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REVIEWED BLD BLD2022-0207+Structural_PLANS+2.17.2022_9.50.50_AM+2686904DESIGN CRITERIA • GOVERNING BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS. • RISK CATEGORY: II • CONSTRUCTION LOADS: CONSTRUCTION LOADS (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT • LIVE LOADS: o ROOF 20 PSF o FLOOR 40 PSF • SNOW LOADS: o GROUND SNOW LOAD 25 PSF o FLAT ROOF SNOW LOAD 17.5 PSF o IMPORTANCE FACTOR 1.0 o SNOW EXPOSURE FACTOR Ce 1.0 o THERMAL FACTOR C 1.0 o MINIMUM ROOF SNOW LOAD 25 PSF [PER DOUGLAS COUNTY] • WIND LOADS -ASCE 7-10 CHAPTER 28, PART 2 -ENVELOPE PROCEDURE: o BASIC WIND SPEED: 110 MPH (ULTIMATE) o EXPOSURE: B o COMPONENTS & CLADDING: o END & CORNER ZONES 30 PSF (ASD) o INTERIOR ZONES 18 PSF (ASD) o ROOF OVERHANG -50 PSF (ASD) • SEISMIC LOADS -ASCE 7-16 CHAPTER 12, EQUIVALENT LATERAL FORCE PROCEDURE: o IMPORTANCE FACTOR 1.0 o SS 1.278 g o S1 0.448 g o SDS 1.022 g o SD1 0.553 g o SITE CLASS D o SEISMIC DESIGN CATEGORY D o BASIC SEISMIC FORCE RESISTING SYSTEM o LIGHT FRAMED WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE o DESIGN BASE SHEAR 571 LBS (ASD) o CS 0.157 • DEFLECTIONS: o ROOF TOTAL LOAD L/240 o ROOF LIVE LOAD L/360 o FLOOR TOTAL LOAD L/360 o FLOOR LIVE LOAD L/480 GENERAL NOTES • NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL STRUCTURAL NOTES. • THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO BEGINNING WORK. ALL UNDERGROUND UTILITIES SHALL BE LOCATED BY THE CONTRACTOR PRIOR TO EXCAVATION. THE ARCHITECT AND FOR SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. • COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. DO NOT SCALE STRUCTURAL DRAWINGS. • REFERENCE THE ARCHITECTURAL DRAWINGS FOR OPENINGS, INTERIOR AND EXTERIOR NON -BEARING WALLS, CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, FINISHES, STAIRS, AND DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. • METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. • THE CONTRACT DRAWINGS REPRESENT THE STRUCTURE IN ITS FINISHED STATE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND VISITORS DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO BRACING, SHORING, AND SAFETY STANDARDS SUCH AS OSHA AND WSHA. A VISIT TO THE SITE BY THE FOR SHALL NOT INCLUDE REVIEW OF THESE ITEMS. • OPENINGS, NOTCHES, HOLES, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. • PRODUCTS SPECIFIED IN THESE DRAWINGS ARE USED AS THE BASIS OF DESIGN FOR THE PROJECT. SUBSTITUTIONS MAY BE SUBMITTED TO THE FOR FOR REVIEW. SUBSTITUTION REQUESTS MUST CONTAIN A CURRENT ICC-ESR OR IAPMO-ER REPORT IDENTIFYING THE SAME OR GREATER LOAD CAPACITY FOR THE REQUESTED COMPONENT. • DETAILS IDENTIFIED ON THE STRUCTURAL DRAWINGS SHALL APPLY IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE. DEFERRED SUBMITTALS • ALL PRE-ENGINEERED, PRE -FABRICATED, AND PRE -MANUFACTURED PRODUCTS DESIGNED BY OTHERS SHALL BE DESIGNED FOR ALL APPLICABLE LOADING AND DEFLECTIONS OUTLINED ABOVE. DESIGN SHALL CONFORM TO THE PROJECT DRAWINGS, REFERENCE STANDARDS, AND THE GOVERNING CODE. • DRAWINGS, CALCULATIONS AND PROUCT DATA FOR THE DESIGN AND FABRICATIONS OF DEFERRED SUBMITTAL ITEMS SHALL BEAR THE SEAL AND SIGNATURE OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON WHO IS RESPONSIBLE FOR THE DESIGN OF THE ITEMS. DEFERRED SUBMITTAL INFORMATION SHALL BE SUBMITTED TO THE ARCHITECT/EOR AND BUILDING DEPARTMENT AS REQUIRED FOR REVIEW PRIOR TO FABRICATION. FOR REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CRITERIA AND PROJECT DRAWINGS. ALL NECESSARY HARDWARE, ANCHORAGE, AND BRACING SPECIFICATIONS SHALL BE FURNISHED BY THE MANUFACTURER. THE DESIGN AND CONNECTION TO THE PRIMARY STRUCTURE IS THE RESPONSIBILITY OF THE ENGINEER IN CHARGE OF THE DEFERRED SUBMITTAL ITEMS. DEFERRED SUBMITTAL ITEMS INCLUDE: o STRUCTURAL STEEL FRAMING o SIMPSON WOOD STRONG WALLS TESTING & SPECIAL INSPECTIONS • BUILDING OFFICIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH IBC SECTION 110. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. • SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT, THIRD -PARTY INSPECTOR. SPECIAL INSPECTIONS SHALL BE PERFORMED AS OUTLINED BELOW. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED SPECIAL INSPECTIONS. SUBMIT COPIES OF ALL SPECIAL INSPECTION REPORTS TO THE FOR FOR REVIEW. o FOUNDATION REINFORCING PRIOR TO POURING o FOUNDATION REINFORCING AND ANCHOR PLACEMENT AT WOOD STRONG WALL FOOTINGS o SHEAR WALL AND DIAPHRAGM FASTENING, ANCHOR BOLTS & HOLD DOWNS • STRUCTURAL OBSERVATIONS, WHEN REQUIRED BY THE PROVISIONS OF CHAPTER 17 OF THE IBC, THE OWNER OR OWNER'S AUTHORIZED AGENT SHALL EMPLOY THE FOR TO PERFORM STRUCTURAL OBSERVATIONS. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY BUILDING DEPARTMENT INSPECTIONS OR THIRD PARTY SPECIAL INSPECTIONS, OR ANY OTHER INSPECTIONS REQUIRED BY CODE. o CONCRETE REINFORCEMENT PRIOR TO POURING o SUBSTANTIAL COMPLETION OF SHEAR WALL NAILING & HOLD DOWN HARDWARE o SUBSTANTIAL COMPLETION OF ROOF DIAPHRAGM NAILING & CONNECTIONS o SUBSTANTIAL COMPLETION OF WOOD STRONG WALL INSTALLATION o SUBSTANTIAL COMPLETION OF STRUCTURAL STEEL AND CONNECTIONS. FOUNDATIONS • CONFORM TO IBC CHAPTER 18 FOR SOILS AND FOUNDATIONS. • ALLOWABLE SOIL BEARING PRESSURE - A GEOTECHNICAL REPORT WAS NOT PROVIDED FOR THIS PROJECT PRESUMPTIVE SOIL LOAD -BEARING VALUES BELOW WERE USED AS THE BASIS OF DESIGN. o 1500 PSF [IBC 2015 TABLE 1806.2] • ALL FOUNDATIONS AND SLABS -ON -GRADE SHALL BEAR ON STRUCTURAL COMPACTED FILL OR COMPETENT NATIVE SOIL. EXTERIOR AND PERMITER FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 18" AND INTERIOR FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 12". • CONCRETE SHALL CONFORM TO ACI 318-14 AND IBC CHAPTER 19, • CONCRETE MIX DESIGN SHALL MEET OR EXCEED THE REQUIREMENTS BELOW: o FOUNDATIONS, STEM WALLS o STRENGTH: 3500 PSI o TEST AGE: 28 DAYS o MAXIMUM AGGREGATE: 1 " o EXPOSURE CLASSIFICATION: F1, Cl o MAXIMUM W/C RATIO: 0.55 o TARGET AIR CONTENT: 4.5% (± 1.5%) o MIX NOTES: o THE MIX DESIGN SHALL MEET THE REQUIREMENTS OF ACI 318-14 CHAPTER 19 BASED ON THE EXPOSURE CLASSIFICTIONS IDENTIFIED ABOVE. o CONCRETE SHALL HAVE A SLUMP OF 4" ± 1 " AT THE POINT OF DELIVERY • ALL CONCRETE MUST ACHIEVE FULL COMPRESSIVE STRENGTH BEFORE BEING SUBJECT TO FREEZING AND THAWING CYCLES. • POSITION AND SECURE EMBEDDED ITEMS PRIOR TO PLACING CONCRETE. REFERENCE ALL CONTRACT DRAWINGS AND COORDINATE EMBEDDED ITEMS. • REFERENCE TESTING AND SPECIAL INSPECTION SECTION FOR CONCRETE TESTING AND ACCEPTANCE CRITERIA. • CONCRETE MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS o PORTLAND CEMENT ASTM C150 o AGGREGATES ASTM C33 o MIXING WATER ASTM C1602 o AIR ENTRAINMENT ASTM C260 o MIXING AND TRANSPORTING ASTM C94 OF ASTM C685 • CONCRETE PLACEMENT, CONSOLIDATION AND CURING SHALL BE IN CONFORMANCE WITH ACI 318-14 CHAPTER 26. • CONCRETE REINFORCING MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS o REINFORCING BARS ASTM A615, GRADE 60 • REINFORCING BARS SHALL NOT BE WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE EOR. • REINCORCING COVER REQUIREMENTS SHALL BE: o CAST AGAINST EARTH 3" o EXPOSED TO WEATHER/EARTH 1-1/2" o SLABS AND WALLS 3/4" • REFERENCE DRAWINGS FOR REINFORCEMENT SPLICES AND DEVELOPMENT LENGTHS. WOOD • ALL WOOD PRODUCTS AND CONSTRUCTION SHALL CONFORM TO IBC CHAPTER 23, NDS AND NDS SUPPLEMENT (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION), ANSI/TPI 1 (NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) • ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY A GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY • SAWN LUMBER SHALL CONFORM TO THE GRADING RULES OF WWPA, WCLIB, OR NLGA, AND BE OF SPECIES AND GRADE AS LISTED BELOW o STUDS & PLATES (2X & 3X) HF #2 o POSTS (4X) HF #2 o JOISTS (2X) HF #2 o BEAMS (4X) HF #2 o BEAMS (6X) DF #1 o POSTS (6X) DF #1 • WOOD STRUCTURAL SHEATHING SHALL BE APA RATED AND CONFORM TO THE PRODUCT STANDARDS PS-1- 95 & PS-2-92 OF THE US DEPARTMENT OF COMMERCE AND THE AMERICAN PLYWOOD ASSOCIATION (APA). o ROOF SHEATHING 0 THICKNESS 15/32" 0 SPAN RATING 24/16 0 GRADE C-D 0 EXPOSURE 1 o FLOOR SHEATHING 0 THICKNESS 23/32" 0 SPAN RATING 24 OC 0 GRADE STUDD-1 FLOOR 0 EXPOSURE 1 o WALL SHEATHING 0 THICKNESS 15/32" 0 SPAN RATING 32/16 0 GRADE C-D 0 EXPOSURE 1 • ENGINEERED WOOD PRODUCTS: THE FOLLOWING MATERIALS ARE BASED ON LUMBER MANUFACTURED BY TRUSJOIST BY WEYERHAEUER WHICH WAS USED AS THE BASIS OF DESIGN FOR THIS PROJECT. ALTERNATE PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC-ESR/ IAPMO-ER APPROVAL FOR EQUIVALENT OR GREATER CAPACITY AND ARE REVIEWED AND APPROVED BY THE EOR. 0 LAMINATED VENEER LUMBER (LVL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387 0 PARALLEL STRAND LUMBER (PSL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387. USE 2.2E GRADE UNLESS NOTED OTHERWISE. 0 LAMINATED STRAND LUMBER (LSL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387. 0 1 JOISTS (TJI) CONFORMING TO ICC ES REPORT NUMBER ER-1153. THE MANUFACTURER SHALL DESIGN THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. JOISTS SHALL HAVE WOOD CHORDS AND SOLID WOOD WEBS. • THE LATEST PRODUCT CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY, INC WERE USED AS THE BASIS OF DESIGN FOR THIS PROJECT REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. • WOOD CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURERE'S PROVIDED INSTALLATION INSTRUCTIONS TO OBTAIN THE MAXIMUM LOAD CAPACITY OF THE CONNECTOR, UNLESS NOTED OTHERWISE IN THE DRAWINGS. • NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 UNLESS MORE RESTRICTIVE NAILING IS INDICATED ON THE PLANS OR DETAILS. • NAILS SHALL BE COMMON SIZES UNLESS NOTED OTHERWISE ON THE DRAWINGS. • NAILS AND STAPLES SHALL CONFORM TO IBC SECTION 2303.6. • NAIL SIZES SHALL BE AS FOLLOWS: 0 8D COMMON LENGTH = 2-1/2" DIAMETER=0.131" 0 10D COMMON LENGTH = 3" DIAMETER = 0.148" 0 16D COMMON LENGTH = 3-1/2" DIAMETER = 0.162" 0 16D SINKER LENGTH = 3-1/4" DIAMETER 0.148" • LAG SCREWS AND THRU BOLTS SHALL BE A307. PROVIDE PLATE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. • SHEAR WALL HOLDOWN HARDWARE IS SPECIFIED FROM THE LATEST PRODUCT CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY, INC. PROVIDE ADDITIONAL FRAMING MEMBERS PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS TO ACHIEVE THE MAXIMUM CAPACITY DO NOT COUNTERSINK HOLDOWN BOLTS. • UNLESS NOTED OTHERWISE ON THE DRAWINGS, CONSTRUCTION SHALL CONFORM TO IBC SECTION 2308 - CONVENTIONAL LIGHT -FRAME CONSTRUCTION" AND IBC SECTION 2304 - GENERAL CONSTRUCTION REQUIREMENTS. • WOOD MATERIALS IN DIRECT CONTACT WITH CONCRETE OR OTHERWISE REQUIRED TO BE PRESERVATIVE TREATED SHALL CONFORM TO THE STANDARDS OF THE AMERICAN WOOD -PRESERVERS ASSOCIATION (AWPA). METAL HARDWARE AND FASTENERS INCONTACT WITH PT WOOD SHALL BE STAINLESS STEEL TYPE 316L, HOT DIP GALVANIZED, OR Z-MAX COATED PROVIDED THE ZINC CONTENT IS AT LEAST 1.85 OZ/SF. STRUCTURAL STEEL • STRUCTURAL STEEL FOR THIS PROJECT IS DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION MANUAL • STEEL CONSTRUCTION MUST CONFORM TO THE FOLLOWING STANDARDS: o AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES" o RCSC "SPECIFICALLY FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" o AWSD1.1 "STRUCTURAL WELDING CODE -STEEL' o SUBMIT SHOP DRAWINGS IN ACCORDANCE WITH AISC SPECIFICATION SECTION M1 "SHOP AND ERECTION DRAWINGS" • SUBMIT WELDER'S CERTIFICATES VERIFYING QUALIFICATION WITHIN THE LAST 12 MONTHS. • MATERIALS o STRUCTURAL WF SHAPES ASTM A992, Fy = 50 ksi o HSS STRUCTURAL TUBING ASTM A500, GRADE B, Fy = 46 ksi o BARS & PLATES ASTM A36, Fy = 36 ksi o HIGH STRENGTH BOLTS ASTM A325 o NUTS ASTM 563 OR ASTM 194, GRADE 2H o WASHERS ASTM F436 o ANCHOR RODS ASTM F1554, GRADE 36 o WELDED THREADED STUDS ASTM A108 • WELDING: CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACORDANCE WITH AWS AND WABO REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. • HIGH STRENGH BOLTS SHALL BE INSTALLED PER JOINT TYPE SNUG TIGHT (ST) PER RCSC SPECIFICATIONS. ALL BOLT HOLES SHALL BE STANDARD SIZE PER AISC. SLOTTED OR OVER -SIZED HOLES MUST BE APPROVED BY THE FOR PRIOR TO FABRICATION. POST INSTALLED ANCHORS • POST -INSTALLED ANCHORS SHALL COMPLY WITH THE LATEST REVISION OF THE ICC-ES ACCEPTANCE CRITERIA AND HAVE A VALID ICC-ES REPORT OR IAPMO-ES REPORT IN ACCORANCE WITH THE APPLICABLE BUILDING CODE. • REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. • REFERENCE TESTING AND INSPECTIONS SECTION ABOVE FOR SPECIAL INSPECTION CRITERIA FOR POST - INSTALLED ANCHORS. • The following documentation shall be available on ' site for the building inspector: ❑X COE APPROVED ARCHITECTURAL PLAN SET '. : ❑ COE APPROVED STRUCTURAL PLAN SET ; ❑ COE REVIEWED CALCULATION PACKET ❑ ENERGY CREDIT WORKSHEET '. ❑ SITE PLAN ❑ CIVIL PLAN !❑ ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE iWelding I to be completed by a WABO certified welder. I REVIEWED BY `- CITY OF EDMONDS ! BUILDING DEPARTMENT ABBREVIATIONS ADD'L ADDITIONAL ALT ALTERNATE ARCH ARCH ITECT/ARHITECTURAL B/ BOTTOM OF BLKG BLOCKING BM BEAM BOT BOTTOM BRIG BEARING BTWN BETWEEN CL CENTERLINE CJ CONSTRUCTION/CONTROL JOINT CLR CLEAR CONIC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS CTRD CENTERED DBL DOUBLE DET DETAIL DF DOUGLAS FIR DIAG DIAGONAL DWG DRAWING EA EACH EF EACH FACE EN EDGE NAILING EL ELEVATION EMBED EMBEDMENT ENGR ENGINEER FOR ENGINEER OF RECORD EQ EQUAL ES EACH SIDE EW EACH WAY (E) EXISTING EXT EXTERIOR F/ FACE OF FLR FLOOR FDTN FOUNDATION FTG FOOTING GA GAUGE GALV GALVANIZED GEN GENERAL GLB GLUE LAMINATED BEAM GR GRADE GT GIRDER TRUSS GWB GYPSUM WALL BOARD HD HOLDOWN HDR HEADER HF HEM -FIR HORIZ HORIZONTAL HSS HOLLOW STRUCTURAL SECTION HT HEIGHT INT INTERIOR Ld DEVELOPMENT LENGTH LONG LONGITUDINAL Ls SPLICE LENGTH LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER MAX MAXIMUM MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MTL METAL (N) NEW NOM NOMINAL NTS NOT TO SCALE OC ON CENTER OPP OPPOSITE OSB ORIENTED STRAND BOARD OWWJ OPEN WEB WOOD JOIST PL PLATE PERP PERPENDICULAR PLY PLYWOOD PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED REF REFERENCE REINF REINFORCING REQ'D REQUIRED RET RETAINING SCHED SCHEDULE SEC SECTION SHTG SHEATHING SIM SIMILAR SOG SLAB -ON -GRADE SPEC SPECIFICATION SQ SQUARE STD STANDARD STIFF STIFFENER STRUCT STRUCTURAL SW SHEAR WALL T/ TOP OF T&B TOP & BOTTOM T&G TONGUE & GROOVE THK THICK THRU THROUGH TJI TRUSJOIST WOOD I JOIST TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL WHS WELDED HEADED STUD WTS WELDED THREADED STUD WWF WELDED WIRE FABRIC w LU IC o 00 O EQ � a) o z >= 3N Z a > >_ �w i TTT � o z 00 _. _ N '—' — 0 } coo Z 0 O UW U Lq ROSE w W ASy�ti/�yF 54970 / 0.FSs70NALE�G\�� 11 /17/2021 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z O Q LLJ � Q U) z �o Q �z fr Ob O Q d-) :�i �R C) LLJ O N z Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION DATE 1 DESC 1 SHEET TITLE GENERAL STRUCTURAL NOTES SHEET NUMBER RECEIVE Feb 17 2022 S1CITYOMF//��//''''\��\��E T SERVI-�VELOPENT SERVICES DEPARTMENT BLD2022-0207 PROJECT NUMBER 21-32 C DBL PT 2X8 L DBL PT 2X8 00 x N n r m o L — — J r — — — — - VN PT 6x10 DF #1 10'-0" MAX SPAN L — — — — J PT 6X6 POST, TYP @ CENTER BEAM, W/ SIMPSON PB66 BASE & SIMPSON BC6 CAP r L 00 x N J m 0 L — — — J SIMPSON DTT2Z TO DTT2Z PER 3/S3.1 @ 8'-0'' OC MAX PT 2X8 LEDGER W/ SIMPSON SIDS SCREWS @ _6, OC STAGGERED INTO (E) FLOOR RIM FOUNDATION & FRAMING PLAN NOTES: 0 x N m 0 T_ co x N I- m PT 4x10 H F #2 10'-0" MAX SPAN L — — — J HSS 6X4X5/8 PT 4X4 POST, TYP @ DECK EDGE BEAM, r , W/ SIMPSON PB44 BASE & SIMPSON BC4 CAP 2'-0'' SO x 12" THICK CONC FTG W/ (3) #4 EA WAY BOT, TYPICAL AT DECK EDGE (5) LOCATIONS 2'-0'' SO x 18" THICK CONC FTG W/ (4) #4 — 3' EA WAY BOT, TYPICAL AT HSS COLUMNS r — — — —— r-- (3)LOCATIONS 2' I HSS6X6X1/4 COLUMN, TYP (3) LOCATIONS, FULL HT SOLID BLKG I I I I REFERENCE DETAIL X/SX.X FOR BASE OVER BEAM L — — — — J L — — J PLATE CONNECTION LUS28 TO LEDGER r — — — —, r — — — —, 2'-6" SO x 12" THICK CONC FTG W/ (4) #4 3'-0 x 2'-0" x 18" THICK I I EA WAY BOT, TYP &CENTER DECK COLS CONC FTG W/ 5 I I VN #4 LONGITUDINAL ANDI v N 1 (4) LOCATIONS (4) #4 TRANSVERSE, L ---J BOTTOM ---- J 6" THICK STEM WALL W/ #4 @ 12" OC EA WAY CENTERED IN WALL N 1'-4" WIDE x12'' THICK CONTINUOUS N CONCRETE FTG W/ (2) #4 LONGITUDINAL, BOTTOM TYP @ ADDITION 0 m DBL PT 2X8 0 1. REFERENCE S1.0 FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, AND INSPECTION REQUIREMENTS. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT SCALE PLANS. UNLESS NOTED OTHERWISE, COLUMNS AND FOOTINGS ARE CENTERED ON GRID LINES. CONTINUOUS FOOTINGS SHALL BE CENTERED UNDER WALLS. FACE OF STUD SHALL ALIGN WITH FACE OF CONCRETE. POSTS, BUNDLED STUDS, OR COLUMNS ARE TO BE CENTERED ON FOOTINGS OR WALL PIERS. 3. CONTRACTOR TO COORDINATE CURBS AND ELECTRICAL & MECHANICAL FLOOR OPENINGS AND PENETRATIONS WITH ARCHITECTURAL DRAWINGS. NOTIFY FOR FOR ANY OPENINGS NOT SHOWN IN THE STRUCTURAL PLANS. 4. THE BOTTOM OF ALL FOOTINGS SHALL BE 18" MINIMUM BELOW GRADE AND SHALL BEAR UPON FIRM, UNDISTURBED SOIL OR ENGINEERED COMPACTED FILL. 5. MOISTURE PROOF ALL WALLS BELOW GRADE PER ARCHITECTURAL SPECIFICATIONS. 6. ALL WOOD IN CONTACT WITH WEATHER -EXPOSED CONCRETE OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE -TREATED. 7. USE HOT DIPPED GALVANIZED FASTENERS AND EITHER HOT DIPPED GALVANIZED OR ZMAX COATED HARDWARE AT CONNECTIONS TO PRESSURE TREATED LUMBER. 8. ALL EXTERIOR WALLS TO BE 2X6 @ 16" OC, TYPICAL UNO. ALL INTERIOR BEARING AND SHEAR WALLS TO BE 2X6 @ 16" OC, UNO. 9. REFERENCE PLAN FOR SHEAR WALL AND HOLD DOWN LOCATIONS. 10. RIMS BELOW SHEAR WALLS SHALL BE PER THE SHEAR WALL SCHEDULE, UNLESS NOTED OTHERWISE. ELSEWHERE, RIMS SHALL BE 1'/4 " LSL MINIMUM, UNO, 11. REFERENCE GENERAL STRUCTURAL NOTES FOR ALL LUMBER, SHEATHING, AND ENGINEERED LUMBER GRADES. 12. FULLY BLOCK FLOOR CAVITY AT ALL POINT LOADS. VERIFY POINT LOADS ARE SUPPORTED CONTINUOUSLY THROUGH FLOORS TO THE FOUNDATION. 13. TYPICAL FLOOR SHEATHING SHALL BE 23/32" APA RATED PLYWOOD SHEATHING. LAY FACE GRAIN PERPENDICULAR TO FRAMING AND STAGGER PANEL END JOINTS. NAIL WITH 10D @ 6" OC PANEL EDGES AND 12" OC PANEL FIELD (UNBLOCKED). ALLOW 1/8" SPACE BETWEEN PANEL ENDS AND EDGES. 14. TYPICAL INTERIOR HEADER IS TO BE (2) 2X8 UNO. MAXIMUM SPAN = 5-6" 15. SW-X INDICATES WOOD SHEAR WALL. REFERENCE 9/S3.1 FOR SHEAR WALL SHEATHING AND FASTENING REQUIREMENTS. 16. F-SW-X INDICATES FORCE TRANSFER SHEAR WALL. REFERENCE 11/S3.0 FOR ADDITIONAL FTAO REQUIREMENTS AT OPENINGS IN THE SHEAR WALL. 17. ALL EXTERIOR WALLS TO BE SHEATHED AS SW-6, UNO. REFER TO 9/S3.0 FOR TYPICAL SHEAR WALL SCHEDULE, 18. BEARING WALL TOP PLATE ELEVATION SHALL BE PER THE ARCHITECTURAL DRAWINGS. 19. REFERENCE ARCHITECTURAL FOR REMAINING NON-STRUCTURAL WALLS. 20. PROVIDE FULL HEIGHT SOLID BLOCKING OVER SHEAR WALLS AND BEARING WALLS PERPENDICULAR TO FRAMING. PROVIDE DOUBLE JOIST OVER SHEAR WALLS AND BEARING WALLS PARALLEL TO FRAMING. 21. FASTEN ALL HARDWARE PER MANUFACTURER INSTRUCTIONS TO ACQUIRE MAXIMUM LOAD CAPACITY, UNO PATIO & ADDITION ROOF FRAMING PLAN SCALE: 1 /2'' = 1'-0" T 0 N X N PT 2X8 LEDGER W/ SIMPSON SIDS SCREWS @ L — — — ——6'YOC-STAGGE-REII�f INT07(E) FLOQ-R RiNr — - F-SW-6 LUS210 HGR TO LEDGER — — — — — — — — — — — — — — — — — — — - 1 F-SW-6 W � CL 0 EQ a) o Z _F z a00 �w ,mow �• Z CN N U _ O 4- m Z 0 �} Ld U (i ROSE 4Y 2� 54970 /STER�� \� FSS�ONAL��v 2021 11 24 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z 0 � �Q Lu z �o cr co 0 Q cy) :�i �R Lu � 0 0 CV z Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION SHEET TITLE FOUNDATION & FLOOR FRAMING PLAN SHEET NUMBER RECEIV Feb 17 20 CITY OF EDMOND l\)• //\ 1\ DEVELOPMENT SER DEPARTMENT BLD2022-0207 PROJECT NUMBER 21-32 ED 2 CES IA Ir rlr r,r-/11/ r'1 r1 r\IAI PATIO & ADDITION ROOF FRAMING PLAN SCALE: 1 /2" = 1'-0" W� Lu �o J 01 0 EQ Z O^ �71 ` c: co ol CV Lu ,j Lei cl� • M �z co � N ~ V — O v ccZ •� 0 �� U L A6k ROSE 4Y WASy����.y� V ?) - Z 54970 IST FSS�ONA\- 2021 11 24 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z 0 o �Q o >� Q QUD z �o Q �z rr 000 Q 75 cy)o 0 N z Q 75 DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION SHEET TITLE ROOF FRAMING PLAN SHEET NUMBER RECEI Feb 17 2 CITY OF EDMO DEVELOPMENT S DEPARTME V` ■ 1 BLD2022-0207 PROJECT NUMBER 21-32 /ED )22 IDS 2VICES LAP SPLICE AND DEVELOPMENT LENGTHS f'c = 2500 PSI BAR SIZE DEVELOPMENT LENGTH, Ld CLASS B SPLICE, Ls Ldh STANDARD TOP STANDARD TOP #3 18 23 23 30 9 #4 24 31 31 41 12 #5 30 39 39 51 15 #6 36 47 47 1 61 1 18 NOTES: 1. UNCOATED REBAR AND NORMAL WEIGHT CONCRETE. 2. TOP BAR INDICATES THE HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW. 3. Ldh INDICATES HOOKED BAR DEVELOPMENT LENGTH. TYPICAL LAP SLICE & DEVELOPMENT LENGTHS SCALE: 1 /4" = V-0" SPLICE PER 1 /S3.0 ALTERNATE HOOK DIRECTIONS, TYP STD HOOK Z3 o a., w� o U Lu cy) J r U co W J T W W a_ � � w WALL SIZE & REINF PER PLAN CORNER BARS TO MATCH WALL a HORIZ REINF REINFORCING @ CONCRETE CORNERS SCALE: 3/4'' = T-0" WOOD -FRAMED SHEAR WALL SCHEDULE HEM FIR - 8d NAILING APA RATED EDGE NAILING BOTTOM BOTTOM PLATE FRAMING CLIP RIM BOARD FRAMING BLOCKING ANCHOR TO SILL PLATE AT ALLOWABLE SW TYPE WALL (EN) PLATE ATTACHMENT TO WALL THICKNESS & AT PANEL AT PANEL FOUNDATION FOUNDATION SHEAR SHEATHING BELOW GRADE EDGES EDGES CAPACITY(PLF) [31 [81 [31 [31 [51 [31 [121 SEISMIC WIND 1-1/4'' 1.3E SW-6 15/32'' 8d @ 6" OC 2X 16d SINKER @ 4" OC LTP5 @ 18'' OC TIMBERSTRAND 2X 2X 5/8" 0 @ 48" OC PT 2X 242 339 LS L NOTES: 1. ALL FRAMING MEMBERS AND BLOCKING SHALL BE 2" NOMINAL OR GREATER, PER THE SHEAR WALL SCHEDULE ABOVE. ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLOCKING. 2. FOR BUNDLED END STUDS, STITCH NAIL TOGETHER WITH FASTENER DIAMETER AND SPACING TO MATCH THE BOTTOM PLATE NAILING TO RIM. 3. IN LIEU OF 3X FRAMING, (2) 2X FRAMING MEMBERS MAY BE USED PROVIDED THEY ARE FASTENED TOGETHER WITH FASTENER, DIAMETER, AND SPACING TO MATCH THE BOTTOM PLATE NAILING TO RIM. 4. ALL NAILS ARE COMMON, UNLESS NOTED OTHERWISE. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. OTHER APPROVED FASTENERS SHALL BE DRIVE AS REQUIRED FOR PROPER INSTALLATION OF THAT FASTENER. 5. FOUNDATION ANCHOR BOLTS SHALL HAVE A GALVANIZED STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.229"x3"x3" IN SIZE. PROVIDE A MINIMUM 6" ANCHOR BOLT EMBEDMENT INTO THE FOUNDATION. PROVIDE AN ANCHOR BOLT AT EACH END OF EACH SILL PLATE WITH AN END DISTANCE OF 6". 6. ALL SHEAR WALL PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. 7. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE PANEL EDGES. REFERENCE SCHEDULE ABOVE AND PLAN FOR EDGE NAIL SPACING. NAILS AT THE INTERMEDIATE FRAMING MEMBERS SHALL BE THE SAME SIZE AS NAILS SPECIFIED FOR THE PANEL EDGE NAILING. THE MAXIMUM NAIL SPACING AT INTERMEDIATE FRAMING MEMBERS IS 12" OC. THE MAXIMUM STUD SPACING IS 16" OC. 8. ALL FRAMING CLIPS AND HARDWARE MUST BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS TO OBTAIN THE MAXIMUM HARDWARE CAPACITY. 9. EDGE NAILING IS REQUIRED IN ALL HOLDOWN POSTS. EDGE NAILING IS REQUIRED TO EACH STUD USED IN BUILT UP HOLDOWN POSTS. 10. WHERE PANELS ARE APPLIED ON BOTH SIDES OF A SHEAR WALLAND NAIL SPACING IS LESS THAN 6" OC, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" NOMINAL OR GREATER AT ADJOINING PANEL EDGES. 11. NAILS AT ALL PANEL EDGES SHALL BE STAGGERED. 12. PROVIDE HOT DIPPED GALVANIZED NAILS AND FRAMING CLIPS AT PRESSURE TREATED LUMBER. 13. REFERENCE KEY DETAILS FOR ADDITIONAL INFORMATION. SHEAR WALL SCHEDULE SCALE: NTS STUD WALL FRAMING BOTTOM PLATE ATTACHMENT ADD'L NAILING AS REQ'D PER SW SCHEDULE FLOOR FRAMING DIAPHRAGM EDGE NAILING DOUBLE TOP PL STUD WALL FR/ SILL PLATE SHEAR WALL SHTG PER PLAN ABOVE EDGE NAILING RIM BOARD SHEATHING SPLICE FRAMING CLIP EDGE NAILING SHEAR WALL SHTG PER PLAN BELOW EDGE NAILING ANCHOR BOLT SHEAR WALL KEY DETAIL STEM WALL REINF PER PLAN STEM WALL AND FOOTING PER PLAN 40 2'-0" TYPoe n a Z Zi a a a a a a a a a a a a a a a as a a as a a DOWELS TO MATCH (N) STEM WALL REINF W/ 4" EMBED INTO (E) STEM WALL EXISTING STEM WALL AND FTG T/GRAD E ALIGN BOT OF (N) FTG FIELD VERIFY 18'' MIN WITH (E) FTG FOOTING DEPTH NEW FOUNDATION AT EXISTING SCALE: NTS FLOOR SHEATHING PER PLAN FLOOR JOISTS PER PLAN TYP STEM WALL 2'-6" MAX UNBALANCED SOIL HEIGHT COMPETENT NATIVE SOIL OR "' COMPACTED STRUCTURAL FILL NOTE: REFERENCE SHEAR WALL SCHEDULE AND KEY DETAIL FOR REMAINING INFORMATION. SW PER PLAN REFERENCE SHEAR WALL SCHEDULE FOR REMAINING INFORMATION PT SILL PLATE AND ANCHOR BOLT PER SHEAR WALL SCHEDULE HD ANCHOR EMBEDMENT TO BE FROM T/FTG CONIC STEM WALL & FTG REFERENCE PLAN FOR DIMS AND REINFORCEMENT B/FTG TO BE 2-0" MIN BELOW FINISHED GRADE PERPENDICULAR FLOOR JOISTS @ STEM WALL SCALE: 3/4'' = 1'-0" FLOOR/ROOF FRAMING NOT SHOWN FOR CLARITY HEADER PER PLAN DOUBLE TOP PL /�3x BLKG AT STRAP ABOVE & BELOW �dlOPENING SIMPSON CS20 STRAP ABOVE & BELOW OPENING EXTEND 2'-0" MIN PAST WINDOW OPENING, TYP KING STUDS TRIMMER STUDS NOTES: 1. REFERENCE SHEAR WALL SCHEDULE AND KEY DETAIL FOR REMAINING INFORMATION 2. STRAPS TO BE ON BOTH SIDES WHEN SHEAR WALL IS DOUBLE SIDED a FTAO SHEAR WALLE LEVATION SCALE: 1 /2'' = 1'-0" WINDOW SILL CRIPPLE STUDS WALL SHTG NOT SHOWN FOR CLARITY POST @FOOTING SCALE: 1-112'' = 1 -0 FLOOR SHEATHING PER PLAN FULL HEIGHT BLOCKING @ 4'-0" OC MAX PROVIDE DIAPHRAGM EDGE NAILING AT BLOCKING FLOOR JOISTS PER PLAN TYP STEM WALL 2-6" MAX UNBALANCED SOIL HEIGHT q 4 COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL NOTE: REFERENCE SHEAR WALL SCHEDULE AND KEY DETAIL FOR REMAINING INFORMATION. T �, N PBS ;E FOUNDATION & REINF PER PLAN I�IJIVII L I LI V I IN/ IIL SOIL OR COMPACTED STRUCTURAL FILL BOT OF FTG TO BE 18" MIN BELOW FINISHED GRADE SW PER PLAN REFERENCE SHEAR WALL SCHEDULE FOR REMAINING INFORMATION PT SILL PLATE AND ANCHOR BOLT PER SHEAR WALL SCHEDULE HD ANCHOR EMBEDMENTTO BE FROM T/FTG CONC STEM WALL & FTG REFERENCE PLAN FOR DIMS AND REINFORCEMENT B/FTG TO BE 2'-0" MIN BELOW FINISHED GRADE PARALLEL FLOOR JOISTS @ STEM WALL SCALE: 3/4" = 1'-0" W� �Lu o t1? j 011 0 wl EQ N o� o^ '-- CV a �co c Q, ui Li1 0 • o Z co N V — o -+�co 0 �W U ROSE w OF WA 54970 / o�FSs�ONALE�G\�� 11 /17/2021 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z O I— 0 Q Q z �o Q �z IIr o0 O (3) 75 V co LLJ O N z Q DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION SHEET TITLE STRUCTURAL DETAILS SHEET NUMBER RECEIVE Feb 17 2022 CITY OF EDMONDS 3 0VELOPMENT SERVICES DEPARTMENT BLD2022-0207 PROJECT NUMBER 21-32 C STUD V� MAX HOLE DIAMI HOLE AND NOTCH SPACING TO BE EQU TO STUD WIDTH, MI MAX NOTCH DEPTH NOTES: 1. HOLES AND NOTCHES ARE NOT PERMITTED IN SHEAR WALL COMPRESSION AND HOLDOWN STUDS. 2. DO NOT NOTCH OR BORE HOLES IN MORE THAN (3) ADJACENT STUDS PRIOR TO FOR APPROVAL. 3. HOLES AND NOTCHES SHALL NOT BE WITHIN THE SAME SECTION OF STUD. 4. HOLES AND NOTCHES ARE NOT PERMITTED IN SHEAR WALL PLATES. BEARING/SHEAR WALLS & NON -BEARING WALLS & EXTERIOR WALLS INTERIOR NON-STRUCTURAL STUD SIZE WALLS ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE NOTCH HOLE NOTCH HOLE 2X4 0'-0 7/8'1 0'-1 3/8" 0'-1 3/8" 0'-211 2X6 0'-1 3/8" 0'-2 1 /8" 0'-2 1 /8" 0'-3 1/4" 2X8 U-1 13/16" 0'-2 7/8" 0'-2 7/8" 0'-4 1/4" ALLOWABLE HOLES IN STUDS SCALE: 1-1/2" = V-011 SOWS 16d NAILS GGERED @ 6" OC HIN SPLICE LENGTH DOUBLE TOP PLATE (2) 16d AT LOWER PLATE BREAK LINE STUDS AND SPACING PER PLAN NOTE: SHEATHING AND FLOOR/ROOF FRAMING NOT SHOWN FOR CLARITY TYPICAL TOP PL SPLICE SCALE: 3/4'' = T-0" THICKEN STEM WALL OCCURS A,c FOR 3" CLEAR CONC AROUND HS, I/G UlYJL L/-\ I L VV/ 1V� J/V KJ A36 ANCHOR BOLTS W/ DOUBLE NUT & 1/4 x3x3 PL WASHER W/ 8" EMBED INTO FTG TYP HSS BASE PLATE SCALE: 1-1 /2" = 1'-0'1 HIP BEAM PER PLAN HSS PER PLAN W/ 3X NAILER PER DETAIL 8/S3.1 HIP BEAM AT STEEL SCALE: 3/4'' = 1'-0" RAFTERS PER PLAN H2.5 EA RAFTER TO NAILER BELOW SHIM TO SLOPE HIP BEAM T/ROUGH OPENING (E) FLOOR SHTG 6" MAX NAIL SPACING TO JOIST (E) FLOOR JOIST OR SOLID SAWN BLKG (E) RIM STUDWALL BELOW WHERE OCCURS DECK TENSION TIES SCALE: 1-1 /2" = 1'-0" NOTE: ROOF FRAMING NOT SHOWN FOR CLARITY CAP PL 1/4" MIN HSS BM TO HSS COL SCALE: 1-1 /2'' = T-0" FRAMING @ SKYLIGHT SCALE: 1-1/2'' = T-0" (E) STUD WALL WHERE OCCURS TYP DECKING DECK JOIST PER PLAN SIMPSON DTT2Z TO DTT2Z DECK JOISTS TO (E) FLOOR JOIST OR BLKG W/ 1/2" ATR TO CONNECT SPACING PER PLAN LEDGER & CONN PER PLAN JI\I LI VII II IIV VLAI I VI LIVIIVI.I 42"X56" MAX DIMS MIN N EXISTING STUDWALL (E) DECKING PER PLAN SHTG DECK JOISTS PER PLAN (E) W/ SIMPSON LUS HANGER JOIST TO LEDGER, TYP PT DF LEDGER PER PLAN W/ 4" LONG SIMPSON \11 SDS SCREWS @ 6" OC STAG (E) SHTG TO REMAIN SIMPSON DTT2Z TO DTT2Z REMOVE (E) SIDING NOT SHOWN FOR CLARITY AT DECK LEDGER Ty 4" MIf END DI 2" EDGE DIST TYP LEDGER FASTENING LEDGER PER ABOVE TYP LEDGER CONN TO (E) HOUSE SCALE: 1" = V-011 WF BEAM NAILERS SCALE: 1-1 /2'' = V-0" TYP RAFTER TO WALL SCALE: 1-1 /2'' = V-0" SHTG PER PLAN WHERE OCCURS WOOD NAILER (3X MIN) W/ 5/8" 0 THREADED ROD A36 F1554 @ 16" OC, COUNTERSUNK HSS BEAM PER PLAN FTER J W� Lu CLo 00 0 EQ o a� o Lo ICI 3 N z a >_° uw nut �•° 1 ;_0 " I� N o t.J } 00 Z o �W U ROSE w WAS 54970 / o�FSs�ONALE�G\�� 11 /17/2021 © 2021 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. z O 0 Q Q z �o Q �z ry- 000 75 co 0 c\l z Q 75 DESIGNED BY CRW DRAWN BY CRW DATE DESCRIPTION SHEET TITLE STRUCTURAL DETAILS SHEET NUMBER RECEIVE Feb 17 2022 CITY OF EDMONDS 3 DEVELOPMENT SERVICES DEPARTMENT ■ BLD2022-0207 PROJECT NUMBER 21-32 C