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APPROVED BLD RESUB1 BLD2024-0958+Architectural_Plan+8.30.2024_3.04.36_PM+4474044Thomson Velguth Residence C Cy C Cy C Or 2'-0" x 4'-0'' x 1'-6" 4x4 or 46 pt #2 post w/ footing thirk ftn XAi/ (a) nin nilAc i+,,-, N ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE City Of Edmonds Building Department Work DECK Address 6811 164TH PL SW Owner THOMSON VELGUTH Approved Date 07/31/2024 Building Official Wwu'ta' C Permit Number BLD2024-0958 0 2 4 8 SCALE: 1 /4'' = T-O" RESUB Aug 30 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT L � J NORTH 6811 164th PL SW Edmonds, WA 98026 p W lands7capearelhitecture' i p o b o x g 7 z edmonds • wash ington • 98020 p h o n e/ f a x •( z o 6 )5 4 5 0 3 4 z w w w• s t u d i o 3 4 z• c o m STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT 2%. W CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20221005 drawn: CSW checked: Studio 342 date issue / revision 07.30.22 Schematic Design 08.01.23 Pre-app 07.18.24 Deck Permit 08.27.24 BLD Permit Revisions POST & BEAM LAYOUT L-2.0 © Studio 342 Landscape Architecture, LLC Thomson Velguth Residence (double) 2x12 pt df #2 6811 164th PL SW Edmonds, WA 98026 _ Stud' landscape architecture p o b o x 9 7 2 e d m o n d s wash ington • 98020 p h o n e/ f a x •( 2 o 6) 5 4 5- 0 3 4 2 w w w s t u d i o 3 4 20 C o m STATE OF WASHINGTON REGISTERED L�AND^SnQCAPE ARCHITECT D CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20221005 drawn: CSW checked: Studio 342 date issue / revision 07.30.22 Schematic Design 08.01.23 Pre-app 07.18.24 Deck Permit 08.27.24 BLD Permit Revision RESUB Aug 30 2024 JOIST CX CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DECKING LAYOUT 0 2 4 8 L q L-2.1 SCALE:1/4 = 1 -0 NORTH © Studio 342 Landscape Architecture, LLC 4'-5Y4" 4'-1ll�`0)/211 2" 5'-3%4" 51-�11 5'-2%4" 5'-5" 4'-10" 4'-9" �� 2'-5%" 2'-6Y4" 2i cf, Q0 L0 C') rA RESUB Aug 30 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Thomson Velguth Residence 6811 164th PL SW Edmonds, WA 98026 scape architecture i p o b o x 9 7 z edmonds • washington • 98020 p h o n e/ f a x •( z o 6 )5 4 5 0 3 4 z w w w• s t u d i o 3 4 2• c o m STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT CS. W CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20221005 drawn: CSW checked: Studio 342 date issue / revision 07.30.22 Schematic Design 08.01.23 Pre-app 07.18.24 Deck Permit 08.27.24 BLD Permit Revision RAILING LAYOUT 0 2 4 8 LJ SCALE: 1 /4'' = T-0" NORTH L-2.2 © Studio 342 Landscape Architecture, LLC Thomson Velguth Residence 435.20 435.00 434.00 433.00 432.00 431.00 430.00 429.00 428.00 427.00 426.00 425.50 425.00 424.00 423.00 422.00 421.00 420.00 419.00 435.20 435.00 434.00 433.00 432.00 431.00 430.00 429.00 428.00 427.00 426.00 425.80 425.00 424.00 423.00 422.00 421.00 420.00 419.00 North- Elevation SCALE: 1 /4" = V-0" West- Elevation Timber Tech stair tread (typ.) Timber Tech riser (typ.) 3'' clear custom tubular steel railing: 1-1/2'' x 3" rectangular top rail (powder coated black) 2" x 2'' tubular steel posts w/ mounting plates (powdercoated black) (see detail 11-4.0) -threaded steel tension cable horizontal rails see sheet L2.2 for railing layout pt post see sheet L2.0 for post & beam layout 1 x6 horizontal cedar screening w/ 1'' gap (typ.) 24'' 0 footing, typ. see sheet L2.0 for post & beam layout 2x12 stair stringer see sheet L2.1 joist & decking layout RESUB Aug 30 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 6811 164th PL SW Edmonds, WA 98026 Qtudlt(D landscape architecture p o b o x 9 7 z e d m o n d s • wash ington • 98020 p h o n e/ f a x •( z o 6 )5 4 5 0 3 4 z w w w• s t u d i o 3 4 z• c o m STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT W (S.� CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20221005 drawn: CSW checked: Studio 342 date issue / revision 07.30.22 Schematic Design 08.01.23 Pre-app 07.18.24 Deck Permit ELEVATIONS SCALE: 1 /4" = 1'-0" L-3.0 © Studio 342 Landscape Architecture, LLC 3" x 1-2" tubular steel top rai 2" x 2" tubular steel post (powdercoated black) w/ threaded stainless steel cable horizontal railings 4" o.c. max spacing space evenly 2 x 8 pt double rim joist (2) 8" recessed through bolts w/ nuts and washers Railin SCALE: E 0 beam splices must occur over posts E w/ 1-1/2" min. bearing �I T sst 4x4 gals. post/beam bracket (typ.) L" II II II o o II II o o II 4x10 pt df #2 beam (typ.) 656 00° 2" dia. lag bolt top and bottom (typ.) CV 4x4 pt hf #2 knee brace c— —� (typ.) alternate knee brace detail: 7r'�_ 2" min. hurricane tie 4 x 12 pt beam Detai 1 " = 1'-0" 2 x 8 pt blocking (typ.) 2 x 8 pt double rim joist (typ.) min. 1800 # tension straps (2) 8" recessed through bolts w/ nuts and washers 2 x 2 steel railing post w/ mounting plate (powdercoated black) IPE max. 6'-0" o.c. ;king .1800 # ;ion strap (typ.) (2) 2 x 10 pt ledger w/ 8" dia. x 6" lag screws (or equal) @ 8" o.c. Verify & provide (2) 2x rim joists at existing house lag screw or bolt (typ.) Alternatively, provide (2) 2x10 ledger w/ 2" dia. through bolts o.c. F- ledger (typ.) to existing (2) 2x rim joists E 5.5" min. for 2x8* o /` N o 0 6.5" min. for 2x10 0 0 0 7.5" min. for 2x1 Ledger Attachment Detail SCALE: 1 " = V-0" 3/4" min. *distance shall be permitted to be reduced to 4.5" if lag screws are used or bolt spacing is reduced to that of lag screws to attach 2x8 ledgers to 2x8 band joists existing siding metal flashing with drip (tucked under siding) (2) 2 x 10 pt ledger w/ 8" dia. x 6" lag screws (or equal) @ 8" o.c. Verify & provide (2) 2x rim joists at existing house. Alternatively, provide (2) 2x10 ledger w/ 2" dia. through bolts o.c. to existing (2) 2x rim joists 1/2'' max. Simpson 2 x 6 joist hanger (typ.) Simpson DTTIZ at 4 locations, evenly distributed along deck and 1 within 2' of each end of the ledger. Holdown devices shall fully engage deck joist per holdown manufacturer (slight offset allowed) (typ.) _- - Standard TimberTech AZEK decking (typ) fully threaded 8" dia. lag screw pre -drilled w/ min. 3" penetration to top plate, studs, or header 2x4 knee brace face nailed each side of post and beam w/ (4) 16d nails at each face and connection 4x4 pt df #2 post (typ.) Angle Bracing Detai SCALE: 1 " = 1'-0" o, o 0 Q. D o pD 0 D o. 0 0 Q 0 0 f D D D D G D Ledger/Footing Detail SCALE: 1 " = 1'-0" 2'-011 2 x 6 pt hf #2 joist (typ.) SST hurricane tie (typ.) 4x10 pt hf #2 beam (typ.) see framing plan for specific sizing Simpson PCZ or EPZ post cap (typ.) pt post per plan (see sheet L-2) see structural 95% compacted subgrade or undisturbed native soil c.i.p. concrete footing -see structural S1.0 max. 6'-0" Thomson Velguth Residence 6811 164th PL SW Edmonds, WA 98026 IM pands7eapea _ - --I p o b o x 9 7 z edmonds • wash ington • 98020 p h o n e/ f a x •( z o 6 )5 4 5 0 3 4 z w w w• s t u d i o 3 4 z• c o m STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT WC%. WIC/ CHAD S. WICHERS CERTIFICATE NO. 931 project number: 20221005 drawn: CSW checked: Studio 342 date issue / revision 07.30.22 Schematic Design 08.01.23 Pre-app 07.18.24 Deck Permit RESUB Aug 3E 2024 CITY OF DMONDS DETAILS DEVELOPMENT SERVICES DEPARTMENT L-4.0 © Studio 342 Landscape Architecture, LLC POST PER PLAN QHM& 61=111?AL NOES w/ MP544Z or MP5(o6Z COLUMN BASE, TYP (The following apply unless shown otherwise on the plans) BATTER (2) PILES CRM34A 1:5 (HORIZ:VERT) 2'-m" x 2'-0" x 1'-2" 18"0 PLINTH W/ DOWNSLOPE PER II 4 TI-IICIC FOOTING, TYP (8) 04 x DWLS I. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE 18, EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH HIT -RE 500 V3 ADHESIVE ANCHOR SYSTEMS AS MANUFACTURED BY HILT(, INC., GEOTECH REPORT 4 # W/(2) 4 x © SQ 4 0 DIAMOND f2021 EDITION). SIMPSON SET-33 AS MANUFACTURED BY SIMPSON STRONG -TIE, OR PURE110+ ADHESIVE ANCHOR SYSTEM AS MANUFACTURED BY DEWALT - POWERS OR AN GENERAL NOTES ' " '' TIES a 3" 00. PROVIDE 2 -(d x 2 -0 SQ FTC, 2. DESIGN LOADING CRITERIA ENGINEER APPROVED ALTERNATE THAT HAS ILL TEST DATA FOR THEIR SPECIFIC PRODUCT AND APPLICATION. INSTALL IN STRICT ACCORDANCE WITH I.C.0 c PLACE DOWNSLOPE STD. HOOKS, TYP, REPORTS FOR SPECIFIC EPDXY UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS. HOLE SIZE SHALL BE 1/8' LARGER THAN BAR, ROD OR BOLT SIZE. _ _ NOTE: NO WELDING 15 TO TAKE PLACE WITHIN 24" OF HARDENED EPDXY. `t EDGE JUST BELOW GROUND SNOW LOAD, PG = 3025 P5F 4 EX GRADE CE = 03 19, EXPANSION BOLTS INTO CONCRETE SHALL BE KWIK BOLT TZ WEDGE ANCHORS AND THREADED EXPANSION INSERTS INTO CONCRETE OR CONCRETE MASONRY IS ' 1.0 UNIT SHALL BE KWIK BOLT 3 MASONRY ANCHORS AS MANUFACTURED BY HILTI, ING OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE CT 1.0 MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. INSERTS INTO CONCRETE MASONRY UNITS SHALL BE INTO — PILE/FOOTING EX GRADE C5 = 1.0 FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. ANCHORS SHALL HAVE A CURRENT ICC 04 SQ TIE REPORT. FLOOR LIVE LOAD (RESIDENTIAL BALCONIES) 60 PSF DESIGN LOADING CRITERIA - LATERAL LOADS WIND VULT = 100 MPH (3-SEGO1Nl) GU57), VA5D = 18 MPH (3-SECOND GUST) PER IBC 16093.1 20. FRAMING LUMBER SHALL BE KILN DRIED, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L$. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. N ENCLOSED BUILDING, EXPOSURE 'B', KZT=1l0 11, LATEST EDITION, FURNISH TO THE FOLLOWING MINIMUM STANDARDS, UNLESS OTHERWISE NOTED ON THE PLANS: 2�� � PIN PILE PER _ DIRECTIONAL PROCEDURE PER ASCE 1-16 CH21 JOISTS: (2 X MEMBERS) DOUG FIR 12 GENERAL NOTES 4" MIN ENVELOPE PROCEDURE - METHOD 2 PER A5GE 1-I6 CH 28 MINIMUM BASIC DESIGN STRESS, FB = 0 P51 WO(3) BATTER (2) 2"� PIPE ENCLOSED SIMPLE DIAPHRAGM BUILDINGS ASCE 1-16 CH 21 PART 2 #4 EA. WAY (3 X AND 4 X MEMBERS) DOUG FIR M PILES DOWN SLOPE BOTTOM EARTHQUAKE RISK CATEGORY 2, IE =1.0 MINIMUM 5A51C DESIGN STRESS, FB = 1000 P51 SS 1 BEAMS AND STRINGERS: 4" I6" 4" (1) 2"� VERTICAL SITE�CLASS = C, (INCLUDING 6 X 10 AND LARGER MEMBERS) DOUG FIR M 1100 PILE Sppgg = 1.06, 5Di = 0A1, R MINIMUM BASIC DESIGN STRESS, FB = 1380 PSI = D, 55FR5 = CANTILEVERED TIMBER COLUMNS R = IB CS =0106, RHO =13 P05TS AND TIMBERS: (6 X (o AND LARGER) DOUG FIR 12 YPICAL PILE LAYOUT At F00t I G5 TYPICAL MAIN DECK POST TO FOOTING DETAIL MINIMUM BASIC DESIGN STRESS, FB = 150 P51 DESIGN BASE SHEAR V=10.1 K EQUIVALENT LATERAL FORCE PROCEDURE PLATES 4 MISCELLANEOUS LIGHT FRAMING: DOUG FIR STUD GRADE MINIMUM BASIC DESIGN STRESS, FB = 100 PSI DESIGN LOADING CRITERIA - DEAD LOADS STRUCTURAL WALL STUDS: DOUG FIR STUD GRADE POST PER PLAN DECK DEAD LOAD 9 P5F MINIMUM BASIC DESIGN STRESS, FB = 100 1-5I w/ MP544Z or MPB(o6Z 3. STRUCTURAL PRAWING5 SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER DISCIPLINES' DRAWINGS FOR BIDDING AND CONSTRUCTION BOLTED FRAMING: HAILERS, LEDGERS, AND PLATES DOUG FIR "2 COLUMN BASE, TYP CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO MINIMUM BASIC DESIGN STRESS, FB = WO PSI CONSTRUCTION. 18"0 PLINTH W/ FRAMING MEMBERS NOTED AS PRESSURE TREATED (PT) (8) #4 DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING, DURING THE BIDDING PERIOD, OF ANY DISCREPANCIES OR OMISSIONS NOTED ON (LEDGERS, STUDS, POSTS, JOISTS 4 BEAMS) HEM FIR "2 x L DWLS THE DRAWINGS OR IN THE SPECIFICATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF MINIMUM BASIC DESIGN STRESS, FB = 860 PSI W/(2) 04 x ElSQ 4 Q SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED CRE . 2'-m" x 4'-m" DIAMOND TIES a 3"OC SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER 21, ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE -TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). COMBINED FTG, PLACE PROVIDE STD. HOOKS, TYP. STAIRS PER ARCH'L 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK ALL DIMENSIONS OF EXISTING ALL WOOD MEMBERS (INCLUDING PLATES) IN DIRECT CONTACT WITH CONCRETE OR MA50NRY SHALL BE PRE55URE-TREATED WITH SODIUM BORATE (55X). DOWNSLOPE EDGE JUST N CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE FIELD VERIFIED BY THE CONTRACTOR OR THE CONTRACTOR'S ALL METAL CONNECTORS IN CONTACT WITH 'ACQ' PRESSURE -TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THI5 INCLUDES WASHERS, BELOW EX GRADE _ SIMPSON LS 90, TYP. SUBCONTRACTOR SCREWS, NAILS, HANGERS, AND ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER 15 USED IN INTERIOR CONDITIONS, G186 12"x12" FTG ('NOT -DIP' GALVANIZED TO Ih5 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL CONNECTORS 1/2' THICK EX GRADE 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE. METAL CONNECTORS 1/2' THICK PLUS ARE TO BE GALVANIZED FOR EXTERIOR USE, UNLESS #4 SQ TIE PT 2x12 SILL iE (2) s/8 COMPLETED IN ACCORDANCE WITH THE PLANS. ERECTION PLANS AND INSTALLATION OF SHORING SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR SPECIFIED OTHERWISE BY THE ARCHITECT. SPECIFIED w/ AND THE SHORING SUPPLIER THE SHORING SHALL NOT BE SUPPORTING ON THE EXISTING STRUCTURE. #4 16 oC x 4" TITEN ANCHORS b" IN FIELD WILL REQUIRE RE-EVALUATION THE AND THEIR SHORING INSTALLER 22, TIMBER CONNECTORS GALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE' BY 51MP50N COMPANY, AS SPECIFIED IN THEIR CATALOG No.0-2024. TOP 4 BOTTOM FROM ENDS CHANGES CONDITIONS DURING CONSTRUCTION BY CONTRACTOR EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE 5U55TITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR CATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S (2) 04 CONT. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER ALL BOLTS IN WOOD THE MEMBERS SHALL CONFORM TO A5TM A301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL 5OLT5 AND LAG SCREWS BEARING ON WOOD. UNLESS rrr-I/51.0 NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. 4" MIN 04 16"OC 1. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION 3 MIN. OR CONSTRUCTION. CHANGES SHOWN ONLY ON SHOP DRAWINGS WILL NOT SATISFY THIS REQUIREMENT. ALL JOISTS SHALL BE CONNECTED To FLUSH BEAMS WITH 'U' SERIES JOIST HANGERS. ALL MULTIPLE JOIST BEAMS SHALL BE CONNECTED To FLUSH BEAMS WITH "HU" BATTER (2) 2"0 PIPE 1614 (3) #4 CONT. SERIES JOIST HANGERS. PILES DOWN SLOPE 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE of SIMILAR TOP 4 BOTTOM NOTE: LOCATE PILES 12" CHARACTER To DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE 23. HOLDOWN5 CALLED OUT BY LETTERS 'HDU ', ARE MANUFACTURED BY THE SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO.C-2024. EQUIVALENT NOTE: LOCATE PILES (2) 2"0 VERTICAL FROM EA. END OF THE STRUCTURAL ENGINEER DEVICES BY OTHER MANUFACTURERS MAY BE SUEsSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. EACH 12" FROM EA. END OF 411 16" 411 FOOTING, TYP. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, SIMPSON HOLD-DOWN SHALL BE BOLTED TO A MINIMUM OF (2) FULL HEIGHT STUDS. SEE SCHEDULE ON PLANS FOR FURTHER STUD REQUIREMENTS. PROVIDE PILE THE FOOTING, TYP. DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER ALL HOLDOWNS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 3 4 *� COM$INED DECK POST FOOTING 24. WOOD FRAMING NOTES-- THE FOLLOWING APPLY UNLE56 OTHERWISE SHOWN ON THE PLANS: 10, FOUNDATION AND SLAB NOTES: 5U5-GRADE PREPARATION INCLUDING DRAINAGE, BACKFILL, EXCAVATION DEPTHS, COMPACTION, AND FILLING REQUIREMENTS, A, ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE 501L5 ENGINEER IN THE FIELD. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18' BELOW LOWEST ADJACENT WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON Wool), FINISHED GRADE. FOOTING DEPTHWELEVATION5 SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY. THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE SOILS ENGINEER WORKING WITH THE CONTRACTOR IN THE FIELD. B, FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN ONE-HALF OF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING 9 8' O.G. AND SOLID BLOCKING AT ALL BEARING CONTRACTOR SHALL PROVIDE THE SOILS REPORT To ALL RELATED 5U5CONTRACTOR5 FOR BIDDING AND CONSTRUCTION PURPOSES. CONTRACTOR AND ALL POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. PROVIDE 51MP50N H2BA CLIPS AT SUBCONTRACTORS SHALL THOROUGHLY REVIEW THE BELOW REFERENCED SOILS REPORT, EXCAVATION DEPTHS NOTED IN THE SOILS REPORT SHALL GOVERN ALL ROOF J0I5T5/RAFTER5' SUPPORTS. OVER THE FOOTING DEPTHS SHOUIN GRAPHICALLY ON THE STRUCTURAL DRAWINGS TO ACHIEVE THE ALLOWABLE BEARING PRESSURE REFERENCED BELOW. TOENAIL JOI5T5 To SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS To FLUSH HEADERS OR 5EAM5 WITH 5IMP50N METAL JOIST HANGERS IN CHANGE ORDERS WILL NOT BE ACCEPTED FOR EXCAVATIONS LE55 THAN THE MINIMUM DEPTHS NOTED IN THE SOILS REPORT. ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 101) a 12' O.C. STAGGERED. ALLOWABLE 50IL PRESSURE 2000 P5F UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR To SUPPORTS AND LATERAL EARTH PRESSURE (RE6TRAINED/UNRE5TRAINED) 60 PCF/35 PCF NAILED WITH 8D NAILS is 6' O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND e 12' O.C. (10' O.C. AT FLOORS) TO PASSIVE EARTH PRESSURE 200 PGF INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN ROOF JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING SEISMIC EARTH PRESSURE 9H EDGES OR PROVIDE SOLID BLOCKING. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND COEFFICIENT OF FRICTION 0.5 NAIL WITH EDGE NAILING SPECIFIED. TOENAIL BLOCKING TO PLATE WITH 16D 9 12' O.C. OR (2)16D EACH END AT SUPPORTS UNLESS OTHERWISE NOTED. AT UNBLOCKED DIAPHRAGMS, ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS AT UNBLOCKED EDGES OR SHALL BE ALLOWABLE 2" DIAMETER EXTRA STRONG (SCHEDULE 80) DRIVEN PIPE PILE CAPACITY (COMPRESSION ONLY) 3 TONS = 6 KIPS SUPPORTED WITH SOLID BLOCKING. SOILS REPORT REFERENCE: JN 23322 - DATED 21 DEGEMBER 2023 BY GEOTECH CONSULTANTS, ING G. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE AS FOLLOWS: NAIL SIZE ON DRAWINGS OR DETAILS DIAMETER AND LENGTH SHEATHING NAILS 81) 0,131" X 225'' 101) 0.148'' X 2B" 11. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF Pq = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO FRAMING NAILS 81) 0131" X 2.5" PRODUCE A SLUMP OF 6 OR LESS. 10D 0.148" X 3" 16D 0.161" X 3B, THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR To PLACING ANY CONCRETE. THE CONCRETE 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 ACI 318 SECTION 53, REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED To STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING To A5TM C260-06, C494M-05A, C618-05, 0989-06, AND CIOMM-01. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318 TABLE 4.4.1. 12, REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, F7 = 60,000 PSI. EXCEPTION: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS 'GRADE 40', FY = 400M PSI, GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCING COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WIELDING PROCEDURES SPECIFIED IN A W.5. DIA ARE 5U15MITTED. WELDED WIRE FABRIC SHALL COINFOFV TO ASTM A-491. 13, REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI SP-66 (04) DETAILING MANUAL AND THE LATEST EDITION OF ACI 318, LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 2'-O' MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR T-O' MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF VAT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY 50 DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER 14. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3' FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (K6 BARS OR LARGER) 2' (S 5AR5 OR SMALLER) 1 1/2' 15. CAST -IN -PLACE CONCRETE SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE R E S U WALLS. SEE MECHANICAL DRAWINGS FOR 51ZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, Aug 30 202 BOTH CA5T-IN-PLACE AND PRECAST. CITY OF EDMOND 16, EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE: EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE SHALL NOT BE 'WET-5ET' UNLESS SPECIFICALLY APPROVED DEVELOPMENT D PARTMENRVI BY ENGINEER OF RECORD. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED To, REINFORCING STEEL, ANCHOR BOLTS, DEFORMED BAR ANCHORS, EMBED PLATES, OR OTHER MISC. STEEL SHAPES To BE CAST INTO CONCRETE. 11, NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL To THE MATERIAL ON WHICH IT 15 PLACED (3000 PSI MINIMUM) 7 8 s I.L. GROSS STRUCTURAL ENGINEERS 23914 5Gth Avenue W. — Suite 200 Mountlake Terrace, WA 98043-5263 Ph; (206) 623-0769, (425) G40-7333 www.ilgro55.com co > N VJ 0 m ^_j m I..L co (n r r 0 E 00 W REVISIONS NO DATE DESCRIPTION TITLE GENERAL STRUCTURAL NOTES & DETAILS DESIGNED VM DRAWN KMH CHECKED VM DATE 0VI1/2024 JOB NUMBER SHEET NO S1.0 JURISTICTION REVIEW