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REVIEWED RESUB 1-Structural PlansSTRUCTURAL NOTES CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), AS AMENDED BY THE LOCAL JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS LIVE LOADS: RESIDENTIAL 40 PSF SNOW 25 PSF SPECIAL INSPECTION SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY THE LOCAL JURISDICTION FOR THE FOLLOWING ITEMS: • SOILS (SECTION/TABLE 1705.6) • CONCRETE (SECTION/TABLE1705.3) • STRUCTURAL STEEL (SECTION 1705.2.1, AISC 360) REFER TO IBC SECTION 1705.10 AND 1705.11 FOR ADDITIONAL INSPECTION REQUIREMENTS FOR THE STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM. ALL INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS. IF ANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, IT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY THE LOCAL JURISDICTION. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR ANY SPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ONE WEEK PRIOR TO THE OBSERVATION. FOUNDATIONS: THE FOLLOWING SOIL DESIGN PARAMETERS HAVE BEEN ASSUMED. IF EXCAVATION SHOWS THAT SOIL CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, A GEOTECHNICAL ENGINEER SHALL BE RETAINED TO EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. • 1,500 PSF (ALLOWABLE BEARING PRESSURE) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION, PILE INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK. NOTIFY THE UNDERGROUND UTILITIES LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFYALL UTILITIES WHICH MAY BE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10 % FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITYAS DETERMINED BYASTM D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEM AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. CONCRETE ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OFAPPROXIMATELY 150 PCF. CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: • SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO • FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS: • CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" • CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" • CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS, AND JOISTS 3/4" BEAM/COLUMN TIES AND STIRRUPS 1 1/2" REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60. REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A 185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH 12" LAPS AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, IF REQUIRED, SHALL BE BYAN ICBO APPROVED SYSTEM, AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER. REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS. STRUCTURAL STEEL ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"AND AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". STEEL SHALL BE FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BYAISC. STRUCTURAL STEEL MATERIALS SHALL BE AS FOLLOWS: • SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. • PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. • STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. • STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. • BOLTS SHALL CONFORM TO ASTM A325-N (USE 5/8"0 MINIMUM UNO) • ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy = 36 KSI. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND WABO REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIATE FOR THE MATERIALS BEING WELDED. IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER AWS D1.1. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS. ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A123. FASTENERS AND HARDWARE SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. ALL DAMAGED GALVANIZED COATINGS SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780 WITH AN APPLIED COATING THICKNESS DETERMINED BY THE ENGINEER. WOOD FRAMING ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION MANUAL". SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS: • STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE • JOISTS DOUG-FIR #2 • 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2 • 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1 • POSTS AND TIMBERS DOUG-FIR #2 WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE, AND END USE REQUIRED. GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH ANSI/AITC A190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS. STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD AND OSB SHALL BE GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR ADDITIONAL COMPLIANCE REQUIREMENTS. NAILS, SCREWS, BOLTS, AND CONNECTORS REFER TO THE PLANS, NOTES, SCHEDULES, AND DETAILS FOR ALL NAILING REQUIREMENTS. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1. ALL NAILS SHALL CONFORM TO THE STANDARD DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NDS AND SHALL MEET THE FOLLOWING MINIMUM GUIDELINES: • 8d = 0.131 "O x 2 1/2" • 10d = 0.148"Q X 3" • 16d = 0.162"0 x 3 1/2" 10d BOX NAILS (0.128"0 x 3) MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAYBE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4'), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THE DRAWINGS. OTHER NAILS MAY BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION. ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD. LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1/32" AND A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANKAND THREADS SHALL BE PER NDS 11.1.4.2. ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE 1/2 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER. ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. WOOD FRAMING GENERAL NOTES SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH TO THE CONCRETE WITH 1/2"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC MAXIMUM FOR SHEAR WALLS AND AT 6'-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF (2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS. CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN A SHEAR WALL THAT EXTEND TO WITHIN 1/2" OF SHEATHED EDGE. ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS C 16" OC. REFER TO PLAN NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE SUPPORTED BYA MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE PROVIDED. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.9.1. THE USE OF NAIL GUNS IS APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.9.10 AND 2308.9.11. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.8.2 AND 2308.10.4.2. VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE AT EACH LEVEL FROM THE WOOD DRYING OVER TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0.15" PER FLOOR AND ASSUMES THE WOOD HAS AN INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF THE MOISTURE CONTENT IS HIGHER. THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLATION OF ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND ARCHITECTURAL SYSTEMS. EXIST DF SILL PL RIP 2x DF BLKG x 1 '-0" L2 LONG EA SIDE FOR FULL BRNG BTWN COLUMNS 3 1/2 x 6 GLULAM COLUMN EXIST (2) 2x10 6x6 DF COLUMN W/ SIMPSON ABU66Z POST BASE AND AC6 POST CAP PROVIDE BENTONITE STRIP @a PERIMETER OF NEW FTG TO PREVENT WATER INTRUSION II II a a a a II • 11 M J U SIZE AND REINF PER PLAN AND SCHED SECTION SCALE: 1 " = 1 '-0" BEAM PER PLAN WELDING NOTE: SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. IF WELDING IS PERFORMED IN SHOP, A COPY OF THE WELDER'S WABO CERTIFICATION CARD SHALL BE PROVIDED TO THE BUILDING INSPECTOR. 1 '-0" MIN . 1 '-6" MAX W 2" MIN RADIUS BEAM CONN 0 TOP PL PER STIFFENER PL EACH SIDE DETAIL 2 OF WEB TO MATCH BEAM FLANGE WIDTH AND THICKNESS. BEAM NOTCH DETAIL SCALE: 1 " = 1 '-0" 1 1 /2" FULL DEPTH 1/4" SHEAR PL 2 1 /2" I BEAM PER PLAN COLUMN PER \�J PLAN y HOLDOWN EA SIDE OF A35 E) CJP BEAM PER PLAN EXISTING CEILING JOISTS W/ HANGER PER PLAN WF BEAM PER PLAN, TYP 1/4"STIFF PL, TYP TYP (2) 3/4"0 A325 BOLTS. USE (3) 3/4 "0 BOLTS W/ W 10 BM COPE FLANGE AS REQD NOTCHED 4x6 DF POST W/ THREADED ROD THRU BEAM BOT FLANGE & F436 BEVELED WASHERS EA SIDE EA ROD MST60 STRAP PER DETAIL 6 SIDE PL 1/4"x 3 1/2"x 71/2"W/(2) 1/2"0 THRU BOLTS BEAM PER PLAN POST PER PLAN STEEL BEAM ON DOUBLE TOP PLATE STEEL BEAM CONTINUOUS OVER POST STEEL BEAM SUPPORT DETAILS SCALE: 1 " = 1 '-0" SECTION SCALE: 1 " = 1 '-0" a ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE SOLID DF WEB BLOCKING WITH 3/8"0 THREADED STUDS STAGGERED Ca 24" OC W/ 2" EDGE DIST NEW CEILING JOISTS W/ HANGER PER PLAN z_ Co The following documentation shall be available on ' site for the building inspector: ■ x❑ 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 ; MST60 W/ (20) 0.162" x 2 1/2" NAILS INTO 4x6 DF#2 A35 EA SIDE OF COL & EA ADJACENT JOIST BELOW FLOOR FRAMING PER TYP DETAILS GENTLY BEND STRAP TO LAP INSIDE OF STEM WALL FULL DEPTH BLKG AT ALL HOLDOWN CHORDS (4) 1/2"0 x 4" TITEN HD EXIST BASEMENT WALL REVIEWED BY CITY OF EDMONDS! ..... BUILDING DEPARTMENT.... . RESUB Apr 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z W W H CD Z W o % a� c °• I■■ j •` 3 A LU V W � j Q III Q �1 ^ LU (3) 0 J Q) � 1_ T LQ U W O Cc CL O A. WASH 785 DIVAL 04/ 18/ 22 REV. DATE DESCRIPTION 0 09115121 PERMIT SUBMITTAL 1 09/24/21 STEEL REVISIONS © 12108121 HOLDOWN REVISION 3 04118122 FRAMING SKETCH PROJECT NO.: 21065.01 DESIGNED BY. JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: STRUCTURAL NOTES WF CONNECTION DETAIL SCALE: 1 1/2" = 1 '-0" 0 POST -INSTALLED STRAP DETAIL SCALE: 1 " = 1 '-0" SHEET NO.: S1.1 w ex ss \N it Gv LuS 28-Z ff " (3) 2 x If W 7 � " MY, r� eA 5s P6 of ' {'` 0 +A rT' 6- o COi 15,PA C-6 A-t s •r 1* S.-I'D E SW ENGINEERING ROOF FRAMING PLAN SCALE: NTS �TQ.3 Pc rt- TY� D zAz-c.. 3 x .2'1 F-- V 3 P-P G CM Pe- (I- .DEPT-f k6-- _?67WLZ> L I WA t& (30x"f Lr- fv.'5T- wl 2.-S r PtA,(-C $67 C��iTi�upu5 6-- -go , fZ �c�o VC (r w(Lt] #-_r> w v c a F f to F t &- 0A-T s ri Y 6— RESUB Apr 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �1 Z O _O 1�1 UJ W r� Z W o �i A . F--4 W V W W o Z rn Q � W Q � uj a' O J Q) � co o W U W 0 cc A • B wAS�r��� gpL 85 sI01VAL 04/18/22 REV. DATE DESCRIPTION 0 09115121 PERMIT SUBMITTAL 1 09124121 STEEL REVISIONS 2 12108121 HOLDOWN REVISION A 04118122 FRAMING SKETCH PROJECT NO.: 21065.01 DESIGNED BY: JMD DRAWN BY.- JMD CHECKED BY: CAB SHEET TITLE: ROOF FRAMING PLAN SHEET NO.: (S1.2