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APPROVED REVISION 1 BLD BLD2022-0284+Architectural_Plan+8.5.2022_11.16.32_AM+303520645'-0" ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE 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 ■n ORIGINAL CITY APPROVED PLANS ' -L-j ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION BUILDING OFFICIAL Aug 24 2022 APPROVED DATE dE 0 momom NOON 0 NOON 0 moommummom NOON 0 momom NOON 0 NOON 0 momom !ORIGINAL SET OF PLANS TO BE USED FOR I (PLAN SHEETS THAT ARE NOT ASSOCIATED ■ ■WITH THIS REVISION. PLEASE REFER TO K RIGINAL SET OF CITY APPROVED PLANS OR ADDITIONAL INFORMATION.IN NONE m� 0 NONE 0 NONE m� 0 NONE 0 NONE m� 0 NONE 0 NONE OEM; I 8x8 P.T. D.F. #1 W / CCT0686 SDS @ TOP 18'-5" FIELD VERIFY 6 / S-2.0 r- — —T-— in o 60" x 60" x 18" DEEP W / (10) #4 r a, EACH WAY TOP & BOTTOM CV � L_� 8x8 P.T. D.F. #1 W / CCQ68 SDS 2.5 @ TOP EXISTING CRAWL SPACE NOTE: VERIFY EXISTING LOCATIONS OF PARTITIONS AND CONDITIONS, BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNERS. PRIOR TO PROCEEDING WITH CONSTRUCTION. 0 r` MAINT. MIN. 18" CLEAR CRAWL SPACE EXISTING SLAB -ON -GRADE 0 16'-7" 8x8 P.T. D.F. #1 W / CCTQ686 SDS @ TOP 5'-0" 1 5'-0" 5'-0" #2 BI (BM # 8) 3/ NOTE: 8x 8 DFIVa l IV[ A Y a SdESTLTUTED FOK 9X0 PTdF No, d 6dT 10US T B 5 d FF-fifIfA'T L Y FK07- 'Tf0 TD REoVI IAl PRY I�- 1 5'-0" 5-0" 0 5'-0" 5'-0" I !� O lL = P.T x .F. #2 BE o x Q N Ss. °- 11'-8" I 5'-0" ---�� -- -- -- - - - - - - I >o CV Q N I I x CV '• I PROPOSED CRAWL SPACE O LC p I 14'-0" 6 MIL BLACK POLY VAPOR BARRIER LAP EDGES 12" EXISTING CRAWL SPACE 5'4" P.T-4-x 8 H-F. Y#2 BEAI (BM # 6) O O N N U LO _ 0 I � FOUNDATION PLAN SCALE 1 /4" = 1'- 0" REVISION Aug 05 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0284 SEP292021 FEB 1 0 2022 FOOTING NOTES 1,c-,tSE AUG 0 3 2022 • CRAWL SPACE FOOTINGS TO EXTEND 8" MIN. BELOW GRADE • EXTERIOR FOOTINGS TO EXTEND 18" MIN. BELOW FINISHED GRADE • REMOVE ALL WOOD CONC FORMS PRIOR TO BACKFILLING CRAWL SPACE • MAINTAIN MIN 30" CLEAR CRAWL SPACE (12" MIN UNDER BEAMS) • PROVIDE 6 MIL BLACK VAPOR BARRIER LAP EDGES 12" • INSULATE FLOOR OVER CRAWL W/MIN R-38 SUPPORTED AT NOT MORE THAN 24" O.C. FOUNDATION VENT CALCULATIONS 98 S.F. / 150 = .65 S.F. NET CLEAR AREA REQ'D 14" X 7" VENT = .51 SQ. FT. NET CLEAR VENT AREA .65 SF (REQ'D AREA) = 2 VENTS REQ'D .51 S.F. (ACTUAL AREA) DESIGNERS RESPONSIBILITY TERMINATES UPON ISSUANCE OF BUILDING PERMIT OR COMMENCEMENT OF CONSTRUCTION AND IS LIMITED TO DRAFTING AND/OR REDRAFTING OF WORKING DRAWINGS IN REGARDS TO ERRORS AND/OR OMMISSIONS. CONTENTS OF WORKING DRAWINGS ARE TO BE VERIFIED PRIOR TO CONSTRUCTION BY CONTRACTOR WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED DIMENSIONS. REVISIONS 09/27/2021 JH 09/28/2021 JH DRN BY:J. HEILMAN DATE: JULY 2021 FILE: JUNE 29 2021 SHEET 2 MATCH EXISTING COMPOSITION ROOF 30# FELT. FASTEN W/(2) GALV FASTENERS 1" MINIMUM CLEAR AIR SPACE OVER INSULATION 2 x SCREENED VENTS W/(3) 2" 0 HOLES IN EACH BLK \ 1 /2" CCX PLYW'D SHT'G @a OVERHANGS VX 6 TOP PLATE SPLICES 48" SIDING PER ELEVATION ON 15# FELT------, 1 /2" CDX PLYWOOD SHT'G OR OSB NAIL PER IRC 2015 ed. 6" O.C. EDGES & 12" O C. IN THE FIELb W/8d NAILS TO MEET SHEAR BRACING REQUIREMENTS 2 x 6 H.F. #2 STUDS @a 16" O.C. 2 x 6 BASE PLATE W/16d NAILS @a 16" O.C.- - \ RIDGE VENT R-49 INSUL xZ 26 GAUGE METAL GUTTER 0/1 x 6 ROUGH SAWN CEDAR FASCIAS 5/8" GWB R-10 RIGID INSULATION 4 x 8 D.F. #2 HEADER UNLESS NOTED OTHERWISE 1 /2" GWB R-21 INSUL FACE STAPLED OR PROVIDE 4 MIL V.B. SUBFLOOR TO BE 3/4" C.D. INTERIOR APA T&G W/EXT GLUE MAINT. MIN. 18" 6 MIL BLACK POLY CLEAR CRAWL VAPOR BARRIER SPACE LAP EDGES 12" R-38 INSULATION SUPPORTED AT 24" O.C. MAXIMUM TYPICAL SECTION SCALE 1 /2" = 1' - 0" NOTE: VERIFY EXISTING LOCATIONS OF PARTITIONS AND CONDITIONS, BRING ANY DISCREPANCIES TO THE ATTENTION OF THE OWNERS. PRIOR TO PROCEEDING WITH CONSTRUCTION. r-- I I I I I I I I I I I I i i I I i I I I I I — I I I I I I I I i I I I I I I I I I L-_ :)N 22 )s VICES 22 j I I I DESIGNERS RESPONSIOILITY TERMINATES UPON ISSUANCE OF BUILDING PERMIT OR COMMENCEMENT OF CONSTRUCTION _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _1 _ — — — — — -AND 4S- L-AMFED- T-& DRAFTING AND/OR REDRAFTING OF WORKING DRAWINGS IN REGARDS TO ERRORS AND/OR OMMISSIONS. CONTENTS OF WORKING DRAWINGS ARE TO BE VERIFIED PRIOR .TO CONSTRUCTION BY CONTRACTOR WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED DIMENSIONS. REVISIONS 09/27/2021 JH 09/28/2021 J H DRN BY:J. HEILMAN DATE: JULY 2021 FILE: JUNE 29 2021 SHEET 0 EXIST ROOF PLAN SCALE 1 /8" = V - 0" 8x8 P.T. D.F. #1 W / CCTQ686 SDS \ @ TOP 1 / S-3.0 6 x 12 D.F. #2 (BM #1) 4" CONCRETE SLAB 3 /5-3.0 2 / S-3.0 GLB 5.5x11.875 24F-V4 (BM #11) GLB 5.5x11.875 24F-V4 (BM #12) 2x8 H.F. #2 R.J. @ 24" O.C. _,,6 x 12 D.F. #2 (BM #2) 6x6 H.F.#2 W/ CCQ 66 SDS @ TOP & BOT - 8x8 P.T. D.F. #1 W / CCT0686 SDS @ TOP 6 / S-2.0 #4�__j EACH WAY TOP & BOTTOM SECTION A -A SCALE 1 /4" = 1' - 0" REVISION Aug 05 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 12 9 2021 3 1 0 2077 REVISIONS 09/27/2021 J H 09/28/2021 J H DRN BY J. HEILMAN DATE,: JULY 2021 FILE: JUNE 29 2021 z O -� z W"I� Lo �' O o N oQ� o 0') = tea wV=3: �- Q v 0 z j Nt C:) w \ T SHEET 1H DESIGNERS RESPONSIBILITY TERMINATES UPON ISSUANCE OF BUILDING PERMIT OR COMMENCEMENT OF CONSTRUCTION AND IS LIMITED TO DRAFTING AND / OR REDRAFTING OF WORKING DRAWINGS IN REGARDS TO ERRORS AND / OR OMMISSIONS. CONTENTS OF WORKING DRAWINGS ARE TO BE VERIFIED PRIOR TO CONSTRUCTION BY CONTRACTOR WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED DIMENSIONS. PROPOSED ROOF PLAN BUILDING CODE MANUFACTURED LUMBER CONCRETE 2018 INTERNATIONAL BUILDING CODE 1. PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM PSL PRODUCTS AS SUPPLIED BY 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) TRUSS -JOIST MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL BE: AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN FLOOR LOAD Fv = 290 PSISI 0.0579. DEAD LOAD: 12 psf E = 2.Ox10^6 PSI 2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (f'c) SHALL BE: LIVE LOAD: 40 psf 2. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH THE APPROPRIATE ICBO EVALUATION ROOF LOAD REPORTS TO THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION OF SUBSTITUTIONS SHALL NOT PROCEED WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. DEAD LOAD: 15 psf STRUCTURAL STEEL FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ce): 1.1 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A36 AND SHALL BE FABRICATED SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 AND ERECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", LATEST THERMAL FACTOR (Ct): 1.1 EDITION. SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. 2. HSS STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B (Fy=46 KSI) UNLESS OTHERWISE NOTED ON WIND DESIGN DATA PLANS. 1. BASIC WIND SPEED: 110 MPH 2. WIND IMPORTANCE FACTOR (Iw): 1.0 3. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE NOTED. BOLTS INDICATED AS HIGH STRENGTH BUILDING CATEGORY: II SHALL CONFORM TO ASTM A325. CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS DESIGNATION CONDITIONS EXPOSURE CLASS MIN. f'c (psi) HEATED: SLABS, BEAMS, INTERIOR CONC. & GIRDERS, COLUMNS, PIERS, AND FOOTINGS FO 2500 BURRIED FOOTINGS FOUNDATION WALLS, UN -HEATED: SLABS, BEAMS, GIRDERS, UNSATURATED F1 3500 COLUMNS, PIERS, PILE CAPS, EXTERIOR CONC. SHEAR WALLS SHEARWALL SCHEDULE (CDX) MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE & CONN. 0 FND BOTTOM/TOP PLATE CONN. A CDX ONE FACE 8d 0 6" O/C 8d ® 12" 0/C " 0 A.B. ® 48" O/C W/ 2x SILL PLATE LTP4 ® 20" O/C W/ 2x BOTTOM PLATE SHEARWALL NOTES 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR NO. 2 UNLESS NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING (SEE NOTE #3). 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY, ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTSIDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 3. WHERE SHEATHING NAILING IS SHEARWALL SW-3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE 3. 4. WIND EXPOSURE: B Kzt = 1.33 4. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN SHOP AND FIELD WELDED CONNECTIONS. ALL 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL OFFSET. FOR SW 1-7 (2)2x MAY BE SUBSTITUTED FOR A SINGLE 3x MEMBER PROVIDED THE STUDS ARE 5. INTERNAL PRESSURE COEFFICIENT: NA WELDING IS TO COMPLY WITH AWS SPECIFICATIONS AND IS TO BE DONE BY THE WASHINGTON ASSOCIATION INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION: STITCH NAILED TOGETHER w/ 10d NAILS STAGGERED ® 6" o/c FROM EACH SIDE. 6. APPLICABLE WIND PRESSURE FOR OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. ALL WELDING IS TO BE DONE BY ELECTRIC ARC NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING COMPONENTS AND CLADDING: NA PROCESS AND SHALL BE PERFORMED WITH APPROVED E70 ELECTRODES AS REQUIRED BY THE BUILDING PURPOSES ONLY. 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 4.3A OF THE 2015 AMERICAN WOOD COUNCIL SDPWS CODE. (SPECIAL DESIGN PROVISIONS FOR WIND &SEISMIC). VALUES ARE BASED ON CDX PLYWOOD SHEATHING DATA SESIMIC DESIGN D 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. STRUCTURAL 1 w/ HEM -FIR NO. 2 FRAMING AND COMMON NAILS, UNLESS NOTED OTHERWISE. OSB 5. WELDING SHALL BE IN CONFORMANCE TO AWS D1.1. STRUCTURAL 1 SHEATHING WITH EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED. 7,48 SHEATHING 1. SEISMIC IMPORTANCE FACTOR: 1.0 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. SHALL NOT BE SUBSTITUTED FOR 1%2" SHEATHING UNLESS APPROVED BY THE ENGINEER. SEISMIC USE GROUP: 1 6. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. 2. SPECTRAL RESPONSE ACCELERATION (Ss): 128.1 % G 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS. SIZES 3. SITE CLASS: D (ASSUMED) 7. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 102.5%G DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO, RELATIVE LOCATIONS AND ELEVATIONS OF 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER DETAILS AND/OR HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT 5. SEISMIC DESIGN CATEGORY: D ALL MEMBERS, ELEVATIONS LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL PLANS MUST BE USED PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS IN THE DEVELOPMENT OF SHOP DRAWINGS. LENGTH, ETC. WHERE 2 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE (MEMBER 7. DESIGN BASE SHEAR: SEE CALCULATIONS 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE STAGGERED INTO EACH OF THE POST. 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.158 8. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED ON THE DRAWINGS THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR. THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE 9. RESPONSE MODIFICATION FACTOR (R): 6.5 CONCRETE. PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL. 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE 9. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON THE PLANS, PROVIDE MINIMUM SIZE OF WELD ANCHOR BOLTS SHALL BE SECURED TO THE SILL PLATE WITH 304.229" WASHERS. FRAMING LUMBER PER AISC SPECIFICATION AND TABLE J2.4. 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS; HEM -FIR NO.2 EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON TITEN HD BOLTS OF FOR 2X AND 3X JOISTS, AND STUDS; AND HEM -FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE 10. ALL STRUCTURAL STEEL, HARDWARE, AND MISC. STEEL EXPOSED TO EARTH OR WEATHER SHALL BE HOT IS 400 SF. THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. DIPPED GALVANIZED PER ASTM A123 UNLESS OTHERWISE NOTED. DAMAGED GALVANIZED COATINGS AND INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 3-y4" INTO EXISTING CONCRETE. STEEL DESIGATED FOR ZINC PRIMING SHALL BE PROTECTED WITH A ZINC RICH PRIMER AND TOP COAT PER 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS: 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER SSPC-PS SPECIFICATIONS. STEEL SHALL BE CLEANED PRIOR TO PRIMING. THE PRIMER SHALL BE CLASSIFIED EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1 %" 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORATE TREATED COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND AS INORGANIC WITH A 92-95% METALLIC ZINC IN DRY FILM. THE PRIMER SHALL BE APPLIED IN A EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2 " WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. ALL NAILS SHALL BE A 1 /8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: CONTROLLED DRY ENVIRONMENT AND MAY CONSIST OF BRUSH OR SRAY COATING WITH A DRY FLIM *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE COMMON OR GALVANIZED BOX PER ASTM F 1667. THICKNESS BETWEEN 2.5-3.5 MILS. AN OUTER PROTECTIVE PAINT LAYER SHALL BE APPLIED OVER THE PRIMER. THE PRIMER AND TOP COAT(S) SHALL BE FULLY CURED PRIOR TO ERRECTION. THE OUTER COATING ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/16 (USE 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT 9. NAILS MUST BE STAGGERED WHEN SPACED AT 2" 0/C. SHALL BE INSPECTED UPON ERRECTION ON -SITE. ANY DAMAGE TO THE ZINC -RICH PAINT PRIMER SHALL BE WHERE SPECIFICALLY APPROVED. 5-PLY FOR PANELIZED ROOFS). NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON SPOT COVERED ON -SITE. CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE, 11. PROVIDE SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. HOEDOWN POST. SEE FOR DOUBLE SIDED SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. 13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318. HOEDOWN SCHEDULE OR SHEARWALLS, THE SHEATHING LENGTH OF GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT 12. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM THE DESIGN DRAWINGS APPROVED BY THE ON EACH FACE MUST EXTEND INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. BUILDING OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF THE PROJECT STRUCTURAL 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE PLAN FOR MINIMUM REQUIREMENTS SHEARWALL CONTINUOUS BETWEEN ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO BUILDING OFFICIAL FOR APPROVAL. WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE HOLDOWN POSTS AS SHOWN. 3. NAILING SHALL CONFORM TABLE .1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED FOUNDATIONS REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE L OTHERWISE. USE COMMON NAILS THROUGGHOUTHOUTUNLESS NOTED OTHERWISE. 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE PROVIDED PER ACI 318. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. WRITING BY THE STRUCTURAL ENGINEER. 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED ALLOW. SOIL BEARING = 1500 PSF OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. SOIL FRICTION = .25 EQUIV. FLUID PRESSURES: 6. RIM JOIST ARE 1Y4" LSL OR 2x SOLID, SAWN LUMBER AS MINIMUM. *ACTIVE PRESSURE = 35 PCF PASSIVE PRESSURE = 150 PCF CEMENT CONTENT F'c (PSI) LBS/CUBIC YARD (MIN.) SACKS PER CUBIC YARD (MIN.) NOTES 2500 470 5 NOTE A 3500 564 6 - # OPENING PER PLA # LOCATION OF HOLDOWN TO BE STHDI4RJ INSTALLED \-- TYPE OF HOLDOWN TO BE INSTALLED SHEARWALL DESIGNATION - SEE SHEARWALL SCHEDULE FOR FRAMING 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS. *(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. FLUID PRESSURE OF NAILING AND ANCHORAGE 55 PCF). NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE THAN A 1" REQUIREMENTS 8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. PLUS TOLERANCE SHALL BE ALLOWED. 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE UNDISTURBED GROUND SURFACE OR TO FILL OR UNDISTURBED NATURAL GRADE LATERAL MARKING LEGEND 9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1 /16" UNLESS OTHERWISE NOTED. LAG BOLT FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR %m AGGREGATE AN PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS UNLESS OTHERWISE NOTED. ENTRAINMENT OF 69� IS REQ'D. FOR N2" AGGREGATE AN AIR ENTRAINMENT OF 7% IS REQ'D. OTHERWISE NOTED. 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER. 10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" MINIMUM DIAMETER BOLTS SPACED AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF THE I.B.C., CONCRETE SHALL FOR SPECIFIC REQUIREMENTS WHERE OCCUR. IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI NOTE 1 FOR MINIMUM GRADE INFORMATION). ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN 318. GALVANIZEDED, OR Z-MAX COATING TO PROTECT FROM OXIDATION. EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 12. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE PRESERVATIVELY TREATED WOOD SHALL 12m DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. C DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. IRC 320.3.1 REINFORCING STEEL GENERAL 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, . 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO5 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. SPRINKLERS, DROP SOFFITS, OR ANY OTHER ELEMENTS. &LARGER, GRADE 40 (fy = 40 KSI) FOR N0. 3 AND N0. 4 BARS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE 2 ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS WHERE LAP OR SPLICE LOCATIONS HOLDOWN SCHEDULE *FOR HOLDOWNS INSTALLED IN EXISTING 6" WIDE STEM THRU BOLTS OR EMBEDMENT MINIMUM MODEL ANCHOR BOLT NAILS/SCREWS / STRAP EDGE S T LENGTH D I ST. HDU2-SDS2.5 J" 0 F1554 GR.36 HDG W/ (6) jx2j SDS IN DOUBLE 1 O EMBED f� 1 NA NA (EPDXY) SET-3G EPDXY STUD 14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL NAILING WHEN APPROVED BY THE ARE NO T SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR NO SPLICES SHALL BE 42 BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO HOLDOWN NOTES STRUCTURAL ENGINEER. BAR AND BE WELL STAGGERED. DIAERECTION. 1. ALL -THREAD BOLTS SHALL CONFORM TO ASTM A307. 15. EXTERIOR STUD WALLS SHALL BE 2X6 ® 16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 4 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 ® 16" O.C. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 SHALL BE 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED WALL WALLS SHALL BE CONSTRUCTED USING 2X4 REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. BY OSHA PRIOR TO ERECTION. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c=2500 PSI. MINIMUM OR 3X4 0 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING 0 24" O.C.. UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES. 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING THICKNESS IS 6". 16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL. OTHERWISE NOTED. LAP REINFORCEMENT 6" MINIMUM. LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. WHERE APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE BEFORE ACCORDANCE HOLDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, THE STUDS MUST FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER. CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF SLAB AND 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL BE STITCH NAILED TOGETHER W/ 16d ►► SINKERS STAGGERED 0 4 O/C. SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE 17. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE DRAWINGS RESOLVED BEFORE PROCEEDING WITH THE WORK. 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR 18. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS. OTHERWISE. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF 19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES. ROOF TRUSS 1, THE TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS AND IN THE STRUCTURAL NOTES. ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY THE BUILDING CODE. CONCENTRATED MECHANICAL ROOF LOADS SHALL BE INCLUDED IN THE DESIGN. VERIFY WEIGHTS AND LOCATIONS WITH THE ARCHITECT. SHOP DRAWINGS MUST BE RETAINED AT THE' JOB SITE AND AVAILABLE TO THE BUILDING INSPECTOR, FOR REFERENCE. THE TRUSS CALCULATION PACKAGE SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON, THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLANS AND THE TRUSS DESIGN DRAWINGS. 2. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 5. NAILS/SCREWS TO HOEDOWN POST SHALL BE PER MANUFACTURER'S 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC SPECIFICATIONS. DETAIL CALLED OUT. 8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT OPENINGS REQUIRED FOR DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE ENGINEER PRIOR TO PROCEEDING. EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL 7• ALL HOLDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR TO ENCLOSING EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR SECOND SIDE OF WALL. LATERALLY BRACED. 10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH - 16„ x 8„ CONCRETE FOOTING w/ (2) #4 PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL DIMENSIONS AS WELL AS THE LOADS CONTINUOUS LATERAL BRACING, THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT THAT THE PROPER REVISIONS MAY BE BE MADE WITHOUT PRIOR WRITTEN L _ J BARS CONTINUOUS THE TRUSSES ARE DESIGNED TO SUPPORT. BRIDGING BETWEEN TRUSSES, 1608 AND DIAGONAL BRACING SHALL BE SPECIFIED BY THE TRUSS MANUFACTURER IN ORDINACE WITH TRUSS APPROVAL OF THE ENGINEER. REVISION PLATE INSTITUTE RECOMMENDATIONS. SHOP DRAWINGS MAY CONTAIN THE MANUFACTURERS ENGINEERING r -1 18" x 18" x 12" DEEP CONCRETE RESPONSIBILITY LIMITATIONS. HOWEVER, THEY SHALL MAKE NO STATEMENT AS TO THE ENGINEER OF RECORD 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN TO L FOOTING w/ (2) #4 BARS EACH WAY Aug 05 2022 RESPONSIBILITIES. DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING; BUT NOT LIMITED 18 OF MONDS CITYDEPARTMENT RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF ALL OPENINGS, ETC. DEVELOPMENT SERVICES DEPARTMENT 3. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS, APPROVED FABRICATOR DRAWINGS, AND INSTALLATION SUGGESTIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE TRUSSES TO PROVIDE AN OPPORTUNITY FOR INSPECTION OF THE INSTALLATION. FOOTING SCHEDULE v G I N � � Q� V O cm n Q j 0 D O U Q N „-,mm �U�Lcj D N > C� 0 LLJ OLLJ0 co V L ( ) z 0 a > `S) - w � m 3_/ a/- I I 0Z ( I _ N N N N N N 0 0 0 0 0 z>0 00 AUG 0 3 2022 Drawn By: CHRIS L. Checked Dy: CHRIS Date: 08-03-2022 SDA JOB NO, 9371 STRUCTURAL DETAILS 5-1.0 ® DOUBLE TOP PLATE W/ EDGE NAILING © HOLDOWN PER SCHEDULE AND (STAGGER) PLAN (HDQ8—SDS3 SHOWN) ® SHEARWALL EDGE NAILING AT ALL PANEL (9COORDINATE ALL STUD AND EDGES. BLOCKING AT ALL PANEL EDGES PLATE SIZES w/ SHEARWALL WHERE APPLICABLE. ©EDGE SCHEDULE REQUIREMENTS NAILING TO HOLDOWN POST (FULL HEIGHT) STAGGER INTO DOUBLE STUDS OJ EDGE NAILING TO POSTS, TRIM © STUDS @ 16" ON CENTER STUDS, AND KING STUDS EO PRESSURE TREATED SILL PLATE WITH © BEARING STUD FOR HEADER EDGE NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. ©RIMJOIST TO BE 1Y2" MIN OTOP PLATE SPLICE NAILING TO BE (8) 16d THICKNESS AT ALL SINKERS (MIN). LAP 48" MINIMUM. CENTER SHEARWALLS SPLICE ON STUD. STD, SHEARWALL ELEVATION W RIM 1 REV#2: 02-10-2022 1" WEEP HOLE EACH SIDE FTG 60" X 60" X 18" TH K W/ (10) # 4 EACH WAY, TOP & BOT 8x8 PT DF No.1 H SS 8X8X3/16 X 3'-0" LONG W/ (4) iPt0X3"SDS SCREWS EACH FACE BASE PL 5/8" X 16 X 16 w/ (4) PAB4 (Y2"0) EMBED 12" 1" NON —SHRINK GROUT F'c=3000PS1 (MIN) FROST DEPTH ,t±t±J, (18" MIN) 3" POST & MOMENTFOOTING CONN. 3F EV#2: 02-10-2022 > SHEARWALL EDGE NAILING - TO BOTTOM PLATE. EXTEND SHEATHING CONT. TO SILL. PRESSURE TREATED SILL PLATE - PER SHEARWALL SCHEDULE. USE 2x6 W/ A.B. O 48" O/C > (MIN) LTP4 PER SHEARWALL SCHEDULE SHEARWALL EDGE NAILING TO - SILL PLATE 6" FROST DEPTH (18" MIN) IPER PLAN -16d O EA JOIST. WHERE 3x BOTTOM PLATE IS REQ'D, USE SDSY4x4X SCREW. `JOIST PER PLAN (I -JOIST SHOWN) I 6" WALL w/ #4 BARS O 18" o/c EACH WAY. (2) #4 BARS O TOP. HOOK VERTICAL BARS INTO FOOTING - ALTERNATE HOOK DIRECTION. SHEARWALL EDGE NAILING TO- BOTTOM PLATE. EXTEND SHEATHING CONT. TO SILL. PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE. USE 2x6 W/ A.B. ® 48" O/C (MIN) LTP4 PER SHEARWALL SCHEDULE SHEARWALL EDGE NAILING TO SILL PLATE 6" FROST DEPTH (18" MIN) IPER PLAN 16d ® EA BLOCK AND O 12" 'O/C INTO RIM. WHERE 3x BOTTOM PLATE IS REQ'D, USE SDS Yx4 h SCREWS BLOCKING ® 48" O/C W/ (3) 1Od NAILS JOIST PER PLAN (I -JOIST SHOWN) " ° 6" WALL w/ #4 BARS 18" o/c EACH WAY. (2) #4 BARS ® TOP. HOOK I VERTICAL BARS INTO ♦' r.4 FOOTING - ALTERNATE HOOK DIRECTION. " C-/ IPER PLAN 'REINFORCING OR " C-/ IPER PLAN `-FooTING NI 4 Sb PERFORATED PLASTI REINFORCING PER 4 � PERFORATED PLASTI REINFORCING PER PIPE. CENTER IN ONE CUBIC PLAN/SCHEDULE PIPE. CENTER IN ONE CUBIC PLAN/SCHEDULE FOOT OF FREE DRAINING FOOT OF FREE DRAINING GRAVEL AND DRAIN TO GRAVEL AND DRAIN TO APPROVED OUTFALL. APPROVED OUTFALL. *BREAK SHEARWALL SHEATHING ® BOTTOM OF SILL PLATE JOISTS PERPENDICULAR JOISTS PARALLEL EXT. WALL/FOUNDATION CONNECTION APPLICABLE FOR ALL SHEARWALLS �-.r...- vim... �...�.v...� > REV#1: 09-28-2021 FRAMING PER PLA 8d @ 6" O/C INTO BLOCKIN H1 CLIP @ EAC TRUSS (24" O/C MAX) BEAM PER ROOF/BEAM CONN. REV#3- 68-03-2022 RESERVED VENTILATION MAY BE REQ'D AT BLOCKING. VERIFY METHOD W/ ENGINEER PRIOR TO CONSTRUCTION. BIRD BLOCKING IS ACCEPTABLE. EADER PER PLAN 2x TRIM STUD OR POST PER PLAN. RESERVED ,REV#2:�02-10-2022 v w BLOCK BETWEEN JOISTS - AT BEAM. NAIL w/ 16d > NAILS 0 8" O/C TO BEAM (5)16d NAILS EACH END 2x KING STUD 16d NAILS © 8" o/c i�:� ■''I'll Iiiii�LO i BEAM C PER PLAN 24" CS14 STRAP, CENTER ON SPLICE, ONE SIDE ONLY, FILL ALL NAIL HOLES w/ .148%27 " FOOTING PER PLAN-\ vw wwv w - LAP JOISTS WHERE REQUIRED JOIST PER PLAN 3C4 O TOP -POST PER PLAN ABA44Z OR SIMILAR A J _ DECK FRAMING REV#2: 02-10-2022 PROVIDE 2" MINIMUM EDGE DISTANCE AND ROW SPACING HDU2—SDS2.5 @ EACH END OF EACH DECK (TYP) RIM JOIST PER PLAN 1Y4" MIN WIDTH NEW FOUNDATION EMBED ALL HORIZONTAL WALL REBAR 4" INTO PER EXISTING FOUNDATION PLAN AS SHOWN AND EPDXY WITH SIMPSON 'SET'. EXISTING a ♦°°' 4 ..4.♦.4 FOUNDATION (REBAR NOT SHOWN FOR --*`- CLARITY) d A 4" TYP NEW FOUNDATION TO EXISTING FOUNDATION 2x HF#2 LEDGER PER PLAN (DEPTH TO MATCH JOISTS) Y4" 0 x 4Y2" LAG SCREWS ® 12" o/c TO RIM JOIST (STAGGERED) __________ NOTE: IF DECK IS LESS THAN 30" FROM GRADE, HDU2 --- NOT NEEDED 2X8 HF No.2 PT AND LUS26 HANGER TYPICAL LEDGER CONNECTION RESERVED II 2x4 HF#2 RAFTERS O 20 OVERFRAMING RAFTERS O 24" 0/C 24" o/c w/ (3)16d TOENAILS EACH END POST PER OLDOWN PER W/ (3) 16d TOENAILS PLAN/SCHEDULE PLAN (HDQ8 CONTINUOUS 2X6 EACH END CONTINUOUS 2X6 (2-2x MIN, SEE NOT SHOWN) SLEEPER W/ (3) 16d COMMON NAILS TO A RIDGE BOARD 2x4 GUSSET w/ (3) EACH TRUSS BELOW 16d SINKERS EACH OVERFRAMING RAFTERS MAIN ROOF TRUSS 2X4 DIRECTLY B LOW RIDGE MEMBER PER PLAN BOARD W/ 2X4 GUSSET W/ (3) 16d COMMON NAILS E CH MEMBER 2x4 BLOCKING w/ 16d SINKERS O 6" o/c TO WEB STIFFENER INSTALLE ALL -THREAD ROD, SLEEPER BELOW 2x4 POS O SNUG FOR I -JOISTS. NO DIAMETER AND EMBEDMENT 2X4 BLOCKING 48—INCH S ON STIFFENERS REQ'D FOR PER SCHEDULE BETWEEN RAFTERS W/ CENTERMAX SOLID SAWN. PLACE 2x6 OTTOM PLATE PER 16d COMMON NAILS O SQUASH BLOCK EA SIDE OF e e SHEARWALL SCHEDULE 6" 0/C TO SLEEPER A JOIST. WHERE HD DOES 2X4 W/ (3)16d BELOW COMMON NAILS TO CONTINUOUS NOT LINE UP OVER JOIST, IM JOIST PER PLAN. W MIN RAFTER AND (2) 16d (3)16d SINKERS EA. () USE SQUASH BLOCK EQUAL WIDTH AT SHEARWALLS. TRUSS/RAFTER TO WIDTH OF HD POST ROOF FRAMING ROOF FRAMING PER ABOVE 4x MIN). ( ) RESSURE TREATED SILL PLATE PER SHEARWALL PLAN SCHEDULE. PROVIDE 2x4 POSTS AT RAFTERS AND RIDGE BOARD EVERY 48—INCHES SHEATHING PER �— EMBEDMENT . e �• 41 . ' ♦ 4 , d e !, STEM WALL AND FOOTING PER MINIMUM, POSTS SHOULD BE ALIGNED PLAN/SCHEDULE LENGTH ; ° ' PLAN. CONTINUOUS 2x4 TRIM BOARD TO FALL ON MAIN ROOF FRAMING MEMBERS AS SHOWN. WHERE RIDGE CONTINUOUS 2x4 BLOCKING w/ ; J t A '♦ ' ' ' REVISION w/ (2) 16d SINKERS TO EACH BOARD DOES NOT ALIGN w/ MAIN ROOF MEMBER, (2) 16d SINKERS TO EACH TRUSS/RAFTER BELOW. INSTALL ♦ °' ' t •° : Aug5 2022 9 RAFTER/TRUSS. INSTALL SNUG IN FRONT OF 2x4 POSTS TO POSTS SHOULD BEAR ON 2x6 BLOCK INSTALLED BETWEEN ADJACENT TOP VIEW SNUG IN FRONT OF POST AS C SHOWN .• - '' • , ♦ CITY OF EDMONDS PREVENT SLIDING TRUSSES. SIDE VIEW •° i DEVELOPMENT SERVICES DEPARTMENT SECTION A- A TYPICAL ROOF OVERFRAMING DETAILS HOLDOWN INSTALLATION INTO EXISTING FOUNDATION �G I N Q� — 4 0> � O v ,n N^ (O^1 V I L� 1 N Q > 0 O Q CV x U U Q � I Q � � O � 0 > n mWm Ln -I-� N L W -� 0 z O o *k > > U J U U U N N N N V— N 0 0 0 0 p 0 o AUG 0 3 2022 Drawn By: CHRI5 L. Checked By: CH RI5 Date: 08-03-2022 5DA JOB NO, 9371 STRUCTURAL DETAILS S-2.0 C6 0 V N O N lsi �n N Q j� 0 O sz Ud ��75 03: m c6 (Y) u L m V � s- z z > w cr) w N oz J m NI m AUG 0 3 2022 Drawn By: CHRIS L. Checked By: CHRIS Date: 08-03-2022 SDA JOB NO. 9371 STRUCTURAL DETAILS S-3.0