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APPROVED BLD2023-1136+Structural Plans+9.8.2023_12.05.29_PM+3772308
00 N M N O N co M GENERAL NOTES THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI/ASCE STANDARD NO. 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE (IBC) AND INTERNATIONAL EXISTING BUILDING CODE (IEBC) 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. DESIGN CRITERIA VERTICAL LOADS AREA DESIGN DEAD LIVE LOAD (2) PARTITION CONCENTRATED LOAD LOAD LOADS ROOF 20 PSF 25 PSF (1) 300# (1) DRIFT AND UNBALANCED SNOW LOAD PER ASCE 7-16, CHAPTER 7. (2) LIVE LOADS EXCEPT SNOW LOADS ARE REDUCED PER IBC SECTION 1607.11. SNOW: (MINIMUM ROOF SNOW LOAD = 25 PSF) Pg = 25 PSF = GROUND SNOW LOAD Pf = 0.7CeCtIsPg = FLAT ROOF SNOW LOAD Ps = CsPf = SLOPED ROOF SNOW LOAD Is = 1.00 Ce = 1.0, Ct = 1.0, Cs = VARIES LATERAL FORCES THE 2018 INTERNATIONAL EXISTING BUILDING CODE WAS USED FOR DESIGN AND ANALYSIS OF THE EXISTING LATERAL FORCE RESISTING SYSTEM. THE ALTERCATION IS CONSIDERED LEVEL 2 SINCE THE SCOPE OF WORK IS LIMITED TO RECONFIGURING THE SPACE FOR THE SAME OCCUPANCY CATEGORY AND PARTIAL REMOVAL OF AN INTERIOR EXISTING MASONRY WALL FOR NEW OPENINGS. THE EXISTING MASONRY WALL WITH THE NEW OPENINGS WAS CHECKED IN ACCORDANCE TO THE IEBC SECTION 806.3, WHICH ALLOWS FOR AN EXISTING LATERAL LOAD CARRYING STRUCTURAL ELEMENT'S DEMAND/CAPACITY TO BE ALTERED NO GREATER THAN 10%. THE ALTERCATION TO THE WALL'S DEMAND/CAPACITY RATIO, WITH CONSIDERATION OF THE ADDITIONAL MECHNICAL UNIT WEIGHT ON THE ROOF, WAS 9.8%. LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF ROOF TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO FOUNDATION BY SHEAR WALL ACTION WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND SLIDING FRICTION. OVERTURNING IS RESISTED BY DEAD LOAD OF THE STRUCTURE. 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. ►►umr.� 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), VOLT = 110 MPH; VASD = 85 MPH - RISK CATEGORY PER IBC TABLE 1604.5 = II - TOPOGRAPHIC FACTOR KZT = 1.03 - INTERNAL PRESSURE COEFFICIENT (ENCLOSED) _ ± 0.18 - COMPONENTS AND CLADDING LOADS, SEE THE FOLLOWING TABLES: ROOF SURFACES 1 EFFECTIVE WIND AREA POSITIVE PRESSURES (PSF) NEGATIVE PRESSURES (PSF) ZONE 3 ALL ZONES 1' 1 2 3 10 SF 16.0 -17.9 -31.2 -41.1 -56.0 20 SF 16.0 -17.9 -29.1 -38.5 -50.8 50 SF 16.0 -17.9 -26.4 -35.0 -43.8 100 SF 16.0 -17.9 -24.3 -32.3 -38.5 WALL SURFACES EFFECTIVE WIND AREA POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) ZONE 2 4 5 4 5 10 SF 19.6 19.6 -21.2 -26.2 20 SF 18.7 18.7 -20.3 -24.4 50 SF 17.5 17.5 -19.2 -22.1 100 SF 16.6 16.6 -18.3 -20.3 500 SF 16.0 16.0 -16.2 -16.2 ROOF OVERHANGS 1 EFFECTIVE WIND AREA NEGATIVE PRESSURE (PSF) ZONE 3 1' 1 2 3 10 SF -28.2 -28.2 -38.1 -53.1 20 SF -27.7 -27.7 -34.6 -46.9 50 SF -27.0 -27.0 -29.9 -38.7 100 SF -26.5 -26.5 -26.4 -32.6 500 SF -25.4 -25.4 -18.2 -18.2 1. VALUES SHOWN IN TABLE ARE GROSS ULTIMATE WIND PRESSURES. 2. WALL ZONES ARE AS DEFINED BY FIGURE 30.3-1 FOR ASCE 7-16 IN 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. SEISMIC: (REDUCED IEBC LEVEL SEISMIC FORCES) V = 0.75 CsW WHERE SDS Cs = ( R) ; WITH Ie Cs MINIMUM = 0.044 SDSIE > 0.01 OR 0.5S1 Cs MINIMUM = R FOR S1 > 0.6g Ie SD1 Cs MAXIMUM = T( e ) FOR T s TL OR SD1TL Cs MAXIMUM = T2 ( R) FORT > TL Ie SEISMIC IMPORTANCE FACTOR, Ie = 1.00 RISK CATEGORY OF BUILDING PER IBC TABLE 1604.5 = II SPECTRAL RESPONSE ACCELERATIONS Ss = 1.287 & S1 = 0.453 SITE CLASS PER TABLE 20.3-1 = D (DEFAULT) DESIGN SPECTRAL RESPONSE ACCELERATIONS SDs = 1.03 & SD1 = 0.837 SEISMIC DESIGN CATEGORY = D W = EFFECTIVE SEISMIC WEIGHT OF BUILDING = 154 kips ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE -RESISTING SYSTEM PER TABLE 12.2-1: RESPONSE MODIFICATION FACTOR, R = 2 OVERSTRENGTH FACTOR, 0 = 2 DEFLECTION AMPLIFICATION FACTOR, Cd = 1.75 Cs = 0.515 DESIGN BASE SHEAR V = 59.5 kips REDUNDANCY FACTOR PER 12.3.4, P= 1.3 PIPES, DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACED FROM STRUCTURE. CONFORM TO SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION, INC. PUBLICATION "SEISMIC RESTRAINT MANUAL: GUIDELINES FOR MECHANICAL SYSTEMS". SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA PAMPHLET 13. FOUNDATION DESIGN CRITERIA (REFER TO IBC TABLE 1806.2.) 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: 100 PCF (ASSUMED) COEFFICIENT OF FRICTION: 0.25 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING STATIC DIFFERENTIAL SETTLEMENT: 3/8" MAX OVER 50 FEET PERASCE 7 TABLE 12.13-3. 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. FREE DRAINING BACKFILL MATERIAL FOR RETAINING & EXTERIOR STEM 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%, % PASSING U.S. NO. 200 SIEVE WITH A MAXIMUM DUST RATIO = 2/3 MAX. % PASSING U.S. NO.40 SIEVE CONCRETE CAST -IN -PLACE CONCRETE MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. ALL CONCRETE MIXES SHALL BE NORMAL WEIGHT, UNLESS NOTED OTHERWISE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE ± 1-1/2 INCHES. AGGREGATE: COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C33 CEMENT: CEMENT SHALL CONFORM TO ASTM C150, TYPE II PORTLAND CEMENT OR ASTM C595 - TYPE IL PORTLAND LIMESTONE CEMENT, UNLESS NOTED OTHERWISE. FLYASH: SHALL CONFORM TO ASTM C618 CLASS C OR F, MAXIMUM LOSS OF IGNITION SHALL BE 1.0%. SLAG: GROUND GRANULATED BLAST -FURNACE (GGBF) SLAG SHALL CONFORM TO ASTM C989 GRADE 100 OR 120. ALTERNATE MIX DESIGNS: VARIATIONS TO THE MIX DESIGN PROPORTIONS MAY BE ACCEPTED IF SUBSTANTIATED IN ACCORDANCE WITH ACI 318, CHAPTER 19. PROVIDE SUBMITTALS A MINIMUM OF TWO WEEKS PRIOR TO BID FOR DETERMINATION OF ACCEPTABILITY. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE. MAXIMUM CHLORIDE CONTENT: THE MAXIMUM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT EXCEED 0.15% BY WEIGHT OF CEMENTITIOUS MATERIAL UNLESS NOTED OTHERWISE. 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. MAX. MIN. AGGREGATE ITEM DESIGN f'c (PSI) W/C FLYASH GRADING NOTES (AT 28 DAYS U.N.O.) RATIO 0(PCY)G ASTM AASHTO SLAB ON GRADE - 4500 0.45 100 57 OR 67 1 EXPOSED TO WEATHER STEM WALLS AND OTHER WALLS EXPOSED 4500 0.45 100 57 OR 67 TO EARTH OR WEATHER ALL OTHER CONCRETE 4000 0.50 100 57 OR 67 CONCRETE MIX NOTES: 1. MAXIMUM WATER CONTENT 240 PCY. 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. STRUCTURAL DRAWING INDEX SHEET NUMBER SHEET DESCRIPTION GENERAL NOTES S0.1 S0.2 GENERAL NOTES S0.3 GENERAL NOTES S0.4 GENERAL NOTES S0.5 GENERAL NOTES S2.0 FOUNDATION AND SLAB PLAN S3.0 ROOF FRAMING PLAN S4.0 FOUNDATION AND SLAB DETAILS S5.0 WALL AND ROOF DETAILS Grand total: 9 ................................................. The following documentation shall be available on ' site for the building inspector: - © COE APPROVED ARCHITECTURAL PLAN SET • ❑ COE APPROVED STRUCTURAL PLAN SET ❑ COE REVIEWED CALCULATION PACKET ❑ ENERGY CREDIT WORKSHEET ' ❑ SITE PLAN • ❑ CIVIL PLAN ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; BLD2023--1136 NzRn Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. TYPE REVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: GENERAL NOTES RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SHEET NUMBER: S0.1 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. FORMED SURFACES: FORMWORK CLASS OF SURFACE PER ACI 347 TABLE 3.1 ITEM CLASS OF FINISH ALL SURFACES EXPOSED TO PUBLIC VIEW, U.N.O. A ALL OTHER SURFACES, UNLESS NOTED OTHERWISE C COLD WEATHER PLACEMENT: ITEM CONCRETE CURING NOTES SLABS EXPOSED TO EARTH OR WEATHER OR VEHICLE OR FORKLIFT TRAFFIC INCLUDING LOADING DOCKS 1, (3 OR 4 OR 5), 6 ALL OTHER SLABS 1, (3 OR 4 OR 5) ALL OTHER CONCRETE NONE 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. 1. COLD WEATHER IS DEFINED BY ACI 306 AS "A PERIOD WHEN FOR MORE THAN 3 SUCCESSIVE DAYS THE 3. PROVIDE PRE -APPROVED CONTINUOUS WET CURE METHOD FOR A MINIMUM OF 14 DAYS. MEAN DAILY TEMPERATURE DROPS BELOW 40° F." 4. APPLY A LIQUID MEMBRANE FORMING CURING COMPOUND, CONFORMING TO ASTM C309 TYPE 1 CLASS B 2. NO CONCRETE SHALL BE PLACED ON FROZEN OR PARTIALLY FROZEN GROUND. THAWING THE GROUND SPECIFICATIONS OR ASTM C1315 TYPE 1 CLASS A SPECIFICATIONS, PER MANUFACTURER'S WITH HEATERS IS PERMISSIBLE. RECOMMENDATIONS IMMEDIATELY AFTER FINAL FINISHING. CURING COMPOUND SHALL BE COMPATIBLE WITH ARCHITECTURAL FLOOR COVERINGS AND SEALERS. 3. CONCRETE MIX TEMPERATURES SHALL BE AS SHOWN BELOW. HEATING OF WATER AND/OR AGGREGATES MAY BE REQUIRED TO ATTAIN THESE TEMPERATURES. 5. PROVIDE 'ULTRACURE MAX' MOISTURE RETAINING COVER BY MCTECH GROUP, OR APPROVED EQUAL, FOR A MINIMUM OF 14 DAYS. 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 6. APPLY A SILANE SEALER WITH MINIMUM SOLIDS CONTENT OF 40% PER MANUFACTURER'S BELOW FREEZING (30° F MIN.) AT NIGHT AND ABOVE FREEZING DURING THE DAY, KRAFT PAPER WITH RECOMMENDATIONS. COMPLETE COVERAGE MAY BE USED IN LIEU OF INSULATED BLANKETS. GROUT 5. NO ADDITIVES CONTAINING CHLORIDES SHALL BE USED. USE "POZZUTEC 20+" BY MASTER BUILDERS OR "POLARSET" BY W.R. GRACE OR PRE -APPROVED EQUAL. CONDITION OF PLACEMENT AND CURING WALLS & SLABS FOOTINGS MIN. TEMP. FRESH CONCRETE AS MIXED ABOVE 30° F. 600 55° FOR WEATHER INDICATED, DEGREES F. 00 TO 30° F. 650 600 BELOW 0° F. 700 650 MIN. TEMP. FRESH CONCRETE AS PLACED AND MAINTAINED, DEGREES F. 550 500 MAX. ALLOWABLE GRADUAL DROP IN TEMP. THROUGHOUT FIRST 24 500 400 HOURS AFTER END OF PROTECTION, DEGREES F. 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 0.2 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. 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. BONDING AGENT: WHERE BONDING AGENT IS SPECIFICALLY CALLED OUT ON THE STRUCTURAL DRAWINGS USE "WELD CRETE" BY LARSON PRODUCTS CORPORATION OR PRE -APPROVED EQUAL. FOLLOW ALL MANUFACTURERS RECOMMENDATIONS. 3. 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. 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. NON -SHRINK GROUT: MASTER BUILDERS "MASTERFLOW 928" OR PRE -APPROVED EQUAL. GROUT SHALL CONFORM TO CRD-C621 AND ASTM C1107 WHEN TESTED AT A FLUID CONSISTENCY PER CRD-C611-85 FOR 30 MINUTES. GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING. 28-DAY MINIMUM STRENGTH SHALL BE 7,500 PSI MINIMUM. REINFORCING STEEL REINFORCING STEEL SHALL CONFORM TO: ASTM A615, GRADE 60 TYPICAL UNLESS NOTED OTHERWISE. ASTM A706 GRADE 60 FOR ALL WELDED BARS. DETAIL FABRICATE AND PLACE PER ACI 315 AND ACI 318. REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE, Fy=60 KSI (UNLESS NOTED OTHERWISE) BAR MINIMUM LAP SPLICE LENGTHS ("Ls") MINIMUM DEVELOPMENT LENGTHS ("Ld") MINIMUM EMBEDMENT LENGTH FOR SIZE TOP BARS (1) OTHER BARS TOP BARS (1) OTHER BARS STANDARD END HOOKS ("Ldh") #3 2'-0" 1'-6" 1'-6" 1'-3" 0'-" 7 #4 2'-8" 2'-0" 2'-0" 1'-7" 0'-9" #5 3'-4" 2'-7" 2'-7" 2'-0" 1'-0" #6 4'-0" 3'-1 " 3'-1 " 2'-4" 1'-2" SPLICE TABLE NOTES: 1. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. REINFORCING STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH ------------ 3" EXPOSED TO WEATHER OR EARTH ------------ 2" WALLS AND SLABS NOT EXPOSED TO WEATHER---- 3/4" POST -INSTALLED ANCHORS POST -INSTALLED ANCHORS: SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL ENGINEER PRIOR TO INSTALLING POST - INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN -PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST -INSTALLED ANCHORS TO AVOID CONFLICTS WITH REBAR. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. INSTALLER SHALL BE QUALIFIED AND TRAINED BY THE MANUFACTURER. HOLES SHALL BE HAMMER DRILLED ONLY (ROTARY DRILLED ONLY AT UNREINFORCED MASONRY - NO HAMMER TOOLS). SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED FOR APPROVAL A MINIMUM OF 2 WEEKS PRIOR TO BID, ALONG WITH 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. 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 ACl/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. MASONRY ANCHORS (SOLID GROUTED MASONRY): - ADHESIVE ANCHORS: HILTI HIT-HY 270 (ICC-ESR-4143) OR PRE -APPROVED EQUAL. - EXPANSION ANCHORS: KWIKBOLT III (ICC ESR-1385) BY HILTI, INC. OR PRE -APPROVED EQUAL. - SCREW ANCHORS: KWIK HUS-EZ (ICC ESR-3056) BY HILTI, INC. OR PRE -APPROVED EQUAL. MASONRY ANCHORS (HOLLOW MASONRY)- - ADHESIVE ANCHORS: HILTI HIT-HY 270 WITH SCREEN TUBES AT HOLLOW CMU & UNREINFORCED BRICK MASONRY (ICC-ESR-4143 & ICC-ESR-4144) BY HILTI, INC. OR PRE -APPROVED EQUAL USING THE APPROPRIATE SIZE SCREEN TUBE REQUIRED BY THE MANUFACTURER. MASONRY MASONRY ASSEMBLIES: SHALL BE CONSTRUCTED IN COMPLIANCE WITH THE REQUIREMENTS OF CHAPTER 21 OF THE IBC, AND SHALL BE TESTED PER SECTION 2105.1 OF THE IBC FOR COMPLIANCE WITH fm. MINIMUM SPECIFIED COMPRESSIVE STRENGTH, fm, SHALL BE 2000 PSI FOR CONCRETE MASONRY ASSEMBLIES AND 2500 PSI FOR HOLLOW CLAY MASONRY ASSEMBLIES. HOLLOW CONCRETE MASONRY UNITS (CMU): SHALL CONFORM TO ASTM C90. MINIMUM FACE SHELL THICKNESS AS DEFINED BY ASTM C90, SECTION 5.3.1. PROVIDE GRADE N, MEDIUM WEIGHT BLOCK WITH MINIMUM SPECIFIED COMPRESSIVE STRENGTH AS NOTED ABOVE. CMU CONSTRUCTION SHALL BE SOLID GROUTED UNLESS NOTED OTHERWISE. MORTAR IN STRUCTURAL WALLS: SHALL BE TYPE S PER THE IBC. CONFORM TO ASTM C270. MINIMUM COMPRESSIVE STRENGTH = 1800 PSI. 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. 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. REINFORCING STEEL (MASONRY): REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60 (GRADE A706 FOR WELDED BARS UNLESS NOTED OTHERWISE). DETAIL, FABRICATE AND PLACE PER ACI 315 AND ACI 318. SPLICES SHALL BE AS NOTED BELOW. MINIMUM LAP SPLICE LENGTHS "La" FOR TYPICAL CONDITIONS (1) BAR SIZE CORNER BARS FOUNDATION DOWELS (3) VERTICAL WALL REINFORCING HORIZONTAL WALL REINFORCING LONG. LINTEL REINFORCING #3 12" 12" 12" 12" 12" #4 20" 20" 20" 20" 20" #5 30" 30" 30" 30" 30" #6 40" 40" 54" 40" 60" (1) FOR SPECIAL SPLICE CONDITIONS, REFER TO STRUCTURAL DRAWINGS FOR LAP LENGTH REQUIREMENTS. (2) MECHANICAL COUPLERS ARE REQUIRED. (3) FOR LAP SPLICES OF FOUNDATION DOWELS IN CANTILEVERED WALLS, USE LAP SPLICE LENGTHS FOR VERTICAL WALL REINFORCING. VERTICAL BAR POSITIONERS: VERTICAL REINFORCING SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO GROUTING BY "FIGURE 8" VERTICAL BAR POSITIONERS FOR SINGLY AND DOUBLY REINFORCED CELLS BY WIRE - BOND OR PRE -APPROVED EQUAL. STRUCTURAL STEEL DETAILING. FABRICATION AND ERECTION ALL WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 15TH EDITION, THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS JULY 7, 2016, THE AISC CODE OF STANDARD PRACTICE, JUNE 15, 2016 AND THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, JULY 12, 2016. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND/OR DIMENSION POINTS UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDES AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REQUIREMENTS. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NzPCs Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com z O tn CIO0,4 W < W0 �C O � o Q w w H o 0 H � N REVISION SCHEDULE NO. TYPE REVISION DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: GENERAL NOTES 7 SHEET NUMBER: SO.2 MATERIAL PROPERTIES OTHER SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED MACHINE BOLTS (M.B.): ASTM A307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE, ASTM F1554, GRADE 55-S1 WHERE INDICATED. IA/FI nimr, 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. 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. GENERAL REQUIREMENTS 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. CARPENTRY: NAILS: CONNECTION DESIGNS ARE BASED ON NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (INCHES) LENGTH (INCHES) 8d 0.131 2-1/2 10d 0.148 3 16d 0.148 3-1/2 20d 0.192 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. FASTENER TYPE DIAMETER LENGTH EQUIVALENT SPACING (INCHES) (INCHES) (INCHES) 8d COMMON WIRE 0.131 2-1/2 6 4 3 8d "DIPPED GALV. BOX" 0.131 2-1/2 6 4 3 8d COOLER 0.113 2-1/2 4-1/2 3 2-1/2 14 GA. STAPLES 0.080 1-1/2* 6 4 3 16 GA. STAPLES 0.062 1-1/2* 4 3 - 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. BOX" 0.148 3 6 4 3 10d "SHINY BOX" 0.131 3 4-1/2 3 2-1/4 16d COMMON WIRE 0.162 3-1/2 6 4 3 16d SINKER NAIL 0.148 3-1/4 1 5 1 3-1/4 1 2-1/2 * BASED ON 15/32" PLYWOOD OR OSB. 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 PS1-09 AND/OR PS2-10. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF FRAMING AT 32"O.C. (48/24); ROOF FRAMING AT 24"O.C. (32/16). cY) r M N O N O') GLUE -LAMINATED MEMBERS: CONFORM TO ANSI/AITC A190.1. MEMBERS 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. MEMBERS INDICATED IN STRUCTURAL DRAWINGS AS "PP7 SHALL BE PRESERVATIVE PRESSURE TREATED COMBINATION 24F-V5 SOUTHERN PINE (SP) (Fb=2400 PSI, Fv=300 PSI, E=1.7X10^6 PSI) AND SP COMBINATION 2 FOR COLUMNS. 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. 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. MIINIMUM DESIGN VALUES: 1. 2x SCL: Fb = 1700 PSI, Fv = 285 PSI, E = 1300 KSI 2. 1-3/4" SCL: Fb = 2600 PSI, Fv = 285 PSI, E = 1800 KSI 3. 3-1/2" SCL: Fb = 2900 PSI, Fv = 285 PSI, E = 2000 KSI 4. 5-1/4" SCL: Fb = 2900 PSI, Fv = 285 PSI, E = 2000 KSI 5. RIM BOARD: APA/EWS PERFORMANCE RATED RIM (PRR-401) 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. PRESERVATIVE TREATED WOOD REQUIREMENTS: TREATMENTS OTHER THAN THOSE LISTED BELOW ARE NOT PERMITTED. APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL PLATES, 2x, 4x, 6x (FIR), OR SBX GALV (G60) >_ TOP PLATES & LEDGERS ON GLULAM (SP) o CONCRETE OR MASONRY ACQ, CBA, CA GALV (G185) � WALLS (4) o FRAMING, DECKING, 2x, & 4x (FIR) ACQ, CBA, CA GALV (G185) a_ w POSTS & LEDGERS 2x, & 4x (CEDAR) NONE GALV (G90) w BEAMS & COLUMNS 6x (FIR), OR GLULAM (SP) ACQ, CBA, CA GALV (G185) r7OR GLULAM (CEDAR) NONE GALV (G90) 1. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED FIR: DOUG-FIR OR HEM -FIR SBX: DOT SODIUM BORATE SP: SOUTHERN PINE ACQ: ALKALINE COPPER QUAT CBA & CA: COPPER AZOLE 2. CONNECTORS: JOIST HANGERS, STRAPS, FRAMING CONNECTORS, COLUMN CAPS AND BASES, ETC. FASTENERS: MACHINE BOLTS, ANCHOR BOLTS AND LAG SCREWS WITH ASSOCIATED PLATE WASHERS AND NUTS. NAILS, SPIKES, WOOD SCREWS, ETC. 3. G60, G90 & G185 PER ASTM A653 FOR COLD -FORMED STEEL CONNECTORS. BATCH/POST HOT -DIP GALVANIZED PER ASTM A123 FOR CONNECTORS AND ASTM A153 STRUCTURAL STEEL CONNECTORS. HOT - DIP GALVANIZED PER ASTM A153 FOR FASTENERS OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. 4. AT CONTRACTORS OPTION, LEDGERS AND TOP PLATES A MINIMUM OF 8 FEET ABOVE GRADE ON CONCRETE OR MASONRY WALLS MAY BE UN -TREATED IF COMPLETELY SEPARATED FROM THE WALL BY A SELF ADHERING ICE & WATER SHIELD BARRIER (40 MIL MINIMUM). 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 1/321, 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"0.229" PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY IBC SECTIONS 2308.4.2.4, 2308.5.9, 2308.5.10 AND 2308.7.4 OR AS RESTRICTED BY PLANS OR DETAILS, OR AS APPROVED PRIOR TO INSTALLATION. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. WOOD SHRINKAGE AND CONSOLIDATION: SHRINKAGE OF WOOD MEMBERS AND CONSOLIDATION OF BEARING WALLS IS EXPECTED FROM TIME OF FRAMING UNTIL AFTER BUILDING IS PUT IN SERVICE. MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS SHALL BE CONSTRUCTED TO ACCOMODATE 1/41, OF TOTAL SETTLEMENT PER STORY. FRAMING CONNECTORS: SHALL CONFORM TO CURRENT EVALUATION REPORT AND BE MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, SAN LEANDRO, CA., OR PRE -APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS OR BOLTS PER MANUFACTURER, EXCEPT AS NOTED OTHERWISE. PROVIDE LEAD HOLES AS REQUIRED TO PREVENT SPLITTING OF WOOD MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. LAG SCREWS: SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. LAG SCREWS SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIA. EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75 PERCENT OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE SCREW. LAG SCREWS SHALL NOT BE DRIVEN WITH A HAMMER. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. 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. SHOP DRAWINGS/SUBMITTALS THE FOLLOWING SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. STRUCTURAL ENGR. BLDG. DEPT. 1. CONCRETE MIX DESIGNS X X 2. REINFORCING STEEL SHOP DRAWINGS X 3. STRUCTURALSTEEL X X 4. GLU-LAMINATED MEMBERS X X 5. STRUCTURAL COMPOSITE LUMBER X X 6. CONTRACTOR'S STATEMENT OF RESPONSIBILITY X X NXF3(m Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. I TYPE REVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: GENERAL NOTES RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SHEET NUMBER: S0.3 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: STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN. STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES SOILS VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE IBC 1705.6 ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY X VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X PERFORM CLASSIFICATION AND TESTING OF X COMPACTED FILL MATERIALS VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND X COMPACTION OF COMPACTED FILL PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS X BEEN PREPARED PROPERLY STEEL MATERIAL VERIFICATION OF STRUCTURAL STEEL MANUFACTURER TO PROVIDE AISC 360 CHAPTER N5 CONSTRUCTION A. FOR STRUCTURAL STEEL, IDENTIFICATION X CERTIFIED MILL TEST REPORTS AISC 341 CHAPTER J6 MARKINGS TO CONFORM TO AISC 360 B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS X MATERIAL VERIFICATION OF WELD FILLER MATERIALS MANUFACTURER TO PROVIDE AISC 360 CHAPTER N5 A. IDENTIFICATION MARKINGS TO CONFORM TO AWS X CERTIFICATE OF COMPLIANCE SPECIFICATIONS LISTED IN GENERAL NOTES B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X INSPECTION OF WELDING SPECIAL INSPECTIONS IN THIS AISC 360 CHAPTER N5 A. COMPLETE AND PARTIAL JOINT PENETRATION X SECTION ARE WAIVED WHERE AISC 341 CHAPTER J6 GROOVE WELDS FABRICATION IS PERFORMED ON THE AWS D1.1 B. MULTI -PASS FILLET WELDS X PREMISES OF A FABRICATOR C. SINGLE -PASS FILLET WELDS > 5/16" X REGISTERED AND APPROVED IN D. PLUG AND SLOT WELDS X ACCORDANCE WITH IBC SECTION E. SINGLE -PASS FILLET WELDS <_ 5/16" X 1704.2.5 F. FIELD -INSTALLED WELDED STUDS X CONCRETE INSPECT REINFORCEMENT AND VERIFY PLACEMENT SPECIAL INSPECTIONS NOT REQUIRED ACI 318: CH 20, 25.2, 25.3, X FOR THE FOLLOWING CONDITIONS: 26.6-1 TO 26.6-3, IBC 1908.4 ANCHORS CAST IN CONCRETE -PRIOR TO AND X NON-STRUCTURAL SLAB ON GRADE ACI 318: 17.8.2 DURING PLACEMENT OF CONCRETE AISC 360 SECTION N7 CONCRETE FOUNDATION WALLS WITH F'c <_ 2500 PSI VERIFY USE OF REQUIRED DESIGN MIX ACI 318, CH 19 X ISOLATED SPREAD FOOTINGS FOR BUILDINGS THREE -STORIES AND LESS PRIOR TO CONCRETE PLACEMENT, FABRICATE ASTM C172, C31 SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP X ABOVE GRADE PLANE ACI 318: 26.4, 26.12 AND AIR CONTENT TESTS, AND DETERMINE THE CONTINUOUS FOOTINGS SUPPORTING IBC 1908.10 TEMPERATURE OF THE CONCRETE WALLS OF THREE -STORIES AND LESS MAINTENANCE OF SPECIFIED CURING ACI 318: 26.5.3 TO 26.5.5 ABOVE GRADE PLANE WHERE WALLS TEMPERATURE AND TECHNIQUES X ARE LIGHT -FRAME CONSTRUCTION IBC 1908.9 AND STRUCTURAL DESIGN IS BASED MATERIAL VERIFICATION OF REINFORCEMENT X ON F'c <_ 2500 PSI ACI 318: 26.6.4 STEEL FOR ASTM A615 REINFORCING AWS D1.4 MANUFACTURER SHALL PROVIDE MILL IBC 1705.3.1 TEST REPORTS. CONTINUOUS INSPECTION FOR ALL WELDS GREATER THAN 5/16" FILLET. PERIODIC INSPECTION FOR FILLET WELD 5/16" AND SMALLER ANCHORS POST -INSTALLED IN HARDENED CONCRETE ACI 318: 17.8.2 (MECHANICAL ANCHORS INSTALLED IN ANY PERIODIC INSPECTION TO INCLUDE A MFR EVAL REPORT DIRECTION AND ADHESIVE ANCHORS INSTALLED X QUANTITY OF 10% WITH A MINIMUM OF MFR PUBLISHED DOWNWARD) (5) ANCHORS INSPECTED PER INSTALLATION INSTALLER ON A DAILY BASIS. INSTRUCTIONS ANCHORS POST -INSTALLED IN HARDENED CONCRETE ACI 318: 17.8.2 (ADHESIVE ANCHORS INSTALLED HORIZONTAL OR MFR EVAL REPORT UPWARDLY INCLINED) X MFR PUBLISHED INSTALLATION INSTRUCTIONS TESTING OF MATERIALS X IBC 1705.3.2 0 r M N O N O') STRUCTURAL VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES SYSTEM MASONRY PROPORTION OF SITE -PREPARED MORTAR X TMS 602, ART 2.1, 2.6A & 2.6C GRADE, TYPE AND SIZE OF REINFORCEMENT, TMS 602, ART 2.4B, & 2AH CONNECTORS AND ANCHOR BOLTS X GROUT SPACE X PERIODIC INSPECTION PERMITTED FOR TMS 602: ART 3.2D & 3.2F RISK CATEGORY I, II, AND III STRUCTURES PLACEMENT OF REINFORCEMENT, X PERIODIC INSPECTION PERMITTED FOR TMS 402: SECT. 6.1, 6.3.1, 6.3.6 CONNECTORS AND ANCHOR BOLTS RISK CATEGORY I, II, AND III STRUCTURES & 6.3.7, TMS 602: ART 3.2E & 3.4 PROPORTIONS OF SITE -PREPARED GROUT TMS 602: ART 2.613 & 2.4G.1.b X MATERIALS AND PROCEDURES WITH THE TMS 602: ART 1.5 APPROVED SUBMITTALS X TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING PERIODIC INSPECTION PERMITTED FOR TMS 402: SECT. OTHER DETAILS OF ANCHORAGE OF MASONRY TO X RISK CATEGORY I, II, AND III STRUCTURES 1.2.1(e), 6.2.1 & 6.3.1 STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION PREPARATION, CONSTRUCTION, AND TMS 602: ART 1.8C & 1.8D PROTECTION OF MASONRY DURING COLD X WEATHER (TEMPERATURE BELOW 40° F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F) PLACEMENT OF GROUT X TMS 602: ART 3.5 & 3.6C OBSERVE PREPARATION OF GROUT SPECIMENS, X TMS 602: ART 1.4B.2.a.3, 1.4B.2.b.3, MORTAR SPECIMENS AND/OR PRISMS 1.413.2.c.3, 1.4B.3 & 1.413.4 WOOD FRAMING DIAPHRAGM NAILING X SPECIAL INSPECTION NOT REQUIRED IBC 1705.11.1, 1705.12.2, 1705.5 FOR FASTENER SPACING > 4" O.C. NAILING, BOLTING, AND ANCHORAGE OF IBC 1705.11.1, 1705.12.2 COMPONENTS THAT ARE PART OF DRAG STRUTS, BRACES AND HOLD-DOWNS THAT ARE PART OF THE X SEISMIC RESISTING SYSTEM 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. RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NXF3cs Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. I TYPE REVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: GENERAL NOTES SHEET NUMBER: SOA ABBREVIATION LIST @ AT HDR HEADER A.B. ANCHOR BOLT HGR HANGER ADO'L ADDITIONAL HORIZ. HORIZONTAL A.F.F. ABOVE FINISH FLOOR HSS HOLLOW STRUCTURAL SECTION ALT. ALTERNATE HT HEIGHT ARCH. ARCHITECTURAL INT. INTERIOR BLD'G BUILDING JST JOIST BLK'G BLOCKING JT JOINT BM BEAM L ANGLE B.O.F. BOTTOM OF FOOTING L.F.R.S. LATERAL FORGE -RESISTING SYSTEM BOT. BOTTOM L.L. LIVE LOAD BRB BUGKLING RESTRAINED BRACE LLH LONG LEG HORIZONTAL BRG BEARING LLV LONG LEG VERTICAL BTWN BETWEEN LOG. LOCATION B.U. BUILT UP LSL LAMINATED STRAND LUMBER (C= ) CAMBER LVL LAMINATED VENEER LUMBER CANT. CANTILEVER MAX. MAXIMUM GFS GOLD -FORMED STEEL M.B. MACHINE BOLT G.J. CONTROL/GONSTRUCTION JOINT MEGH. MECHANICAL CL GENTERLINE MEZZ. MEZZANINE CLR. CLEARANCE MFR MANUFACTURER CMU CONCRETE MASONRY UNIT MIN. MINIMUM COL. COLUMN MISC. MISCELLANEOUS GONG. CONCRETE MTL METAL CONN. CONNECTION N.F. NEAR FACE GONST. CONSTRUCTION N.S. NEAR SIDE CONT. CONTINUOUS NTS NOT TO SCALE GONTR. CONTRACTOR O.G. ON CENTER GOORD. COORDINATE OPN'G OPENING G.P. COMPLETE PENETRATION OPP. OPPOSITE CTR'D CENTERED P.A.F. POWDER ACTUATED FASTENER G.Y. CUBIC YARD PERP. PERPENDICULAR DBL. DOUBLE fE PLATE DCW DEMAND CRITICAL WELD P.P. PARTIAL PENETRATION D.F. DOUGLAS FIR P.P.T. PRESERVATIVE PRESSURE TREATED DIA. OR (P DIAMETER P.S.F. POUNDS PER SQUARE FOOT DIAL. DIAGONAL PSL PARALLAM DIM. DIMENSION P.T. POST TENSION D.L. DEAD LOAD PH. PLYWOOD DWG DRAWING REINF. REINFORCEMENT DWL DOWEL REO'D REQUIRED (E) EXISTING 5CHED. SCHEDULE EA. EACH SGL STRUCTURAL COMPOSITE LUMBER E.F. EACH FACE 5HT'G SHEATHING EL. ELEVATION SIM. SIMILAR ELEV. ELEVATOR S.O.G. SLAB ON GRADE ENGR ENGINEER SO. SQUARE EO. EQUAL STD STANDARD E.W. EACH WAY STIFF. STIFFENER EXP. EXPANSION STL STEEL EXT. EXTERIOR STRUCT. STRUCTURAL FDN FOUNDATION T� B TOP 4 BOTTOM F.F. FAR FACE T� G TONGUE AND GROOVE FLR FLOOR THR'D THREADED F.O.M. FACE OF MASONRY T.O.F. TOP OF FOOTING F.O.S. FACE OF STUD T.O.S. TOP OF STEEL FRM'G FRAMING TRT'D TREATED F.R.T. FIRE RETARDANT TREATED TYP. TYPICAL F.S. FAR SIDE U.N.O. UNLESS NOTED OTHERWISE FTG FOOTING U.T. ULTRASONIC TESTED GA. GAGE/GAUGE VERT. VERTICAL GALV. GALVANIZED W/ WITH GL. GLULAM W.P. WORK POINT OR. GRADE WT WEIGHT GWB GYPSUM WALL BOARD W.W.R. WELDED WIRE REINFORCING RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT m3 F M Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. TYPE REVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: GENERAL NOTES 7 SHEET NUMBER: S0.5 00 r M N O N O') 1 FE 2 NORTH 0 z PLAN SITE FOUNDATION AND SLAB PLAN 1/4" = 1'-0" FOUNDATION AND SLAB PLAN NOTES: 1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRANIN65. 2. FOR CONCRETE SLAB ON GRADE STEPS, TRENCH DRAINS, CONNECTION TO EXISTING ELEMENTS, AND TYPICAL DETAILS - SEE SHEET 54.0. 3. FOR SHORT CANTILEVER WALLS - SEE DETAIL 1 /55.0. 4. INDICATES EXISTING MASONRY HALL WITH FOUNDATION BELOW. tx 5. INDICATES HOOD GOLUMN5 ORIOINATIN6 AT FOUNDATION LEVEL. ALL COLUMNS ARE CONTINUOUS TO ROOF UNLESS NOTED OTHERNISE. 6. NON-STRUGTURAL WALLS ARE NOTE SHOWN OR SHOWN 5GREENED. FOR LOCATION - SEE ARCHITECTURAL DRANIN65. MASONRY _ - TYP. RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NZF3(s Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. I TYPE REVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: FOUNDATION AND SLAB PLAN SHEET NUMBER: S2■0 N r M N O N O') P.P.T. 2x8 @ lE LPG4Z COL. G, INSTALL PER i REQUIRMENTS LPG4Z COL. G, INSTALL PER i REQUIRMENT5 1/2" 5HT'6 H/ � NAILS @ 6" 0.( PANEL EDGES 12" O.G. IN FIE1 ~ NORTH 0 Z PLAN SITE (Ei ROOF FRAMING PLAN ROOF PLAN NOTES: 1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 2. MAXIMUM MECH UNIT WEIGHT: 400 POUNDS - SEE DETAILS 2/55.0 AND 3/55.0 FOR FRAMING REQUIREMENTS AT NEW MECHANICAL UNITS. LOCATION PER ARCHITECTURAL/MECHANICAL DRAWINGS. 3+4 INDICATES EXISTING MASONRY HALL PARAPET. 4. ® INDICATES HOOD OR STEEL COLUMN 5TOPING BELOW ROOF. 5. — — INDICATES DIRECTION OF SHEATHING SPAN RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT OXF3(M Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. I TYPE REVISION I DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: ROOF FRAMING PLAN SHEET NUMBER: S3.0 0 U a L 0 E I L U N N 0 N ry L C� G U) LL E N Y N 0 M N 0 0 ry ,I U r co N 0 N co M #4x2-0" ADHESIVE ANCHOR c W/ 4" EME MID-DEPT (E) 5.0.6. TYPICAL SLAB -ON -GRADE CONNECTION TO EXISTING 5LAB-011-6RADE SECTION NO 5GALE 1 1/2" TYP FDN WALL AT GORNER5 AT OPENIN65 LE55 THAN 2-0" #4 CONT. AT E06E OF INFILL 5.0.6. INFILL 4" MIN. W/ FIBROUS GONG. REINF. (1.5#/G.Y.) U.N.O. 6" 6RAVEL SUBBASE OVER UNDISTURBED OR PROPERLY COMPACTED SOIL PER 6ENERAL NOTES 1 1/2" TYP FDN WALL /TRENCH DRAIN AT END5 OF WALL /TRENCH DRAIN AT OPENIN65 MORE THAN 2'-0" NOTES: 1. AROUND OPENIN65 6" DIAMETER OR LE55 - NO ADDITIONAL REINFORCEMENT REQUIRED. 2. REINFORCEMENT SHOWN I5 #4 AT SLAB MID -DEPTH. HOOK REINFORCEMENT THAT CANNOT BE EXTENDED. TYPICAL 5LAB-ON-6RADE DI5GONTINUITY REINFORCEMENT PLAN DETAILS NO 5GALE C� #4 ADHESIVE U-SHAPED DWL @ 18" O.G. - EMBED 23/ " MIN. TYPICAL CONCRETE CURB SECTION NO 5GALE /4" GLR. �_, GONG. CURB (Nry �__ --I (E) 5.0.6. #4xGONT. #4 AROUND TRENCH - FOR 1'-7" MIN. ADD'L REINF. 5EE 4 Q54.m (E) 5.0.6. 1" GLR. O REINF. PER s4.m 6" 6RAVEL SUBBASE OVER UNDISTURBED OR PROPERLY COMPACTED 50IL PER 6ENERAL NOTES TYPICAL FLOOR TRENCH DRAIN SECTION NO 5GALE NOTE: FOR ATTACHMENT TO LAP 5PLIGE PER EXISTING 5LAB-ON-6RADE 6ENERAL NOTES 1 1/2" GLR. - 5EE 1 54.m �T (2) #4 NORMAL SLAB THIGKNE55 - 4" MIN. OPTIONAL G.J. i MAX. i EG. TO SLAB DEPTH LAP 5PLIGE PER 6ENERAL NOTES NORMAL SLAB I MAX. L THIGKNE55 - 4" MIN. 1 x < NORMAL SLAB THIGKNE55 - 4" MIN. �r N E0. TO SLAB DEPTH TYPICAL SLAB STEPS OR DEPRESSIONS SECTION NO 5GALE 12" HOOK AT SLAB MID -DEPTH #4 NOSING REINF. GONT. #4 @ I8" O.G. 8" MAX. NORMAL SLAB THIGKNE55- 4" MIN REMOVABLE LID - 5EE ARCH. " GLR. " -PER ARCH. PER ARCH. 1'-7" MIN. A5 REO'D FOR LID 4„ 1 2 #4 @ 16" O.G. #4 @ 16" O.G. 2" MIN. ALL V WOOD COL. AROUND PB44 P05T BASE #3 TIE5 @ 6" O.G. FINISH 6RADE 8/2" 50. PLINTH � II II � (4) #3 DWL'5 z 2" GLR. c� 3„ 2'-c1"x2'-c1"xl'-0�" FT6 GLR. GTR'D BELOW WOOD COL. W/ (4) #4 E.W. UNDISTURBED OR PROPERLY COMPACTED 50IL PER 6ENERAL NOTES SPREAD FOOTING SECTION 54.0 1 NO 5GALE RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0:1pcs Structural Solutions Seattle I Tacoma I Portland www.pcs-structuraI.com z 0 z N O 00 x 0�1 W < WQ �C O �C o Q `L w o I.L -,I- CD N a REVISION SCHEDULE NO. TYPE REVISION DATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: PROJECT NUMBER: CAJ 23012 SHEET NAME: FOUNDATION AND SLAB DETAILS SHEET NUMBER: S4.0 L v� U 0 0 F- I L U N N (D N ry m L ca ILL ICU N Y N r Q cY) N U) N 0 N rI U M N O N co M 600T125-33 TOP TRACK 114 GONG. CURB PER 2 54.P� - z #8 SGREW EA. FLANGE -TYP. f' 1/2"x5"xl'—O" GTR ON H55 W/ (2) #8 SGREWS EA. SIDE X 6005125-33 < � 16" O.G. BEYOND H554x4xl/8 4'-0" O.G. 600T125-33 BOT. TRACK W/ 0.151 "� P.A.F. @ 16" O.G. - EMBED 1" MIN 1 4� (E) 5.0.6. N '��/, /'�� f' 1/2"x6"x1'-6" W/ (4) 1/2 ADHESIVE MIN. _ ANCHORS -EMBED 53/4" MIN 0 0 m - o ❑ o 1 1/2" 3" a" 3" 11/2" TYPICAL SHORT CANTILEVER METAL WALL SECTION NO SCALE (E) MASONRY WALL (E) MASONRY WALL SOLID GROUT CELL PROVIDE DIAPHRA6M EDGE NAILING AROUND OPN'6: 10d@6"O.G. (E) 2x6 TOP CHORD - VERIFY IN FIELD 2x6 FRM'6 OPN'6 STL CHANNEL W/ 1/2"(Px5" REINF. LONG ADHESIVE ANGHOR5 IN SGREEN TUBES @ 24" O.G. REMOVE FACE SHELL TO INSTALL REBAR A5 REO'D JAMB REINFORCEMENT AT OPENING IN EXI5TIN6 MASONRY WALL 5 PLAN DETAIL �-o NO SCALE RELOCATED FABRIC AWNIN6 - INTERNAL FRAME SPAGED 2'-0" O.G. SECTION NO SCALE Q th --I w w H H z_ NH LU W LU >� CY Z ~ Qn LL m O z MEGH. UNIT ABOVE 2-0" VERIFY CURB DETAIL PER 3 41 55.m IN FEILD OPN'6 6-0" (E) 5HT'6 MAX. WIDTH (E) WOOD TRUSSES LRU26Z W/ (4) 10d x 1%2" NAILS EA. END NOTES: 1. MAXIMUM MECHANICAL UNIT NEI6HT: 400 POUNDS 2. ALL OPENING LOGATIONS SHOULD BE COORDINATED WITH THE STRUCTURAL ENGINEER. TYPICAL OPENING FOR MECHANICAL OPENING IN ROOF SECTION NO SCALE 4" MIN. LL f' 3/8" GONT. AT DEMOLISHED WALL ONLY - SAW GUT MASONRY WALL FOR INSTALLATION SECTION NO SCALE 3/8"� ADHESIVE ANCHORS IN SGREEN TYBE @ 24" O.G. MAX. EMBED 2" (E) MASONRY WALL 2 1/2" -1 1/4 AT PERP. WALL - PROVIDE f' 3/8" 1 1/4" W/ (2) 1/2"�x5" LONG 4 SGREW ANCHOR IN 1 1/4" GROUTED GELLS 1/2" 1/4 4-12 2/3("t) 1/4 4-12 al 8d NAILS 6 " O.G. P.P.T. 6L. BM SECTION NO SCALE OPN'6 PER 55.0 1'-0" MAX. FROM TRU55 PANEL POINT TYPICAL MECHANICAL CURB ON ROOF SECTION NO SCALE 5HT'6 P.P.T. WOOD JST H2.5T TIE AT EVERY OTHER JST BEVELED WOOD f' W/ 8d NAILS @ 8" O.G. MEGH. UNIT - MAX. WT: 400 POUNDS MEGH. CURB - ATTACH TO 4x6 W/ 6ALV. #5 SGREWS @ 12" O.G. P.P.T 4x6 - EXTEND 3'-0" PAST THE UNIT (E) SHT'6 in EMBED 6" IN ADHESIVE - TYP. — PROVIDE OPN'6 Ac_- REO'D FOR PLACEMENT OF 6R, Ggx13.4 HDR #5 BAR GTR'D IN CAVITY #5 ADHESIVE ANCHORS -LAP VERT. REINF. PER GENERAL NOTES - EMBED 6" MIN. TYP KNOCK OUT WEBS ALONG JAM FILL CAVITY W/ MORTAR TO BOT. OF MASON WALL LINTEL - TYP 1 OF OF IL/ PARAPET WALL TOP OFF --- ------ ------ ---- -- --- — (E) 5HT'6 (E) BOND BM - VERIFY SOLID GROUTED � W/ (2) #5 EXTEND STL REINF. TO (E) BOND BM AT TOP OF WALL (2) 1/2"(Px5" LONC SGREW ANCHOR EA. END IN GROUTED GELLS 6 PER 55.m TOP OF )UT RY 2" ill 211 4 ° ° ° O O ° ° 6 55.P) 5 5 55.0 55.0 2" GLR. BTWN REINF. STL JAMB - TYP. MAX. u u u u (E) FDN WALL & NOTE: (E) WOOD TRU55 1. INDIGATE5 GROUTED GELLS NEW OPENING AT EXI5TIN6 UN6ROUTED MASONRY WALL Q ELEVATION (E) MASONRY WALL SECTION NO SCALE NO SCALE ' ',A. BENT T x CONT. W/ D ADHESIVE ANCHORS IN 'EEN TUBE @ 32" O.G. - SED 2" MAILS @ 6" O.G. - TEN THROUGH BENT f' T SPAGER AS REG'D '6 T. WOOD JST 26Z FACE INT H6R I .I .T. 3x10 W/ 1/2"� ADHESIVE ANCHORS IN SGREEN TUBE @ 16" O.G. - EMBED 2" MIN. TYP. U.N.O. Special Inspection reports required for: 1. Masonry grouting. 2. Epoxy anchors. 3. Reinforcement at masonry walls Provide all reports to City Inspector. RECEIVED Sep 25 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NzPCS Structural Solutions Seattle I Tacoma I Portland www.pcs-structural.com REVISION SCHEDULE NO. TYPE REVISION TATE ISSUE: PERMIT SET ISSUE DATE: 09/08/2023 DRAWN BY: DLM PROJECT MANAGER: CAJ PROJECT NUMBER: 23012 SHEET NAME: WALL AND ROOF DETAILS SHEET NUMBER: S5.0