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DNS BLD2021-1346+Structural Plans+11.23.2021_10.18.39_AM+2535315GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION). 2. DESIGN LOADING CRITERIA ROOF SNOW LOAD............................................................... 25 PSF FLOOR LIVE LOAD (RESIDENTIAL)...................................................40 PSF DECK LIVE LOAD (RESIDENTIAL).................................................... 60 PSF TRUSS TOP CHORD DEAD LOAD .................................................... 15 PSF TRUSS BOTTOM CHORD DEAD LOAD ............................................... 10 PSF LATERAL LOADS - WIND 1. BASIC WIND SPEED 2. IMPORTANCE FACTOR 3. Kzt 4. EXPOSURE 5. INTERNAL PRESSURE COEFF. LATERAL LOADS - SEISMIC 1. SEISMIC IMPORTANCE FACTOR 2. STRUCTURAL OCCUPANCY CATEGORY 3. MAPPED SPECTRAL RESPONSE ACCELERATIONS 4. SPECTRAL RESPONSE COEFFICIENTS 5. BUILDING LOCATION 6. SITE CLASS 7. SEISMIC DESIGN CATEGORY 8. BASIC SEISMIC FORCE RESISTING SYSTEM 9. DESIGN BASE SHEAR 10. RESPONSE MODIFICATION FACTOR 11. ANALYSIS PROCEDURE 110 MPH 1.0 N/A B +/- 0.18 1=1.0 11 Ss=1.289, S1=0.4499 Sds=0.853g, SD1= - - g 47.7931864 N,122.3612246 W D D LIGHT FRAMED SHEAR WALL XX.XX KIPS R = 6.5 EQUIVALENT LATERAL FORCE 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONSATTHE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. 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. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITION ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. QUALITY ASSURANCE 10. THE OWNER SHALL RETAIN A SPECIAL INSPECTOR TO PERFORM THE SPECIAL INSPECTION REQUIREMENTS AS REQUIRED BY THE BUILDING OFFICIAL AS OUTLINED IN SECTION 1704 OF THE SEATTLE BUILDING CODE. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION EPDXY GROUTED INSTALLATIONS PER ESR REPORT OTHER ELEMENTS AS REQUIRED BY JURISDICTION SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. MANUFACTURED TRUSSES GEOTECHNICAL 11. FOUNDATION NOTES:FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH FREE FROM ORGANIC MATERIALS AT LEAST 18'. BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. FOOTING EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS AND FREE OF WATER AT ALL TIMES. IF ORGANIC SILT AND/OR FILL MATERIAL IS ENCOUNTERED AT SUBGRADE, OVER -EXCAVATE A MINIMUM OF 2'-0" BELOW THE DESIGN FOUNDATION SUBGRADE ELEVATION PRIOR TO PLACING FOOTINGS. THE OVER -EXCAVATED AREAS SHALL BE BACKFILLED WITH STRUCTURAL FILL COMPACTED TO 95% PROCTOR PER ASTM D-1557 OR A LEAN CONCRETE MIX. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE .......................................... 2000 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) ..........55 PCF/35 PCF COEFICIENT OF FRICTION (FACTOR OF SAFETY OF 1.5 INCLUDED) ............. 0.3 RENOVATION 12. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. 13. WOOD 21. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 2X & 3X MEMBERS HEM FIR NO. 2 MINIMUM BASE VALUE, Fb = 850 PSI 2x10, 4X and LARGER MEMBERS DOUGLAS FIR NO. 2 MINIMUM BASE VALUE, Fb = 900 PSI 22. GLUED -LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH AITC 117 AND APA-EWS Y117, STRESS CLASS 24F-1.8E IN A CITY OF SEATTLE CERTIFIED PLANT. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. CITY INSPECTION IS REQUIRED PRIOR TO COVERING GLUED LAMINATED MEMBERS. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, fb = 2400 psi, fv=265 psi AND ALL CANTILEVERED BEAMS AND COLUMNS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, fb = 2400 psi, fv=265 UNLESS NOTED OTHERWISE. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 3500' RADIUS OR ZERO CAMBER, UNLESS SHOWN OTHERWISE ON THE PLANS. 23. MANUFACTURED LUMBER PSL, LVL, AND LSL, SHALL BE MANUFACTURED UNDER PROCESS APPROVED BY THE ASTM D5456. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE PRODUCT AND MANUFACTURER NAME, PLANT NUMBER OF THE MANUFACTURER, THE GRADE, AND THE QUALITY CONTROL AGENCY. ALL PSL, LVL, AND LSL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ICC REPORT ESR-1387 AND SHALL BE MANUFACTURED USING VENEER GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. THE MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PSL (2.OE) BEAMS Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI LVL (1.9E) BEAMS Fb = 2600 PSI, E = 1900 KSI, Fv = 285 PSI LSL (1.5E) BEAMS Fb = 2325 PSI, E = 1500 KSI, Fv = 310 PSI 24. DESIGN SHOWN ON PLANS IS BASED ON TRUS-JOIST PRODUCTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. ALTERNATE BEAM HANGERS AND OTHER HARDWARE MAY BE SUBSTITUED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL BEAM HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. 25. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS UPON RECEIPT OF MATERIAL AND DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. 26. PLYWOOD SHEATHING SHALL BE APA RATED, GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH IBC 2304.8 AND TABLE 2304.8(2). ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 27. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY, EXPOSED TO WEATHER, OR THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LOCATED WITHIN 8" OF EARTH, SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE. NAILS, SCREWS, BOLTS W/NUTS AND WASHERS, ANCHOR BOLTS, HOLDOWNS AND ANY OTHER STEEL DEVICES IN DIRECT CONTACT WITH THE TREATED WOOD SHALL BE EITHER STAINLESS STEEL OR GALVANIZED PER THE MANUFACTURER TO PREVENT DIRECT CONTACT BETWEEN THE STEEL AND THE TREATED WOOD. TAPED AND PAINTED SEPARATION TECHNIQUES MUST BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS AND RECEIVE PRIOR APPROVAL FROM THE ARCHITECT AND ENGINEER. 28. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2017. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. 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. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS CALLED OUT BELOW. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. UNLESS OTHERWISE NOTED ON THE DRAWINGS, USE MINIMUM CONNECTOR FOR FOR MEMBER INSTALLED WITH MAXIMUM NAILING. 29. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: INCHES BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. C. BOLTS - ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60-70% OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" DIA AND SMALLER LAG SCREWS. 30. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE IBC. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICALAND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL WITH (4) 8d NAILS OR END NAIL WITH (2) 16d NAILS ON EACH STUD TO BOTTOM PLATE. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS @ 16" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT) @ 4'4" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT- UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d @ 8" O.C. STAGGERED. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING WITH NAILS @ 7" O.C. NAIL 1/2" GWB WITH 5d COOLER NAILS AND 5/8" GWB WITH 6d COOLER NAILS. PROVIDE 1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), AND TOP AND BOTTOM PLATES WITH 8d NAILS @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH (2) ROWS OF 16d NAILS @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d @ 6" O.C. TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND WITH 10d @ 12"O.C.T0 INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" O.C. WITH MINIMUM OF (2) 16d PER BLOCK UNLESS OTHERWISE NOTED. O Ln c cu O 1 i Q 4--i N N N N Q O z N 00 (V N O N cV CD 0-) O � 00 U cV X O m C7l 0 m t tA U tA U ti 1. 13tti JURISDICTION APPROVAL STAMP BELOW PROJECT #: x21-0412 SIZE 6d LENGTH 2" DIAMETER 0.113" REV DATE: 09/02/21 8d 2-1/2" 0.131" 10d 12d 3" 3-1/4" 0.148" 0.148" REV DATE: 16d BOX 3-1/2" 0.135" SIDS 1/4 SIMPSON STRONG TIE V4 LAG SCREW MINIMUM EMBEDMENT OF 2.5 IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. S1 B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL 0 ■ TRUSS OR RAFTER PER PLAN ROOF SHEATHING 10d @ 6" oc DIAPHRAGM PER PLAN / C BOUNDARY NAILING LS50 PER SW SCHEDULE O 2X SOLID BLOCKING VENT HOLES AT CENTER AS REQUIRED EDGE NAILING PER SW SCHEDULE SW PER PLAN H2.5A TO BEARING AT EACH ROOF MEMBER T@ RUSS ROOF TO SHEARWALL SW ABOVE PER PLAN WALL BOTTOM PLATE NAILING PER SW SCHEEDDULE 3 EDGE NAILING PER SW SCHEEDDULE 1 SW BELOW PER PLAN 10d @ 6" oc DIAPHRAGM BOUNDARY NAILING ///�RIM (4) 10d SHEATHING TO BLOCK FLOOR & JOISTS PER PLAN @ JOISTS PARALLEL INSTALL 2X BLKG @ 48"oc w/ (4) 0.131" 0 NAILS FLOOR TO SHEARWALL ROOF SHEATHING PER PLAN 10d @ 6" oc DIAPHRAGM BOUNDARY NAILING 2X SOLID EAVE BLOCKING VENT HOLES AT CENTER AS REQUIRED LS50 TOP PLATE TO BLOCKING PER SW SCHEDULE O EDGE NAILING PER SV CLIP PER SWO SCHEDULE 2 IN LIEU OF LAPPED EDGE NAILING SHEATHING AT PER SW CONTRACTORS SCHEDULE PREFERENCE O ALTERNATE (IN LIEU OF SHEATHING LAPPED Cad RIM JOIST) TRUSS OR RAFTER v @ RAFTER AT =R SHEARWALL SCHEDULE MARK SHEATHING PANEL EDGE A35, LS50 OR BOTTOM PLATE BASE NAILING (1) LTP4 CLIPS (1) CONNECTION (D CONNECTION® SW6 1%2" 8d @ 6"oc @ 28"oc 16d @ 6"oc %8"O A.B. @ 60,OC7 SW4 132" 8d @ 4"oc @ 20"oc 16d @ 4"oc %$"0 A.B. @ 48"OC7 SW3 132" 8d @ 3"oc @ 14"oc 16d @ 4"oc %$"0 A.B. @ 36 ,OC7 SW2 32" 8d @ 2 ,OC6 @ 10"0c 16d @ 3"oc 5/8"0 A.B. @ 24"OC7 SW1 1?/2" 10d @ 2 ,OC6 @ 8"oc 16d @ 2"oc %$" 0 A.B. @ 20"oc7 SW44 132" SIDE 8d @ 2 ,OC6 @ 10"0c 16d @ 2"oc 3"O A.B. @ 20 ,OC7 SW33 132" EACH 8d @ 3 ,OC6 @ 6"OC 16d @ 1 "OC STAGGERED Y8"O A.B. @ 12 ,OC7 SIDE SW22 132" SIDE 8d @ 2 ,OC6 @ 4.5"oc 16d @ 1 "OC STAGGERED Y8--0 A.B. @ 10"OC7 1. BLOCK PANEL EDGES WITH 2X FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS w/ 8d @ 12"oc 2. PROVIDE BLOCKING BENEATH WALL ENDS WHERE FRAMING IS NOT PRESENT. 3. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AN ALL END STUDS SHALL RECEIVE EDGE NAILING. 4. EACH ANCHOR BOLT (A.B.) SHALL Y8" 0 WITH 7" MIN EMBEDMENT. INSTALL WITH NUT AND 3"X3"X0.25,, PLATE WASHER. WASHER MUST EXTENT TO WITHIN %" OF THE PLATE EDGE WHERE CONNECTION TO SHEATHING OR RIM OCCURS. 5. SEE DETAILS 3, 3.1 & 3.2 FOR TYPICAL CONDITIONS AND ASSEMBLIES. 6. 3x stud or (2) 2x at panel edges is required. For (2) 2x, nail together with 16d @ 6" oc staggered. 7. AT EXISTING FOUNDATION, INSTALL Y8"0 TITEN HD WITH 5 %2" EMBEDMENT AT CENTER OF STEM WALL. INSTALL WITH 8" MIN DISTANCE TO END OF STEM WALL. 10d @ 6" oc DIAPHRAGM BOUNDARY NAILING ovv rr-m rLAN SW PER PLAN SW PER PLAN CLIPS PER SW SCHEDULE Z A.B. PER SW SCHEDULE ® WALL BOTTOM PLATE NAILING PER SW SCHEDULE EDGE NAILING PER SW (4) 10d SHEATHING TO BLOCK SCHEDULE A.B. PER SW SCHEDULE EDGE NAILING PER ALTERNATIVE ANCHOR: O SW SCHEDULE O INSTALL STAINLESS STEEL O P/T SILL PLATE - TYP FLOOR & JOISTS FRFP AT SPACING PER PLAN PER SW SCHEDULE PIT SILL PLATE - TYP EDGE NAILING w/ PER SW (2)%" 0 TITEN HD 4" EMBED TO FOUNDATION PER PLAN SCHEDULE CONC. (5) Y4" 0 X 3" SIDS TO SILL PLATE SLAB TOP OF RETAINED SOIL FLOOR TO FOUNDATION �— 2X BLKG @ 48"oc w/ (4) 0.131"0 A.B. PER SW SCHEDULE P/T SILL PLATE - TYP FOUNDATION PER PLAN AT CRAWLSPACE FOUNDATION PER PLAN AT SLAB ON GRADE O V (V O N 00 Q a O 0-) � O E Q0 p cV -0 --1% cV LU � o Q Ln Q I-- � o0 N a) o N N W -- _00 0 o a00U ONE �mU) o� 2 V ,&HER OF WAS}� `7 ,p 52181 619/ J7 J JURISDICTION APPROVAL STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: S2 O V (V O 00 Cn a WHERE TOP PLATE IS BROKEN LL (4) 10d KING AT OPENING PROVIDE 96CS18 BEAM STUD TO w/ (11) 8d EACH END BOTH #A35 E.S. TYP a-J HEADER@ TOP PLATE CONT SIDES OF HEADER O [- EXTERIOR OVER OPENING CONDITIONS PROVIDE: STUDS 4X BEAM (n (3) @ O (4) STUDS @ 6X BEAM (5) STUDS @ 7X BEAM OR GIRDER TRUSS Q TYP U.N.O. O C\I -0 (V L u KING / FULL STUD) BEARING FULL BEARING 2X TRIMMER @ HEADER BEARING: (1) TRIMMER @ DBL 2X HEADER (2) TRIMMERS @ 4X HEADER CONDITIONS SHOWN ARE TYPICAL AT ALL FRAMING SUPPORTS UNLESS NOTED OTHERWISE TYP BEAM HEADER BEARING (8) 16d EVENLY SPACED STU 4'-0" MIN @ LAPPED TOP PLATE WHERE TOP PLATE IS BROKEN AT HEADER, PROVIDE #CS18 w/ (11) 8d EACH END BOTH SIDES nE uE:AnE:o @DROPPED HEADER 16d STAGGERED @ 12" oc TYP FACE NAILS TYP TOP PLATE SPLICE DBL 2X TOP PLATE WHERE TOP PLATE IS BROKEN PROVIDE 0CS18 w/ (11) 8d EACH END PlITLJ OIr>CO r)r]CAI/ HOLDOWN SCHEDULE FASTENERS ANCHOR NOTES MARK MSTC40 (32) 16d _ _ EQUAL NAILS TO EACH CONNECTED MEMBER MSTC48133 (54)10d _ _ NAILS: (4) BOTTOM, (12) FACE, (38) STUD ST6224 (26)16d _ _ EQUAL NAILS TO EACH CONNECTED MEMBER SB Y8x24 8" MIN STEM. 22" MIN EDGE DISTANCE HTT5KT (26) SD#10x2 2" Y80 12" EMBED IN AT-XP. THREADED ROD CENTER OF WALL 1. DEEPEN FOUNDATION AS NECESSARY TO PROVIDE SPECIFIED EMBEDMENT. 2. ATTACH HOLDOWN TO SHEARWALL END MEMBERS. 3. MIN END MEMBER, (2) STUDS STITCH NAILED WITH 10d STAGGERED @ 6" oc 4. INSTALL PER MANUFACTURERS INSTRUCTIONS 10d @ SPACING PER SHEARWALL SHEDULE O TYP —� STRAP WHERE J SPECIFIED* HOLDOWN WHERE SPECIFIED* SHEARWALL PER PLAN STAGGER STAGGER NAILS 10d @ SPACING PER SHEARWALL SHEDULE O AT CORNER AT INTERIOR @BREAK * REFER TO HOLDOWN SCHEDULE AND GENERAL NOTES FOR MINIMUM MEMBER AND ATTACHMENT REQUIREMENTS TYPICAL SHEARWALL INTERSECTIONS SHEATHING PER PLAN COLLECTOR 10d@6"oc DIAPHRAGM BOUNDARY NAILING 5 TYPICAL COLLECTOR O >Q Ln Q 00 2 00 N N CD N N W -- _00 0 o a00y O r'j x � m 0) � O � 2 S V u &HEJt C: OF WAS}� `7 ,p 52181 0 In J JURISDICTION APPROVAL STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: S291 o � a) O WALL TOP PLATE STRAP PER PLAN BEAM PER PLAN RAFTER OR TRUSS TOP N CHORD TRUSS MQ W BEAM PER PLAN. RAFTERS (3) NOT SHOWN > STRAP PER PLAN CENTERED BETWEEN MEMBERS INSTALL WITH FULL NAILS O BEAM OR COLLECTOR BEAM OR COLLECTOR PER PLAN PER PLAN p %" 0 THREADED ROD DOUBLE TOP PLATE Q O N Lu BEAM TO BEAM STRAP SOLID 2X BLK'G — 2X6 MIN LOOKOUT @ 24" oc 2'-0" MAX EDGE NAILING PER SW SCHEDULE O SW PER PLAN 10d @ 6" oc DIAPHRAGM BOUNDARY NAILING BLK'G H1 @ 48"oc (4) 10d SHEATHING TO LOOKOUT ROOF PER PLAN —\ 30° MAX (2) 10d TRUSS TO LOOKOUT 2x4 BRACE @ 48"oc MAX DBL TOP w/ (2) GBC TO TOP PLATE & PLATE (2) 10d TO ROOF; USE (2) 2x4 WHERE LENGTH > 6'-3" GABLE END TRUSS BRACING AT FACE OF BEAMS (2) ROWS 10d @ 6" oc 2X FLAT BLOCKING AT BRACE LOCATION MANUFACTURED TRUSS TYP STRAP TO WALL SEE SHEARWALL P SHEARWALL PE BOUNDARY NAILING WHERE SHOWN: 10d @ 6" oc FLOOR/ROOF PER PLAN JOIST PER PLAN WITH HANGER TO BEAM BEAM PER PLAN 16d@6"oc 2X SOLID BLOCKING / BETWEEN JOISTS J DECK TO BOTTOM FLUSH BEAM EXISTING WALL 10d @ 6" oc SHEATHING BOUNDARY NAILING R( 16d @ 6" oc ROOF FRAMING TO SHEARWALL DIAPHRAGM RAFTER PER PI TIGHT FIT 2X BLK'G PER PLAN BETWEEN STUDS RAFTER ��ROOF TO EXISTING WALL �f FLUSH RIDGE BEAM 1" MINIMUM HANGER TO BEAM BEAM TO TRUSS STRAP EXISTING FLOOR SHEARWALL MOISTURE BARRIER BY OTHERS 10d @ 6" oc DROP FOR DRAINAGE PER ARCH DECK JOISTS PER PLAN EXISTING JOISTS —/ X4" SDS STAGGERED @ 8"oc EXISTING FOUNDATION WALL DECK TO WALL CONNECTION 13:F-l\► 199 49A1I BEAM OR POST PER PLAN HEADER PER PLAN PCZ POST CAP U.N.O. PER PLAN BASE PER PLAN KING POST @ ROOF FRAMING a °° .00 cy)o Q� a _ coo (V r w 1-1 - v 1 m N CD Cie N cV W —— 00 o a 00 O(" r w CD Cfl li O �, VL u Q .9/"�NAl.1'� JURISDICTION APPROVAL STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: S2,02 o m C O PERPENDICULAR V O BEAM WHERE � CBT4Z CONNECTOR PRESENT PER PLAN w BEAM PER PLAN BEAM PER PLAN > Q e e e ROOF SHEATHING PER PLAN a--� PIN LOCATIONS PER e RAFTER POST PER PLAN MANUFACTURER CBTZ4 POST � O CONNECTO' LS50 @ 24" oc N Q0 HUCTF UNLESS NOTED POST HEADER TO 10d @ 6" oc DIAPHRAGM BLOCKING O N OTHERWISE ON PLAN-TYP BOUNDARY NAILING—\ � (NJ W /SIDE VIEW BEAM PER PLAN POST CONCEALED CONNECTOR CONDITION END CONDITION CAP MODEL POST CAP, INST WITH MAX FASTENERS PER MANUFACTURE SIDE VIEW @ END CONDITION CONVENTIONAL CONNECTOR CONDITION TYPICAL POST TOP CONNECTION SIDE VIEW @ CONTINUOUS 2X BLOCKING ROOF TO BEAM (2) 10d TOE NAILS STUD TO BEAM EACH SIDE (4 NAILS TOTAL) REFER TO ARCHITECTURAL - PLANS FOR SCREEN ELEMENT FINISH AND SPACING 2X BLOCKING BETWEEN STUDS 10d @ 6" oc DIAPHRAGM BOUNDARY NAILING WoLvior.]aG\LTA OJai'sJWG\\I ARCHITECTURAL SCREEN 4X4 FLAT @ 4'-0" oc MAX 10d @ 6" oc DIAPHRAGM BOUNDARY NAILING �16d@6"oc FLOOR SHEATHING PER PLAN RIM JOIST (2))/4"0 X 4y" SDS THROUGH JOIST INTO EACH END OF BLK'G TYP RIM JOIST —\ GUARDRAIL POST ASSEMBLY -TYP 2X BLK'G 2X BLK'G 7 2X BLK'G JOIST TYP V GUARDRAIL POST SYSTEM BY OTHERS. DESIGN TO RESIST 200LB POINT LOAD AND ADDITIONAL CRITERIA PER ASCE 7-16 4.5.1 GUARDRAIL @ 4'-0" oc MAX FASTENERS INSTALLED INTO BLK'G OR (2))/4"0 X 4y" SDS THROUGH JOIST INTO JOIST-TYP EACH END OF BLK'G A TYP IF, ANTICIPATED GUARD POST BASEPLATE DIMENSIONS SHOWN. IF MANUFACTURER SPECIFICATIONS DIFFER, CONTACT ENGINEER PRIOR TO CONSTRUCTION TO VERIFY LOADS IMPOSED ON STRUCTURE. e RIM JOIST e ❑ 4Y„ o WALL PER PLAN TBL GUAFASTENER RS RAILPER 34„ (4)Y4"O 0 X 6" SDS EQUALLY MANUFACTURER. SPACED EACH STUD TO JOIST (4)Y" O x 4Y2' MIN A- GUARD POST BASEPLATE PLAN DEPTH BLK'G PARAPET - JOIST CONNECTION GUARD POST ATTACHMENT a °° .co QLn Ln _ coo (V _ I N O Cn cV W -- _co m O a0� O`v x � m O � 2 s V u u 52151 cIST JURISDICTION APPROVAL I STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: S2,03 o � 8" (2) #4 CONT SEE DETAIL 1 FOR TOP CENTER 8" CONNECTION REQUIREMENTS. 8" 6" MIN #4 @ 12" oc (HOR) #4 @ 18" oc (VERY) A.B. PER DIAPHRAGM MUST BE IN PLACE A.B. PER PLAN BEFORE BACKFILLING. PLAN OTHERWISE PROVIDE + (2) #4 CONT 6" TEMPORARY BRACING 6" / SLAB MIN TOP OF SOIL MIN TOP OF SOIL (2) #4 CONT #4 @ 13" oc (HOR) STD HOOK • 2" CLEAR MAX #4 @ 1 18" oc M (VERT) FOOTING DRAIN BY OTHERS (2) #4 CONT CLEAR 3" R BEARING SOIL / OIL 16" WIDE X 8" DEEP CONT FOOTING AT CRAWLSPACE 8" IN TYPICAL FOUNDATION WALL N.T.S. MOISTURE BARRIER AS REQ BY CONTRACTOR #4 @ 10" oc (HOR) (3) ROWS #4 BAR STAGGERED @ 24" oc w/ 4" EMBED TO EXISTING WALL IN AT-XP EPDXY RETURN HOOK MAY EXTEND HORIZONTALLY 24 8 r— N #5 @ 6" oc DOWEL & VERT LAP SPLICE 40" MIN WHERE REQUIRED ---- CONTINUE DOWEL TO WITHIN 2" OF TOE (5) #4 CONT SLAB ZIBEARING } SOIL L 3" CLEAR FOOTING DRAIN 4'-0" 8° BY OTHERS NEW FOUNDATION @ EXISTING - MAX CONDITION EXISTING CONCRETE BASEMENT WALL 2" CLEAR #4@ #4@ 18 13" oc 18" oc (HOR) (VERT) MIN FOOTING STD HOOK DRAIN BY OTHERS SLAB #4 CONT 3" CLEAR BEARING SOIL �%' i % 16" WIDE X 8" DEEP CONT FOOTING AT SLAB ON GRADE 18" MIN FOOTING DRAIN BY ! �3" CLEAR OTHERS y�//�\�. • BEARING \/ SOIL STD HOOK T20" WIDE X 10" DEEP CONT FOOTING (3) #4 CONT L- SHAPED FOUNDATION WALL 10 FOO' TOP OF RETAINED SOIL AW, 12" MIN 24" MAk 6'-0" 8'-0" " —I MIN MAX DIAMETER PER PLAN EMBEDED POST DETAIL O V N 00 Q a p � � 0 � Q N LJu a °° coo Ln Q Ln Ln 2 coo (V _ 1-1 IIA Q) Co N cV W -- 00 O O"' x IA ca O 2 s V A L u EJt c, AS `7 ��'�. AFC STti9 ��J JURISDICTION APPROVAL I STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: S2,04 N.T.S. NEW FOUNDATION REINF PER PLAN - TYP of TERMINATE NEW FOUNDATION REINF AT EXISTING FOUNDATION w/ 4" EPDXY EMBED IN SIMPSON AT-XP EPDXY -TYP NEW TO EXISTING FOUNDATION POST & BASE PER PLAN PLINTH: 8" SQUARE w/ #3 © @ 8"oc 6" MIN 12" MAX 2" MIN GRADE (4) #4 @ w/ 18" STD HOOK MIN IN FTG 48" MAX FOOTING PER PLAN 3° CLR II BEARING SOIL EXTERIOR POST FOOTING WITH PLINTH 900 STD HOOK INTO INTERSECTING WALL. ALTERNATE EACH BAR WALL SECTION TERMINATE CONT BARS INTO ADJACENT FOOTING WITH 900 STD HOOK CONT FOOTING BARS TYP ADDITIONAL CORNER BARS TO TYP CORNER BAR AT WALLS AND STEMS 18" MIN TYP 18 18 TYP CORNER BAR POST WITH BASE PER PLAN. CENTER ON FOOTING SLAB REINF PER PLAN PER PLAN BEAR NG SOIL PER PLAN ISOLATED FOOTING CORNER BAR TYP TYP REINFORCING @ INTERSECTIONS - FOOTINGS & WALL NEW FOOTING CONTRACTOR TO VERIFY EXISTING FOUNDATION CONFORMS TO DIMENSIONS AND CONFIGURATION SHOWN. IF EXISTING FOUNDATION DIFFERS, CONSTRUCT NEW PER DETAIL 20/S3 OR CONTACT ENGINEER. 6" 18" MIN FOOTING O N 00 Q a v) rn � N O E N _0 N Lu a °° 0000 o Q Ln Ln Q � 00 N N CD Cn N W -- 00 0 O a00u O"' x O m 01 O c6 2 V u pYH A C: �iy 4F WA-`7 O ,p 52181 O`9� 7*Ztk � 7 JURISDICTION APPROVAL STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: SPREAD FOOTING EXISTING FOOTING VERIFICATIO1 S 2,8 5 o � FOUNDATION PLAN DO NOT SCALE REFER TO ARCH FOR DIMENSIONS 24 H HTT5 TYPICAL BREEZEWAY POST FOOTING 20 2. HTT5 NON-STRUCTURAL CONCRETE CURB PER CONTRACTOR HTT5 HTT5 F - ---- IHDU8;/ / HD 8 NON-STRUCTURAL CONCRETE CURB I 2'-0"x2'-0"x8" FTG w/ PER CONTRACTOR I (3) #4 E.W. BOTTOM I I AL 17 2. 1 i 4X10 (0-1) F HTT5 HTT5 I Ln p ANCE TO FINISH a G DE BELOW: 1. vof!'=�N @ JOISTS AND N 12" MIN @ BEAMS 1 2'-0"x2'-0"x8" FTG w/ 1 (3) #4 E.W. BOTTOM 1 I 1 11 I 1 1 I — HDU8 1 I I I HDU8 1 I I I I I I I I I I I I I I I / I 0(0-1.1) ---- — 1 HTTS / _TT5 I ❑ 1 I I I '/4" XD o V N 00 �ul Q a Ln Ln Ln Q0 E O% N � a °° .00 0')o � a QLn �Ln 00 N tA Qjo (n N W -- _ o a�ou � O`v 2 X 0 o ce 2 V u u 3 'fo + 521s1 crs� JURISDICTION APPROVAL I STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: S3 0 1 Plan Notes 1. Refer to Architectural drawings for all dimensions. 2. Plan indicates framing at floor level and shear walls below. 3. All stud walls shall be 2x studs @ 16"oc, uno. 4. All exterior walls shall be SW6 per shear wall schedule, uno. 5. Floor sheathing shall be 23/32" APA rated sheathing (48/24). Attach sheathing with 10d nails @ 6"oc to all framed panel edges and 12"oc to all intermediate/field framing. Place long direction of plywood perpendicular to joists direction, stagger rows half the long dimension. 6. Roof sheathing shall be 19/32" APA rated sheathing with 32/16 panel index. Attach sheathing with 10d nails @ 6"oc to all framed panel edges and 12"oc to all intermediate/field framing. Use 4'x8' panels with long direction perpendicular to framing. Stagger rows half the long dimension. 7. All beams shall be flush framed and all headers dropped, uno. 8. Provide Simpson LUS hangers for all 2x joists, typical. Refer to General Structural Notes for additional connection member information. 9. Provide solid bearing under all point loads above. Headers over door and window openings (HDR) shall be (2)2x6 minimum. See Detail 2 for beam and header bearing requirements. Nail multiple studs together per structural general notes. 10. Provide H2.5A at each rafter/truss bearing. 11. Overframe where required with 2x4 @ 24" oc U.N.O. by truss manufacturer. Post with 2x4 @ 48" oc max. Brace posts over 6-0" at wide face. 12. Refer to General Structural Notes and typical details for additional requirements. SYMBOLS J - HANGER, MIN FOR MEMBER U.N.O. i - CONCEALED FLANGE HANGER, MIN FOR MEMBER U.N.O. ® - BEARING WALL PER GENERAL STRUCTURAL NOTES SWX_SHEARWALL WITH DESIGNATION PER SHEARWALL SCHEDULE — — - DIAPHRAGM BOUNDARY — - DIAPHRAGM PROJECTION 6X6 w/ CBTZ @ TO ICAL BREEZEWAY ABU @ BAD F 6X6 w/ TYPICAL BREEZEWAY POST: CBTZ @ TOP EMBEDDED 6X6 P/T ABU @ BASE 20 2. I HUC TO POST . AVQ AVQ AYR (1-R) n 4X8 4X8 TYPICAL BREEZEWAY KING POST: 4X4 w/ CBTZ @ TOP / CBTZ @ BASE J HTT5 SW3 FIRST FLOOR WALLS & SECOND FLOOR FRAMING ABOVE 00 00 4X6 4X8 (1- 4X8 HUC TYPICAL I I I I I I HTT5 HDR DECK DEAD LOAD = 20 PSF MAX HDR 6X6 KING POST w/ 6X6 w/ CCQ @ TOP CBTZ@ TOP INVERTED @ BASE ABU @ BASE X 9 GLB 24F-V4 u; PORCH ROOF RAFTERS: 2X8 @ 24"oc \ LL LL N d 4X6 m Ix J -7) a, a x > i Ln Lf //--- HHUS SWi W 0 x HDR L — _ O C -4 HUC TO POST I 6X6 w/ CBTZ@ TOP ABU @ BASE I HUC TO POST— — ®II Imo.. i LL N / / r 6X6 KING POST w/ I ECCQ @ TOP x CCQ INVERTED @ BASE 5% X 9 GLB 24F-V4 SW1 Ln \4X8 HHUS HDU8 HDU8 ' \ HDU8 / SCISSOR TRUSSES @ 24"I oc PROVIDE FULL DEPTH TRUSS BLOCKING @ SKYLIGHT SU PORT \ (1/0.1) I I — 64/ 03-Y2 GL8 24F (1-1) HTS24 BEAM TOITOP PLATE F-1 HDR HTT5 SW3 SW4 HDU8 TT5 C c tC N p x I — CS16 X 72" IEACH DIRECTI @ CORNERJYP SW4 4X6 (1-1) 4X8 / EXISTING 6X6 O N a °° 00 o Q Ln Q Ln N Q) IIIA Co V) N W -- _ 00 � O a 00 O XC 8 C N co 01 Ice O 2 Ln VLn Ln U —A C & 52181 �rstinr JURISDICTION APPROVAL STAMP BELOW PROJECT #: x21-0412 REV DATE: 09/02/21 REV DATE: DO NOT SCALE REFER TO ARCH FOR DIMENSIONS %a' = V-0" 1. Refer to Architectural drawings for all dimensions. 2. Plan indicates framing at floor level and shear walls below. 3. All stud walls shall be 2x studs @ 16"oc, uno. 4. All exterior walls shall be SW6 per shear wall schedule, uno. 5. Floor sheathing shall be 23/32" APA rated sheathing (48/24). Attach sheathing with 10d nails @ 6"oc to all framed panel edges and 12"oc to all intermediate/field framing. Place long direction of plywood perpendicular to joists direction, stagger rows half the long dimension. 6. Roof sheathing shall be 19/32" APA rated sheathing with 32/16 panel index. Attach sheathing with 10d nails @ 6"oc to all framed panel edges and 12"oc to all intermediate/field framing. Use 4'x8' panels with long direction perpendicular to framing. Stagger rows half the long dimension. 7. All beams shall be flush framed and all headers dropped, uno. 8. Provide Simpson LUS hangers for all 2x joists, typical. Refer to General Structural Notes for additional connection member information. 9. Provide solid bearing under all point loads above. Headers over door and window openings (HDR) shall be (2)2x6 minimum. See Detail 2 for beam and header bearing requirements. Nail multiple studs together per structural general notes. 10. Provide H2.5A at each rafter/truss bearing. 11. Overframe where required with 2x4 @ 24" oc U.N.O. by truss m nufacturer. Post with 2x4 @ 48" oc max. Brace posts over 6-0" at wide face. 12. Refer to General Structural Notes and typical details for aquireme SYMBOLS J - HANGER, MIN FOR MEMBER U.N.O. 1 - CONCEALED FLANGE HANGER, MIN FOR MEMBER U.N.O. ® - BEARING WALL PER GENERAL STRUCTURAL N TES SWX - SHEARWALL WITH DESIGNATION PER SHEARWA - - - DIAPHRAGM BOUNDARY - - DIAPHRAGM PROJECTION 6.2 BEAM TI 2. COLLECTOR NAILING TO ROOF COLLECTOR NAILING TO ROOF ELEMENT PER 5/S2.1 A B C D o o 00 HTT5 Y=HTT5 'Q Q LU o O a CY) Q z E p N X N u..l w It HTT5 n' W 00 to a j < o Q `n a °N0 a HTT5 IIIIA QJ CD l7 V) N z LU — — w = rn o a 00 O X HTT5 2 O E N m al K, Cd H = n V Ln Ln U LU a 3 w x z AAAL&A HTT5 HTT5 11R JURISDICTION APPROVAL STAMP BELOW 0 z X 6X6 w/ 6X6 w/ CBTZ @ TOP CBTZ @ TOP BC60 @ BASES BC60 @ BASE 3 114 4 LL v N _ O v m J LL o I M 0 N O N O I N °C (Pi- 6X6 w/ N laJ X vCCQ @ TOP Q N } k I CCQ INVERTED @ BASE PROJECT #: x21-0412 X= o ~ 6 3 X 101 GLB 24F-V4 I \� " z- — — — — — — — — — — — — — — — — — � � W I 6X6 w/ � I I REV DATE: 09/02/21 " ECCQ @ TOP 6X6 w/ LU m o I CCQ INVERTED @ BASE CCQ @ TOP 3: J CCQ INVERTED @ BASE I REV DATE: z I I BEAM TIE 6�2 6X6 w CBTZ @ TOP BC60 @ BASE I 6X6 w/ CBTZ @ TOP BC60 @ BASE I 6 3/ X 10%GLB 24F-V4 C SCREEN BELOW PER DETAIL 14/S2.3 J •7 SECOND FLOOR WALLS &ROOF FRAMING ABOVE ----------------- S5 DO NOT SCALE REFER TO ARCH FOR DIMENSIONS Y4 = V-0"