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APPROVED BLD APRVD WC3-BLD2022-0527 Westgate Station II - Structural PlansSTRUCTURAL NOTES C G (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR CONCRETE SELF -WEIGHT + 35 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.280 ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.449 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.853 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.554 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IF) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD/SPECIAL CONCRETE WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5/5.0 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.131/0.171 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. SS BASE SHEAR (V), V = CSW = RIDI W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE B KZT 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND TABLE 1705.3. LIGHT FRAMED WOOD SHEAR WALLS - SPECIAL INSPECTION IS NOT REQUIRED. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS SHORING X GEOTECH ENGINEER EXCAVATION & FILL X GEOTECH ENGINEER CONCRETE REINFORCING PLACEMENT X ANCHOR BOLTS X HOLDOWN PLACEMENT X CONCRETE TEST SPECIMENS X CONCRETE PLACEMENT X ADHESIVE ANCHORS X IF USED EXPANSION ANCHORS X IF USED EMBEDDED PLATES X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. REINFORCING STEEL 4. PREMANUFACTURED WOOD TRUSSES 2. CONCRETE MIX DESIGN 5. WOOD I -JOISTS & ENGINEERED WOOD BEAMS 3. CONCRETE HOLDOWNS 6. POST -TENSIONING TENDONS SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. DEFERRED APPROVAL ITEMS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. DEFERRED SUBMITTALS SHALL BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. 1. HANDRAILS AND GUARDRAILS 2. BOLT -ON DECKS FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: REPORT NO: 1156720 PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES, INC. DATED: APRIL 14, 2020 ALLOWABLE SOIL PRESSURE: 3000 PSF (PER GEOTECH) LATERAL EARTH PRESSURE: UNRESTRAINED: 45 PCF + ANY APPLICABLE SURCHARGE RESTRAINED: 65 PCF +ANY APPLICABLE SURCHARGE PASSIVE: 200 PCF (WITH SAFETY FACTOR = 2.0) COEFFICIENT OF FRICTION: 0.35 (WITH SAFETY FACTOR = 1.5) SEISMIC SURCHARGE: 8H FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. 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 EIGHT (8") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ,K�7►141C0:111: ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM RATIO YARD SHRINKAGE STRAIN SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A WALLS 4000 PSI 0.45 5 1/2 SACK N/A P/T CONCRETE REFER TO SHEET S1.3 BEAMS, COLUMNS 4000 PSI 0.45 6 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX 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 CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. The following documentation shall be available on Special Inspections required for site for the building inspector: ; .this project: ■ II SPCCAL INSPECTION ! X❑ COE APPROVED ARCHITECTURAL PLAN SET � � I X❑ COE APPROVED STRUCTURAL PLAN SET ; ; ❑ COE REVIEWED CALCULATION PACKET ! I '. ❑ ENERGY CREDIT WORKSHEET ■ • I ❑ SITE PLAN ; ■ ❑ CIVIL PLAN ! I ■ X Shoring Design plan sheets ■ I I ■ I I I ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■ J APPROVED ALL WORK SUBJECT PLANS MUST BE TO FIELD ON JOB SITE INSPECTION FOR CODE COMPLIANCE OPERATION SOILS CONE PERIODIC REMARKS x GEOTECH ENGINEER SI IORING I XCAVATION&FILL X GEOTECH ENGINEER CONCRETE REINFORCING PLACEMENT x AN(HOR BOLTS x HOEDOWN PLACEMENT % CONCRETE TEST SPECIMENS x LONCRETE PLACEMENT X ADHESIVE ANCHORS x EF USED FXPANSION ANCHORS X EF USED LMBEODED PLATES x NOTE: ALLITEMS MARKED WITHFO M SHALL BEINSPECTED IN ACCORDANCE WITH IBC CHAPTERLT.SPECIAL INSPECTION SHALL BE PERFORMED By A OVALIFIED TESTING AGENCY DESIGNATED By THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIHCAT�ONS SHAI I BE I Mh�F MATH Y NRDLIGHT TO THE ATTENTION OF THE DESIGN TEAM. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: fc = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 f'c = 4000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 19 15 8 24 19 12 #4 25 19 10 33 25 15 #5 31 24 12 41 31 19 #6 37 29 15 49 37 23 #7 54 42 17 71 54 27 #8 62 48 19 1 81 1 62 30 f'c = 5000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 17 13 7 22 17 12 #4 23 17 9 29 23 15 #5 28 22 11 36 28 19 #6 34 26 13 43 34 23 #7 49 38 15 63 49 27 #8 56 1 43 17 72 56 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING 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" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF T-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. NON -SHRINK GROUT NON -SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DI4►14 VENEER SHALL BE ANCHORED TO BACKING WALLS PER SECTION 1406 OF THE IBC WITH 7/8" x 22 GA CORRUGATED SHEET METAL, 7/8" x 16 GA NON -CORRUGATED SHEET METAL, OR NO. 9 GAGE WIRE ANCHORS MINIMUM. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 32" OC HORIZONTALLY AND 25" OC VERTICALLY. WIRE ANCHORS SHALL HAVE ENDS BENT TO FORM AN EXTENSION FROM THE BEND AT LEAST 2" LONG, AND SHALL BE WITHOUT DRIPS. WIRE ANCHORS SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A NO. 9 GAGE HORIZONTAL JOINT REINFORCEMENT WIRE. THE JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. WHEN APPLIED OVER WOOD OR METAL STUD CONSTRUCTION, STUD SPACING SHALL NOT EXCEED 16" OC. APPROVED VAPOR BARRIER SHALL FIRST BE APPLIED OVER THE SHEATHING. EMBED ANCHORS IN THE MORTAR JOINT (MORTAR OR GROUT FOR HOLLOW UNITS) A MINIMUM OF 1 1/2" WITH AT LEAST 5/8" MORTAR OR GROUT COVER TO OUTSIDE FACE. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) LIGHT FRAMING (STUDS) DOUG-FIR STUD 700 850 2x JOISTS AND PLANKS DOUG-FIR #2 900 - PLATES AND BLOCKING DOUG-FIR #2 900 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS DOUG-FIR #2 900 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.14801 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE 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 THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 12.1.4.2. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G 185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.5. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv (PSI Fc (PSI) BEAMS & POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 RIMS & BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 - BEAMS & POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS (d >_ 9 1/2") PSL 2.0E 2,900 290 1 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOLLOWING MINIMUM STANDARDS: SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI WOOD I -JOISTS WOOD I -JOISTS, MANUFACTURED BY WEYERHAEUSER CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. ALL I -JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS OR WOOD LEDGERS WITH SIMPSON IUS, ITS, OR MIT HANGERS. PROVIDE WEB STIFFENERS AS REQUIRED. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 "C�9 OF 1PAg� j P �w �� ��� YI6NAL 09/22/23 J H H H Q H H H H z m m m D D D m O cn cn cn F D w w w 0 LL1 w w w w 0 a a a a N M M M LLI N � N � N � N F- Ln lD II f V Q 0 II rH M M 101010 O Y L Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT N Q 3: p oo aoa (~ Z ?y O �--' Q 0 W 0 H O LJ (p 0 W SHEET: FOR COMPLIANCE WITH THE APP ABLE CONSTRUCTION CODES IDENTIFIE BELOW. ® BUILDING IN STRU URAL MECHANICAL PLUM G ELECTRICAL ® ENER ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DO UMENTS DOES NOT AUTHORIZE CONSTRU ION TO STATE, OR LOCAL REGULATIONS. BY: ��a�- � ..-��' )ATE:11/15/2023 WEziT E;uAJT cunt uuNSULTANTS, INC. S1.1 STRUCTURAL NOTES SHOTCRETE NOTES 4= 'gI (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING PRE -MANUFACTURED WOOD TRUSSES WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS, REFER TO THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING LISTED IN THE DESIGN LOAD SECTION, ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF. TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. IN ADDITION TO THEIR SELF WEIGHT, ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 5 PSF AND A BOTTOM CHORD DEAD LOAD OF 10 PSF ACTING SIMULTANEOUSLY. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS, OR L/240 FOR TOTAL LOADS. TYPICAL FRAMING NOTES F� 1�e1:\I1[e1U�/e\���:7e11/11►[e 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. 2. WALL BASE PLATE ON CONCRETE WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3" POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. 4. DIAPHRAGM NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL — — — — — DIRECTION OF FRAMING NATIVE SOIL GRANULAR FILL STRUCTURAL STEEL RATED SHEATHING SHEAR WALL (SEE SCHEDULE) EXTENT OF FRAMING COLUMNS COLUMN BEARING ON BEAM BEAM CONTINUOUS OVER SUPPORT CONCRETE WALL P SWX / 0 COLUMN MARK (SEE SCHEDULE) BEARING STUD WALL NON -BEARING STUD WALL BEARING STUD SHEAR WALL NON -BEARING STUD SHEAR WALL FOOTING MARK (SEE SCHEDULE) HOLDOWN MARK (SEE SCHEDULE) HANGER MARK (SEE SCHEDULE) FLAG NOTE (SEE PLAN NOTES) O O �V CMU WALL MOMENT FRAME CONN. ExxxXM6STEEL ABBREVIATIONS (A) ABOVE ANCHOR BOLT ALTERNATE GLB GLUE -LAMINATED BEAM AB HORIZ HORIZONTAL KING POST KIPS PER SQUARE INCH ANGLE MECHANICAL ALT KP ARCH (B) ARCHITECT BELOW KSI L BD BAR DIAMETER MECH BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM NS NEAR SIDE BRNG BEARING OC ON CENTER BTWN CJP BETWEEN COMPLETE JOINT PENETRATION OPP OPPOSITE PLATE PL CLR CLEAR PLCS PSI PLACES CIVIL) CONCRETE MASONRY UNIT POUNDS PER SQUARE INCH COL COLUMN CONCRETE CONNECTION CONTINUOUS COORDINATE PSF POUNDS PER SQUARE FOOT CONC CONN CONT COORD P/T POST TENSIONED PRESSURE TREATED REINFORCING REQUIRED PT REINF REQ'D DBL DOUBLE SCHED SIM SCHEDULE DET DETAIL SIMILAR DIA DIAMETER SOG STD SLAB ON GRADE DIM DIMENSION STANDARD DIR EA DIRECTION EACH STIFF STL STIFFENER STEEL ELEV ELEVATION SYMM SW SYMMETRICAL ES EACH SIDE SHEARWALL EX EXISTING EXPANSION TOC TOS TOP OF CONCRETE EXP TOP OF STEEL FLR FDN FLOOR FOUNDATION FOOTING FAR SIDE TOW TOP OF WALL TYPICAL TYP FTG LINO UNLESS NOTED OTHERWISE VERTICAL FS VERT GC GENERAL CONTRACTOR WF WIDE FLANGE GENERAL NOTES 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 ALL SHOTCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE IBC SECTION 1908, AMERICAN CONCRETE PHONE (425) 778-8500 INSTITUTE (ACI) 50611-05 GUIDE TO SHOTCRETE, ACI 5-6.2-95 SPECIFICATIONS FOR SHOTCRETE, AND ACI 506.411-94 FAX (425) 778-5536 GUIDE FOR THE EVALUATION OF SHOTCRETE. A PRE -CONSTRUCTION MEETING WITH THE CONTRACTOR, SPECIAL INSPECTOR, AND BUILDING OFFICIAL IS REQUIRED TO DISCUSS AND REVIEW THE SHOTCRETE PROCEDURES, WHICH SHALL INCLUDE THE LIFT HEIGHT, NOZZLER APPROVAL, NOZZLER'S ASSISTANT (BLOW PIPE OPERATOR) APPROVAL, EQUIPMENT, METHOD OF TAKING COMPRESSION TEST SAMPLES, DESIGN MIX, SLUMP, AND PRE -CONSTRUCTION TESTING. ANY SHOTCRETE COMPRISED OF COARSE AGGREGATE SHALL NOT USE COARSE AGGREGATE EXCEEDING 3/4 INCH. ANY REBOUND OR ACCUMULATED LOOSE AGGREGATE SHALL BE REMOVED FROM THE SURFACES TO BE COVERED PRIOR TO PLACING THE INITIAL OR ANY SUCCEEDING LAYERS OF SHOTCRETE. REBOUND SHALL NOT BE USED AS AGGREGATE. UNFINISHED WORK SHALL NOT BE ALLOWED TO STAND FOR MORE THAN 30 MINUTES UNLESS EDGES ARE SLOPED TO A THIN EDGE. BEFORE PLACING ADDITIONAL MATERIAL ADJACENT TO PREVIOUSLY APPLIED WORK, SLOPING AND SQUARE EDGES SHALL BE CLEANED AND WETTED. G�EVI' C 1PAS `Y IN -PLACE SHOTCRETE THAT EXHIBITS SAGS, SLOUGHS, SEGREGATION, HONEYCOMBING, SAND POCKETS OR OTHER G �w OBVIOUS DEFECTS SHALL BE REMOVED AND REPLACED. SHOTCRETE ABOVE SAGS AND SLOUGHS SHALL BE _Jwo REMOVED AND REPLACED WHILE STILL PLASTIC. Mi .T a SHOTCRETE SHALL BE KEPT CONTINUOUSLY MOIST FOR 24 HOURS AFTER SHOTCRETING IS COMPLETE OR SHALL BE `O745 Z�ti SEALED WITH AN APPROVED CURING COMPOUND. FINAL CURING SHALL CONTINUE FOR SEVEN DAYS AFTER L SHOTCRETING, OR FOR THREE DAYS IF HIGH -EARLY -STRENGTH CEMENT IS USED, OR UNTIL THE SPECIFIED s`SIONAL STRENGTH IS OBTAINED. 09122/ 23 WHERE IT WILL TAKE MORE THAN ONE 8 HOUR WORK DAY TO COMPLETE THE SHOTCRETE ON A PROJECT, MORE THAN ONE NOZZLER MAY BE REQUIRED TO PASS A MOCK-UP PANEL BEFORE THE SHOTCRETING MAY START. NO SHOTCRETE SHALL BE PLACED BY ANY PERSON OTHER THAN A NOZZLER PRE -QUALIFIED AND APPROVED FOR THE PROJECT. IF ONLY ONE NOZZLER IS APPROVED FOR THE PROJECT AND THAT PERSON IS UNABLE TO COMPLETE IT FOR ANY REASON, WORK SHALL STOP UNTIL ANOTHER NOZZLER IS APPROVED. RFINFnRCIN[; REINFORCING BARS USED IN SHOTCRETE CONSTRUCTION SHALL USE NO. 5 OR SMALLER BARS. NO. 6 BARS AND LARGER MAY BE USED IF DEMONSTRATED THROUGH PRE -CONSTRUCTION TESTS THAT ADEQUATE ENCASEMENT OF LARGER BARS CAN BE ACHIEVED. THE MINIMUM CLEARANCE BETWEEN PARALLEL REINFORCING SHALL BE 2 INCHES MINIMUM FOR NO. 5 OR H H H SMALLER BARS; WHEN BARS LARGER THAN NO. 5 ARE PERMITTED, THE MINIMUM CLEARANCE BETWEEN PARALLEL Q ~ ~ ~ BARS SHALL BE EQUAL TO SIX BAR DIAMETERS OF THE BAR BEING USED. WHEN TWO CURTAINS OF STEEL ARE H PROVIDED, THE CURTAIN NEARER THE SHOTCRETE NOZZLE SHALL HAVE A MINIMUM SPACING EQUAL TO 12 BAR z :E Co 00 00 DIAMETERS AND THE REMAINING CURTAIN SHALL HAVE A MINIMUM SPACING OF SIX BAR DIAMETERS. 0 Co =) N N LAP SPLICES OF REINFORCING BARS SHALL UTILIZE THE NONCONTACT LAP SPLICE METHOD WITH A MINIMUM w w w CLEARANCE OF 2 INCHES BETWEEN BARS. N PRECONSTRUCTION TESTS 00 W A TEST PANEL SHALL BE SHOT, CURED, CORED OR SAWN, EXAMINED AND TESTED PRIOR TO COMMENCEMENT OF 0 w a w w w THE PROJECT. THE SAMPLE PANEL SHALL BE REPRESENTATIVE OF THE PROJECT AND SIMULATE JOB CONDITIONS AS CLOSELY AS POSSIBLE. THE PANEL THICKNESS AND REINFORCING SHALL REPRODUCE THE THICKEST AND MOST cal m m m CONGESTED AREA SPECIFIED IN THE STRUCTURAL DESIGN. IT SHALL BE SHOT AT THE SAME ANGLE, USING THE fV fV fV fV SAME NOZZLEMAN AND WITH THE SAME CONCRETE MIX DESIGN THAT WILL BE USED ON THE PROJECT. THE � I j QD � rlj EQUIPMENT USED IN PRECONSTRUCTION TESTING SHALL BE THE SAME EQUIPMENT USED IN THE WORK REQUIRING Q SUCH TESTING, UNLESS SUBSTITUTE EQUIPMENT IS APPROVED BY THE BUILDING OFFICIAL. � rH m m 01010 O STRENGTH TESTS Y Q' STRENGTH TESTS FOR SHOTCRETE SHALL BE MADE BY AN APPROVED AGENCY ON SPECIMENS THAT ARE REPRESENTATIVE OF THE WORK AND WHICH HAVE BEEN WATER SOAKED FOR AT LEAST 24 HOURS PRIOR TO TESTING. WHEN THE MAXIMUM -SIZE AGGREGATE IS LARGER THAN 3/8 INCH, SPECIMENS SHALL CONSIST OF NOT DESIGN: CGP/LMS LESS THAN THREE 3-INCH-DIAMETER CORES OR 3-INCH CUBES. WHEN THE MAXIMUM -SIZE AGGREGATE IS 3/8 INCH DRAWN: JEG OR SMALLER, SPECIMENS SHALL CONSIST OF NOT LESS THAN 2-INCH-DIAMETER CORES OR 2-INCH CUBES. SPECIMENS SHALL BE TAKEN FROM THE IN -PLACE WORK OR FROM TEST PANELS, AND SHALL BE TAKEN AT LEAST CHECK: MTM ONCE EACH SHIFT, BUT NOT LESS THAN ONE FOR EACH 50 CUBIC YARDS OF SHOTCRETE. WHEN THE MAXIMUM -SIZE AGGREGATE IS LARGER THAN 3/8 INCH, THE TEST PANELS SHALL HAVE MINIMUM JOB NO: 1 9440.1 0 DIMENSIONS OF 18 INCHES BY 18 INCHES. WHEN THE MAXIMUM SIZE AGGREGATE IS 3/8 INCH OR SMALLER, THE DATE: 03/28/22 TEST PANELS SHALL HAVE MINIMUM DIMENSIONS OF 12 INCHES BY 12 INCHES. PANELS SHALL BE SHOT IN THE SAME POSITION AS THE WORK, DURING THE COURSE OF THE WORK AND BY THE NOZZLEMEN DOING THE WORK. THE CONDITIONS UNDER WHICH THE PANELS ARE CURED SHALL BE THE SAME AS THE WORK. PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL MECHANICAL PLUMBING ELECTRICAL ®ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: "71�T/���`�' )ATE: 11 /15/2023 WEb i GUAS ► Gwt uUNSULTANTS, INC. BLD2022-0527 RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT r ^ V ! w F_ >- N O z�� Z 0 F- � 0) J F_ Q V o ZD F-0V U �LaZ w(moo T_ o oLli 0-) La � SHEET: Slm2 POST TENSIONING NOTES C G (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS). GENERAL 1. TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQUIREMENTS. 2. DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER, IN WRITING, DURING THE BIDDING PERIOD OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEERS. 3. SHORING: IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, FORMWORK, ETC., AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. POST -TENSIONED SLABS MAY CARRY SHORING LOADS EQUIVALENT TO THEIR DESIGNED SUPERIMPOSED LOADS. SUPERIMPOSED LOADS INCLUDE LIVE LOAD, PARTITION LOAD, AND ANY OTHER LOAD NOT IN PLACE AT TIME OF SHORING. 4. OTHER TRADES: SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. ALL DIMENSIONS ARE TO BE CHECKED AND VERIFIED WITH THE ARCHITECTURAL DRAWINGS. SEE ALSO CONCRETE NOTE #7. 5. INSPECTIONS: ANY INSPECTIONS (SPECIAL OR OTHERWISE) THAT ARE REQUIRED BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR THESE PLANS, SHALL BE DONE BY AN INDEPENDENT INSPECTION AGENCY EMPLOYED BY THE OWNER. JOBSITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. 6. SHOP DRAWINGS: SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REINFORCEMENT 1. REFER TO S1.1 FOR TYPICAL REINFORCEMENT NOTES. POST -TENSIONING 1. POST -TENSION INSPECTION: TENDON PLACEMENT, INTEGRITY OF PROTECTIVE WRAPPING, AND STRESSING SHALL BE SPECIAL INSPECTED BY AN INSPECTOR WITH CURRENT WABO CERTIFICATION. ALL PRE -STRESSING DESIGN, MATERIALS AND CONSTRUCTION SHALL CONFORM TO ACI STANDARD AND IBC AS AMENDED BY LOCAL BUILDING AUTHORITY. 2. POST -TENSIONING QUALITY: POST -TENSIONING TENDONS SHALL BE OF STRESS -RELIEVED, LOW RELAXATION STRAND AND SHALL CONFORM PTI SPECIFICATIONS FOR CORROSIVE ENVIRONMENTS. SEVEN WIRE STRAND ASTM DESIGNATION A416 1/2" DIAMETER TENDON AREA 0.153 SQ. IN. ULTIMATE STRENGTH (FPU) 270 KSI TEMPORARY STRESS TO OVERCOME FRICTION 33 KIPS ANCHORING SEAT LOSS 1" EFFECTIVE DESIGN STRESS (FSE)-LOW RELAXATION SEE CALCS TENDON COVER (PER IBC) INTERIOR SPAN TOP PER PLANS BOTTOM PER PLANS END SPANS BOTTOM PER PLANS 3. TENDONS: UNBONDED STRANDS SHALL BE ENCASED IN 40 MIL SLIPPAGE SHEATHING WHICH SHALL CONSIST OF A DURABLE WATERPROOF POLYETHYLENE PLASTIC TUBING CAPABLE OF PREVENTING THE PENETRATION OF CEMENT PASTE AND WHICH WILL CONTAIN A RUST -INHIBITING GREASE COATING. TEARS IN THE SHEATHING GREATER THAN 2" IN LENGTH SHALL BE REPAIRED. 4. SHOP DRAWINGS: SUPPLIER SHALL SUBMIT SHOP DRAWINGS STAMPED BY A LICENSED ENGINEER IN THE STATE OF WASHINGTON, TWO WEEKS PRIOR TO PLACING, SHOWING TENDON LAYOUT, DEAD-END, AND STRESSING -END LOCATIONS, AND TENDON SUPPORT LAYOUTS WITH DETAILS NECESSARY FOR INSTALLATION FOR THE ENGINEER'S APPROVAL. 5. TENDON PLACEMENT: CARE SHALL BE TAKEN THAT TENDONS ARE LOCATED AND HELD IN THEIR DESIGNED POSITIONS. CHAIRS ARE REQUIRED AT ALL INTERSECTIONS OF DISTRIBUTED TENDON GROUPS AND SUPPORT BARS. CHAIRS FOR SUPPORT BARS AT BANDED TENDONS SHALL BE SPACED NOT MORE THAN 2'-0" O.C., TWO CHAIR MINIMUM TOLERANCES FOR LOCATION OF PRE -STRESSING STEEL SHALL NOT BE MORE THAN ; 1/4" VERTICALLY, EXCEPT AS NOTED OR APPROVED BY THE ENGINEER. ACCESS TO STRESSING ENDS SHALL BE MAINTAINED WHERE SHOWN. 6. TENDON ADJUSTMENTS: SLIGHT DEVIATIONS IN THE SPACING OF THE SLAB TENDONS WILL BE PERMITTED WHEN REQUIRED TO AVOID OPENINGS, INSERTS AND DOWELS WHICH ARE SPECIFICALLY LOCATED. WHERE LOCATIONS OF TENDONS SEEM TO INTERFERE WITH EACH OTHER, ONE TENDON MAY BE MOVED HORIZONTALLY IN ORDER TO AVOID THE INTERFERENCE. 7. TENDON STRESSING: TENSION SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE CONCRETE IN PLACE HAS REACHED THE SPECIFIED INITIAL COMPRESSIVE STRENGTH (F'c) = 3,000 PSI. TENSIONING SHALL BE DONE BY JACKING WITH A JOINTLY CALIBRATED RAM AND GAGE UNDER IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK. CONTINUOUS INSPECTION AND RECORDING OF ELONGATIONS IS REQUIRED DURING ALL STRESSING OPERATIONS. THE OBSERVED ELONGATION SHALL BE WITHIN ±7% OF THAT PREDICTED. NOTIFY P/T SUPPLIER AND THE ENGINEER IMMEDIATELY OF ANY DEVIATIONS. 8. TENDON ANCHORAGES SHALL BE RECESSED 1 1/2 INCHES AND TWO #4 BARS PLACED BEHIND ALL ANCHORS CONTINUOUS, U.N.O. STRESSING ANCHORS SHALL BE CLEANED AND PAINTED WITH RUST-OLEUM OR EQUAL BEFORE FILLING ALL POCKETS WITH NON -SHRINK GROUT AFTER STRESSING. AT ALL LOCATIONS WHERE CONCRETE WILL BE EXPOSED TO WATER INFILTRATION, AN ENCAPSULATED TENDON SYSTEM SHALL BE USED. 9. POWER DRIVEN FASTENERS OR DRILLED ANCHORS SHALL NOT BE PERMITTED, EXCEPT AS APPROVED BY THE ENGINEER. 10. PUMPED CONCRETE: 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 TENDONS. NO EXCEPTIONS TO THIS REQUIREMENT WILL BE GRANTED. 11. CONCRETE CONSOLIDATION: CONTRACTOR SHALL TAKE PRECAUTIONS TO ASSURE COMPLETE CONSOLIDATION AND DENSIFICATION OF CONCRETE BEHIND ALL POST -TENSIONING ANCHORAGES. 12. CHLORIDES: GROUT OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE USED. 13. DE -SHORING: SLAB OR BEAMS MAYBE DE -SHORED WHEN ALL TENDONS HAVE BEEN STRESSED, UNLESS SHORING IS REQUIRED TO CARRY FLOORS ABOVE. 14. POST -TENSIONING CABLE SUPPLIER SHALL BE CERTIFIED BY THE POST TENSIONING INSTITUTE (PTI). 15. POST -TENSIONING ANCHORS SHALL BE MANUFACTURED BY GENERAL DYNAMICS, INC. CONCRETE 1. DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI CODES AND SPECIFICATIONS. ALL CONCRETE SHALL DEVELOP THE SPECIFIED COMPRESSIVE STRENGTH (F'C) WITHIN 28 DAYS. ALL CONCRETE SHALL BE STONE AGGREGATE 3/4" MAXIMUM AGGREGATE SIZE (ASTM NO. L-67) THE USE OF FLY ASH IS PERMISSIBLE, SEE NOTE #8 BELOW. 2. INSERTS: SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZES AND LOCATIONS OF HOLES, SLEEVES, REGLETS, WASHERS, BOLTS, NOTCHES, DRIPS, ETC. SEE STRUCTURAL DRAWINGS FOR EMBEDDED INSERTS, AND ANCHORS IN CONCRETE. 3. ADMIXTURES SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. CALCIUM CHLORIDES SHALL NOT BE PERMITTED IN ANY CONCRETE OR GROUT. 4. INSPECTION: ALL CONCRETE EXCEPT SLABS ON GRADE SHALL HAVE SPECIAL INSPECTION. CONCRETE FOR COLUMNS SHALL BE PLACED AT LEAST 2 HOURS BEFORE SLAB CONCRETE IS PLACED. 5. CONSTRUCTION JOINT: LOCATIONS ARE TO BE SUPPLIED TO ENGINEER FOR APPROVAL. 6. FIRE ENDURANCE DESIGN SHALL BE IN ACCORDANCE WITH IBC 2009 FOR A 3 HOUR AREA SEPARATION. 7. CONDUITS AND PIPES EMBEDDED WITHIN THE SLAB (OTHER THAN THOSE MERELY PASSING THROUGH) SHALL SATISFY THE FOLLOWING: A) THEY SHALL BE NOT LARGER THAN ONE THIRD THE OVERALL THICKNESS OF THE SLAB IN WHICH THEY ARE EMBEDDED. B) THEY SHALL BE SPACED NOT CLOSER THAN THREE DIAMETERS OR WIDTHS ON CENTER. AT ELECTRICAL ROOMS OR CONGESTED AREAS WHERE MINIMUM SPACING CANNOT BE ACHIEVED USE #5 AT 12" O.C. EACH WAY EXTENDING A MINIMUM OF TWO FEET BEYOND CONGESTION. MORE THAN ONE LAYER OF CONDUIT IS NOT PERMITTED UNLESS APPROVED BY THE ENGINEER. C) THEY SHALL NOT IMPAIR SIGNIFICANTLY THE STRENGTH OF CONSTRUCTION. D) THEY ARE NOT EXPOSED TO RUSTING OR OTHER DETERIORATION. E) THEY ARE OF UNCOATED OR GALVANIZED IRON OR STEEL NOT THINNER THAN STANDARD SCHEDULE 40 STEEL PIPE. 8. CONCRETE MIX DESIGN SHALL COMPLY WITH THE FOLLOWING: CONCRETE STRENGTH: AT 28 DAYS f'c = 5000 PSI* WATER / CEMENT RATIO TO BE LESS THAN 0.38 28 DAY SHRINKAGE STRAIN TO BE LESS THAN 0.03%. WATER REDUCTION AGENTS MAY BY ADDED TO INCREASE SLUMP CONCRETE DESIGN MIX TO BE SUBMITTED TO THE ENGINEER FOR REVIEW TWO WEEKS PRIOR TO THE CONCRETE POUR. * fci SHALL BE 3000 PSI PRIOR TO STRESSING. 9. SLAB MAINTENANCE PROVISIONS: MEASURES HAVE BEEN TAKEN TO MINIMIZE THE AMOUNT OF SLAB CRACKING. HOWEVER SOME CRACKING DUE TO THERMAL AND SHRINKAGE SHORTENING SHOULD BE ANTICIPATED. THESE CRACKS ARE NORMALLY NOT STRUCTURALLY SIGNIFICANT. HOWEVER, CRACKS LARGER THAN 0.005 INCHES SHOULD BE REPAIRED. IT IS RECOMMENDED THAT TWO YEARS AFTER CONSTRUCTION, THE SLAB BE INSPECTED FOR CRACKING AND ANY SIGNIFICANT CRACKS BE REPAIRED. FUNDS SHOULD BE SET ASIDE BY THE OWNER FOR REPAIR. DESIGN CRITERIA 1. ALL LOADS AND STRESSES PER THE INTERNATIONAL BUILDING CODE, LATEST EDITION. 2. FOR BREAKDOWN OF LOADS TO SLAB, SEE STRUCTURAL CALCULATIONS BY CG ENGINEERING. 3. POST -TENSIONED SLAB DESIGN LOADS ARE AS FOLLOWS: POST TENSIONED SLAB DESIGN LOADS LEVEL DEAD LOAD (PSF) LIVE LOAD (PSF) RED LL* (PSF) ROOF 18 25 25 6TH 36 40 32 5TH 36 40 32 4TH 36 40 32 3RD 36 40 32 2ND VARIES 40 32 1ST VARIES VARIES VARIES * LIVE LOADS ARE REDUCED PER IBC 1607.9 ClliIil►[y:\���iIiltrl�:iriia►l�l��iI�l:�y�e\ �:��1►11il:till►[el9:ti0111110FTWA:[9l1J:i1l:1iI'MAINI►la PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ®ENERGY ®ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: _ �j�T�' )ATE:11 /15/2023 WEi i uuAJ ► cuut c;uivSULTANTS, INC. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 C" OF WA-4- ; �-16 IVAL �''� 09/22/23 cV M M M W fV fV fV fV F- Ln lD 1:* f V Q CV c-I CV CV C) m rn O O O O 011 DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT N Q � O 00 F' V < V) z O La cc ` Q 0 0 0 z T_ o L d (j) �: rn w SHEET: V/ W F_ O z S1m3 Bo i Zn N r M B C D E F G H I%o 20'-9" 27'-0" 27'-0" 27'-0" 27'-0" 27'-0" 20'-9" ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 SOLDIER PILE WALL PER PHONE (425) 778-8500 SHORING DRAWINGS FAX (425) 778-5536 I I I I I I I I 10 �Lti �Lti �Lti 54.1 � F1C �Lti �Lti - - 1 r--------------7 r----------------r r----------------r r---------- --------L r----------------r L r----------------r L --------------- 10 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 54.1 I I I I I I I I I I I I I I I I I I I L. r____J L________J L________J L________J L________J L________J I 10" CONC WALL 10 I F9 i i F9 F9 F9 F9 F9 I TYP @ EXTERIOR S4.1 I 9 I I I I S4.1 F2C I I I Gvy C F1C I OI L J C) of 1PAS�l s I r ---� r---------I r---------I r---------I r---------1 r - - - - - - - - - r-- .0 C� C,'y L I I L I I L I I L I I L I I L I I 23725 2 I I I I I I I I I I I I I, s L1 I I I I I I I I I I I I I CS' `SjONAL I I I I I I I I I I I I r ___J L________J L________J L________J L________J L________J L___ 10 L 09/ 22/ 23 S4.1 % i i D9 F9 F9 F9 F9 F9 F9 II I 8" CONC WALL II / IIII II 11 - - - - - - - -- ---� I II 54.1 SLAB ON GRADE II J -JI F9 I I Q 9 - �: I IL r- F1C I o S4.1 00 z I j z O I I O U r---------1 r---------I r---------1 r - - - - - - - - - r--------1 r - - - - - - - - - I J u _ L --- II _ II _ _ II I III �H�m H�m H 12 TYP S4.1 �m 3 > I I I I I I I I I I I I I I II 2 w w w 10 I I I I I I I I I I I I I L _ ___-_J L________J L_____ F9 2 S4.1 i F1C I I 10" F9 F9 F9 ---J L--------J F9 L----- F9 o I U 1 I I I CONC WALL 9 I W w w w w I F1C II S4.1 I I / I I I I S4. 0 a- a- a- a- I J _ _ _ r-------- -- I = �: _ CON C WALL r r--- --- -� cV cV N N o �z - 4 �Y --1 �0 �J �� �0N N F1C j 4.1 9 Q cv rl cV �f0V a O S4.1 . Irl m m S4.2 I� v ---------------------------------------------------------------------------------------------------------------- --------------- I10 v - ---- `------- - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - --- - Q S4.1--CC i C WALL g I UL 7( L F1C J II jI Q /F1C Q DESIGN: CGP/LMS O 1-1 I I oU 8" u F7 S4.1 I DRAWN: JEG S4.2 --------- --- - I WALL z F1C v L_ ________ __ ___J u I CHECK: MTM I \ F1C J I I AGO' r--------- i = Q r--------- 1 r--------- I r--------- 1 r--------� I JOB NO: 19440.10 � oOC. j F1C j I C' I S4.1 I L I I I I L I I I I L I J DATE: 03/28/22 L_ __J 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 C. 2 F6 I L--______J L________J L________J L________J L________J L________ F6 O S4.2 I0 F9 F9 F9 F9 F9 /�/ op F1C 54.2 I / O BLD2022-0527 L I -1 CC2 F1CCO CC2 L----------, _ �_ / z I F1C � I 6 1 L---------------------------------------------------------------------------------- --------------------------------------------- - O�, -- F6 N I S4.2 I I 2 I F6C F�TF�Oq<< I RESU BCL cc?- CC2 CC2 CC2 CC2 CC2 O s4.2 cc2 cC2 Oct 02 2023 12 TYP DE EILO MTY F NDT SOERDV CEQ S4.1 - - 7 DEPARTMENT J� 6 F6 F6 F6 F6 F6 F6 F6 L Q z<0 C;d� o-:�:oo �. V) Z � � 0 Q DO A B - D E F G I (n z 0 Q L L- H 0 0 0 FOUNDATION & FIRST FLOOR FRAMING PLAN Q La SCALE: 1/8" = V-0" 0 z z /�/� 5'-0" 0 5'-0" 10'-0" O ` V FOUNDATION PLAN NOTES: V) W co 0 O 1. REFERENCE FLOOR ELEVATION IS 338.0 FT UNO. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 5. INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET S3.1 FOR SIZE & 10. CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION, 12. BRICK VENEER SHALL BE SUPPORTED VERTICALLY ON THE CONCRETE STEM FOUNDATION PER W Lj- V-6" BELOW ADJACENT GRADE. [XXX.X') INDICATES TOP OF FOOTING ELEVATION FOR REINFORCEMENT. WATERPROOFING, AND BACKFILL & DRAINAGE BEHIND RETAINING WALLS PER GEOTECHNICAL DETAIL 10/S4.2. REFER TO STRUCTURAL NOTES ON S1.1 FOR ADDITIONAL VENEER fir REFERENCE ONLY. FINAL FOOTING ELEVATIONS MAY VARY BASED ON SOIL CONDITIONS, AND REPORT. GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL CONDITIONS DURING REQUIREMENTS. SHALL ULTIMATELY BE DETERMINED BY THE CONTRACTOR. 6. REFER TO SHEET S4.1 THRU S4.2 FOR FOUNDATION DETAILS. CONSTRUCTION (AND GROUNDWATER CONDITIONS) AS REQUIRED, AND PROVIDE ADDITIONAL 2 SHEET: RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. FLAG NOTES: 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED 7. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER (4) #6 STRUCTURAL FILL AS SPECIFIED IN THE SOILS REPORT. TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 11. LINO, CONCRETE WALLS AT THIS LEVEL SHALL BE REINFORCED AS FOLLOWS: AT THESE LOCATIONS PROVIDE (4) #6 AT WALL ENDS. REFER TO DETAIL 1/S4.1 FOR PLAN REVIEW ACCEPTAI CE 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ #4 @ 18" OC EA WAY. SLAB 8. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH THICKNESS VERT REINF HORIZ REINF END REINF ADDITIONAL DETAILING INFORMATION. in FOR COMPLIANCE WITH THE APPLIC LE SHALL BE POURED OVER A 15 MIL VAPOR BARRIER OVER 6" OF 5/8" CLEAN CRUSHED ROCK. OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. CONSTRUCTION CODES IDENTIFIED B OW. 8" #5 @ 12" OC CENTERED #5 @ 12" OC (1) #6 VERT #4 CROSS TIE @ 12" OC W/ 4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT 9. REFER TO DETAIL 3/S4.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. CENTERED 90° & 135° BEND; ALTERNATE ® BUILDING ® STRUCT AL PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 10 ENERGY #5 @ 8" OC INSIDE FACE #5 @ 12" OC ALE] MECHANICAL ❑ #5 @ 12" OC SOIL SIDE EA FACE (2) #6 VERT ELECTRICAL ®ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCU ENTS DOES NOT AUTHORIZE CONSTRUCTI TO PROCEED IN VIOLATION OF ANY FED AL, STATF )ATE:11/15/2023 WEs► cVAs/ cuut cuNSULTANTS, INC. C C NJ Ej ni I I I I I I I I r----------- ----, r f--y------------------ — --y--------- -------- -- ----------------- y-- --y------- --------Z.." y---- I II 0 I „ . 11 ,� -- - - LJ - - - - - - - - - II I I I ♦ II I j II 'H < I I I17 I I F_ I 77F T7 I I II ♦ IUI I ♦ — L----------- -- _ ' — ---------------J r ' TOC I L AL—_ U__ I I UNO Fin I I I _ I I I I I I I I LE I rL I I L:r ------- IFLq I I l 7 r LJ _j I " I II 0 -2" I II r ----------- I I -------�� II u r--- I I I �1 00 I 00 ;I I - - IL--- t----- -- - - - - ------ I i z \ I I I I TOC REF ELEV = 0" UNO I I I BOT SLAB ELEV = [-14"] UNO i ^ I / I I 11 0"� 12� rn i ----- ----- o o � c _ -14"I I � <E < -I m I > Li I i L 0.1 211 2„ Oil i � -1 I \ 14" i PROVIDE PLINTH i o rI PER 8/S5.3 I 2" STEP IN SLAB J c1 I I o I , ,� ,� 10 I I Lr r� r� r� rl r-1 I [3] I I I LL---- [-4u] — I I I — — I — I U U U SECOND FLOOR CONCRETE PLAN SCALE: 1/8" = V-0" CONCRETE PLAN NOTES: 1. REFERENCE FLOOR ELEVATION IS 350.0 FT UNO. [+/-X"] INDICATES TOP OF CONCRETE ELEVATION FROM REFERENCE FLOOR ELEVATION. TOP OF CONCRETE ELEVATION = [0"] TYPICAL, UNO. 2. POST -TENSIONED SLAB DEPTH SHOWN ON PLAN. 3. REFER TO SHEET S2.3 FOR POST -TENSIONING PLAN NOTES. 4. REFER TO SHEET S2.4 FOR MILD REINFORCING PLAN NOTES. 5. ALL SHEAR WALL ANCHOR BOLTS AND HOLDOWN RODS SHALL BE CAST -IN -PLACE WITH SLAB. CONTRACTOR SHALL ALSO USE ANCHOR BOLTS FOR BEARING AND NON -BEARING WALLS WHENEVER P/T COVER IS 1 1/4" OR LESS. WHEN COVER IS GREATER THAN 1 1/4", CONTRACTOR HAS THE OPTION TO USE 1/4" 0 x 2 1/2" RAWL PINS W/ SAME SPACING AND 1" 0 ROUND WASHERS IN LIEU OF ANCHOR BOLTS FOR ALL NON -SHEAR WALLS. UD UE 6. REFER TO 9/S4.3 FOR CONCRETE CURB WALLS AT PLANTERS AND RAMPS. Z� TOC 7. REF TOC = 0" 771INDICATES SLAB STEP L-177—BOC 77r,"11 , INDICATES SLAB TRANSITION FROM FLAT TO SLOPED EN N WIN U 5'-0" 4= 0- 4m ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 VY c� c� wAs�pl s ; �� IQNAL 09/22/23 J J J Q Z Co Co Co Om V) V) N WWw � N OC OC OC Ld 0 a a a a N M M M N N N N W � Ln l0 qt N Q N c-1 N N rA M Im O O O O N DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 63i w RESUBLj Oct 02 2023 f):f CITY OF EDMONDS ^— \ DEVELOPMENT SERVICE U DEPARTMENT Z O U 6 5'-0" 10'-0" PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ® ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE,,, OR LOCAL REGULATIONS. BY: _ �711 )ATE:11/15/2023 WEs i cuAS t uuut cuNSULTANTS, INC. Q N z -:�: O 00 O p F- V) °' O F_ � V) z 0 w M 0 QLao z z o LLI Li 0) W SHEET: S2.2 4= 4m A B C D E F G H I ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 6 7 6 @ BEAM 4 6 7 7 FAX (425) 778-5536 I I I S5.3 S5.3 I S5.3 1 54.3 1 55.3 1 55.3 1 55.3 1 Ln Ln rlj Ln in Ln - - - r------------- ---1 rzs- y- ----- ----- --- y-zs--y------- ------ zs-----y--zs--y zs- zs-- I I ii I I II I I I I I I I I ii I r L I m � � M M m m M M M 1 m I I m m m m M m m i Gvy C WA I Ll I I I T I 8 1/4" 8 1/4" 8 1/4" 1 6 8 1/4" 8 1/4" 8 1/4" 511 2 31/4"= I I = 11/4" = 11/4" = 1/4" _ = 11/4" 11/4" _ = 2" 2 23725 M m m m m m m m M i`�S'jpNA1 / 00 I I 00 00 00 00 00 00 00 00 I II I `n 091221 23 it M I I ® I -I 00 00 1 00 00 1 00 00 00 1 00 / M Ln --- - -- I 4 @ BEAM r-- Tt- - I H H H 1 H H H H H I 54.3 I m m M M M S5.3 M M M M M 1 00 00 I 1 Qs) TYP STUD J J rI r-I RAIL DETAIL Q Q Q I � � T s 5.2 _ _ - ---- -- 8 1/4 / 8 1/4� 8 1/4� 16 8 1/4" 8 1/4" 1 3 1f2�� - 3 zCo 3 - I - - 11 4" - 1 11 4" - 11 4" - 11 4" - 11 4" ' 13 1/ / 1 / / / _ / - - O Co cn cn cn 1 11 v w w w 1 m 1 1 m m m ,/ m m 00 003 5 TYP a@ m m m 4 @ BEAM a- N w 00 1 00 00- / `-� S4.3 55.2 COLUMN 00 00 °° °° V.3 1 ^ 1 1 7 V) S 8 1 1 iv - `n N Ln N `n N `n N `n N 55.3 Ld w w w w 1 i I I �»`I a a a a Ln u, Ln u, Ln Ln -- -- _ r- NMMM r 1 8 W � � � � I m m m y 1 u1 kO � fV i I o � m m 11/4" - - - 1 _ 4 0 0 0 0 - -- r----- - ------------------ - - - - - - - ------------- -- -- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -------- - ----------- - --, - Y -- --J I 10 M m I 1 I 1 5 1/4" 1 = = I = _ _ = 1 ---y- Q 00 N N I 1 \ \ \ \ \ \ \ \ \ \ rl I m m m m : M m m M M m m I I S5.3 �o 1.0 tD I rlj rlj rlj N rN r14 r14 rlj IV I 00 I I I DESIGN: CGP/LMS ® - = I - 1 N N 0 0 0 0 11 DRAWN: JEG H m I m m rI � \ \ � 1 00 ® 1� _ _-- -- _ _ _ _ -- J 00 00 00 00 00 00 I 1 d-II i I CHECK: MTM Ln JOB NO: 19440.10 j*m55.3 55.3 1 DATE: 03/28/22 5 12 1/4" 12 1/4" 12 1/4" 8 1 4" T 8 1 4 12 1/4" 12 1/4" / _ S 00 00 - - 7 = _ = LJ 1 1/4 = = 9 11 /4" 1 1/ - 1 1/4" _ 9 = = 2 1/2" - - 71 /2" i \ 00 \ \ \ \ \ \ \ m m � m \ m m m m m m m m 54.3 \ m N.3 M M m m N N N N N N N 9 00 00 M 9 rI rl rl � rl rl 3 S4.3 O0 N.3 �i 4 @ BEAM UU 3 S4.3 0 � � S5.3 0 1 V 0 55.3 7" 0 0 �� 00 i I I I 0 - PROVIDE - I BLD2022-0527 00 00 00 - ,n ,n � d PLINTH 00 Tt Tt 00 N N 00 N N �'- m in rn rn m m� m m m 00 m m PER 8/S5.3 m m i O I I I I I I I RESUBW Ln Oct 02 2023 " ' 3 I 11 I' II � T 3 �� � CITY OF EDMONDS 2„ 1 1/4 55.3 8 1/4 8 1/4 4 8 1/4 1 1 55.3 8 1 4 DEVELOPMENTSERVIC� - DEPARTMENT 7 - =il3 1/2" i. i. Ln in 4 1/2" ;n ;n 4 3/4" 6" in in 5" zn zn 5" ;n ,n 6 1/4 7 / /► Ln Ln ^O CL Q O Z oo O O J �- V) °' O A B D E F I V) ZO w Q SECOND FLOOR POST TENSION PLAN o o Z 1 SCALE: 1/8" = V-0" 0 O V)O 51011 0 5' 0" 10' POST -TENSIONING PLAN NOTES (TYP UNO): 0" C U O � Y1 1. REFER TO SHEET S1.3 FOR GENERAL POST -TENSIONING NOTES. 6. ALL BUILDING SYSTEMS INCLUDING BUT NOT LIMITED TO ARCH, MECH, ELECT, PLUMBING, & Ld � 3:: La FIRE PROTECTION DUCTS, CONDUIT, EMBEDS, & SLEEVES SHALL BE PLACED PRIOR TO �+ 2. REFER TO DETAIL SHEETS S5.1 THRU S5.3 FOR TYPICAL POST -TENSIONING DETAILS. CONCRETE. CORE DRILLING P/T SLAB AFTER CONCRETE PLACEMENT IS PROHIBITED. PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE SHEET: 3. ALL SLAB CONCRETE TO BE f'ci = 3000 PSI PRIOR TO STRESSING AND 5000 PSI AT 28 DAYS. FOUNDATION PLAN NOTES: CONSTRUCTION CODES IDENTIFIED BELOW. 4. ALL PROFILES ARE IN INCHES FROM BOTTOM OF SLAB TO CENTER OF STRAND AND ARE SHOWN 1. REFER TO SHEET S2.1 FOR TYPICAL FOUNDATION PLAN NOTES. ® BUILDING ® STRUCTURAL AT MID -SPAN OR SUPPORT LOCATIONS. ALL PROFILES AT THICKENED SLAB AROUND PERIMETER ❑ MECHANICAL ❑ PLUMBING ARE IN INCHES FROM BOTTOM OF SLAB TO CENTER OF STRAND. ❑ ELECTRICAL ® ENERGY ® ACCESSIBILITY ❑ FIRE 5. XT INDICATES NUMBER OF 1/2" DIA 270 KSI FULLY ENCAPSULATED TENDONS INCLUDING 40 MI. PLAN REVIEW ACCEPTANCE OF DOCUMENTS SHEATHING, WATER TIGHT GREASE CAPS AND GREASE FILLED TUBES. DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, S2m3 STATE,,, OR LOCAL REGULATIONS. )ATE:11 /15/2023 WEST GVAbi uum: uuivSULTANTS, INC. A (13 C D E F G H I 6 7 6 @ BEAM 4 6 7 7 I I I 55.3 55.3 I S5.3 I 54.3 I 55.3 I 55.3 I 55.3 I CB2 ------- --- I � I A C� I Ce1 \� 2A/ / / / / A Y I � - - - - - - - - - - - I I I I D P j A p D r-1 _ LJ II *4/7 O I SR1 I i 8 Y II S4.3 I� Ca I C1 A v C� a A C' p a D P SR2 I D D J SR2 R p a Al SR3 D E I P P SR3 E CB3 7 J a R I SR3 I I D i A B SECOND FLOOR MILD STEEL PLAN a I I NI � ml O uI L I I I __7E P :mmmmmmmII I a E r� LJ R SR2 C132 _ CB2 CB2 _I CB2 CB2 - 1 ___ ________L__� f_ 1__�___ ___ _______L I 2Q I I I I I Ca m m I r Ca m I I m I u I E IP E P E P D P p r� I I I I p I E I E I D D I _ 1:-1_ _ r_1 _ _ r: _ _ _ LJ LJ LJ SR1 � SR1 R SR1 R SR1 R SR1 c PROVIDE #4 x CONT @ 24" OC I I I I I m EA WAY BOTTOM W/ 1 1/4" CLR j u I 4 @ BEAM 1 I S5.3 I 54.3 I I I I 5 TYP STUD I E P S5.2 RAIL DETAIL E LJ R SR1 I E P Y E------ --- I R SR2 EllRON NNE R SE2 ■ice �1���■ I II �\E-4 . SCALE: 1/8" = V-0" MILD STEEL REINFORCING PLAN NOTES: 1. CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION, WATERPROOFING, DRAINAGE, AND BACKFILL BEHIND WALLS PER SOILS REPORT. 2. CONTRACTOR SHALL COORDINATE ALL DIMENSIONS, ELEVATIONS, WALL LOCATIONS, PENETRATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCH, CIVIL, AND MEP DRAWINGS, AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 3. REFER TO SHEET S1.1 FOR MILD REINFORCING STEEL STRUCTURAL NOTES. 4. REFER TO TYPICAL DETAILS FOR MILD REINF NOT CALLED OUT ON MILD REINFORCING SCHEDULE. REFER TO DETAIL 7/S5.1 FOR TYPICAL CORNER AND RE-ENTRANT CORNER REINFORCEMENT NOT SHOWN ON PLAN. 5. SR INDICATES STUD RAIL TYPES. REFER TO SCHEDULE ON S3.1 AND TYPICAL STUD RAIL DETAILS ON S5.2. 3 S5 9 S4.3 I E P � E----- ------ R I SR2 E I IP SE1 E LJ i 5 TYP @ I rj.3/ 5�.. COLUMN I El IP E------------- I R I SR2 E IP E I P I I 3 55.3 r F­q ­q F-7 E _ SR1 R 9 9 SR1 R S4.3 54.3 I 1 I 55.3 PROVIDE PLINTH PER 8/S5.3 p a p a SR3 SR3 I SR: D i D D P P r� P L_----------J II 6. CBX INDICATES CONCRETE BEAM. REFER TO SCHEDULE ON S3.1 AND TO CONCRETE BEAM DETAILS SHOWN ON THE DETAIL SHEETS. 7. CJ INDICATES STRESSING CONSTRUCTION JOINT. REFER TO 6/S5.2, SECTION A. 8. REFER TO DETAIL 4/S5.1 FOR REINFORCING AROUND SLAB PENETRATIONS NOT SHOWN ON PLAN. I El IP MEN HIMEN milml swoww= a = 4m ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 VY G� C� of WAspl s� saL 51 �' ONAL 09122123 D I P Q Q Q I J H H H i 2 Q H H H D NV r_ -2 -2 2 _ 3 u 4 @ BEAM z Om a- N m V) m V) m V) S I 7 co I Ld o w a w a w a w a N M M M E P W � � rlJ I r1 M m SR2 I ---y------�--- 7 Q c-I N m I S5.3 a DESIGN: CGP/LMS B L I DRAWN: JEG I CHECK: MTM j I JOB NO: 19440.10 DATE: 03/28/22 � rJ i i i 4 @ BEAM A S_F 4.3 Z i i BLD2022-0527 - 6 W W RESUBiiiiii- Oct 02 2023 - 7 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Q _j 5 N Q Z O O :�: oo O F- V) °' O Boa � ) ' O w M p Q La o Z 6 0 z O 5'-0" 10'-0" V__ O U W W 0) W 0 PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ® ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: �j�T/��• )ATE: 11 /15/2023 WEST QUASI GUIJt GUNSULTANTS, INC. 11 SHEET: S2m4 1 A ROOF FRAMING PLAN SCALE: 1/8" = V-0" TYPICAL ROOF FRAMING PLAN NOTES: B C D E F G H I 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. TRUSS MFR SHALL DESIGN TRUSSES TO ACCOMMODATE BEAMS ABOVE DOUBLE TOP PLATE. 3. ROOF SHEATHING SHALL BE 5/8" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S6.1 FOR SHEATHING LAYOUT AND NAILING. 4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 5'-0". 5. UNLESS NOTED OTHERWISE, DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 HF#2 WHERE MAXIMUM SPAN = 4'-0". 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. r� :� : � r : � :� r•> �y : � � :: ��Y:�i �:: � :znlel : �Y:i [e� r•� :� ��� � [.�e� ��ae•1•�.J.e� ► �.J t :zz•� � � :�e� ►�i � � ► [el.� � rep � �� I 8. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 9. REFER TO DETAIL 3/S6.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 10. �j�� INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN, 11. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 12. ALL DIAPHRAGMS UNBLOCKED UNO. 13. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY ABEAM BELOW. 14. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. 15. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. 16. ATTACH ALL RAFTERS AND ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. FLAG NOTES: PROVIDE SIMPSON HUC HANGER. PROVIDE SIMPSON MGU FACE MOUNT HANGER. 1 3 PROVIDE STRAP PER DETAIL 8/S6.3. ® PROVIDE CS14 STRAP PER DETAIL 7/S6.3 FOR MINIMUM (5) JOIST BAYS EA SIDE OF TOP Q PLATE DISCONTINUITY. rAi iB) SIGNED FOR 3 NAL 4 PSF DEAD R OPTIONAL SOLAR PANELS SIGNED FOR NAL 175 PSF DEAD R OPTIONAL FUTURE 4NEL INVERTER UNIT. (2) RJ1 @ 16" OC @ SOLAR R UNITS 4 PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL PLUMBING ❑ ELECTRICAL ® ENERGY ® ACCESSIBILITY FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY )ATE: )ATE:11/15/2023 WEST uuAbi cunt uuNSULTANTS, INC. ELEVATOR ROOF FRAMING PLAN SCALE: 1/8" = V-0" 5'-0" 0 T-0" :� 16 10'-0" C G ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 vY cl9 lay wasg s ' l,� ;o 7IONAL 09/22/23 cV M M M W fV \ fV \ fV \ fV \ F- Ln lD R* rV C) m rn O O O O oll DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z Q N z�� C� O Z �' a, < F_ v)o� Q � w :2 L.�0E- 0 La V) L.L. O W 0 � La1..` �O/ ulul SHEET: S2m5 „A„ IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB Q WITH 1/8” MAX RADIUS AND CORNER BARS x = FILL JOINT WITH SEALANT "A" MAY BE SUBSTITUTED FOR CONC SLAB ON GRADE ENGINEERING ALL 90° HOOKED BARS PROVIDE 5/8" 0 x 2'-0" BARS SLAB REINF AT CENTER OF SLAB 250 4TH AVE. S., SUITE 200 SMOOTH SLIP DOWEL AT 12" OC, BARS INO OR AT TOP AND BOT. REINF EDMONDS, WASHINGTON 98020 a 0 a SHALL NOT PASS THRU JOINT PHONE (425) 778-8500 FAX (425) 778-5536 STD 90° HOOK Q X X ZX X TYP LINO = UNO, VERT CORNER BARS SHALL TRENCH EXCAVATION 1.5 H LAP SPLICE BE SAME SIZE TABULATED FOR GREASE THIS PARALLEL TO FTG MIN TYP WALL REINF FOR THICKER WALL HALF OF BAR T/2 "A" = SPLICE LENGTH SLEEVES TO CLEAR TYPICAL CONSTRUCTION JOINT //N 1'-6" PIPE 1" ALL SIDES NO PIPES ALLOWED IN Q ® ;��\ MIN THIS REGION. LOWER = u FTGS AS REQ'D =1 I I1 1= SEE NOTES, DETAILS, OR PLANS FOR Q SAWCUT JOINT - IN ALL AREAS WITH (1) #6 VERT REQ'D REINF. ALL BARS TO BE CONT EXPOSED CONC. FLOORS, FILL JOINT OR SPLICED PER STRUCTURAL NOTES WITH SEALANT. IN LIEU OF SAWCUT TOF _ z `Y' JOINTS CONTRACTOR MAY USE ZIP CONC SLAB ON GRADE PIPE ~ G�F,py C STRIP PLACED WITH SLAB STD 180° HOOK SLAB REINF AT CENTER OF G WA sC� BOF BENT BARS TO MATCH sv 7:-::111- IIN _ -1 11= & LAP FOOTING E, o HORIZ CORNER BARS OF SIZE � SLAB OR AT TOP AND BOT ��� I � a 0 I I= AND SPACING TO MATCH �� o X (2) #6 VERT REINF OF THINNER WALL _ _ BOTTOM REINF 2 � m �\ 23 725 'L Q X X X X X X 1/ AOWER S REQ'DOF UNDISTURBED EARTH ORCss L ti © 2!COMPACTED FILL PER ZONAL e e e ° 9" MIN 71° III=III- 3" CLR STRUCTURAL NOTES PIPE TRENCH EXCAVATION PARALLEL TYP TYP 091221 23 TO FOOTING IS NOT ALLOWED T PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE. STEP FTG AS AS OTHERWISE NOTED OR SHOWN "A" TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T = FTG THICKNESS PER PLAN, SCHED, AND DETAILS TYPICAL CONCRETE WALL REINFORCING DETAIL TYPICAL SLAB ON GRADE DETAILS TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS TYPICAL STEPPED WALL FOOTING SCALE: NTS SCALE: 1 - 1 -0 SCALE: 1/2 = 1 0 SCALE: 1/2 - 1 0 ur ­ 4" 0 PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER V-0" MIN. TURN DOWN PERFORATIONS AS SHOWN Oj °0 O °OO 00 O 1 LINE OF MAX EXCAVATION. 1 IF SOIL IS OVER EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL TYPICAL FOOTING DRAIN SCALE: 1" = V-0" DOWELS TO MATCH VERT REINF W/ TENSION LAP PER STRUCTURAL NOTES 1/2" EXPANSION MATERIAL X X X 00 o� o° °°° °� o� z o0 0 00 00 0 00 00 0 00 O °o 0 0 o Oo 0 0 o Oo 0 i0 p '=ail _ _ - ~ U LLI �N Lu ®---- ISOLATION JOINT CONC COLUMN W/ JOINT FILLER PER PLAN & SCHED CONTROL JOINT OR CONSTRUCTION DINT l FILL W/ CONC. AFTER FLOOR & ROOF CONCRETE FRAMING COMPLETE SLAB ON GRADE NOTE: ARCHITECT & ENGINEER SHALL APPROVE JOINT LOCATIONS PRIOR TO CONSTRUCTION TYPICAL ISOLATION JOINT DETAIL CONC WALL W/ REINF PER STRUCTURAL NOTES ® SLAB ON GRADE AND SUBGRADEPER FOUNDATION PLAN NOTES ® X X X Oo0 ° o °°,o �° ° o O,o Oo0 ° o Oo 0� 0 o Oo 0C(o) 0 o Oo o o I 1 1= ' ALT HOOK AS SHOWN m EVERY OTHER DOWEL SIZE & REINF PER BAR PLAN & SCHED FOUNDATION DETAIL SCALE: 1" = V-0" SCALE: NTS IF BAR REINF USED, PROVIDE 'Z' BARS W/ LAP SPLICE PER STRUCTURAL NOTES SLAB STEP PER PLAN X X X X V-0" MIN TYPICAL SLAB STEP CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT - X X X a1 1 TYPICAL SLAB ON GRADE DETAILS SCALE: 1" = V-0" DOWELS TO MATCH VERT REINF W/ TENSION LAP PER STRUCTURAL NOTES CONC WALL W/ REINF PER STRUCTURAL NOTES PAVING OR FINISHED GRADE PER ARCH DRAWINGS SLAB ON GRADE AND FOOTING DRAIN SUBGRADEPER PER TYP DETAIL FOUNDATION PLAN NOTES I —I —I 0 X X X ° ° 00 ° ° o°° °°° ° ° o°° �° z 0O 00°00 Oo°O oo0°00 Oo 0 oo00.0 Cr °0 000oo — — o°O°°00o III; o O 00 ° O© — — — — ® C O0o0 o O / ALT HOOK AS SHOWN EVERY / SIZE &REINF PER OTHER DOWEL BAR PLAN & SCHED FOUNDATION DETAIL V % SCALE: 1" = V-0" GALV L3 x 3 x 1/4 EDGE ANGLE W/ 3/8"0 x 4" WHS @ 16" OC (ONLY REQ'D AT CAR ENTRANCES TO PARKING GARAGE) PAVING PER CIVIL WHERE APPLICABLE CONCRETE WALL REINF PER PLAN TYPICAL CONCRETE STAIR SECTION SCALE: 1" = V-0" (2) #4 TOP & BOTTOM SLAB ON GRADE AND 11r SUBGRADEPER FOUNDATION PLAN NOTES — X X X 0 ® 0 0 ° O°,o Q°0 0 roe—,j I DO°�°, 0 DO °00 Oo °O o�O°00 =1 1111-1 I=1 I1 I Ns Eo 0 L/) u w0 ® o 0 pw FOOTING DRAIN SIZE & REINF PER PER TYP DETAIL PLAN & SCHED 1 FOUNDATION SECTION (AT DOORWAY) SCALE: 1" = V-0" ISOLATION JOINT PER TYP DETAIL po° no O X — Co. 00 o.0 COL SIZE & REINF PER PLAN & SCHED DOWELS TO MATCH VERT REINF COMPRESSION LAP SPLICE PER STRUCT NOTES SLAB ON GRADE PER PLAN X X 00 �0 00 00 07, d- p — _ Ji wN p w M U FTG SIZE & REINF PER PLAN OR SCHED TYPICAL CONCRETE COLUMN SECTION `J SCALE: 3/4" = V-0" PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL MECHANICAL PLUMBING ELECTRICAL ® ENERGY ® ACCESSIBILITY FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: _ a� )ATE:11 /15/2023 WEs► cUAs► cvut GUNSULTANTS, INC. Q z G m m m O m N N N w w w W w w w w D a a a a cV M M M W fV \ fV \ fV \ fV \ I— Ln lD R* 1714 Q CV c-I CV CV C) \ 1:* \ rl \ M \ m O O O O Y Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J Q >-- N W Z j � 0 O_ ' F- V) 0) Z F O () z— O Q I-- 0 La 0 0 0 Z V) O w (o o O 0-) La IL- � SHEET: S4.1 C GI CONTRACTOR COORD DIM W/ ELEVATOR MFR CONC WALL W/ REINF PER PLAN NOTES OR STRUCTURAL NOTES FINISHED GRADE PER ARCH -III—III—I I 8" TYP u- LINO DOWELS TO MATCH VERT REINF W/ o TENSION LAP PER "' LL STRUCTURAL NOTES w > (1) #5 x 2'-6" EA SIDE OF SUMP 8" 1'-6" 8" FOOTING PER PLAN CONC WALL W/ REINF PER PLAN NOTES OR STRUCTURAL NOTES SLAB ON GRADE AND SUBGRADE PER PLAN x X Op OM .4b oqa ADDITIONAL #5 BAR AROUND PERIMETER CONCRETE WALL PER PLAN -------------- ------ m U #5 @ 12 OC EA WAY BOTTOM OF TOP &BOTTOM FOOTING BEYOND SUMP V-6" x V-6" x71'-6" DEEP STD STD SUMP WITHATION PER MECH DWGS (3) #4 EA WAY TYPICAL SECTION THROUGH ELEVATOR PIT SCALE: NTS NOTE: RAISE STEM WALL AS REQ'D AT PERIMETER AREAS WHERE NEEDED DUE TO CIVIL GRADES. STUD WALL PER FRAMING PLAN NOTES SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE zx _a 00 PAVING OR FINISHED GRADE PER ARCH DRAWINGS 0.0 0 00° 00 SILL PL AND AB DIA AND SPACING PER SHEAR WALL SCHED (2) #5 CONT TOP PROVIDE BLOCK OUT AT DOOR OPENINGS SLAB ON GRADE AND SUBGRADEPER FOUNDATION PLAN #5 @ 15" OC EA WAY CENTERED IN WALL / X X o-0 op'.0 0 00 c io 00 o OO o° O I °0 °o z 0° O�v I Lo O0o 0 Coo O 000 0 I I I I I - 0 w v V) or w CL FOOTING DRAIN PER DETAIL 5/S4.1 8" n, u ALT HOOK SIZE & REINF AS SHOWN PER PLAN & SCHED a w 0 LD — —® 0 TYPICAL STEM WALL DETAIL SCALE: 1" = V-0" PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL MECHANICAL PLUMBING ELECTRICAL ® ENERGY ® ACCESSIBILITY FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE,,, OR LOCAL REGULATIONS. BY: _�T�.��-)ATE: 11 /15/2023 WEST uuAw uuut cuNSULTANTS, INC. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 C" 6Y�WA3],it�, S �-16 INA L 09/22/23 J H H H Q H H H H O m w w w W v7 Of Cr- re of of Cr- re w w w w w D a_ a_ a_ a_ cV M M M fV fV fV fV I— Ln lD � fV Q CV c-I CV CV 0 \ � \ rl \ m \ rn 0 0 0 0 Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J Q >-- N L d Z � � 0 O F- V) rn Z F-Za O v) 0 moo Q `� 0 0 z Z w (o o O 0-) W L.L. � SHEET: S4.2 4= 1 WALL ABOVE WHERE w APPLICABLE W/ REINF w PER PLAN & NOTES TOP REINF PER PLAN 0- "' 0- "' AND SCHED CENTERED Q Q OVER WALL; CUT SHORT z TOP REINF PER z AT OPENINGS AND END O PLAN AND SCHED 0 WITH 180' BEND Ln z Cc z W �U J W lk _ Q J _ CL W of L® BOTTOM REINF U ALTERNATE BEND MAT PER PLAN EVERY OTHER BAR (2) #5 CONT CONC WALL W/ REINF PER PLAN AND DETAILS. TERMINATE VERT REINF W/ STD HOOK WHERE WALL DOES NOT CONTINUE ABOVE. 10" CONCRETE WALLS SHALL HAVE TWO LAYERS OF REINF A. INTERIOR WALL TYPICAL CONCRETE WALL SECTIONS SCALE: 1" = V-0" (1) #6 x U-0" (TYPICAL AT WALLS < 10") (2) #6 x U-0" (TYPICAI AT \A/AI I S> in") n n C WALL ABOVE WHERE WALL ABOVE WHERE WALL ABOVE WHERE WALL ABOVE WHERE APPLICABLE W/ REINF 0 0 APPLICABLE W/ REINF � 0 0 APPLICABLE W/ REINF � 0 APPLICABLE W/ REINF PER PLAN & NOTES � PER PLAN & NOTES � PER PLAN & NOTES � zZ PER PLAN & NOTES 0- Cl. Cl. TOP REINF PER PLAN "' "' Ql AND SCHED CENTERED Q Q Q STD HOOK OVER WALL; CUT SHORT z TOP REINF PER z TOP REINF PER z AT OPENINGS AND END 0 PLAN AND SCHED O PLAN AND SCHED 0 TOP REINF PER TOP REINF PER Ln of WITH 180' BEND z ® ® _ Cc z Ln ® ® Cc z Ln ® PLAN AND SCHED LL PLAN AND SCHED - J ' r I J ui LL' r I J r I J U U F- U U ---- z ---- z --- ---- z z J _ J CL 0- 0- of _ of LOU- < 0 0 0 OT C- 0 0 1 N, C- _ cc _ Cc _ Cc BOTTOM REINF BOTTOM REINF � J ® ® J ® ® J ® ® J U U U U MAT PER PLAN MAT PER PLAN BOTTOM REINF BOTTOM REINF BOTTOM REINF MAT PER PLAN MAT PER PLAN MAT PER PLAN (2) #5 CONT CONC WALL W/ REINF PER 0 0 CONC WALL W/ REINF PER 0 ® CONC WALL W/ REINF PER 0 0 CONC WALL W/ REINF PER PLAN AND DETAILS. PLAN AND DETAILS. PLAN AND DETAILS. PLAN AND DETAILS. TERMINATE VERT REINF TERMINATE VERT REINF TERMINATE VERT REINF TERMINATE VERT REINF W/ STD HOOK WHERE WALL W/ STD HOOK WHERE WALL W/ STD HOOK WHERE WALL W/ STD HOOK WHERE WALL DOES NOT CONTINUE ABOVE. DOES NOT CONTINUE ABOVE. DOES NOT CONTINUE ABOVE. DOES NOT CONTINUE ABOVE. 10" CONCRETE WALLS SHALL 10" CONCRETE WALLS SHALL 10" CONCRETE WALLS SHALL 10" CONCRETE WALLS SHALL HAVE TWO LAYERS OF REINF HAVE TWO LAYERS OF REINF HAVE TWO LAYERS OF REINF HAVE TWO LAYERS OF REINF B. EXTERIOR WALL C. INTERIOR WALL (TWO LAYERS) D. EXTERIOR WALL (TWO LAYERS) E. EXTERIOR WALL WITH TRANSITION UNINTERRUPTED WALL REINF ADDITIONAL WALL REINF EQUAL TO 1/2 OF REINF INTERRUPTED BY OPENING @ 3" OC EA SIDE EXTENDED TO SUPPORTS HOOK WALL REINF AT OPENING ITr 1 TYPICAL REINFORCING AT WALL OPENINGS SCALE: NTS V-411 (8) #5 VERT W/ STD HOOK INTO FOOTING LLJ #3 CLOSED TIES Cc 0 @ 10" OC J ® 0 V J 00Ln N O 0 ro 0 o C) rl 0 0 0 0 0 O_ VERT AND HORIZ WALL U = REINF PER DETAIL 1 � z WALL PILASTER DETAIL 5 SCALE: 1" = V-0" (8) #5 VERT W/ STD HOOK PROVIDE STD HOOK AT TOP OF COLUMN TOP LEVEL COLUMN CONSTRUCTION JOINT, SEE NOTE 2 CONC COLUMN PER PLAN & SCHED INTERMEDIATE LEVEL -SLAB ON GRADE LLJ U J 0- V) z O Ln z w TYPICAL COLUMN SECTION SCALE: NTS #3 CLOSED TIES @ 10" OC CORNER BARS TO LAP W/ WALL HORIZ BARS IU = 0 J V) CL U J } N � U) INTO FOOTING J - O U = Lu N H � z U ® 0 VERT AND HORIZ WALL REINF PER DETAIL 1 CORNER PILASTER DETAIL SCALE: 1" = V-0" NOTES: 1. SEE CONCRETE COLUMN SCHEDULE FOR COLUMN SIZE, VERTICAL REINFORCING AND THE TYPICAL TIE SIZE AND SPACING. 2. COLUMN CONSTRUCTION JOINTS SHALL BE AT UNDERSIDE OF FLOOR SLABS, BEAMS, OR GIRDERS AND AT TOPS OF FOOTINGS OR FLOOR SLABS, UNO. BEAMS, GIRDERS, COLUMN CAPITALS AND DROP PANELS SHALL BE PLACED AT SAME TIME AS SLABS. AT 6" BEAM TOP BARS PER SCHED P/T SLAB PER PLAN MILD REINF PER PLAN z �a w 0 = 1 1/2" w vv, CLR 0 (V J U OPEN STIRRUPS ® ® PER SCHED BEAM BOTTOM WIDTH BARS PER SCHED PER SCHED NOTE: P/T NOT SHOWN INTERIOR BEAM FOR CLARITY BEAM SECTION SCALE: 1" = V-0" WALL ABOVE WHERE APPLICABLE W/ REINF PER PLAN & NOTES DOWELS TO MATCH VERT REINF IN 0 0 WALL ABOVE; PROVIDE TENSION LAP W/ WALL REINF AND DEVELOPMENT LENGTH INTO BEAM BELOW PROVIDE STANDARD HOOKS INTO SLAB WHERE DEVELOPMENT BEAM TOP BARS 0 0 LENGTH WILL NOT FIT IN BEAM PER SCHED P/T SLAB PER PLAN 0 �— z Q f H CL J. -- ® 0 0- (2) #5 CONT Lu 0 MILD REINF HOOKED DOWELS TO 6 PER PLAN LAP W/ WALL BARS w N ABOVE; PROVIDE 1 1/2" TENSION LAP PER CLR STRUCTURAL NOTES (V C)f J U I CLOSED STIRRUPS 0 PER SCHED BEAM BOTTOM WIDTH BARS PER SCHED TYP WALL ol PER SCHED HORIZ REINF NOTE: TOP & BOTTOM P/T NOT SHOWN BARS PER SCHED FOR CLARITY EDGE BEAM > 8" WIDE EDGE BEAM SECTIONS SCALE: 1" = V-0" Cc J U a Q --- 6 o o MIN x Q 1O 2 o U 00 CONC WALL PER PLAN AND SCHED NOTE: P/T NOT SHOWN FOR CLARITY TOP REINF PER PLAN AND SCHED �I U-jz a Q CL 0 BOTTOM REINF MAT PER PLAN _L4L B. AT WALL LOCATION I AD CDI I('C of w CL <j � z ~ 0 0 CC d Q x I U ~ _ Q ° o lu� -OTTOM REINF A. AT SLAB LOCATION MAT PER PLAN SLAB SOFFIT TRANSITION SECTION SCALE: 3/4" = V-0" 21 CONC WALL W/ REINF PER ENGINEERING 250 4TH AVE. S., SUITE 200 w ® PLAN AND DETAILS. 10" EDMONDS, WASHINGTON 98020 CONCRETE WALLS SHALL PHONE (425) 778-8500 Cl. HAVE TWO LAYERS OF FAX (425) 778-5536 Q REINF. TERMINATE ALL z VERT REINF W/ 90' BENDS 0 z LLJ z Q _ J ® Lu — — — — — — — T a Cc U - KEEP SLAB AND WALL SHORED UNTIL BOTH HAVE REACHED 28 DAY DESIGN STRENGTH F. NON -STACKING WALL 0 EDGE BEAM <_ 8" WIDE WALL ABOVE WHERE APPLICABLE W/ REINF PER PLAN & NOTES - PROVIDE HOOKS AT TOP WHERE WALL DOES NOT CONTINUE ABOVE; ALTERNATE HOOKS AS SHOWN - MILD REINF PER PLAN z Q H CL d NOTE: P/T NOT SHOWN FOR CLARITY of WAg,�t, S IONAL 09/22/23 Q H H H H O m � w w w 0 W w w w w 0 a a a a N M M M W fV \ fV \ fV \ fV \ F- Ln lD 1:* f V Q CV c-I CV rV 0 1:* rH m m O O O O Y Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 PEDESTRIAN HANDRAIL 6" ATTACHMENT TO CURB BY OTHERS RES U B (2) #4 FINISHED GRADE Oct 02 2023 PER CIVIL CITY OF EDMONDS DEVELOPMENT SERVICES ® ® DEPARTMENT I' 0 I V / >' Q N Z Q O x Q 3: oo LIJ M #4 @ 12" OC EA WAY Q aoa Z W PAVERS O F— PER ARCH ® HOOK VERTICAL La W � BARS AS SHOWN � 0 � ---------- ® 1"0 WEEP HOLE Q W 0 � Z ! 1 �J ---------- @ 4'-0' OC ~ � O Z PLANREVIEW ACCEPTANCE CC r0 W O 00 FOR COMPLIANCE WITH THE APPLICABLE CONS CTION CODES IDENTIFIED BELOW. V /� I W v ® BU LDING ® STRUCTURAL ❑ ME HANICAL ❑ PLUMBING SHEET: Elm CTRICAL ® ENERGY ® ACCESSIBILITY ❑ FIRE P/T SLAB PER PLAN STD HOOK PLAN REVIEW ACCEPTANCE OF DOCUMENT DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL. STATE, OR LOCAL REGULATIONS. )ATE:11/15/202 WEZiT cuaZiT uuut uuNSULTANTS, IN SECTION AT PLANTERS & RAMP WALLS ■ 3 SCALE: 1" = V-0" C GI rL/-\IV a IVU I E3 BAR D #3 1 1/2" #4 2" #5 2 1/2" #6-#8 6d #9-#11 8d C/lD CTIDDI IDC Q. TICC 40 UK 2 1/2" MIN FOR REINFORCING BARS TYPICAL BAR BENDING DETAIL SCALE: NTS NOTE: WHERE TENDON SWEEP IS GREATER THAN 1:12, KEEP TENDONS A MIN OF 2" APART. CVTCNIT nr- TCr%lnn Al CIA/CCD PLAN 1 6 Dni IKIM r)D Cni IADC OFFSET T� N rl MAX CURVATURE STEEL PIPE INSERT (SCHED 40) IS REQ'D WHEN SLAB PENETRATION IS WITHIN 45' BEARING CONE OF THE TENDON ANCHOR NOTE: PENETRATIONS WITH D OR W GREATER THAN 24" REQUIRE TRIM BARS 1.5D OR 1.5W BUT NOT LESS THAN 18" FROM ANCHOR DO NOT REQUIRE STEEL PIPE INSERT TYPICAL SLAB PENETRATION AT TENDON ANCHORAGE SCALE: NTS BAND WIDTH + 24" #4 x @ 6" OC AT BANDED RUNS & @ 12" OC AT DISTRIBUTED RUNS P/T SLAB PER PLAN & NOTES P/T TENDONS PER PLAN & NOTES — TYPICAL REINFORCING AT TENDON SWEEPS GREATER THAN 1:12 SCALE: NTS SECTION (6) #5 x MID HEI NOTE: REFER TO TYPICAL TENDON SWEEP DETAIL FOR HAIRPIN REQUIREMENTS. A. TYPICAL TENDON LAYOUT TYPICAL REINFORCING AT SLAB OPENING SCALE: NTS 24" MAX ,,,,,,ILL ,,,,1v, 1v„— I.LIIV, „,—imG PER DETAIL B FOR ALL OPENINGS GREATER THAN 2'-0" IN EITHER DIRECTION CCCC!"TI\/C I CNIf TI-1 C I: fll VI LIV IIVV B. TYPICAL MILD REINF LAYOUT @ TWO-WAY SLAB D1 LESS D2 D1 LESS D2 LESS D3 THAN I I THAN THAN I I D1 I EFFECTIVE OPENING D1 D3 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 1 I I I I ------------------------------------------------------- I----- — — — I TRIM BARS I I I I I I I I I I I I I I (1) #5 CORNER BAR TOP & BOT A. TYPICAL CORNER NOTES: 1. INSERTS IN WHICH CLEAR DISTANCE BETWEEN OPENINGS IS LESS THAN THE DIAMETER OF THE LARGER OF THE TWO ARE CONSIDERED TO FORM A COMBINED OPENING. 2. IF THE COMBINED OPENING IS LESS THAN 12", NO TRIM BARS ARE REQUIRED. 3. IF THE COMBINED OPENING IS MORE THAN 12", BUT LESS THAN 24" PROVIDE (1) #5 TOP & BOT WITH V-6" EXTENSION PAST THE OPENING. NO DIAGONAL BARS ARE NECESSARY. 4. IF COMBINED OPENING IS LARGER THAN 24" IN EITHER DIRECTION REFER TO TYPICAL REINF AT SLAB OPENINGS DETAIL. TYPICAL REINFORCING AT MULITIPLE SLAB PENETRATIONS SCALE: NTS O TYPICAL SLAB CORNER DETAILS SCALE: NTS B. RE-ENTRANT CORNER LL!] L1 611111119901101 18" MIN TYP OUTSIDE T' EDGE OF MIN SUPPORT ADDITIONAL SLAB REINF EQUAL TO 1/2 OF REINF INTERRUPTED BY OPENING @ 3" OC EA SIDE EXTENDED TO SUPPORTS OUTSIDE DIA ADD #4 @ 12" OC TOP & o BOT PERPENDICULAR TO � D" MUST BE LESS CONDUIT DIRECTION �I THAN T/4 OR 2" LARGER OF 3D OR 4" MIN LOCATE CONDUITS AT SLAB CENTERLINE NOTES: 1. OUTSIDE DIA OF CONDUIT SHALL NOT EXCEED 1/4 OF THE SLAB THICKNESS. 2. SPACING OF THE CONDUIT SHALL BE GREATER THAN THREE TIMES THE DIA OF THE LARGEST CONDUIT OR 6". 3. CONDUITS GREATER THAN OR EQUAL TO 1"0 SHALL BE LOCATED WITHIN THE MIDDLE 1/3 OF THE SLAB. 4. CONDUITS SMALLER THAN 1"0 MAY BE LOCATED AT ANY DEPTH OF THE SLAB PROVIDED MIN COVER REQUIREMENTS ARE MET. 5. CONDUITS MUST NOT INTERRUPT THE POST TENSIONING TENDONS OR MILD REINF. 6. COLUMN DROP CAP AREAS SHOULD BE AVOIDED. 7. ALUMINUM EMBEDMENTS ARE NOT PERMITTED. CONDUIT GROUPS EMBEDDED IN SLAB SCALE: NTS NOTE: UNO, STAGGER ALL BARS (ALL CONDITIONS) 12" UNLESS SPACE IS INSUFFICIENT IN WHICH CASE FIELD ADJUST TO LESS STAGGER. TYPICAL BAR STAGGER v SCALE: NTS L2 MID -SPAN CONT & SIMPLE SPAN GIVEN DIMENSION STAGGER L3 6111a1e1'hi I In In m Lu z l j U 2 H PLAN REVIEW ACCEPTANCE CANTILEVER FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL MECHANICAL PLUMBING ELECTRICAL ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: a�Tc�. )ATE: 11/15/2023 WES► CUASI (:ULJt (;UNSULTANTS, INC. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 C" OF WAg�t, S IONAL �� 09122123 Q H H H H O m Lu Lu Lu w Lu Lu Lu Lu 0 cV M M M LLI fV fV fV fV F- Ln to � fV Q CV c-I CV CV C) � rl M m O O O O Y L Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023cn CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT a W Q N O 00 O V)arn a Z Z O W V) p H Q LaZ 0 H O W CO O 0) W SHEET: S5ml N DISTRIBUTED TENDONS TOP REINF PER PLAN & SCHED NOTES: 1. P/T TENDONS TO FOLLOW SMOOTH PARABOLIC DRAPE, TYP UNO. 2. PROFILE OF BEAM TENDONS AT SUPPORT GOVERN. 3. REFER TO MILD REINF PLAN FOR SIZE AND SPACING OF REINF. L/2 L (SPAN LENGTH) MILD REINF PER PLAN, / TYP TOP & BOT J TYPICAL POST -TENSIONED SLAB PROFILE SCALE: NTS TOP REINF TO BE DISTRIBUTED WITHIN THESE DIMENSION LINES, EA WAY 1.5H W BANDED TENDONS P/T TENDONS W/ PER PLAN PROFILE PER PLAN r4 SUPPORT, TYP MIN (2) TENDONS SPA(-ED Al 8xSLAB I HIC;KNL55 PARALLEL TO OR 60" OC MAX, TYP UNSUPPORTED SLAB EDGE TOP REINF PER PLAN Ln �w z �z iz— O z w o FOR SLABS 7" & THICKER, PLACE Ln = ~ ANCHORS UPRIGHT AND SPACE AT MIN OF 3" OC TYP. FOR SLABS LESS THAN 7" PLACE ANCHORS SIDEWAYS AND SPACE AT MIN OF 6" OC TYP u, BANDED TENDONS (5) 1 ev PER BUNDLE MAX, TYP 12 \ - SLAB EDGE MAXIMUM NOTE: LEGEND: CURVATURE (2) STRANDS MINIMUM TO T = SLAB THICKNESS PASS DIRECTLY OVER W = COLUMN WIDTH COLUMN IN EACH DIRECTION. H = COLUMN CAP DEPTH +T TYPICAL REINFORCING AT EXTERIOR WALL SCALE: NTS )T TIED TO XTEND 6" NCHOR NCHORS & PLACED _LY IN OF SLAB TYPICAL ADDED TENDONS DETAIL SCALE: NTS 0 0 v COL DIM le Ilk RECTANGULAR INTERIOR COLUMN TYPICAL STUD RAIL DETAILS 71 SCALE: NTS IER ]ED, TYPICAL MILD REINF REINF PER PLAN AND SCHED V-6" 2 #4 x C HAIRPIN 2" T/2 V-6" MIN BETWEEN EA TENDON & (1) MIN #4 x C HAIRPIN @ 3" OC, GROMMETS AT TYP AT BANDED RUN _ cc AT EA OUTSIDE EDGE, TYP STRESSING END u ONLY ® z a N O u-iN O ® d F- (2) #4 CONT rI BACKUP BARS � (2) #4 BARS TOP & BOT AS REQ'D FOR HAIRPIN SUPPORT; EXTEND REINF MAT (2) #5 CONT V-6" BEYOND LAST HAIRPIN PER PLAN (2) #5 CONT CONC WALL W/ REINF PER PLAN. NOTE: TERMINATE VERT AT ENCAPSULATED P/T TENDON NOTE: REINF W/ STD HOOK 9 SYSTEM SHEATHING MAY BE CUT BACK 9 FOR NOTES AND DETAILS 1" MAX. DO NOT CUT BACK SHEATHING NOT SPECIFICALLY CALLED BEYOND ENCAPSULATION OUT REFER TO CASE W A. REINFORCING AT BANDED RUN B. REINFORCING AT DISTRIBUTED RUN TYPICAL POST -TENSION DETAILS SCALE: 1" = V-0" TOP REINF TO BE DISTRIBUTED WITHIN THESE DIMENSION LINES, EA WAY 1.5H W 1.5H TYPICAL POST -TENSIONED SLAB PROFILE SCALE: NTS COL DIM Ilk RECTANGULAR CORNER COLUMN RECTANGULAR EDGE COLUMN D PACED AT CKNESS AAX, TYP �u ® r a O .ILu a 8x SLAB THICKNESS OR 60" OC MAX PASS TOP BARS NEAR CENTER OF COLUMN UNDER DISTRIBUTED TENDONS & TOP BARS NEAR EDGES OF DROP CAPS OVER DISTRIBUTED TENDONS AS REQUIRED FOR 1" COVER ±1/4" TO POST -TENSIONING AND REBAR BOT REINF PER PLAN AND SCHED DISTRIBUTED TENDONS OVER COLUMNS TO BE PLACED UNDER BANDED TENDONS LEGEND: T = SLAB THICKNESS W = COLUMN WIDTH H = COLUMN CAP DEPTH + T III VI\VIVIIVIL IJ I"\I STRESSING END ONLY NOTE: FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO CASE 'A' C. REINFORCING AT CANTILEVER END NOTES: 1. (2) STRANDS MINIMUM TO PASS DIRECTLY OVER COLUMN IN EACH DIRECTION. 2. BANDED TENDONS RECEIVE PLACEMENT PRIORITY. 3. STUD RAILS NOT SHOWN FOR CLARITY. TOP REINF PER PLAN AND SCHED DISTRIBUTED TENDONS BANDED TENDONS CONC COL W/ REINF PER PLAN & SCHED ENGINEERING u 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 a FAX (425) 778-5536 cc TOP REINF TO BE DISTRIBUTED WITHIN THESE DIMENSION LINES, 1.5H W 1.5H TYP, EA WAY @ 12" OC MAX TYPICAL COLUMN SECTION SCALE: NTS SECTION 7WA3�l s IONAL �''� J H H H Q H H H k- 0 m Lu Lu Lu L 0 2 2 2 2 0 cc� cc� or- cc� w Lu 0 a a a a Q cc a LLI F- Q 0 cV fV Ln CV 1:* 101010 M fV lD c-I rl M fV 1:* CV m M fV f V CV m 0 Y o Q DESIGN: DRAWN: CHECK: JOB NO: DATE: NOTES: 1. REFER TO PLANS FOR COLUMN ORIENTATION, SLAB EDGE LOCATION, AND STUD RAIL CALLOUT. 2. STUD RAIL HEIGHT DETERMINED BASED ON SLAB THICKNESS. ADJUST HEIGHT WHERE SLAB STEPS OR SLOPES. 3. STUD RAILS SHALL BE MANUFACTURED BY DECON OR APPROVED EQUAL AND SHALL CONFORM TO ASTM A108, WITH A MINIMUM YIELD STRENGTH OF Fy = 50 KSI. 4. CONTRACTOR SHALL COORDINATE ALL CONFLICTS WITH OPENINGS, TENDON PLACEMENT, AND ANCHORAGE WITH ENGINEER PRIOR TO SLAB PLACEMENT. 5. AT MULTI -STORY CONCRETE COLUMN LOCATIONS, STUD RAILS SHALL BE PLACED BASED ON DIMENSIONS OF LOWER COLUMN. 6. IF STEEL COLUMNS ARE LOCATED ABOVE, PLACE STUD RAILS AT EDGE OF BASE PLATE, UNO. PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ ELECTRICAL ® ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: _1-71a�� )ATE: 11/15/2023 WEbi uuAzi► uuut cuivSULTANTS, INC. 09/ 22/ 23 CGP/LMS JEG MTM 1 9440.1 0 03/28/22 BLD2022-0527 RESUB Oct 02 2023(n CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT a W 0 >' Q N 0 00 o a �a V) Z 0 W" (� Q � 0 0 Z H 0 W in W SHEET: me Z W F_ 0 0 W U- S5m2 C GI CONTINUOUS TENDONS PER PLAN NOTES: 1. LOCATE CONSTRUCTION JOINTS BETWEEN L/5 AND L/3 SPAN. CONTRACTOR SHALL SUBMIT LOCATIONS OF PROPOSED JOINTS TO ENGINEER FOR APPROVAL. 2. REFER TO TYPICAL POST -TENSION SLAB EDGE DETAILS FOR ADDITIONAL REINF AT ANCHOR. N N REINF MAT PER PLAN SECOND POUR I FIRST POUR A. NON -STRESSING CONSTRUCTION SECOND POUR I FIRST POUR TENSION LAP SPLICE 0 0 INTERMEDIATE STRESSING ANCHOR B. STRESSING CONSTRUCTION JOINT 1 1/2" x 3 1/2" x V-0" LONG BEVELED KEY JOINT @ 24" OC. PLACE KEYS TO AVOID TENDON ANCHORS. MILD REINF PER PLAN OR #4 x 6'-0" @ 12" OC TOP & BOT REINF MAT PER PLAN 1 1/2" x 3 1/2" x V-0" LONG BEVELED KEY JOINT @ 24" OC. PLACE KEYS TO AVOID TENDON ANCHORS. MILD REINF PER PLAN OR #4 x 6'-0" @ 12" OC TOP & BOT TENDON wz D Q TYPICAL POST -TENSION CONSTRUCTION JOINT DETAILS SCALE: 1" = V-0" TC DIED I A"'nSCAPE DRAWINGS MIN) -6" kmff� PRIVACY SCREEN POST EMBED PLATE SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED COUNTERSINK ADDITIONAL END -STUD FOR BOLTS �u (2) #5 x 4'-0" EA WAY TOP AND BOT IN ADDITION TO ALL OTHER SLAB REINF HOLDOWN CHORD PER SCHED SHEAR WALL PER PLAN & SCHED HOLDOWN PER PLAN & SCHED A36 W/ DIA PER HOLDOWN SCHED; EXTEND THROUGH SLAB 10" INTO CONC WALL BELOW WHERE POSSIBLE PL3/8x3x0'-3" TYPICAL P/T SLAB HOLDOWN DETAIL SCALE: 1" = V-0" STUD WALL PER FRAMING PLAN NOTES MAINTAIN STRAIGHT P/T TENDON PROFILE @ MID -DEPTH OF SLAB CONCRETE WALL W/ REINF PER PLAN SECTION AT CANTILEVERED SLAB SCALE: 1" = V-0" 0 1 0 0 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 3"O STYROFOAM; REMOVE AFTER 28 DAYS CLEAN SURFACES & FILL W/ SHEATHING AND ALL SHEAR WALL ANCHOR BOLTS AND NON -SHRINK GROUT NAILING PER PLAN AND HOLDOWN RODS SHALL BE CAST -IN -PLACE SHEAR WALL SCHED WITH SLAB. CONTRACTOR SHALL ALSO USE � ir ANCHOR BOLTS FOR BEARING AND NON -BEARING WALLS WHENEVER P/T COVER IS 1 1/4" OR LESS. WHEN COVER IS STUD WALL PER GREATER THAN 1 1/4", CONTRACTOR HAS L FRAMING PLAN NOTES THE OPTION TO USE 1/4"0 x 2 1/2" RAWL o o CONCRETE SLAB PER VY C,' PINS W/ SAME SPACING AND 1"0 ROUND PLAN & DETAILS pF WAS�"`°Ys SLAB STEP AND WASHERS IN LIEU OF ANCHOR BOLTS FOR G SLOPE PER PLAN ALL NON -SHEAR WALLS SMOOTH TROWEL 47 o FINISH W/ (2) LAYERS OF SLIP MATERIAL SECTION SCALE: 1" = V-0" (2) #4 CONT P/T TENDONS W/ PROFILE PER PLAN TOC ELEV _ ® PER PLAN `Y z aQ s NOTE: 1. REFER TO 2/S5.2 FOR TYPICAL POST -TENSION DETAIL @ SLAB EDGE. 2. REFER TO TYPICAL CONCRETE WALL SECTIONS FOR CONCRETE WALL INFORMATION. P/T SLAB PER PLAN & DETAILS. REINF NOT SHOWN FOR CLARITY CONCRETE WALL PER PLAN & DETAILS TEMPORARY SLAB RELEASE SECTION SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED Q STUD WALL PER P/TTENDONS Lu FRAMING PLAN NOTES W/ PROFILE PER PLANLu SLOPE LEVEL 3 PE~ R PLAN ELEV PER PLAN Lz Lu 0 0 0 Q 0 o • 0 • CONCRETE WALL W/ REINF PER PLAN SECTION AT SLAB EDGE SCALE: 1" = V-0" 2 u Q Lu a z Q a w a NOTES: 1. REFER TO 10/S5.1 FOR TYPICAL POST -TENSION DETAIL @ SLAB EDGE. 2. REFER TO TYPICAL CONCRETE WALL SECTIONS FOR CONCRETE WALL INFORMATION. -AN VIPB66Z 1 VJ I I __IONED CONCRETE SLAB PER PLAN. REINF NOT SHOWN FOR CLARITY COLUMN PLINTH (LATERAL SCALE: 1" = V-0" #4 HORIZONTAL DIAMOND SHAPED TIES @ 3" OC (8) #4 VERTICAL DOWELS W/ 90' HOOK #4 HORIZONTAL SQUARE SHAPED TIES @ 3" OC V-4" SQ CONCRETE PLINTH PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL PLUMBING ELECTRICAL ® ENERGY ® ACCESSIBILITY FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: �7/�� �)ATE. 11 /15/2023 WES► GUASI GUUt GUNSULTANTS, INC. �IONAL 09/22/23 O m Lu Lu Lu w Lu O 0 a a a a cV M M M W fV \ fV \ fV \ fV \ F- Ln lD 1:* fV Q CV c-I CV CV 0 m m r-1 O O O O Y Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 2023cn CITY OF EDMONDS DEVELOPMENT SERVIC DEPARTMENT a Li 0 N Q _:�: 0 00 rn 0 F, V a Z Z 0 W V) 0 H, Q W 0Z H T_ 0 W � inO 0) La I..L `Jj SHEET: S503 C I STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED HEADER PER PLAN CRIPPLE STUDS PER PLAN; DO NOT CUT • AWAY MATERIAL FROM CRIPPLE STUDS FULL -HEIGHT • HOLDOWN CHORD AB W/ SIMPSON BP PL WASHER, TYP PT SILL PL PER SHEAR WALL SCHED CONCRETE FOOTING OR P/T SLAB NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN V-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = V-0" FRAMING AT ADJOINING • PANEL EDGES PER SHEAR • WALL SCHED A AB SIZE AND SPACING A PER PLAN AND SHEAR WALL SCHEDULE, TYP RIM BOARD OR BLOCKING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOLDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS HOLDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOLDOWN ANCHORAGE PANELEDGE NAILING PER SHEAR WALL SCHED CONTINUE HOLDOWN CHORD TO FOUNDATION CONCRETE STEM WALL CONCRETE FOOTING EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR EDGE NAILING PER PLAN STRUCTURAL NOTES, TYP AND SHEAR WALL 0.131"0 x 3" SCHEDULE OR 2x6 STUD @ 2x4 CROSS WALL NAILS @ 9" OC STRUCTURAL NOTES, TYP `2x8 STUD @ 2x6 CROSS WALL (2) ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND NAILS @ 9" OC SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP STUD WALL PER 0.131"0 x 3" FRAMING PLAN NAILS @ 9" OC NOTES, TYP STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR SHEATHING (OR GWB) AND WALL SCHEDULE OR NAILING PER PLAN AND SHEAR STRUCTURAL NOTES, TYP WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = V-0" PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = V-0" NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 SHEATHING PANEL, TYP CONTINUOUS PANEL EDGES SUPPORTED PANEL EDGES 2x OR 3x BLOCKING ONLY IF n�-1— r.i n nl inn�nn it rnrr �r�rr. (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS 2 1/4" END DISTANCE, TYP (2) ROWS OF (8) 0.131" 0 x 3" NAILS @ 3" OC EA SIDE OF SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC \ SPACING TOPCHORD / SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131" 0 CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE OF WALL AT SPLICE. INSTALL EA STRAP W/ (12) 10d AT EA END. WHERE BOTH PLATES ARE CUT, INSTALL CS20 STRAPS AT EA PLATE AND EA SIDE OF THE WALL. 6-0" MIN BETWEEN SPLICES SPLICES TO OCCUR AT CENTER OF VERTICAL STUDS TOP CHORD SPLICE BOTTOM CHORD SPLICE TYPIC���OP PLATE SPLICE DETAIL 4 SCALE: 1" EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP (2) ROWS OF 0.131" 0 x 3" NAILS @ 9" OC EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP (2) ROWS OF 0.131" 0 x 3" NAILS @ 9" OC (EACH SIDE OF PARTY WALL) STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP C. PARTY WALL INTERSECTION NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 0 FRAMING AN, EACH SIDE OF I SOLID OR MUL STUD COLUMN PER BEAM WIDTH, MIN UNO PARALLEL TO STUD WALL 0 } I� 77 ~ ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 9" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW 0.131"0 x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = V-0" SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"0 x 3" NAILS TYPICAL STUDS NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOLDOWNS: PROVIDE FULL HT HOLDOWN CHORDS PER HD SCHED OTHERWISE: (1) 2x FULL HT TYPICAL HEADER DETAIL SCALE: 1" = V-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = V-0" SOLID STUD COLU,.,,. TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES CRIPPLE STUDS PER PLAN AND COLUMN SCHEDULE OR STRUCTURAL NOTES BEAM PER PLAN AND SCHEDULE SIMPSON A35 EACH `SIDE OF BEAM I FA son, I PERPENDICULAR TO STUD WALL STUD WALL PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ® ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: "�7/�/.����`�' )ATE:11/15/2023 WEST uuASI CUUt GUNSULTANTS, INC. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 6y WA j S IONAL 09/22/23 Q k- O m F D Lu Lu Lu o_ v7 w LEI LEI LEI LEI 0 a a a a cV M M M W fV fV � fV � fV F- Ln lD � fV Q CV c-I CV CV 0 � rl m m 010 0101 Y Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 V / BLD2022-0527 W 0 RESUBO Oct 02 2023Z CITY OF EDMONDS DEVELOPMENT SERVICE DEPARTMENT LL >- N Z j Q o'oo 0 V Cy) O Q z 0 F- o Ui J Q w 0 Q 0 z 0 V) o : LJ u, �:rn�w SHEET: S601 PANEL EDGE NAILING PER ROOF FRAMING PLAN NOTES 1 1/2" LSL CONT RIM SHEATHING AND NAILING PER PLAN NOTES 16d @ 6" OC PANELEDGE NAILING PER SHEAR WALL SCHED SILL PL NAILING PE SW SCHE 2x4 DF FLAT CI 1 3/4" LVL F PANEL EDG PER SHEAR W) SHEAT NAILING PER SHEAR W/._ ILV 2x6 HF PARAPET STUDS @ 24" SISTERED TO EA JOIST W/ (8) 16d @ EA JOIST AS SHOWN ,OOF SHEATHING PER RAMING PLAN NOTES. JOTCH AT PARAPET STUDS )IAPHRAGM BOUNDARY !AILING PER PLAN NOTES ,OOF JOIST PER PLAN 'wSCHEDULE ILL PL NAILING PER SW SCHED EXTERIOR STUD WALL PERPENDICULAR TO JOISTS SCALE: 1" = V-0" PANEL EDGE NAILING PER ROOF FRAMING PLAN NOTES 1 1/2" LSL CONT RIM SHEATHING AND NAILING PER PLAN NOTES 16d @ 6" OC CONT FULL WIDTH TOP PLATE PANEL EDGE NAILING PER ROOF FRAMING PLAN NOTES 1 1/2" LSL BLOCKING WALL 1 ATC H a BELOW VERTICALLY OUNDARY NAILING MING PLAN NOTES (4) 10d NAILS ROOF JOIST PER PLAN WEB FILLER BY JOIST MFR (3) 16d NAILS 1 3/4" LVL BLKG @ 48" OC — SIMPSON LSTA36 STRAP EA SIDE OF STUD @ 48" OC. CENTER STRAP VERTICALLY AT CENTER OF RIM JOIST AND PROVIDE (12) 10d COMMON NAILS ABOVE AND BELOW RIM JOIST EXTERIOR STUD WALL PARALLEL TO JOISTS SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN NOTES PANEL EDGE NAILING PER ROOF FRAMING PLAN NOTES 1 1/2" LSL BLOCKING 16d @ 6" OC L I -JOISTS PER PLAN 16d @ 6" OC L I -JOISTS PER PLAN 16d TOE NAILS / L 16d TOE NAILS @ 9„ OC J I -JOISTS PER PLAN AND @ 9" OC AND SCHEDULE AND SCHEDULE SCHEDULE, LAPPED OR PANEL EDGE NAILING PANEL EDGE NAILING CONTINUOUS PER PLAN AND SHEAR PER PLAN AND SHEAR BEARING & BEARING & WALL SCHEDULE OR 2x4 BLOCKING AT WALL SCHEDULE OR 2x4 BLOCKING AT NON -SHEAR WALL NON -SHEAR PARTY STRUCTURAL NOTES SHEAR WALLS STRUCTURAL NOTES SHEAR WALLS PER PLAN WALL PER PLAN A. CONDITION AT 2x STUD WALL B. CONDITION AT PARTY WALL ROOF FRAMING DETAIL (INTERIOR NON -BEARING AT SHEAR WALL SCALE: 1" = V-0" DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x4 BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED PRE-ENGINEERED j� SCISSOR TRUSS PER PLAN SILL PL NAILING PER SHEAR WALL SCHED SIMPSON H2.5A TIE PROVIDE BOUNDARY AT EACH TRUSS NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE STUD WALL FRAMING SHEATHING AND NAILING PER PLAN NOTES PER PLAN AND SHEAR WALL SCHEDULE TYPICAL SCISSOR TRUSS SUPPORT DETAIL SCALE: 1" = V-0" A. CONDITION AT 2x STUD WALL SHEATHING AND NAILING PER PLAN NOTES CONT FULL WIDTH TOP PLATE I -JOISTS PER PLAN AND SCHEDULE, LAPPED OR CONTINUOUS B. CONDITION AT PARTY WALL ROOF FRAMING DETAIL (INTERIOR BEARING AT NON -SHEAR WALL SCALE: 1" = V-0" DIAPHRAGM SHEATHING AND BOUNDARY NAILING NAILING PER ROOF PER ROOF FRAMINGPLAN NOTES FRAMING PLAN NOTES 2x OUTLOOKER (24" MAX OVERHANG) GABLE END TRUSS A35 CLIP PER SW SCHED (24" SHEATHING AND OC MAX) NAILING TO MATCH SHEAR WALL BELOW 11T OF BL CKINGE SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OPTION A. BLOCKING AND STRAPS TYPICAL GABLE END SECTION SCALE: 1" = V-0" SIMPSON LSTA15 STRAP EACH SPLICE 2x4 BLOCKING FOR (3) TRUSS SPACES @ 4'-0" OC MAX 6d COOLER NAILS @ 6" OC OVER EXTENTS OF BLOCKING (4) 8d NAILS INTO EA BLOCK 2x4 BLOCKING EACH BRACE PANEL EDGE NAILING PER ROOF FRAMING PLAN NOTES 1 1/2" LSL BLOCKING 16d @ 6" OC PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES I -JOISTS PER PLAN AND SCHEDULE SHEATHING AND NAILING PER PLAN NOTES 16d @ 6" OC I -JOISTS PER PLAN AND SCHEDULE, LAPPED OR CONTINUOUS 2x4 BLOCKING AT SHEAR WALLS A. CONDITION AT 2x STUD WALL PANEL EDGE NAILING PER ROOF FRAMING PLAN NOTES 1 1/2" LSL BLOCKING SHEATHING AND NAILING PER PLAN NOTES 16d @ 6" OC - CONT FULL WIDTH TOP PLATE ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 C" 6YWWA�3�t, S 16d @ 6" OC J L I -JOISTS PER PLAN AND SCHEDULE, O745 Z PANEL EDGE NAILING LAPPED OR L ti PER PLAN AND SHEAR CONTINUOUS s`SIONAL WALL SCHEDULE OR STRUCTURAL NOTES 2x4 BLOCKING AT 09/22/23 SHEAR WALLS B. CONDITION AT PARTY WALL 71 1 1 1 1 1 ROOF FRAMING DETAIL (INTERIOR BEARING AT SHEAR WALL SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN NOTES I -JOISTS PER PLAN AND SCHEDULE SHEATHING AND NAILING PER PLAN NOTES 2x FLAT BLOCKING @ 2x FLAT BLOCKING @ CONT FULL WIDTH NON -BEARING & TOP PLATE 16" OC W/ (2) 10d 16" OC W/ (2) 10d NON -SHEAR WALL INTO TOP PLATE & (2) INTO TOP PLATE & (2)PER PLAN NON -BEARING & 8d TOE NAILS EA END 8d TOE NAILS EA END NON -SHEAR PARTY NOTE: WHERE JOISTS ARE ALIGNED WALL PER PLAN OVER THE WALL, BLOCKING IS NOT REQUIRED. IN THAT CASE, PROVIDE 16d A. CONDITION AT 2x STUD WALL TOE NAILS @ 9" OC BETWEEN BOTTOM B. CONDITION AT PARTY WALL CHORD OF JOIST & TOP PLATE. ROOF FRAMING DETAIL (INTERIOR NON -BEARING AT NON -SHEAR WALL) 2x4 BLOCKING EACH BRACE (6) 10d I PROVIDE (2) 2x4 OR (1) 2x6 DIAGONAL BRACE AT 4'-0" OC NOTE: REFER TO CASE A FOR INFORMATION NOT SPECIFICALLY CALLED OUT OPTION B. BRACING SCALE: 1" = V-0" FRAMING PLAN NOTES TYPICAL CORRIDOR SECTION SCALE: 1" = V-0" PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ®ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: _ lja,7��)ATE: 11/15/2023 WEsi uuNzii uuut uuNSULTANTS, INC. Q H H H k- O m Lu Lu Lu L�1 LEI LEI LEI LEI 0 a a a a cV M M M LLI fV fV fV fV I— Lei lD � f V Q CV rH CV CV 0 � rH m m O O O O Y Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 20230 CITY OF EDMONDS DEVELOPMENT SERVICE J DEPARTMENT 0 N Z�� C� O Z a C) �.oa 0La LL M I--' 0 La 0 0 W � in�O/ (5) La L` � U- SHEET: S6m2 C GI DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES (4) 10d NAILS @ BLI<G (3) 10d NAILS EA END 1 1/2" LSL BLKG @ 4'-0" OC FIRST JOIST BAY ONLY - SIMPSON LUS HANGER - 2x FULL DEPTH LEDGER W/ (2) ROWS 10d NAILS @ 24" OC STAGGERED - SECTION SCALE: 1" = V-0" NOTE: FOR NOTES & INFO NOT SPECIFICALLY CALLED OUT SHEATHING AND NAILING PER REFER TO DETAIL 7/S6.2. ROOF FRAMING PLAN NOTES STU WOO PER PDLAN 2x BLKG W/ DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES ROOF JOIST PER PLAN HANGER PER JOIST SCHEDULE ROOF JOISTS PER PLAN RAFTERS RUNNING PARALLEL TO WALL 2x6 HF LEDGER W/ (2) 16d @ 12" OC NAILS INTO BLI<G Lz_2x6 HF BLKG SLOPED PROVIDED BETWEEN STUDS TO MATCH LOWER PRE-ENGINEERED II \I [I SCISSOR TRUSS PER PLAN [j STUD WALL FRAMING PER PLAN NOTES ROOF JOIST PER BEAM PER PLAN PLAN TYPICAL SCISSOR TRUSS SUPPORT DETAIL SCALE: 1" = V-0" SEE OTHER WALL CONDITION FOR INFORMATION NOT SHOWN RAFTERS RUNNING PARALLEL TO BEAM RAFTER DETAIL AT LOWER ROOF AT SIM SECTION, PROVIDE LOW ROOF CONNECTION SIM DETAIL 6 DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES •1 II Nn/ • SIMPSON A35 CLIP @ 24" OC PANEL EDGE NAILING PER PLAN & SHEAR WALL SCHED SHEATHING PER PLAN & SHEAR WALL SCHEDULE STUD WALL PER PLAN & NOTES OVERHANG PER ARCH FULL DEPTH LSL RIM RIPPED TO MATCH SLOPE OF ROOF ROOF SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES ROOF JOIST PER PLAN SIMPSON H8 TIE AT EACH JOIST BEAM Ll PER PLAN 1 1/2" LSL BLKG @ 4'-0" OC FIRST JOIST BAY ONLY W/ A35 CLIP, TYP (3) SIDES SIMPSON A35 CLIP @ 24" OC ROOF RAFTER CONNECTION (BEARING SCALE: 1" = V-0" v SCALE: 1" = V-0" SHEATHING W/ SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES WOOD STUD BOUNDARY NAILING WALL PER PLAN PER FRAMING PLAN NOTES 2x FULL DEPTH HF LEDGER W/ (2) 16d @ 12" OC NAILS INTO BLKG SIMPSON LTP4 PROVIDED BETWEEN STUDS PER PLAN LOW ROOF BEAM PER PLAN ROOF JOIST PER PLAN RAFTER DETAIL AT LOWER ROOF SCALE: 1" = V-0" STUD WALL SHEATHING PER PLAN & SHEAR WALL SCHEDULE 21 TYPICAL DRAG STRUT DETAIL SCALE: 1" = V-0" OVERHANG PER ARCH DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES PANEL EDGE NAILING PER PLAN & SHEAR WALL SCHEDULE 1/2" 0 SIDS SCREW W/ 3" THREADED EMBED INTO TOP PLATE @ EA BEAM & @ 12" AT BLKG FULL DEPTH LSL RIM RIPPED TO MATCH SLOPE OF ROOF ROOF SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES SIMPSON A35 CLIPS @ 24" OC (4) 10d NAILS @ BLKG SIMPSON H2.5A TIE @ EA BLKG (3) 10d NAILS EA END ROOF JOIST PER PLAN PORTION OF GLULAM BEAM EXPOSED TO WEATHER TO BE SEALED, PAINTED, & FLASHED PER ARCHITECT BEAM PER PLAN BEVELED PLATE 6x FULL DEPTH BLKG SHEATHING PER PLAN & STUD WALL PER PLAN SHEAR WALL SCHEDULE & NOTES ROOF RAFTER CONNECTION (NON -BEARING 'LAN & )ULE SCALE: 1" = V-0" An TIMBERSTRAND LSL RIM, JOIST, OR ALIGNED BEAM I SHEATHING PER ROOF FRAMING PLAN WITH BOUNDARY NAILING AT RIM AND TJI ALIGNED TJI I . . . . . . . . . . . . . . . WEI SIDI —r\ SECTION SCALE: 1" = V-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 C" F O1PASgl S I L� _ZONAL O m Lu Lu Lu D a a a a cV M M M W fV 1 fV fV fV I-_ Ln lD 1:* f V Q CV c-I CV CV m m 1:* r-I O O O O 3 BLOCKING EA OF WEB SIMPSON MST48 STRAP W/ (46) 16d NAILS STUD WALL WITH SHEATHING PER PLAN AND SHEAR WALL SCHED PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ®ENERGY ® ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: _ �Ijr��' )ATE: 11/15/2023 WEsi cuNzii cunt cUNSULTANTS, INC. 09/22/23 Y L Q DESIGN: CGP/LMS DRAWN: JEG CHECK: MTM JOB NO: 19440.10 DATE: 03/28/22 BLD2022-0527 RESUB Oct 02 20230 CITY OF EDMONDS J DEVELOPMENT SERVICE DEPARTMENT W N z�� 0o Z a) F_ v)o� Q La :2I L.I H- 0 La V) 0 LL. woo O �: rn w SHEET: S603