBC 1705.3.2X ANCHORS POST-INSTALLED IN HARDENED CONCRETE (ADHESIVE ANCHORS INSTALLED HORIZONTAL OR UPWARDLY INCLINED) ACI 318: 26.7 MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS X INSPECTION OF WELDING FOR REINFORCING STEEL A. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706 B. REINFORCING STEEL IN MOMENT FRAMES AND BOUNDARY ELEMENTS C. SHEAR REINFORCEMENT D. OTHER REINFORCING STEEL X X X X AWS D1.3 AWS D1.4 ACI 318 SECTION 26.6.4 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS B. MANUFACTURER'S CERTIFIED TEST REPORTS X X APPLICABLE ASTM MATERIAL STANDARDS & IBC 2210.1.1 INSPECTION OF WELDING A. COLD-FORM STEEL DECK WELDS 1. END CONNECTIONS - WELDING OR BOLTED X AWS D1.3 AWS D1.4 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-105 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 GENERAL NOTES DE U T S C H E R - ≥135° <1 3 5 ° 3 2 45 53 3 25 5 2 4 4 5 2 4 x> a 1' 1 5 5 4 3 2 4 3 5 54 2 4 x≤ a 45 0.6h 0. 6 h 0.2h 0. 2 h 1 1 1 1 1 ENCLOSED AND PARTIALLY ENCLOSED FLAT/HIP/GABLE ROOF WITH θ ≤ 7° - OR MONOSLOPE ROOF WITH θ ≤ 3° - COMPONENTS AND CLADDING WIND PRESSURE ZONES NOTES: 1. a = 8'-0"; h = 19'-6". 2. IF OVERHANGS EXIST, THE EDGE DISTANCE, A, SHALL BE MEASURED FROM THE OUTSIDE EDGE OF THE OVERHANG. 3. IF x ≤ a, ZONES 3 AND 5 NEED NOT APPLY AT CORNER. 4. DIAGRAMS ARE GENERIC REPRESENTATIONS OF PROJECT WIND PRESSURES ZONES TO AID WITH APPLICATION OF WIND PRESSURES. SEE PLANS FOR EXACT REPRESENTATION OF THE BUILDING. 0.6h 0.6h ROOF SURFACES 1 EFFECTIVE WIND AREA POSITIVE PRESSURES (PSF) NEGATIVE PRESSURES (PSF) ZONE 3 ALL ZONES 10 SF 20 SF 50 SF 100 SF 16.0 16.0 16.0 16.0 1' -16.0 -16.0 -16.0 -16.0 1 -24.3 -22.7 -20.6 -19.0 2 -32.1 -30.0 -27.3 -25.2 3 -43.7 -39.6 -34.1 -30.0 WALL SURFACES 1 EFFECTIVE WIND AREA POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) ZONE 2 10 SF 20 SF 50 SF 100 SF 500 SF 4 16.0 16.0 16.0 16.0 16.0 5 16.0 16.0 16.0 16.0 16.0 4 -16.6 -16.0 -16.0 -16.0 -16.0 5 -20.4 -19.1 -17.2 -16.0 -16.0 ROOF OVERHANGS 1 EFFECTIVE WIND AREA NEGATIVE PRESSURE (PSF) ZONE 3 10 SF 20 SF 50 SF 100 SF 500 SF 1' -22.0 -21.6 -21.1 -20.7 -19.8 1 -22.0 -21.6 -21.1 -20.7 -19.8 2 -29.8 -27.0 -23.4 -20.6 -16.0 3 -41.4 -36.6 -30.2 -25.4 -16.0 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. 3. ROOF ZONES ARE AS DEFINED BY FIGURES 30.3-2 THROUGH 30.3-7 IN ASCE 7-16 FOR LOW RISE BUILDINGS. ABBREVIATION LIST HGR HANGER A.B.ANCHOR BOLT 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 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 FACE ADD'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 SYSTEMCLT CROSS-LAMINATED TIMBER HDR HEADER DBL. DOUBLE 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-106 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 GENERAL NOTES DE U T S C H E R - 1234567 A B C 2 S-301 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 2 S-302 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 2 S-302 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 2 S-301 2██████████2██████████2█████████████████████████2██████████2██████████2██████████21 S-302 1██████████1██████████1█████████████████████████1██████████1██████████1██████████1 3 S-302 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 2 S-301 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4TYP AT STORE FRONT TYP AT DBL. WALL TYP.HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/4HSS5x5x1/48A1 2' - 6 " 129'-0" 21'-6"21'-6"21'-6"21'-6"21'-6"21'-6" 56 ' - 7 " 28 ' - 3 1 / 2 " 2 8 ' - 3 1 / 2 "9S-3029S-3028S-301TYP. AT EXT. COL., U.N.O.A1 2 S-302 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 3 S-302 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 2 S-301 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 TYP. AT STORE FRONT9S-3029S-302TYP. AT STORE FRONT TYP. AT SINGLE WALL 3 S-302 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP. AT DBL. WALL C29S-3029S-3022 S-301 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 F4.0 F4.0 F5.0F5.0F5.0F5.0F5.0 2'-6" 2' - 6 " 1'-6"2'-6"9S-302A1 3 S-302 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 TYP. AT DBL. WALL TYP. AT SINGLE WALL9S-302B1 1 S-302 1██████████1██████████1█████████████████████████1██████████1██████████1██████████1 SIM.10S-302TYP.4" CONC. S.O.G. W/ 6x6 W2.9xW2.9 W.W.R. PER 1 S-3018S-301TYP. AT EXT. COL. U.N.O.HSS5x5x1/4HSS5x5x1/4C2 C2C2C2 FOUNDATION NOTES COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. FINISH FLOOR = 0'-0" UNLESS NOTED OTHERWISE. INDICATES CONCRETE WALL FOOTING 1'-6" UNLESS NOTED OTHERWISE. SEE S302 FOR TYPICAL FOOTING DETAILS. TOP OF FOOTING = -1'-0" UNLESS NOTED OTHERWISE. FOR TYPICAL CONCRETE SLAB-ON-GRADE DETAILS SEE S301. "F_" INDICATES WOOD STUD WALL. PROVIDE 2x6 STUDS AT 16" ON CENTER. WOOD STUDS SHOULD ALIGN WITH TRUSS LAYOUT AND BE SPACED @ 16" ON CENTER MAXIMUM UNLESS NOTED OTHERWISE. PROVIDE 15/32" WOOD SHEATHING AT ALL EXTERIOR WALLS NAILED WITH 10d @ 6" ON CENTER AT ALL PANEL EDGES (PROVIDE 2x BLOCKING AT UNSUPPORTED PANEL EDGES) AND 10d @ 12" ON CENTER AT INTERMEDIATE FRAMING TYPICAL UNLESS NOTED OTHERWISE. SEE NOTE #7 FOR ADDITIONAL SHEAR WALL NAILING. INDICATES CONCRETE SPREAD FOOTING. SEE 5/S-302 FOR SCHEDULE. 1. 3. 4. 5. 9. INDICATES MASONRY VENEER. FOR ATTACHMENT OF VENEER TO BACKING SEE GENERAL NOTES. FOR VENEER LINTEL ANGLES AT OPENINGS SEE 8/S-403 & 9/S-403. FOR TYPICAL PLACEMENT OF STEM WALL REINFORCEMENT, STEPS IN FOOTING AND FOUNDATION CONSTRUCTION JOINTS SEE DETAILS 7/S-301, 4/S-301, & 9/S-301. 10. FOR TYPICAL EXCAVATION LIMITATIONS IN THE PROXIMITY OF FOUNDATIONS SEE DETAIL 6/S-301. 11. FOR TYPICAL VERTICAL PIPE PENETRATIONS IN STEM WALLS SEE 6/S-302.12. NON-STRUCTURAL STUD WALLS ARE NOT SHOWN OR SHOWN SCREENED. FOR LOCATION SEE ARCHITECTURAL DRAWINGS. FOR BRACING AT TOPS OF WALLS SEE S-403. 13. 2. INDICATES SPECIAL BUILT-UP WOOD STUD COLUMN REQUIREMENTS UNDER HEADER. FOR TYPICAL FRAMING REQUIREMENTS AT OPENING IN STRUCTURAL WALLS SEE 1/S401 FOR TYPICAL DETAIL. 6.[ ] INDICATES SPECIAL WOOD STUD WALL TYPE. SEE 6/S-401 FOR SCHEDULE.7.XINDICATES HOLDOWN. SEE 7/S-302 FOR SCHEDULE.8. X XOR SEE S-401 AND S-402 FOR TYPICAL WOOD FRAMING DETAILS.14."NOT FOR CONSTRUCTION"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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-201 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 FLOOR PLAN 1/8" = 1'-0"S-201 1 FOUNDATION AND GRADE LEVEL FRAMING PLAN 1234567 A B C 5½x13½ GL.5½x16½ GL. 5½x13½ GL. 5½x16½ GL. 5½x16½ GL. 5½x12 GL. HIGH 5½x7½ GL. LOW 5½x12 GL. HIGH 5½x7½ GL. LOW 5½x12 GL. HIGH 5½x7½ GL. LOW 5½x16½ GL. HIGH5½x12 GL. HIGH 5½x9 GL. LOW 5½x16½ GL. HIGH 5½x16½ GL.5½x16½ GL. 34 . 6 P S F 8'-0" 4'-0"4'-0"4'-0"4'-0"4'-0" ___ S-501 2 5 S-501 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 1 S-404 1██████████1██████████1█████████████████████████1██████████1██████████1██████████1 5 S-501 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 FABRIC AWNING DESIGN AND ALL CONNECTIONS PER AWNING SUPPLIER/MFR TYP. 2 S-404 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 3 S-405 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 4 S-404 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 7 S-405 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7 ___ S-501 1 TYP. 51.4 PSF 12 ' - 0 " 34 . 6 P S F 8'-0" 4 S-404 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 3 S-405 3██████████3██████████3█████████████████████████3██████████3██████████3██████████3 2 S-404 2██████████2██████████2█████████████████████████2██████████2██████████2██████████2 4 S-405 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 4 S-403 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 51.4 PSF 12 ' - 0 " ROOF TOP MECH. UNIT. 500 POUNDS MAX. ALIGN ONE CURB W/ BM AT GRID B TYP. 1 S-405 1██████████1██████████1█████████████████████████1██████████1██████████1██████████1 2'-0" PRE-MFR'D TRUSSES @ 24" O.C. PRE-MFR'D TRUSSES @ 24" O.C.SL O P E D O W N PE R A R C H . 129'-0" 21'-6"21'-6"21'-6"21'-6"21'-6"21'-6" 56 ' - 7 " 28 ' - 3 1 / 2 " 2 8 ' - 3 1 / 2 " HS S 4 ½ x 4 ½ x 3 / 8 HS S 4 ½ x 4 ½ x 3 / 8 C8 x 1 3 . 7 C8x13.7 C8x13.7 5 S-404 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 HIGH 5½x16½ GL. HIGH HSS5x5x5/16 LOW LOW 6 S-405 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 TYP. C8 x 1 3 . 7 HS S 4 ½ x 4 ½ x 3 / 8 C8x13.7 HS S 4 ½ x 4 ½ x 3 / 8 C8x13.7 5½x16½ GL. HIGH HSS5x5x5/16 LOW 5 S-404 5██████████5██████████5█████████████████████████5██████████5██████████5██████████5 HIGH 7 S-405 7██████████7██████████7█████████████████████████7██████████7██████████7██████████7 TYP. TYP.6 S-405 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 HCA5.62-5 HINGE CONNECTOR, TYP. 5½x16½ GL. ROOF FRAMING NOTES COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.1. 6. 4. PROVIDE 5/8" WOOD SHEATHING OVER ENTIRE ROOF STRUCTURE. NAIL SHEATHING WITH 10d @ 6" ON CENTER AT ALL SUPPORTED PANEL EDGES AND 10d @ 10" ON CENTER AT INTERMEDIATE FRAMING. TYPICAL UNLESS NOTED OTHERWISE. PROVIDE SIMPSON PSCL3/4 AT ALL UNBLOCKED PANEL EDGES SEE 5/S-401. 2. INDICATES WALL EXTENDING TO ROOF STRUCTURE. 5. 3. INDICATES TYPICAL HEADER IN WALL BELOW. SEE 1/S-401. INDICATES EXTENTION OF ROOF TRUSS STRUCTURE TO FORM PARAPET WALL. 7. INDICATES ROOF DRIFT LOAD CASE. TRUSS MANUFACTURER TO DESIGN TO WORSE CASE FOR UNIFORM SNOW LOAD OR SN0W DRIFT LOAD. "DRF"=DRIFT LOAD (PSF) PER PLAN "W" (FT) PER PLAN COORDINATE WITH TRUSS SUPPLIER FOR ALL MECHANICAL LOADING."NOT FOR CONSTRUCTION"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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-202 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 ROOF PLAN 1/8" = 1'-0"S-202 1 ROOF FRAMING PLAN 1'-0"2'-0"2'-0" 2" M I N . 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 NOTE: LOCATE JOINTS AT NON-BEARING WALLS WHERE POSSIBLE -SUBMIT PATTERN TO ARCHITECT FOR APPROVAL. TOOLED JT R=1/8" CONT. 1x2 NOM. SHEAR KEY AT MID-DEPTH TYPICAL CONSTRUCTION JOINT FOR SLAB ON GRADE SLAB THICKNESS PER PLAN 1/3 SLAB THICKNESS TYP. CONT. FDN WALL & FTG (REINF. NOT SHOWN) TOP HORIZ. REINF. SAME AS TYP. FTG WALL TOP REINF. - LAP W/ TYP. FTG WALL TOP HORIZ. 1'-6" MIN. EA. SIDE #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. 30# BLD'G PAPER BTWN WALL & SLAB 1/3 SLAB THICKNESS 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"/ OR LESS, NO ADDITIONAL REINFORCEMENT REQUIRED. 2.REINFORCEMENT SHOWN IS #4 AT SLAB MID-DEPTH. HOOK REINFORCEMENT THAT CANNOT BE EXTENDED. FDN WALL OPN'G 1½" TYP. E Q . EQ.MIN.2'-0"MIN.2'-0"45° 1½" TYP.MIN. TYP.2'-0"MIN.2'-0"MIN.2'-0"1½" TYP. NOTES: 1. FOUNDATIONS SHALL NOT BE LOADED PRIOR TO COMPLETING STRUCTURAL BACKFILL UNDER AND NEAR FOOTINGS. 2. CONCRETE BACKFILL SHALL BE USED UNDER FOOTINGS WHERE 95% COMPACTION CANNOT BE ACCOMPLISHED. 3. ALL STRUCTURAL BACKFILL NOTED SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY PER ASTM. 4. A PIPE SLEEVE SHALL BE PROVIDED FOR SHALLOW PIPES CAST IN CONCRETE. 5. PIPES SHALL NOT BE PLACED IN THE FOOTING WITHOUT SPECIFIC APPROVAL FROM THE ENGINEER. 6. FOR VARIATIONS CONTACT ENGINEER. PIPE PARALLEL TO WALL FTG EXCAVATION PERMITTED BELOW PRIOR TO LOADING 1½ 1 CONC. BACKFILL BELOW FTG STRUCT. BACKFILL WITHIN (2) TIMES THE TRENCH DEPTH EA. SIDE OF FTG TYPICAL FOR PARALLEL PIPES ADJACENT TO FOOTINGS WIDTH OF FTG MIN. TYPICAL FOR PERPENDICULAR PIPES UNDER FOOTINGS LAP SPLICE PER GENERAL NOTES PLACE CORNER REINF. ALTERNATING AS SHOWN NOTES: 1.VERTICAL REINFORCEMENT SHOWN IS ADDITIONAL IF NORMAL STEM WALL REINFORCEMENT IS NOT IN PROPER LOCATION. 2.CORNER REINFORCEMENT IS SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT. 3.STANDARD HOOK MAY BE SUBSTITUTED FOR CORNER REINFORCEMENT. 1" C L R . 3" MAX. 1" MIN. (2) VERT. AT EDGE OPN'G REINF. ADD (1) #5x4'-0" EA. CORNER USE (2) #5 FOR WALLS 10" & THICKER PROVIDE REINF. AROUND OPN'G - USE AN AMOUNT ON EA. EDGE OF OPN'G EQ. TO 1/2 THE AMOUNT OF INTERRUPTED NORMAL REINF. IN THE DIRECTION PARALLEL TO THAT EDGE. MIN. REINF. SHALL BE (1) #5 ((2) #5 FOR WALLS 10" & THICKER). VERT. REINF. SHALL BE FULL HEIGHT OF STORY.TYP. 2'-0" 1/2" WIDTH OF WATERSTOP MIN. 2½" MIN. EITHER SIDE 1½" DEEP x 1/3 WALL WIDTH KEY WAY LAP SPLICES PER GENERAL NOTES 6" PVC CONT. WATERSTOP IF EXT. WALL OR BASEMENT (W/ WELDED JT) ROUGH INTERFACE W/ 1/4" UNIFORM AMPLITUDE LAP SPLICES PER GENERAL NOTES SEE ARCH. FOR REVEALS NORMAL REINF. CONT. THROUGH JT PER APPLICABLE DETAILS TYPICAL AT VERTICAL WALL JOINTS TYPICAL AT CONCRETE GRADE BEAMS & FOOTINGS NOTE: OBTAIN APPROVAL OF ENGINEER FOR LOCATION OF ANY CONSTRUCTION JOINT. 6" 3" TYP. 3" C L R . BRG 6 1" W/ (4) 5/8"/ ANCHOR ROD - EMBED 6" INTO FTG STL COL. 6 3/8"x3"x0'-3" WASHER W/ NUTS TOP & BOT. TYP. (2) #4 W/ STD HOOK EA. SIDE OF ANCHOR ROD - SPACED 3" O.C. 1½ " C L R . 1" NON-SHRINK GROUT 2x STUDS ATTACHED TO STL COL. PER NOTE: FOR BEARING PLATE AND ANCHOR BOLT LAYOUT SEE 9 S-302 5 S-402 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-301 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL FOUNDATION AND SLAB ON GRADE DETAILS DE U T S C H E R - NO SCALES-301 1 DETAIL NO SCALES-301 2 SECTION TYPICAL SLAB AT EXTERIOR OPENING NO SCALES-301 3 PLAN DETAILS TYPICAL SLAB ON GRADE DISCONTINUITY REINFORCEMENT NO SCALES-301 4 SECTION NO SCALES-301 5 SECTION TYPICAL REINFORCEMENT PLACEMENT PLAN FOR CONCRETE STEM WALLS NO SCALES-301 6 SECTION TYPICAL AT OPENINGS IN CAST IN PLACE CONCRETE WALLS NO SCALES-301 7 CONSTRUCTION JOINTS TYPICAL FOR CAST IN PLACE CONCRETE WALLS, GRADE BEAMS AND FOOTINGS 1" = 1'-0"S-301 8 SECTION "W" "T " 1' - 6 " M I N . 6" WASHER, CUT WASHER & NUT PER P.P.T. BOT. W/ 5/8" A.B. @ 4'-0" O.C. EMBED 7" -U.N.O. PER 15# BLD'G PAPER OR VAPOR BARRIER (2) #4 CONT. AT TOP #4 DWL @ 18" O.C. W/ STD HOOK #4 CONT. @ 12" O.C. FOR STEM WALL GREATER THAN 12" TALL STUD WALL SHT'G EDGE NAILING FINISH GRADE FTG PER 3 S-402 3 S-402 5 S-302 S.O.G. AT SIM. 2'-6" 3" CLR. 10 " 1' - 6 " M I N . MIN. 6" WASHER, CUT WASHER & NUT PER P.P.T. BOT. W/ 5/8" A.B. @ 4'-0" O.C. EMBED 7" -U.N.O. PER 15# BLD'G PAPER OR VAPOR BARRIER (2) #4 CONT. AT TOP #4 DWL @ 18" O.C. W/ STD HOOK #4 CONT. @ 12" O.C. FOR STEM WALL GREATER THAN 12" TALL STUD WALL SHT'G BRICK VENEER PER ARCH. EDGE NAILING FINISH GRADE (2) #5 CONT. 2" CLR. 1'-0"#4 @ 18" O.C. BACK FILL W/ GROUT BELOW GRADE 3 S-402 3 S-402 INSULATION PER ARCH. 2'-6" 1' - 0 " 1'-4" P.P.T. BOT. W/ 5/8" A.B. @ 4'-0" O.C. EMBED 7" -U.N.O. PER SHT'G EDGE NAILING (2) #5 T&B CONT. CL R . 3" 2" CLR. #5 @ 12" O.C. BOT. ARCH. PER #4 CONT. E.F. @ 12" O.C. FOR STEM WALL GREATER THAN 12" TALL (2) #4 CONT. PROVIDE (2) 5/8" A.B. MIN. AT OUTSIDE WALL #5 @ 12" O.C. W/ STD ACI HOOK AT BOT. MATCH TOP OF FDN W/ ADJACENT FDN BACKFILL VENEER UNDER GRADE W/ GROUT WASHER, CUT WASHER AND NUT PER 3 S-402 3 S-402 INSULATION PER ARCH. WIDTH "W""T"REINFORCEMENT "A" CONT. REINFORCEMENT "B" 1'-6"10"(2) #5 --- #4 @ 18" O.C.2'-6"12"(3) #5 NOTES: 1.FOOTINGS SHALL BEAR ON UNDISTURBED OR COMPACTED MATERIAL PER GENERAL NOTES. 2.EXTEND FOOTINGS 6" MINIMUM PAST ENDS OF WALL UNLESS OTHERWISE NOTED. 3. WHERE FOOTINGS CHANGE WIDTHS LAP REINFORCEMENT "A". LAP SPLICE PER GENERAL NOTES. "W" (SEE FDN PLAN) "T " CONC. FTG REINF. "B" REINF. "A"2" CLR. 3" CLR. MARK DIMENSIONS "W""T" REINFORCEMENT EACH WAY F4.0 4'-0"11"(5) #4 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 1500 POUNDS PER SQUARE FOOT. SECTION REINF. (EVENLY SPACED) "T " "W" (E.W.) 3" CLR. 6" MAX. TYP. 2" CLR. TEXT F5.0 5'-0"12"(5) #5 P.P.T. BOT. 2 STEM & PIPE PROVIDE A.B. ADJACENT TO HOLE OR NOTCH IN PER REINF. EA. SIDE OF PIPE ELECTRICAL CONDUIT P.P.T. BOT. CONT. REINF. 1½" MAX. BLOCK OUT PIPE CONDUIT 3 S-402 HOLDOWN SCHEDULE FOUNDATION ANCHOR ROD TYPE 1 MARK HOLDOWN 2 ANCHOR ROD 3 DIAMETER REINFORCEMENT4 REQUIRED STUDS REFERENCED DETAILS 8 HDU8 7/8"(3) 2x 11 HDU11 1"(4) #4 6x NOTES: 1. ALL HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2. ALL-THREAD ROD ASTM A36 WITH 3"x3"x3/8" PLATE WITH DOUBLE NUTS AT FOUNDATION. 3. EMBEDMENT MAY REQUIRE STEPPING DOWN FOOTING PER 4/S301 TO ACHIEVE REQUIRED EMBEDMENT. (2) #4 8/S302 & 4/S402 8/S302 & 4/S402 TE X T FDN REQ'D STUDS - (2) 2x MIN. NORMAL WALL ANCHORAGE - LOCATE PER 3/S402 3/8"x3"x0'-3" WASHER W/ NUTS T&B ANCHOR ROD HOLDOWN P.P.T. BOT. ANCHOR ROD EMBEDMENT = 1'-3" 3"1½" CLR.3" #4 W/ STD HOOK EA. END EA. SIDE OF ANCHOR ROD - TOTAL QUANTITY PER SCHED. 3" CLR 1" NON-SHRINK GROUT STL COL. TOP OF FDN WALL BRG 3/4" W/ (4) 5/8" A.B. -EMBED 7" MIN. FDN WALL -SEE APPLICABLE DETAILS 2 COL. BEARING PLATE AT CORNERTYPICAL BEARING PLATE 2" T Y P . 2 " T Y P . 2½ " 1/4" TYP. 2½" 2" T Y P . 2 " T Y P . 1/4" 1/2" OVERSIZED HOLE W/ WASHER 3/16 1/4" 3/161/4" 3" MIN. ALL SIDES STL COL. OPTIONAL BLOCKOUT FOR COL. PLACEMENT (ALIGN CORNERS TO C.J.) C.J. -TYP. 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 5/8" W/ (4) 5/8" ANCHOR RODS 1/2" OVERSIZED HOLE W/ WASHER2'-0" MIN.3/16 #5 EA. SIDE 7" MIN. WASHER W/ NUT T&B 6 S-302 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-302 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL FOUNDATION AND SLAB ON GRADE DETAILS DE U T S C H E R - NO SCALES-302 1 SECTION TYPICAL FOUNDATION AT EXTERIOR STUD WALL NO SCALES-302 5 SECTION TYPICAL CONTINUOUS FOOTING NO SCALES-302 6 SECTION TYPICAL CONCRETE SPREAD FOOTING NO SCALES-302 7 SCHEDULE NO SCALES-302 8 DETAIL TYPICAL FOUNDATION ANCHOR ROD HOLDOWN NO SCALES-302 4 DETAIL TYPICAL VERTICAL PENETRATIONS IN STEM WALL NO SCALES-302 2 SECTION TYPICAL FOUNDATION AT EXTERIOR STUD WALL WITH MASONRY VENEER NO SCALES-302 3 SECTION NO SCALES-302 9 SECTION TYPICAL STEEL COLUMN BASE AT CONTINUOUS FOUNDATION WALL NO SCALES-302 10 SECTION TYPICAL STEEL COLUMN AT SPREAD FOOTING DBL. TOP W/ LAP PER (6) 16d TYP. (4) 16d TYP. 6x10 AT 2x6 WALLS -U.N.O. HDR TO BE TIGHT TO TOP UNLESS OTHERWISE SHOWN DROPPED FRM'G AS REQ'D FOR HEAD EL. PROVIDE DBL. SILL & HEAD AT EXT. WALL OPN'GS GREATER THAN 7'-0" U.N.O. BY ARCH. [X/Y] "Y" INDICATES NUMBER OF BRG STUDS REQ'D UNDER END OF HDR - PROVIDE (1) MIN. "X" INDICATES NUMBER OF FULL HEIGHT STUDS ADJACENT TO END OF HDR PROVIDE (1) MIN. A35 TYP. OR A34 AT 2x4 WALLS 3 S-401 3/8"3/8" FIELD NAILING EDGE NAILING BLK'G EDGE NAILING DBL. TOP 'S SHT'G SHT'G 3x MIN.2x MIN. STAGGERED NAILING FOR SPECIFIC WALL TYPE NAILING SEE EDGE NAILING DETAIL NOTES: 1.PANEL EDGE NAILING AND PLATE NAILING SHALL BE STAGGERED IN ALL CASES. 2.SHEATHING JOINT SHALL OCCUR AT COMMON MEMBER UNLESS IT OCCURS AT A SPECIFIED DOUBLE MEMBER. 3.EDGE NAILING APPLIES TO AREAS INDICATED AND AT HOLDOWN ANCHORED STUDS. text (2) 2x MIN. 10d FACE NAILING AT PANEL EDGE NAILING SPACING U.N.O. JT IN SHT'G 6 S-401 5'-0" LAP MIN. (2) ROWS 16d @ 6" O.C. - (20) 16d MIN. DBL. TOP JT IN TOP 2x JT IN BOT. 2x 16d @ 16" O.C. FACE NAILED BEAM AT WALL END BEAM AT WALL BEAM AT HIP A35 H6 TYP. A35 (6) 16d EA. SIDE TYP. STUD EA. SIDE P.W. FILLER - 3/4" MAX. DIAPHRAGM NAILING SCHEDULE DIAPHRAGM TYPE LOCATION NAILS SPACING DIAPHRAGM BOUNDARY 6" O.C. FIELD NAILS 10" O.C. 6" O.C.SUPPORTED PANEL EDGES ROOF DIAPHRAGM 19/32" SHEATHING UNBLOCKED UNLESS NOTED OTHERWISE NOTES: 1.PROVIDE (2) ROWS OF SPECIFIED DIAPHRAGM BOUNDARY NAILING OVER INTERIOR SHEAR WALLS AND THE FULL LENGTH OF "COLLECTORS" WHERE INDICATED. 2.AT BLOCKED DIAPHRAGMS PROVIDE 2x4 FLATWISE BLOCKING WITH "Z2" CLIPS AT EACH END AT ALL UNSUPPORTED PANEL EDGES. USE 2x4 STRUCTURAL COMPOSITE LUMBER FLATWISE BLOCKING IN LIEU OF SOLID SAWN WHERE NAILING SIZE OR SPACING EXCEEDS 10d @ 4" O.C. 3. NAILS INDICATED ARE COMMON WIRE OR GALVANIZED BOX NAILS NAIL SIZES OTHER THAN THOSE INDICATED IN THE GENERAL NOTES ARE NOT PERMITTED. SUPPORTED PANEL EDGES FIELD NAILS WALL OR HDR BELOW STRUCT. PANEL TYP. DIAPHRAGM BOUNDARY ALL FASTNERS SHALL BE DRIVEN FLUSH W/ SURFACE OF STRUCT. PANEL UNSUPPORTED PANEL EDGE CONT. PANEL EDGES HDR OPN'G PER PLAN ORIENT LONG EDGE PANEL PERP. TO FRM'G MEMBERS U.N.O. ROOF RAFTERS OR FLR JSTS - TYP. DIAPHRAGM BOUNDARY FASCIA FIELD NAILS ALIGN STRUCT. PANEL W/ FIRST MEMBER AT OVERHANG FRM'G CLIP OR HGR - SEE APPLICABLE DETAILS OUTRIGGERS ROOF EAVE OR CANTILEVERED EDGE BM OR WALL BELOW SUPPORTED PANEL EDGES "COLLECTOR" OR SHEARWALL WHERE INDICATED 10d 10d 10d STUD WALL CONSTRUCTION SCHEDULE TABLE 1 -SHEAR WALL REQUIREMENTS MARK WALL SHEATHING NOTE 2 SHEATHING NAILS NOTE 3 EDGE NAILING ON CENTER EDGE FRAMING NOTE 5 BOTTOM PLATE MARK STUD SIZE AND SPACING NUMBER STUDS REQUIRED AT MEMBER BEARING TABLE 2 -STUD REQUIREMENTS NOTES: 1. INDICATES SPECIAL STRUCTURAL WALL MARK. ALL WALLS SHOWN ON STRUCTURAL DRAWINGS ARE 2x6 AT 16" ON CENTER UNLESS DESIGNATED SPECIAL. STUD LAYOUT SHALL MATCH FRAMING MEMBER LAYOUT ABOVE WHERE APPLICABLE. 2.ALL DESIGNATED SHEAR WALLS SHALL BE BLOCKED AT ALL SHEATHING EDGES. EDGE NAILING APPLIES TO ALL TOP AND BOTTOM PLATES, VERTICAL JOINTS, HORIZONTAL BLOCKED JOINTS, WALL CORNERS, AND HOLDOWN ANCHORED STUDS. 3. NAILS INDICATED ARE COMMON WIRE OR GALVANIZED BOX NAILS NAIL SIZES OTHER THAN THOSE INDICATED IN THE GENERAL NOTES ARE NOT PERMITTED. 4.WHERE BEAMS OR HEADERS FRAME INTO WALLS AND A COLUMN IS NOT CALLED OUT, PROVIDE BUILT-UP COLUMNS PER 4/S401 FOR BEAM PERPENDICULAR TO WALL. 5.PROVIDE 3x OR DOUBLE 2x MEMBERS FACE NAILED PER 2/S401 AT ALL ABUTTING PANEL EDGES WHERE INDICATED. 6. EMBED ANCHORS 7" MINIMUM. SEE GENERAL NOTES FOR PLATE WASHER AND GALVANIZING REQUIREMENTS AND 3/S402 FOR TYPICAL ANCHOR PLACEMENT. 7. SEE GENERAL NOTES FOR RIM PERFORMANCE REQUIREMENTS. xx SECOND CHARACTER INDICATES SPECIAL STUD SPACING PER TABLE 2 FIRST CHARACTER INDICATES SPECIAL SHEAR WALL REQUIREMENTS PER TABLE 1 15/32" SIDES WITH SHEATHING (1)10d 6"2x FIELD NAILING ON CENTER 12" 16d @ 8" O.C. BOTTOM PLATE NAILING 2x 5/8" ANCHOR BOLT SPACING NOTE 6 48" RIM/BLOCKING CONNECTOR TO TOP PLATE BELOW A35 @ 24" O.C.A RIM/BLOCKING WIDTH NOTE 7 1 1/2" SCL 15/32" (1) 10d 4"3x 12" SDS @ 6" O.C.2x 24"A35 @ 12" O.C.B 1 1/2" SCL 15/32" (1) 10d 3" 3x 12" SDS @ 6" O.C.2x 16" A35 @ 8" O.C. C 1 1/2" SCL 1 2x6 @ 16" O.C. (1) NO SCALES-401 1 SECTION TYPICAL STUD WALL CONSTRUCTION AT HEADER NO SCALES-401 2 SCHEDULE TYPICAL SHEARWALL NAILING NO SCALES-401 3 SECTION NO SCALES-401 4 DETAIL TYPICAL BUILT-UP COLUMN AT BEAM PERPENDICULAR TO WALL NO SCALES-401 5 SCHEDULE TYPICAL DIAPHRAGM NAILING NO SCALES-401 6 SCHEDULE 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-401 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL WOOD FRAMING DETAILS DE U T S C H E R - DO NOT NAIL IN PENETRATION AREA EQ. "D" PLAN STRAP PER EQ.EQ. OF HOLE & PIPE/CONDUIT TEXT DBL. TOP CTR STRAP ON DBL. TOP DOUBLE TOP PLATE REINFORCEMENT "1 / 3 H " "1 / 3 H " "1 / 3 H " "H " SEE NOTE 2 BOT. OF WALL 1" MIN. EDGE DISTANCE 2x HOLE DIA. OR 6" MIN. 2" MAX. "W"/6 MAX. 2x THE LARGER HOLE DIA. MIN. "W" "D" MAX. = 40% "W" OR LESS PER MIN. EDGE DISTANCE 1" MIN. EDGE DISTANCE AFTER BORING NOTES: 1.BORING, CUTTING, AND NOTCHING WALL FRAMING OTHER THAN INDICATED HERE REQUIRES PRIOR APPROVAL FROM ENGINEER OF RECORD. 2.BORING, CUTTING, AND NOTCHING WITHIN THE MIDDLE 1/3 OF THE STUD HEIGHT IS NOT ALLOWED WITHOUT PRIOR APPROVAL FROM ENGINEER OF RECORD. 3.NOTCHING AS INDICATED IS PERMITTED ON ONE FACE OF THE WALL ALONE. 4.MAXIMUM BORED HOLE DIAMETER IN STUD "D" MAXIMUM. LIMITED TO 25%. "W" AT BUILT-UP STUDS, AND HOLDOWN ANCHORED STUDS. TOP OF WALL ALLOWABLE DBL TOP PENETRATIONS PER HOLE 2 S-402 2 S-402 DO NOT NAIL IN PENETRATION AREA EQ. "D"PLANSTRAP PER TABLE EQ.EQ. OF HOLE & PIPE/CONDUIT TEXT DBL. TOP CTR STRAP ON DBL. TOP HOLE DIAMETER "D" INCHES 0" < "D" < 1" 1" < "D" < 2¼" NO STRAP REQUIRED (2) ST2215 WITH (8) 16d EACH END STRAP 0" < "D" < 2½" 2½" < "D" < 32" NO STRAP REQUIRED (2) ST2215 WITH (8) 16d EACH END 0" < "D" < 2½" 2½" < "D" < 4" NO STRAP REQUIRED (2) ST6224 WITH (12) 16d EACH END PLATE SIZE 2x4 2x6 2x8 PER TABLE HOLE "L " "L " "L" "L"=6" MIN. & 12" MAX. "L" "L""L" EQ. PROVIDE (1) A.B. EA. SIDE WHERE BOT. IS BORED, CUT OR NOTCHED MORE THAN 1/3 THE WIDTH A MIN. OF (2) A.B. SHALL BE PROVIDED IN EA. BOT. SECTION A.B. W/ 7" MIN. EMBED TYP. SEE STUD WALL CONST. SCHED. FOR SIZES & SPACINGS BOT. JT NOTES: 1.BOTTOM SILL PLATE SHALL BE PRESERVATIVE PRESSURE TREATED. SEE GENERAL NOTES FOR GALVANIZED REQUIREMENTS FOR CONNECTORS AND FASTENERS. 2.HOLES IN BOTTOM PLATE SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. 3.HOLES, CUTS, AND NOTCHES IN 3x OR 4x PRESERVATIVE PRESSURE PLATES SHALL BE TREATED WITH A 9% SOLUTION OF COPPER NAPHTHENATE. 4. OVERSIZE WASHERS MAY BE USED IN LIEU OF BPS. 5. STAGGER ANCHOR BOLTS AT DOUBLE SHEATHED SHEAR WALLS. 1/2" MAX. TO SHT'G BPS BRG S W/ SLOTTED HOLE UNDER STD CUT WASHER & NUT BPS BRG W/ SLOTTED HOLE UNDER STD CUT WASHER & NUT STD CUT WASHER BPS 1/2" MAX. TYP. ANCHOR BOLT HOLDOWN AT CORNER EDGE NAILING TYP.NON-STRUCT. NAILER - TYP. A.B. HOLDOWN ALTERNATE HOLDOWN LOCATION AT CORNER EDGE NAILING A.B. HOLDOWN CROSSWALL SHEARWALL ON FTG/ STEMWALL EXT. OR CORRIDOR WALL ON FTG/STEM WALL STRAP HOLDOWN LOC. CROSSWALL SHEARWALL ON FTG/ STEMWALL NON-STRUCT. NAILER - TYP. TYPICAL CROSSWALL HOLDOWN LOCATIONS A35 @ 24" O.C.LTP4 @ 24" O.C. EDGE NAILING EDGE NAILING CENTERED IN WALL EDGE NAILING 3/4": THR'D ROD @ 3'-0" O.C. - TYP. -(3) MIN. FULL HT STUD -TYP. TYP. END OF WALL FULL HT STUD -TYP. 3/4": THR'D ROD @ 3'-0" O.C. - TYP. -(3) MIN. SHT'G -TYP. EDGE NAILING TYP. CORNER OF WALL FULL HT STUD -TYP. EDGE NAILING 3/4": THR'D ROD @ 3'-0" O.C. - TYP. -(3) MIN. TYP. STL COL. STL COL. STL COL. P.A.F. @ 12" O.C. STAGGERED NO SCALES-402 1 DETAIL ALLOWABLE LOAD BEARING/SHEARWALL STUD BORING, CUTTING, AND NOTCHING NO SCALES-402 2 DETAIL TYPICAL REINFORCING AT WALL DOUBLE TOP PLATE PENETRATIONS NO SCALES-402 3 DETAIL TYPICAL BOTTOM PLATE ANCHORAGE NO SCALES-402 4 PLAN DETAIL 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-402 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL WOOD FRAMING DETAILS DE U T S C H E R - 1" = 1'-0"S-402 5 SECTION 2 2 2 1 1 2 "L ""L"3'-0" MIN. TO QUALIFY AS LATERAL SUPPORT "L" PLAN CEILING 2x CONT. FULL LENGTH OF WALL FOR SIZE SEE SCHED. 16d @ 32" O.C. STAGGERED & (2) 16d AT END OF WALL TOP OF WALL BRACE "L"2x CONTINUOUS MEMBER < 8' NONE REQUIRED 8' - 10'2x6 10' - 13'2x8 13' - 16'2x10 16' - 20'2x12 NOTES: 1. THIS PLAN IS AN EXAMPLE ONLY IT DOES NOT REPRESENT A SPECIFIC WALL. 2. "L" INDICATES UNBRACED LENGTH OF WALLS. 3. AT CONTRACTORS OPTION IN LIEU OF EXTRA TOP PLATE. INDICATES HORIZONTAL BRACE EXTENDING TO ADJACENT CORNER SEE 2/S403.1 INDICATES BRACE UP TO ROOF STRUCTURE SEE 3/S403.2 NOTES: 1.MAXIMUM SPACING OF BRACES = 10'-0". 2.BRACES NOT REQUIRED WITHIN 8'-0" OF OTHER LATERAL WALL SUPPORT, CORNERS AND INTERSECTIONS. CEILING (2) 2x4 FOR BRACE LENGTH UP TO 14' - (2) 2x6 FOR BRACE LENGTH 14' TO 20' (2) 16d EA. SIDE 16d @ 16" O.C. NOTES: 1.MAXIMUM SPACING OF BRACES = 10'-0". 2.BRACES NOT REQUIRED WITHIN 8'-0" OF OTHER LATERAL WALL SUPPORT, CORNERS AND INTERSECTIONS. CEILING (2) 2x4 FOR BRACE LENGTH UP TO 14' - (2) 2x6 FOR BRACE LENGTH 14' TO 20' 16d @ 16" O.C.1 2 MIN. 12" MAX. A35 H3 EDGE NAILING SHT'G SHEAR TRANSFER TRUSS LOAD (ULTIMATE) = 930 PLF FOR LENGTH OF TRUSS (2) 5/8"2 M.B. EDGE NAILING SHEAR WALL PER PLAN 16d @ 16" O.C. SEE FOR TOP CONN. A35 EA. SIDE/EA. END 2x6 BLK'G @ 8'-0" O.C. MAX. 2 MIN. 1 5 S-403 2 MIN. 1 8d @ 3" O.C. STAGGERED DBL 2x4 BRACE - SEE A35 EA. SIDE/EA. END (2) 5/8"2 M.B. 2x6 BLK'G @ 8'-0" O.C. MAX. PRE-MFR TRUSS 4 S-403 3/4" CLR. 3/4" CLR. PRE-MFR TRUSS DTC CLIP EA. SIDE EA. TRUSS NOTES: FOR LINES GREATER THAN 3"2, HANG FROM GLULAM BEAMS OR STUD WALL OR SUPPORT OFF WALLS WHEN SPECIFICALLY APPROVED BY STRUCTURAL ENGINEER. 12" MIN. PRE-MFR TRUSSES (2) 16d EA. END 2x4 BOT. CHORD MAX. LOAD= 90# EA. HGR PRE-MFR TRUSSES 3/4" LINTEL ANGLE SCHEDULE MAXIMUM WIDTH OF OPENING ANGLE SIZE MINIMUM BEARING REQUIRED AT END OF ANGLE 5'-0"L3½x5x1/4 4" 8'-0"L6x5x5/16 4" 10'-0"L7x5x3/8 8" NOTES: 1. ALL LINTEL ANGLES SHALL BE GALVANIZED. 2. FOR OPENING WIDTHS GREATER THAN 10'-0" SUPPORT VENEER SEE 10/S403 SIMILAR. EXTEND LEDGER 12" MINIMUM PAST EDGE OF OPENING."L" (LENGTH OF MASONRY LINTEL) BRG 8" MIN. MO D U L E "L " / 3 ± M A S O N R Y "L"/3 "L"/3 "L"/3 3/16 3/16 SIM. SIM. 3/16 TYP. EA. END FACE OF MASONRY JAMBS PLANL8x5x1/2 (LLV) CUT HORIZ. LEG AT BOT. CHORD AT INT. CORNER 9 1/4"x4"x0'-8" AT INT. CORNER NOTE: SHORE LINTEL UNTIL MORTAR HAS CURED. 1/4"x1½" BAR 1/4"x1½" BAR L5x5x1/4 (LLV) PROVIDE A THIN BED OF MORTAR FOR ANGLE BRG TYP. 8 S-403 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 8 S-403 8██████████8██████████8█████████████████████████8██████████8██████████8██████████8 NO SCALES-403 1 DETAIL TYPICAL LATERAL SUPPORT FOR INTERIOR NON-BEARING WALLS NOT EXTENDNG TO STRUCTURE NO SCALES-403 2 SECTION TYPICAL TOP OF WALL BRACE (HORIZONTAL) NO SCALES-403 3 SECTION TYPICAL TOP OF WALL BRACE UP TO STRUCTURE NO SCALES-403 7 SECTION TYPICAL SPRINKLER LINE ATTACHMENT FOR LINES 3"2 OR SMALLER NO SCALES-403 4 SECTION NO SCALES-403 5 SECTION BRACE CONNECTION NO SCALES-403 6 SECTION TYPICAL CONNECTION AT TOP OF NON-BEARING WALL EXTENDING TO ROOF STRUCTURE PERPENDICULAR TO JOISTS NO SCALES-403 8 DETAIL NO SCALES-403 9 DETAIL TRUSS TYPE MASONRY VENEER LINTEL SUPPORT 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-403 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL WOOD FRAMING DETAILS DE U T S C H E R - EDGE NAILING DBL TOP 2x STUD EDGE NAILING SHT'G HEADER WHERE OCCURS PRE-FABRICATED WOOD TRUSSES SHT'G VA R I E S 2x10 BLK'G H2.5A +4 6 . 5 P S F PA R A P E T W I N D / S E I S M I C LO A D I N G = X X P S F ( U L T ) -31 P S F VENEER WHERE OCCURS EDGE NAILING DBL TOP 2x STUD PRE-FABRICATED WOOD TRUSSES CONN. TO DBL TRUSS PER TRUSS MFR SHT'G VA R I E S PRE-FABRICATED WOOD TRUSSES EDGE NAILING SHT'G HEADER WHERE OCCURS 2x10 BLK'G H2.5A +4 6 . 5 P S F PA R A P E T W I N D / S E I S M I C LO A D I N G = X X P S F ( U L T ) -31 P S F VENEER WHERE OCCURS 1/4 1/2"*x4" LAG BOLT DBL. TOP 3/4" HSS COL. PER PLAN 3" 1/2" EA. SIDE 2" TYP.2" TYP. C8x13.75 HSS PURLIN 1½" DEEP 22 GA. AEP MINI-V-BM DECK -ATTACHED PER MFR. 1/4 1/4 RADIUS=2" 4" 1 1/2" 3" 1 1/2" 2 1/2"2 1/2" 1/2" CLR. 3/16TYP. 1/2" W/ (2) 7/8"* A325N BOLTS HSS COL. 5/16 5/16HSS PURLIN 4" 1/2" 3"8" 10 " CONN. PER 4 S-501 FINISH PER ARCH. PRE MFR'D TRUSS SHT'G SLOPE PER ARCH. DIAPHRAGM NAILING H2.5 AT EA. TRUSS A35 @ 24" O.C. 2x BLK'G LINTEL PER HSS & DBL. TOP PER 8 S-403 3 S-404 EDGE NAILING SHT'G BRICK VENEER PER ARCH. +4 6 . 5 P S F PA R A P E T W I N D / S E I S M I C LO A D I N G = X X P S F ( U L T ) -31 P S F DBL. TOP VA R I E S 2x A35 EA. SIDE AT EA. TRUSS 2x8 BLK'G GAP PER ARCH. NO SCALES-404 1 SECTION NO SCALES-404 2 SECTION NO SCALES-404 3 SECTION 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-404 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL ROOF FRAMING DETAILS DE U T S C H E R - 1" = 1'-0"S-404 4 SECTION 1" = 1'-0"S-404 5 SECTION MIN. LAP 1/4" BRG 5/8" STL COL.3/16 3/16 3/16 COL. TO (4) 3/4" M.B. - LOC. & NUMBER OF BOLTS PER SPECIFIC DETAIL 1½"1¾" 1/4" 3½" SIDE 3/16" BM WIDTH + 1/8" ' COL. WOOD BM CONN. PER STL COL. 1/2" MIN. 1" 2 S-405 ' COL. WOOD BMCONN. PER STL COL.12" U.N.O. 2 S-405 12 PER ARCH. SHT'G BEVEL TOP OF BM BY GL. MFR JST BRG SHALL RESIST 300# UPLIFT (ALLOWABLE) EA. JST (CD=1.6) PRE-MFR TRUSS TYPICAL TRUSS BEARING AT CENTER SUPPORT 2x BLK'G H2½A AT EA. TRUSS, TYP. GLULAM BEAM WIDTH BEARING PLATE KERF PLATE WELD "a" MINIMUM M.B. SIZE 35, 4x, 5½ OR 6x 6¾ OR 8¾ 5/8" 3/4" 3/8" 3/8" 3/16" 1/4" 3/4" 3/4" NOTES: 1.AT TOP OF COLUMN PROVIDE 3/16" END PLATE W/ PERIMETER 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. "a" "a" 3/16 3/16 KERF & BRG 5" 1½" 4" 3½" BM WIDTH BM DEPTH BRG KERF 3/8"x5" AT COL. ' ' COL. U.N.O. ON PLAN HSS COL. GL. HDR KERF PER 5 S-405 HSS COL. L3x3x3/8x0'-4½" HSS HDR 1/4 3/16 (3) SIDES 1/4 (3) SIDES 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-405 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL ROOF FRAMING DETAILS DE U T S C H E R - NO SCALES-405 2 DETAIL TYPICAL GLULAM BEAM BEARING CONNECTION ASSEMBLY NO SCALES-405 3 SECTION TYPICAL SINGLE GLULAM BEAM TO COLUMN CONNECTION NO SCALES-405 4 SECTION TYPICAL CONTINUOUS GLULAM BEAM OVER COLUMN CONNECTION NO SCALES-405 1 SECTION NO SCALES-405 5 SECTION 1" = 1'-0"S-405 6 SECTION 1" = 1'-0"S-405 7 SECTION GRIND SMOOTH C8x 15'-8" ___ S-501 3TYP. C8x13.7 HSS4x4x1/4 7"HSS4x4x1/4 C8 x 1 3 . 7 C8 x 1 3 . 7 4 S-501 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 4 S-501 4██████████4██████████4█████████████████████████4██████████4██████████4██████████4 STL CHANNEL 6" 4" 2 3 / 4 " 1"! ROD W/ #3 CLEVIS % 3/4" 4"CPUT L2x2x1/4 3/16 3/16 2@12 2@12 1½" DEEP 22 GA. AEP MINI-V-BM DECK -ATTACHED PER MFR ___ S-501 3 TYP. 2' - 3 " 16'-6" C8 x 1 3 . 7 C8x13.7 HSS4x4x1/4 HSS4x4x1/4 C8 x 1 3 . 7 6 S-405 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 6 S-405 6██████████6██████████6█████████████████████████6██████████6██████████6██████████6 FABRIC AWNING BY OTHERS SEE ARCH FINISH PER ARCH. ATTACH PER CANOPY MFR -TYP. 4x6 BLK'G @ CANOPY W/ A34 T&B EA. END 2000 LBS MAX. LOAD 2x STUD WALL SHT'G COL. 4x6 BLK'G @ CANOPY W/ A34 T&B EA. END 2000 LBS MAX. LOAD C8x13.75 HSS4x4x1/4 1½" DEEP 22 GA. AEP MINI-V-BM DECK -ATTACHED PER MFR 1 1 / 2 " 2 1/2"2 1/2" 1/2" CLR. 1/4 % 3/8" 4" FINISH PER ARCH. STL COL. 6" (3) SIDES 3/16 . 1/2" (2) 7/8"! A325N BOLTS 3" 1 1 / 2 " 5/16 5/16 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 NNEG 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 © 2025 by Thomas Architecture Studio. All rights reserved. S-501 Project No: 2521 11/14/25 PERMIT SET Y E L M C O M M E R C I A L B L D G 1 15 1 5 2 B E R R Y V A L L E Y D R S E YE L M , W A 9 8 5 9 7 TYPICAL CANOPY DETAILS DE U T S C H E R - 1" = 1'-0"S-501 3 SECTION TYPICAL CONNECTION AT CANOPY CORNER 1" = 1'-0"S-501 4 SECTION 1/2" = 1'-0"S-501 1 TYPICAL STEEL CANOPY W/TIE ROD 1/2" = 1'-0"S-501 2 TYPICAL CANTILEVERED STEEL CANOPY 1" = 1'-0"S-501 5 SECTION 1" = 1'-0"S-501 6 SECTION TYPICAL CONNECTION OF CANOPY TO STEEL COLUMN