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GENERAL STRUCTURAL NOTES (GSN):
<br />GOVERNING CODE: THE "INTERNATIONAL BUILDING CODE" (IBC) 2015 EDITION, AS ADOPTED AND MODIFIED BY THE CITY
<br />CONCRETE COVER: CONFORM TO THE FOLLOWING COVER REQUIREMENTS FROM ACI 301, TABLE 3.3.2.3:
<br />OF EVERETT, GOVERNS THE DESIGN, CONSTRUCTION, AND ALL MATERIALS WORKMANSHIP OF THIS PROJECT.
<br />CONCRETE CAST AGAINST EARTH 3"
<br />REFERENCE STANDARDS: WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, THE LATEST EDITION OF THE
<br />CONCRETE EXPOSED TO EARTH OR WEATHER (5 & SMALLER) 1-11/2"
<br />MATERIALS REFERENCE STANDARDS SHALL BE USED.THE CONTRACTOR SHALL CONFORM WITH THE SECTIONS REFERRED
<br />CONCRETE EXPOSED TO EARTH OR WEATHER (#6 & LARGER) 2"
<br />TO THE IBC AND WITH THE ENTIRE MATERIALS REFERENCE STANDARDS NOTED BELOW.
<br />BARS IN SLABS AND STEM WALLS 3/4"
<br />ARCHITECTURAL DRAWINGS: REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION INCLUDING, BUT NOT LIMITED
<br />TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, ELEVATORS,
<br />MATERIALS:
<br />CURBS, DRAINS, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES AND OTHER NONSTRUCTURAL ITEMS.
<br />REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS, fy=60000 PSI.
<br />STRUCTURAL DETAILS: THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER OF THE
<br />SMOOTH WELDED WIRE FABRIC ASTM A185
<br />PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. USE ALL DETAIL SHEETS AND ALL SPECIFIC
<br />EXCEPTIONS ARE ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS. REINFORCING SHALL BE GRADE 40,
<br />DETAILS REFERENCED IN THE PLAN AS "TYPICAL" WHEREVER THEY APPLY.
<br />fy=40000 PSI AND GRADE 60, fy=60000 PSI.
<br />INSPECTIONS: THE CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED. NOTIFY
<br />FORMWORK: CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES." REMOVAL OF FORMS SHALL
<br />BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION AND IN ACCORDANCE WITH
<br />CONFORM TO SEC 2.3.2 EXCEPT STRENGTH INDICATED IN SEC 2.3.2.5 SHALL BE 0.75 Vc.
<br />CHAPTER 17 PER IBC.
<br />MEASURING, MIXING, AND DELIVERY: CONFORM TO ACI 301 SEC 4.3.
<br />DISCREPANCIES: ANY DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND
<br />HANDLING. PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SEC 5 AND SEC 3.3.2 "PLACEMENT."
<br />PLANS SHALL BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT THE DISCREPANCY IN WRITING.
<br />ANY WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR`S RISK,
<br />PLACING TOLERANCES SHALL CONFORM 10 SEC 3.3.2.1 "TOLERANCES."
<br />CONTRACTOR IS RESPONSIBLE FOR PROVIDING CORRECT SITE INFORMATION. ALL UNDERGROUND UTILITIES SHALL BE
<br />EMBEDDED ITEMS: POSITION AND SECURE IN PLACE EXPANSION JOINT MATERIAL, ANCHORS AND OTHER STRUCTURAL
<br />DETERMINED BY THE CONTRACTOR PRIOR TO EXCAVATION OR DRILLING.
<br />AND NON-STRUCTURAL EMBEDDED ITEMS BEFORE PLACING CONCRETE. CONTRACTOR SHALL REFER TO MECHANICAL,
<br />SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE PRIOR TO
<br />ELECTRICAL, PLUMBING AND ARCHITECTURAL DRAWINGS AND COORDINATE ALL OTHER EMBEDDED ITEMS.
<br />FABRICATION AND/OR CONSTRUCTION. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE
<br />FABRICATION: CONFORM TO ACI 301, SEC 3.2.2 "FABRICATION", AND ACI SP-66 "ACI DETAILING MANUAL."
<br />BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. ALL UNDERGROUND UTILITIES
<br />WELDING: CONFORM TO AWS D1.4/D1.4M. WELDERS SHALL BE CERTIFIED IN ACCORDANCE m'ITH (AWS AND WABO)
<br />SHALL BE DETERMINED BY THE CONTRACTOR PRIOR TO EXCAVATION OR DRILLING.
<br />REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED.
<br />CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS OR
<br />SPLICES: CONFORM TO ACI 301, SEC 3.3.2.7. REFER TO "LAP SPLICE SCHEDULE" OR PLANS FOR TYPICAL SPLICES;
<br />THE CAPACITY OF THE PARTIALLY COMPLETED CONSTRUCTION. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE
<br />THE SPLICES INDICATED ON INDIVIDUAL SHEETS CONTROL OVER THE SCHEDULE. USE CLASS B SPLICES UNLESS
<br />COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING,
<br />OTHERWISE NOTED. MECHANICAL CONNECTIONS MAY BE USED WHEN APPROVED BY THE ENGINEER,
<br />DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER.
<br />_BAR
<br />FIELD BENDING: CONFORM TO ACI 301 SEC 3.3.2.8. "FIELD BENDING OR STRAIGHTENING." SIZES #3 THROUGH '#5
<br />CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL
<br />"DESIGN
<br />MAY BE FIELD BENT COLD THE FIRST TIME , PROVIDED REINFORCING BAR TEMPERATURE IS ABOVE 327. FOR OTHER
<br />CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS CONFORM TO ASCE 37-02 LOADS
<br />BARS SIZES REQUIRE PREHEATING BEFORE FIELD BENDING. DO NOT TWIST BARS.
<br />ON STRUCTURES DURING CONSTRUCTION".
<br />NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT.
<br />ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE
<br />CORNERS BARS: PROVIDE MATCHING -SIZED "L" CORNER BARS FOR ALL HORIZONTAL WALL AND FOOTING BARS WITH
<br />SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN
<br />THE APPROPRIATE SPLICE LENGTH, UNO.
<br />ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER.
<br />CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL
<br />ANCHORAGE
<br />FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-02 "DESIGN
<br />-EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED
<br />LOADS ON STRUCTURES DURING CONSTRUCTION."
<br />USING "SET-XP" EPDXY ADHESIVE AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT
<br />DESIGN CRITERIA:
<br />ACCORDANCE WITH ICC-ESREPORT ESR-2SO8. SUBSTITUTIONS PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED
<br />FOR REVIEW WITH CURRENT ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION
<br />ROOF LOADS: DEAD LOADS 15 PSF
<br />OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A36, UNO.
<br />LIVE LOADS 25 PSF
<br />--HEAVY DUTY THREADED CONCRETE ANCHORS SPECIFIED ON THE DRAWINGS SHALL BE 'TITAN HD SCREW ANCHOR" AS
<br />FLOOR LOADS: DEAD LOADS 12 PSF
<br />MANUFACTURED SY THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT
<br />LIVE LOADS 40 PSF
<br />ESR-2713. INCLUDING MINIMUM EMBEDMENT AND EDGE DISTANCE REQUIREMENTS. SUBSTITUTIONS PROPOSED BY THE
<br />DECKS LIVE LOAD 60 PSF
<br />CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH CURRENT ICC REPORTS INDICATING EQUIVALENT OR GREATER
<br />SNOW LOAD: GROUND SNOW LOAD, Pg = 15 PSF; ROOF SNOW LOAD, ROOF SNOW LOAD Ps = 25 PSF; SNOW
<br />LOAD CAPACITIES.
<br />EXPOSURE FACTOR, Ce = 1.0; SNOW IMPORTANCE FACTOR, Is = 1.0; THERMAL FACTOR, Ct = 1.0.
<br />-DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE (PDPWL- 300MG. 0.145'
<br />WIND DESIGN: BASIC WIND SPEED (3-SECOND GUST), V =�110 MPH; WIND IMPORTANCE FACTOR, Iw = 1.0;
<br />DIAMETER. UNO) AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY OR AN APPROVED EQUIVALENT IN
<br />OCCUPANCY CATEGORY = II; EXPOSURE CATEGORY = B; WIND SPEED-UP FACTOR Kzt=1.0;
<br />STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT ESR-2138. MINIMUM EMBEDMENT
<br />SEISMIC DESIGN: SEISMIC IMPORTANCE FACTOR le = 1.0; OCCUPANCY CATEGORY = II; Ss = 1.391g; S1 =
<br />IN CONCRETE SHALL BE 1", UNO. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE.
<br />0.531 g; SEISMIC DESIGN CATEGORY = D; Sds = 0.927g; Sd1 = 0.531 g; SEISMIC DESIGN
<br />WOOD FRAMING
<br />CATEGORY = D; BASIC SEISMIC FORCE RESISTING SYSTEM (BEARING WALL SYSTEMS)
<br />REFERENCE STANDARDS: CONFORM TO:
<br />LIGHT -FRAMED WALLS WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE AND
<br />(1) IBC CHAPTER 23 "WOOD",
<br />FLEXIBLE DIAPHRAGMS; Cs=0.143; R =6.5; Cd=4; OMEGA=2.5; SEISMIC BASE SHEAR = 12.7 KIPS.
<br />ANALYSIS PROCEDURE -EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7, SEC 12.8
<br />(2) NDS AND NDS SUPPLEMENT - "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION",
<br />DEFLECTIONS: TOTAL LOAD DEFLECTION LIMIT: L/240
<br />IDENTIFICATION: ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY THE GRADE
<br />MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY.
<br />LIVE LOAD DEFLECTION LIMIT: L/360
<br />DEFERRED SUBMITTALS (DESIGN -BY -OTHERS): SUBMIT PRODUCT DATA AND PROOF OF ICC APPROVAL FOR FRAMING
<br />MATERIALS:
<br />MEMBERS AND FASTENERS THAT HAVE BEEN PREPARED BY THE SPECIALTY STRUCTURAL ENGINEER (SSE) IN THE STATE
<br />SAWN LUMBER: ALL LUMBER SHALL BE KILN -DRIED OR MC-19 AND CONFORM TO GRADING RULES OF WWPA, WCLIB
<br />OF WASHINGTON FOR ALL MEMBERS AND CONNECTIONS ALONG WITH SHOP DRAWINGS. DESIGN SHALL BE SUBMITTED TO
<br />OR NLGA. FINGER JOINTED STUDS ACCEPTABLE AT INTERIOR WALLS ONLY.
<br />THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD (SER) FOR REVIEW PRIOR TO SUBMISSION TO THE
<br />MEMBER USE SIZE SPECIES GRADE MINIMUM BASE VALUE
<br />JURISDICTION FOR APPROVAL. THE SSE SHALL SUBMIT TO THE ENGINEER FOR REVIEW CALCULATIONS AND SHOP
<br />DRAWINGS THAT ARE STAMPED AND SIGNED BY THE SSE. REVIEW OF THE SSE'S SHOP DRAWINGS IS FOR GENERAL
<br />STUDS, PLATES, MISC 2X, 3X HEM -FIR NO. 2 Fc=575 PSI
<br />COMPLIANCE WITH DESIGN CRITERIA AND COMPATIBILITY WITH THE DESIGN OF THE PRIMARY STRUCTURE AND DOES NOT
<br />=
<br />JOISTS 2X, 3X 2X6 - 2X12 HEM -FIR N0. 2 Fb850 PSI
<br />RELIEVE THE SSE OF RESPONSIBILITY FOR THAT DESIGN, GRAVITY ANALYSIS DEFERRED -DESIGNED BY ARCHITECTS
<br />BEAMS 4X8 - 4X12 DOUG-FIR NO. 2 Fb=900 PSI
<br />NORTHWEST. GRAVITY ANALYSIS INCLUDES BUT IS NOT LIMITED -TO: ROOF POINT LOAD REACTIONS, FLOOR MEMBER
<br />BEAMS 6X8 - 6X12 DOUG-FIR NO. 2 Fb=875 PSI
<br />SIZES AND PONT LOAD REACTIONS, POSTS AND MEMBER CONNECTIONS, FOOTINGS AND BEARING WALL FOUNDATIONS.
<br />POSTS 4X DOUG-FIR NO. 2 Fc=700 PSI
<br />ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS AND WEB STIFFENERS SHALL BE DETAILED AND FURNISHED
<br />POSTS 6X, 8X DOUG-FIR NO. 1 Fc=1000 PSI
<br />BY THE SUPPLIER. TEMPORARY AND PERMANENT BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH THE
<br />GLUED LAMINATED TIMBER: MANUFACTURED LUMBER, PSL. LVL, AND LSL, SHALL BE MANUFACTURED UNDER A
<br />MANUFACTURER'S SPECIFICATIONS. DEFLECTION LIMITS SHALL BE AS NOTED UNDER DESIGN LOADS SECTION. THESE
<br />PROCESS APPROVED BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING
<br />ELEMENTS INCLUDE BUT ARE NOT LIMITED TO:
<br />THE NAME AND PLANT NO OF THE MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE
<br />-HANDRAILS & GUARDRAILS
<br />QUALITY CONTROL AGENCY. ALL PSL, LVL, AND LSL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH
<br />-ENGINEERED WOOD BEAMS
<br />ICC-ESS REPORT ESR-1387 USING DOUGLAS FIR VENEER GLUED WITH A WATERPROOF ADHESIVE MEETING THE
<br />-PREFABRICATED WOOD COMPONENETS-SHEAR WALLS/WOOD PANELS
<br />REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. THE MEMBERS SHALL
<br />-TEMPORARY SHORING SYSTEMS
<br />HAVE THE FOLLOWING MINIMUM PROPERTIES.
<br />GLUED LAMINATED MEMBER BEAMS SHALL NOT BE CAMBERED, UNLESS SHOWN OTHERWISE ON THE PLANS OR
<br />METAL P
<br />PLATE CONNECTED ROOF TRUSSES PREFABRICATED ROOF TRUSSES). SHOP DRAWINGS SHALL PROVIDE FOR
<br />( )
<br />SPECIFICATIONS.
<br />SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, AND VALLEYS SHOWN ON THE DRAWINGS. THE MANUFACTURER SHALL
<br />MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE
<br />PROVIDE SPECIAL HIP, VALLEY AND INTERSECTION AREAS (STEP DOWN TRUSSES, JACK TRUSSES AND GIRDER TRUSSES)
<br />CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED
<br />UNLESS SPECIFICALLY INDICATED ON THE PLANS, PROVIDE ALL TRUSS -TO -TRUSS AND TRUSS -TO -SUPPORT
<br />BEAMS FROM EXCEEDING 12%. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEED THIS VALUE.
<br />CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. SPECIFY TEMPORARY AND PERMANENT BRACING AND
<br />CONNECTIONS ON THE SHOP DRAWINGS. PROVIDE ALL TRUSS REACTIONS OVER 1000# ON SHOP DRAWINGS.
<br />MEMBER USE SIZES SPECIES STRESS CLASS USES Fb(PSI) Fv(PSI)
<br />ALTERATION OF THE TRUSS LAYOUT INDICATED ON THE PLANS MAY REQUIRE SUPPORTING STRUCTURAL AND
<br />GLB ALL DF/DF 24F-1.8E 24F-V4 SIMPLE SPANS 2400 265
<br />FOUNDATION CHANGES, THEREFORE PRIOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER IS REQUIRED.
<br />ALL DF/DF 24F-1.8E 24F-V8 CANTILEVER SPANS 2400 265
<br />SOILS AND FOUNDATIONS
<br />PSL (2.2E) Fb=2900 PSI, Fv=290 PSI
<br />REFERENCE STANDARDS: CONFORM 'TO IBC CHAPTER 18 "SOILS AND FOUNDATIONS." NO SOIL REPORT PROVIDED.
<br />LVL (2.OE) Fb=2600 PSI, Fv=285 PSI
<br />FOUNDATIONS: EXTEND FOOTINGS TO FIRM AND UNYIELDING NATIVE SOIL OR STRUCTURAL FILL WITH AN ALLOWABLE SOIL
<br />LSL (1.55E) Fb=2325 PSI, Fv=310 PSI
<br />BEARING CAPACITY OF 1500 PSF (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE 1'-6" MIN BELOW OUTSIDE
<br />PSL COLUMN (1.8E) Fc=2900 PSI,
<br />FINISHED GRADE, MAINTAIN A MINIMUM 6" SEPARATION BETWEEN FINISH GRADE & UNTREATED WOOD FRAMING.
<br />PLYWOOD SHEATHING SHALL BE APA-RATED STRUCTURAL SHEATHING GRADE C-D EXTERIOR GLUE OR STRUCTURAL II,
<br />EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 12 INCHES BELOW ADJACENT FINISHED GRADE, OR BY
<br />EXTERIOR GLUE IN CONFORMANCE WITH THE AMERICAN PLYWOOD ASSOCIATION (APA). ORIENTED STRAND BOARD OF
<br />THE BUILDING OFFICIAL. INTERIOR FOOTINGS SHALL BEAR NOT LESS THAN 12 INCHES BELOW FINISH FLOOR. FOOTINGS
<br />EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD,
<br />SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, U.N.O.
<br />MINIMUM APA RATING
<br />FOUNDATION STEM WALLS: THE HEIGHT OF THE STEM WALL SHALL BE AS NOTED ON THE DRAWINGS TO FIT THE
<br />LOCATION THICKNESS SPAN RATING PLYWOOD GRADE EXPOSURE
<br />HOLDOWN REQUIREMENTS. MAINTAIN A MINIMUM 6" SEPARATION BETWEEN FINISH GRADE & UNTREATED WOOD FRAMING.
<br />ROOF 15/32" 32/16 C-D 1
<br />BACKFILLING: BACKFILL BEHIND FOUNDATION WALLS SHALL BE OF FREE -DRAINING MATERIAL PLACED IN MAXIMUM LOOSE
<br />FLOOR 23/32" 24 OC STURD-I-FLOOR 1
<br />LIFTS OF 12". BACKFILL SHALL BE COMPACTED USING HAND -OPERATED EQUIPMENT ONLY. THE CONTRACTOR SHALL
<br />WALLS 15/32" 32/16 C-D 1
<br />REFRAIN FROM OPERATING HEAVY EQUIPMENT BEHIND FOUNDATION WALLS WITHIN A DISTANCE EQUAL TO OR GREATER
<br />THAN THE HEIGHT OF THE WALL.
<br />PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS MAIlYFACTURED BY THE
<br />STRUCTURAL FILL: UNLESS OTHERWISE SPECIFIED BY A GEOTECHNICAL ENGINEER, FOOTINGS SHALL BE PLACED ON
<br />TRUS-JOIST CORPORATION. ALTERNATE PLYWOOD WEB JOIST MANUFACTURED BY THE TRUSS -JOIST CORPORATION,
<br />COMPACTED MATERIAL AND SHALL BE WELL -GRADED GRANULAR MATERIAL WITH NO MORE THAN 5% PASSING A #2
<br />ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE
<br />"SIMPSON
<br />SIEVE, FILLS PLACED SHALL BE IN MAXIMUM 8" LIFTS AND ALL BEARING SOILS SHALL BE COMPACTED TO 95%
<br />ARCHITECT AND STRUCTURAL ENGINEER. JOIST HANGERS AND CONNECTORS SHALL BE STRONG -TIE"
<br />MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT USING THE MODIFIED PROCTOR TEST,
<br />CATALOG C-C-2017. ALTERNATE JOIST HANGERS AND OTHER HARDWARE M BE SUBSTITUTED E SHOWN
<br />OIS MAY UBSTITU ED FOR ITEMS
<br />PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER
<br />COMPACTION: UNLESS OTHERWISE SPECIFIED BY A GEOTECHNICAL ENGINEER, FOOTINGS SHALL BE PLACED ON
<br />HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST PROVIDED. ALL 2x JOISTS SHALL BE
<br />COMPACTED MATERIAL AND SHALL BE WELL -GRADED GRANULAR MATERIAL WITH NO MORE THAN 5% PASSING A #2
<br />CONNECTED TO FLUSH BEAMS WITH ''LUS" SERIES JOIST HANGERS. ALL TJI JOIST SHALL BE CONNECTED TO FLUSH
<br />SIEVE. FILLS PLACED SHALL BE IN MAXIMUM 8" LIFTS AND ALL BEARING SOILS SHALL BE COMPACTED TO 95%
<br />BEAMS WITH 1US" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS
<br />MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT USING THE MODIFIED PROCTOR TEST.
<br />WITH `MIU" SERIES JOIST HANGERS.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE 1/2 OF THE NAILS
<br />GEOTECHNICAL
<br />OR BOLTS IN EACH MEMBER. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS
<br />ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A
<br />BEARING ON WOOD. UNLESS NOTED OTHERWISE ALL NAILS SHALL BE FULL LENGTH COMMON. NAIL STRAPS TO WOOD
<br />QUALIFIED SOIL ENGINEER OR APPROVED BY BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER. THAN ASSUMED,
<br />FRAMING AS LATE AS POSSIBLE IN THE FRAMING PROCESS TO ALLOW THE WOOD TO SHRINK AND THE BUILDING TO
<br />NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
<br />SETTLE,
<br />ALLOWABLE BEARING CAPACITY -STRUCTURAL FILL 1500 PSF (ASSUMED)
<br />ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED.
<br />CAST -IN -PLACE CONCRETE
<br />NAILS: CONFORM TO IBC SEC 2303.6 UNLESS NOTED ON PLANS, NAIL PER IBC TABLE 2304.10.1. UNLESS NOTED
<br />REFERENCE STANDARDS: CONFORM TO:
<br />OTHERWISE ALL NAILS SHALL BE COMMON. NAIL SIZES SPECIFIED ON THE DRAWINGS ARE BASED ON THE FOLLOWING
<br />SPECIFICATIONS:SIZE
<br />(1) ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY".
<br />LENGTH DIAMETER TYPE
<br />(2) IBC CHAPTER 19, CONCRETE.
<br />as
<br />8d 2-1/2 0.131" COMMON
<br />FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15, "STANDARD
<br />10d 3" 0.148" GUN
<br />SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) WITH SELECTED ACI AND ASTM REFERENCES."
<br />12d 3-1/4" 0.148" GUN
<br />CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c=3000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2
<br />16d 3-1/2" 0.162" GUN
<br />SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR
<br />LESS. STRUCTURAL CALCULATIONS ARE BASED ON A CONCRETE STRENGTH OF f'c=2500 PSI AND NO CONCRETE
<br />NAILING REQUIREMENTS: PROVIDE MINIMUM NAILING IN ACCORDANCE WITH IBC TABLE 2304.10.1 "FASTENING
<br />STRENGTH TESTING IS REQUIRED.
<br />SCHEDULE" EXCEPT AS NOTED ON THE DRAWINGS. NAILING FOR ROOF FLOOR DIAPHRAGMS SHEAR WALLS SHALL BE
<br />/ /
<br />ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AIR -ENTRAINING AGENT
<br />PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING.
<br />CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN
<br />LAG BOLTS/BOLTS: CONFORM TO ASTM A307.
<br />ACCORDANCE WITH ASTM C666.
<br />ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF
<br />ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO THE NATIONAL
<br />DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2015 EDITION) WITH A LEAD BORE HOLE OF 60-70% OF THE
<br />SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. BOLT HOLES SHALL BE A 1
<br />MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. HOLES SHALL BE ACCURATELY
<br />ALIGNED IN MAIN MEMBERS AND SIDE PLATES/ MEMBERS. BOLTS SHALL NOT BE OVERDRIVEN.
<br />STRUCTURAL NOTES
<br />SDS SERIES: WOOD SCREWS CALLED OUT ON PLAN SHALL BE 'SIMPSON STRONG -DRIVE" WOOD SCREWS BY SIMPSON
<br />COMPANY, AND INSTALLED IN STRICT ACCORDANCE TO ICC-ES REPORT ESR-2236. EQUIVALENT SCREWS BY OTHER
<br />MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC .APPROVAL FOR EQUAL OR GREATER LOAD
<br />CAPACITIES. LAG SCREWS ARE NOT AN EQUIVALENT SUBSTITUTION.
<br />WOOD HOEDOWNS: HOEDOWNS SPECIFIED ARE AS MANUFACTURED BY SIMPSON ANCHOR TIE -DOWN CO., INC.
<br />ADDITIONAL FRAMING MEMBERS SHALL BE PROVIDED PER THE SYSTEM REQUIREMENTS. ACCEPTABLE EQUIVALENT
<br />PRODUCT SUBSTITUTIONS ARE AVAILABLE FROM OTHER MANUFACTURERS WITH ENGINEER APPROVAL.
<br />ENGINEERED WOOD PRODUCTS (I -LEVEL: THE FOLLOWING MATERIALS ARE BASED ON LUMBER MANUFACTURED BY
<br />I -LEVEL AND WERE USED FOR THE DESIGN AS SHOWN ON THE PLANS. ALTERNATE PRODUCTS BY OTHER
<br />MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER
<br />LOAD AND STIFFNESS PROPERTIES AND ARE REVIEWED AND APPROVED BY THE ENGINEER.
<br />A) LAMINATED VENEER LUMBER (LVL) ICC ' ES REPORT NO. ER-4979
<br />B) PARALLEL STRAND LUMBER (PSL): ICC ES REPORT NO. ER-4979
<br />C) LAMINATED STRAND LUMBER (LSL): ICC ES REPORT NO. ER-4979
<br />D) I -JOISTS: ICC ES REPORT NO. ER®4979, ESR--1153.
<br />PRODUCTS SHALL BE TESTED AND EVALUATED IN ACCORDANCE WITH ASTM D5055. THE MANUFACTURER SHALL DESIGN
<br />THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS, JOISTS SHALL HAVE WOOD CHORDS AND
<br />SOLID WOOD WEBS.
<br />STANDARD LIGHT -FRAME CONSTRUCTION: UNLESS NOTED ON THE PLANS, CONSTRUCTION SHALL CONFORM TO
<br />IBC 2015 SEC 2308 "CONVENTIONAL LIGHT -FRAME CONSTRUCTION" AND SEC 2304 "GENERAL CONSTRUCTION
<br />REQUIREMENTS", THE AITC'`TIMBER CONSTRUCTION MANUAL", AND THE AF&PA "NATIONAL DESIGN SPECIFICATION FOR
<br />WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS NOTED OTHERWISE SHALL CONFORM TO TABLE 2304.10.1. OF THE
<br />IBC. COORDINATE THEkSIZE AND;;LOCATIONOF; ALL OPENINGS WITH: ARCHITECTURAL AND MECHANICAL DRAWINGS.
<br />� , � , ,"'SHALL:
<br />,
<br />WALL FRAMING: UNLESS OTHERWISE NOTED ALL INTERIOR WALLS :SHALL BE 2X4 @ 16as OC AND ALL EXTERIOR WALLS
<br />SHALL BE 2X6 ®16"OC. PROVIDE (2)BUNDLED STUDS MIN AT WALL ENDS AND EACH SIDE OF ALL OPENINGS. LINO,
<br />ALL SOLID SAWN LUMBER HEADERS SHALL BE SUPPORTED BY A MINIMUM OF ',(1)TRIM AND (1)KING STUD AND ALL
<br />GLULAM OR ENGINEERED WOOD HEADERS BY (2)TRIM AND (2)KING STUDS. AT FRAMED WALLS, UNO ALL SOLID SAWN
<br />LUMBER BEAMS SHALL BE SUPPORTED ON A MINIMUM OF (2) BUNDLED 2X STUDS AND ALL GLULAM OR ENGINEERED
<br />WOOD BEAMS ON A MINIMUM OF (3) BUNDLED 2X STUDS. STITCH' -NAIL BUNDLED STUDS WITH (2)10D @ 12"OC.
<br />UNO, ALL INTERIOR AND EXTERIOR HEADERS SHALL BE 4X10 DF#2. PROVIDE SOLID BLOCKING THRU FLOORS' TO
<br />SUPPORTS BELOW FOR BEARING WALLS AND POSTS. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL
<br />STUD WALLS OVER 10'-0" IN HEIGHT.
<br />ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE. END NAIL TOP PLATE AND BOTTOM PLATE TO EACH STUD
<br />WITH THREE 10d NAILS. FACE NAIL DOUBLE TOP PLATES WITH 10d AT 12'0C AND LAP MINIMUM 4'-0,' AT JOINTS
<br />AND PROVIDE TWELVE 10d NAILS AT 4"OC EACH SIDE OF JOINT. AT TOP PLATE INTERSECTIONS PROVIDE THREE 10d
<br />FACE NAILS.
<br />ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO
<br />ROWS OF 10d NAILS AT 16"OC, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS
<br />AT 4'-0"OC EMBEDDED 7" MINIMUM, UNO. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PLATE SECTION WITH
<br />ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 4 lh" FROM EACH END OF THE PLATE SECTION. INDIVIDUAL
<br />MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 10d AT 16110C. UNLESS
<br />NOTED OTHERWISE, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND
<br />PLATES WITH #6 x 1-1/4" TYPE S OR W SCREWS AT 8"OC. UNLESS NOTED OTHERWISE, h" (NOMINAL) APA RATED
<br />SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAIL AT 6 OC AT PANEL
<br />EDGES AND TOP AND BOTTOM PLATES (BLOCK UNSUPPORTED EDGES) AND TO ALL INTERMEDIATE STUDS AND
<br />BLOCKING WITH 8d NAILS AT 12"OC. ALLOW 1/8" SPACING AT ALL PANEL ENDS.
<br />ROOF/FLOOR FRAMING: UNLESS OTHERWISE ;NOTED, PROVIDE DOUBLE JOISTS/RAFTERS UNDER ALL PARALLEL BEARING
<br />PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND SOLID BLOCKING AT ALL BEARING POINTS.
<br />PROVIDE DOUBLE JOISTS AROUND ALL ROOF/FLOOR OPEN INGS.TOENAIL JOISTS TO SUPPORTS WITH THREE 10d NAILS.
<br />ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMSWITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH
<br />NOTES PER PLAN. UNO, MULTI-JOISTS/RAFTERS SHALL BE STITCH -NAILED TOGETHER WITH (2)10d ® 12"OC.
<br />TOENAIL RIM JOIST TO TOP PLATE WITH 10d AT 6,"OC. PROVIDE ROOF SHEATHING EDGE WITH APPROVED CLIPS
<br />CENTERED BETWEEN FRAMING AT UNBLOCKED PLYWOOD EDGES. ALL FLOOR SHEATHING SHALL HAVE TONGUE AND
<br />GROOVE JOINTS OR BE SUPPORTED BY SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF
<br />ROOF/FLOOR' SHEATHING. ROOF/FLOOR SHEATHING SHALL BE LAID FACE GRAIN PERPENDICULAR TO FRAMING
<br />MEMBERS AND:NAILED AT 6"OC WITH 8d NAILS TO FRAMED PANEL EDGES, DRUG -STRUTS, AND OVER STUD WALLS
<br />AS PER PLAN AND AT 12'.'0C. TO. INTERMEDIATE SUPPORTS..:
<br />MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE CONTENT OF 19%
<br />EXCEPT FOR THE PRESSURE -TREATED, WOOD SILL PLATE.
<br />TRUSSES SHALL BE DESIGNED TO NOT ALLOW 'LIMITED STORAGE PER IBC TABLE 1607.1. WEBS SHALL CONFIGURED
<br />SO, THAT ALL ,OPENINGS ARE SMALLER THAN 24" WIDE X 42 HIGH.
<br />PRESERVATIVE. TREATMENT/METAL CONNECTORS:. WOOD MATERIALS;ARE REQUIRED TO BE "TREATED WOOD" UNDER CERTAIN
<br />CONDITIONS IN ACCORDANCE WITH IBC SEC 2304.10.5 ".FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED
<br />AND FIRE -RETARDANT -TREATED WOOD". CONFORM TO THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD PROTECTION
<br />ASSOCIATION (AWPA), FOR SAWN LUMBER, GLUED" LAMINATED TIMBER, ROUND POLES, WOOD PILES AND MARINE PILES. FOLLOW
<br />AMERICAN' LUMBER STANDARDS COMMITTEE (ALSO) QUALITY ASSURANCE ;PROCEDURES.. PRODUCTS SHALL BEAR THE APPROPRIATE
<br />MARK:
<br />PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO RETENTION OF 0.25 PCF. WOOD IN CONTINOUS
<br />CONTACT WITH FRESH' WATER OR SOIL SHALL BE. TREATED TO A RETENTION OF 0.40 PCF. SODIUM BORATE (SBX)`TRATED WOOD
<br />SHALL = NOT BE USED WHERE EXPOSED TO .WEATHER. FASTENERS AND TIMBER CONNECTORS WITHOUT AMMONIA IN DIRECT CONTACT
<br />WITH ACQ-A (UP TO A RETENTION LEVEL, OF 0.40 PCF), CBA-A (UP TO A RETENTION; LEVEL OF 0,41 PCF), CA-B (UP TO A
<br />RETENTION LEVEL OF 0.21 PCF), SHALL BE G185 OR A185 HOT. DIPPED OR CONTINUOUS HOT -GALVANIZED PER ASTM A653.
<br />FASTENERS AND TIMBER CONNECTORS WITH AMMONIA IN DIRECT' CONTACT WITH ACQ-A (OVER A RETENTION LEVEL OF 0.40 PCF),
<br />CBA-A (OVER . A RETENTION LEVEL OF 0.41 PCF), CA-B (OVER A RETENTION LEVEL OF 0.21 PCF), OR WITH ACZA TREATED WOOD
<br />SHALL BE TYPE 304 OR 316 STAINLESS STEEL.
<br />HOT -DIPPED GALVANIZED METAL HARDWARE AND FASTENERS HAVE A MINIMUM ZINC CONTENT OF AT LEAST 1.85 OZ/SF AND ITS
<br />USE IS COORDINATED BY THE CONTRACTOR AND WOOD 'SUPPLIER FOR THE EXPECTED' ENVIRONMENT AND MOISTURE EXPOSURE FOR
<br />APPROPRIATE USE BASED ON THE METHOD OF PRESERVATIVE TREATMENT OF THE WOOD.
<br />CONTRACTOR INITIATED 'STRUCTURAL CHANGES SHALL BE SUBMITTED IN WRITING'TO THE ENGINEER FOR APPROVAL PRIOR TO
<br />FABRICATION AND CONSTRUCTION.
<br />NOTCHES AND HOLES IN WOOD FRAMING:
<br />SAWN LUMBER JOISTS AND RAFTERS: NOTCHES ATTHE ENDS OF JOISTS SHALL NOT EXCEED 1/4 THE JOIST' DEPTH.
<br />NOTCHES IN THE TOP OR BOTTOM OF JOISTS SHALL NOT EXCEED 1/6 THE JOIST DEPTH BE LONGER THAN 1/3 THE
<br />JOIST DEPTH, OR BE LOCATED 1N THE MIDDLE 1/3 OF THE SPAN.- HOLES` SHALL NOT BE WITHIN 2 OF THE TOP" OR
<br />BOTTOM OF THE JOIST AND THE DIAMETER SHALL NOT EXCEED 1/3 THE JOIST DEPTH. SPACING BETWEEN HOLES
<br />SHALL BE A' MINIMUM OF (2). TIMES THE DIAMETER` OF THE LARGEST' HOLE OR 2" AND SHALL BE LOCATED A
<br />MINIMUM OF 2 FROM ANY NOTCH.
<br />EXTERIOR AND BEARING WALLS: WOOD STUDS ARE PERMITTED TO BE .NOTCHED TO A DEPTH NOT EXCEEDING 1/4' OF
<br />ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40% OF THE STUD WIDTH IS PERMITTED IN WOOD STUDS.
<br />HOLES SHALL NOT BE WITHIN 5/8" TO THE EDGE OF THE STUD.
<br />SPACING BETWEEN HOLES SHALL BE A` MINIMUM OF (2) TIMES THE DIAMETER OF THE LARGEST HOLE OR 2" AND
<br />SHALL NOT BE LOCATED AT THE SAME SECTION AS A NOTCH.
<br />CUTS, NOTCHES, AND HOLES IN MANUFACTURED LUMBER" PREFABRICATED PLYWOOD WEB JOIST AND PREFABRICATED
<br />TRUSSES ARE PROHIBITED EXCEPT WHERE NOTED ON STRUCTURAL PLANS' OR PERMITTED BY MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS
<br />AND SILICA -DUST PROTECTION PER OSHA AND WSHA. THE CONTRACTOR iS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF
<br />THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO
<br />MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETED. THE CONTRACTOR IS RESPONSIBLE TO BE FAMILIAR WITH THE WORK
<br />REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY,
<br />CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO .THE ARCHITECT AND STRUCTURAL ENGINEER
<br />FOR APPROVAL' PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT
<br />SATISFY THIS REQUIREMENT:
<br />THE STRUCTURAL ENGINEER'HAS,NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE
<br />SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR
<br />REPORT ANY HEALTH OR SAFETY DEFICIENCY TO THE OWNER,' CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT
<br />SI TE.
<br />,
<br />IN
<br />J
<br />�N
<br />w2: Lj
<br />,,,j 6w
<br />0
<br />TYP FLR-TO-FLR
<br />STRAP
<br />TYP STH DXx
<br />SHEAR WALL HOLDOWN SCHEDULE
<br />---
<br />END STUD
<br />CAPACITYREQUIRED(L
<br />®EL #
<br />ANCHORAGE TYPE
<br />FASTENERS
<br />)
<br />CS16
<br />FLR-TO-FLR STRAP, CS=14"
<br />(26) 8d COMMON
<br />(2)2x STUDS
<br />HF2
<br />1,705
<br />MSTC40
<br />FLR-TO-FLR STRAP, CS=18"
<br />(28) 16d SINKERS
<br />(2)2x STUDS
<br />HF#2
<br />2,320
<br />MSTC48133
<br />FLR-TO-FLR STRAP, CS=18"
<br />(38) 10d SINKERS
<br />(2)2x STUDS
<br />HF2
<br />3,420
<br />MSTC52
<br />FLR-TO-FLR STRAP, CS=18"
<br />(44) 16d SINKERS
<br />(2)2x STUDS
<br />HF#2
<br />3,645
<br />(2)2x STUDS
<br />2,250
<br />CONCRETE STRAP, 8" STEM
<br />HF2 MID WALL
<br />STHD10/
<br />WALL, STANDARD/RIM JOIST
<br />(20) 16d SINKERS
<br />(2)2x STUDS
<br />STHD10RJ
<br />EL=25"/EL=39"
<br />9CS=17"MAX
<br />EMBED 10 MIN
<br />HF2 CORNER
<br />1,975
<br />(2)2x STUDS
<br />1,610
<br />HF2 END WALL
<br />(2)2x STUDS 3,695
<br />HF#2 MID WALL
<br />GONG STRAP, 8" STEM WALL
<br />STHD14/ STANDARD EL=27"/ (22) 16d SINKERS (2)2x STUDS
<br />STHD1.l-RJ RIM JOIST EL=40" CS=17" 3,695
<br />EMBED 14" MIN HF2 CORNER
<br />(2)2x STUDS 2,685
<br />HF2 END WALL
<br />NOTES:
<br />1. HOEDOWNS SPECIFIED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE CO. INC.; ACCEPTABLE
<br />EQUIVALENT PRODUCT SUBSTITUTIONS ARE AVAILABLE FROM OTHER MANUFACTURERS WITH THE ENGINEER
<br />APPROVAL.
<br />2. LOCATE ALL HOEDOWNS AT ENDS OF ALL SHEAR WALLS & FASTEN TO BUNDLED HEM -FIR END STUDS.
<br />3. BUNDLED END STUDS SHOULD BE STITCH -NAILED TOGETHER USING MINIMUM (2) 16d ® 10"OC, LINO.
<br />4. LOCATE "HDU#" & "HDC" HOEDOWNS AT CONCRETE FOUNDATION LEVEL.
<br />LOCATE "CMST" & "MSTC" STRAPS AT FLOOR -TO -FLOOR CONNECTIONS.
<br />5. ALL HOLDOWN ANCHOR BOLTS SHALL BE MIN 4" FROM CONCRETE WALL ENDS.
<br />6. USE "SSTB" FOR 2x SILL PLATES & "SSTBL" FOR 3x OR (2)2x SILL PLATES.
<br />7. ADDITIONAL END STUD REQUIRED TO MEET MINIMUM 11/2" EDGE DISTANCE FROM CONCRETE CORNER TO
<br />"STHD" STRAP. USE "RJ" STYLE WITH "STHD" WHERE RIM JOIST IS PRESENT.
<br />8. INSTALL ALL HOLDOWN HARDWARE PER MANUFACTURER'S INSTRUCTIONS & RECOMMENDATIONS.
<br />WOOD -FRAMED DIAPHRAGMII
<br />FOR HEM -FIR FRAMING MEMBER
<br />Lu
<br />NAIL SIZE &
<br />DIAPHRAGM BOUNDARY PANEL
<br />SHEAR LOAD
<br />DIA
<br />TYPE
<br />SW SHEATHING
<br />APA-RATED
<br />SPACING ®
<br />BLOCKING
<br />REQUIRED
<br />CAPACITY (PLF)
<br />FRAMING MEMBER
<br />PANEL EDGES AND FIELD
<br />NAILING PATTERN
<br />AT ABUTTING
<br />(SEISMIC)
<br />PANEL EDGES
<br />0.131"0 x 2 1/2"
<br />DIA-1
<br />15/32" CD-EXT
<br />8d ® 6"OC EDGE
<br />NO
<br />2x
<br />237
<br />U-
<br />OR OSB
<br />8d @ 12"OC FIELD
<br />0
<br />0cr
<br />-
<br />DIA-1 B
<br />15/32" CD-EXT
<br />" "
<br />0.131 0 /x 2 1 2
<br />8d 0 OC EDGE
<br />6
<br />YES
<br />0.131"0 x 2 1/2"
<br />2x
<br />251
<br />OR OSB
<br />8d 0 12 OC FIELD
<br />8d 0 6"OC
<br />®.148" 0 x 3"
<br />CC DIA-2 23/32" C 1Od @ COG EDGE NO - 2x 265
<br />0 OR OSBB EXT 1Od @ 12"OC FIELD
<br />0
<br />0.148" 0 x 3"
<br />23/32" CD-EXT 1 Od @ 6"OC EDGE 0.148" 0 x 3"
<br />DIA-2B OR OSB 1Od @ 12"OC FIELD YES 1Od @ 6"OC 2x 298
<br />STAGGERED
<br />NOTES:
<br />1. BLOCKED DIAPHRAGM SHALL APPLY TO UNSUPPORTED PANEL EDGES WHERE SHADED PER PLAN. "B" MEANS BLOCKED
<br />2. T & G (TONGUE & GROOVE) SHEATHING EDGES IS NOT A SUBSTITUTE FOR THE FLAT BLOCKING.
<br />3. H1 CLIP TO EACH TRUSS. H2.5A EACH SIDE OF MULTIPLE TRUSSES.
<br />
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