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PROJECT SPECIFIC DESIGN CRITERIA
<br />Snow Loads
<br />Flat -roof snow load, of = 25.0 psf
<br />Snow exposure factor, Ce = 1.00
<br />Snow load important factor, Is = 1.00
<br />Thermal factor, Ct = 1.00
<br />Gravity Loads*
<br />Roof Dead Load = 15 psf + 5 psf (SOLAR PANELS)
<br />Roof Live Load = 25 psf
<br />Floor Live Load (Office) = 50 psf
<br />Floor Live Load (Residential) = 40 psf, Balcony & Roof Decks = 60 psf
<br />Floor live Load (Corridor) = 100 psf
<br />Partition Loads = 10 psf (residential)
<br />Partition Loads = 20 psf (office)
<br />Floor Dead Loads = 12 lost (residential)
<br />At rest earth pressure = 60 pcf
<br />*As Applicable
<br />GENERAL
<br />1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2018 EDITION
<br />OF THE INTERNATIONAL BUILDING CODE (IBC).
<br />2. THE ARCHITECT/ENGINEER (ARCH/ENGR) IS NOT RESPONSIBLE FOR THE LOCATION OF PROPERTY LINES AND/OR
<br />EASEMENT, SOIL CONDITIONS, MECHANICAL AND ELECTRICAL WORK, AND THE PRESENCE OF UTILITIES NOT REPORTED
<br />TO THE ARCH/ENGR IN WRITING BY THE OWNER.
<br />3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS
<br />SPECIFICALLY RETAINED FOR THAT PURPOSE.
<br />4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND
<br />CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY
<br />ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. ALL DIMENSIONS SHOWN ON THE STRUCTURAL
<br />DRAWINGS ARE INTENDED FOR REFERENCE ONLY. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
<br />5. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING
<br />ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED AS
<br />GUIDELINES ONLY AND MUST BE VERIFIED. CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR
<br />OF ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK.
<br />6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL
<br />ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS.
<br />7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES,
<br />SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL
<br />SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE
<br />SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL
<br />ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES
<br />OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
<br />8. 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 />9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
<br />SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN SIMILAR DETAILS OF CONSTRUCTION
<br />SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.
<br />10. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE
<br />SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN
<br />ACCORDANCE WITH INSTRUCTIONS PREPARED BY
<br />THE SUPPLIER.
<br />GEOTECHNICAL
<br />11. GEOTECHNICAL FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE,
<br />EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH
<br />RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER.
<br />FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED
<br />STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE.
<br />FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR
<br />GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE
<br />CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL
<br />BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR
<br />SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT.
<br />IN THE ABSENCE OF A SOILS REPORT THE FOLLOWING VALUES ARE USED:
<br />ALLOWABLE SOIL PRESSURE 2,000 PSF
<br />LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF
<br />LATERAL EARTH PRESSURE (SEISMIC) 8H (ULTIMATE LOAD)
<br />PASSIVE EARTH PRESSURE (INCLUDES FACTOR OF SAFETY = 1.5) 350 PCF
<br />COEFFICIENT OF FRICTION (INCLUDES FACTOR OF SAFETY = 1.5) 0.35
<br />SOILS REPORT REFERENCE: (N/A)
<br />GENERAL STRUCTURAL NOTES:
<br />CONCRETE
<br />12. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE
<br />WITH ACI 318-14 AND ACI 301-10. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH (f'c) OF 3000
<br />PSI, SHALL CONTAIN NO LESS THAN 5-1/2 SACKS OF CEMENT, HAVE A MAXIMUM
<br />WATER/CEMENT RATIO OF 0.45, AND A SLUMP OF 5 INCHES OR LESS. CONCRETE HAS BEEN
<br />DESIGNED BASED ON A CONCRETE STRENGTH (fc) OF 2500 PSI PER SEATTLE BUILDING CODE
<br />SECTION 1705.3 EXCEPTION 2.3 TO AVOID SPECIAL INSPECTIONS AND MATERIAL TESTING.
<br />13. PERFORMANCE MIX DESIGNS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR
<br />APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX DESIGN
<br />SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE (3/4" MAXIMUM),
<br />WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, TARGET CONCRETE
<br />STRENGTH. SUBSTANTIATING STRENGTH DATA CONFORMING TO CURRENT ACI AND ASTM
<br />STANDARDS SHALL BE SUBMITTED WITH THE PERFORMANCE MIX DESIGN. THE USE OF A
<br />PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID
<br />BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD
<br />INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT
<br />DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED
<br />PERFORMANCE.
<br />14. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED
<br />WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494M, AND C618. UNLESS
<br />OTHERWISE NOTED THE TOTAL AIR CONTENT SHALL BE 5%. AIR CONTENT SHALL BE SAMPLED IN
<br />ACCORDANCE WITH ASTM C172 ABD ARI CONTENT MEASURED IN ACCORDANCE WITH ASTM
<br />C231 OR C173.
<br />15. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENTS S1),
<br />GRADE 60, Fy = 60,000 PSI.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185
<br />16. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN
<br />ACCORDANCE WITH ACI SP-66-04 AND ACI 318-14 CHAPTER 25. UNLESS OTHERWISE NOTED
<br />LAP REINFORCEMENT A MINIMUM OF 48 X BAR DIAMETER AND EMBED STANDARD 90 DEGREE
<br />HOOKS A MINIMUM OF 6-INCHES. LAP SPLICES SHALL BE STAGGERED SUCH THAT A MAXIMUM
<br />OF 50% OF THE TOTAL REINFORCEMENT IS SPLACED AT ANY ONE LOCATION. PROVIDE CORNER
<br />BARS AT ALL WALL AND FOOTING INTERSECTIONS.
<br />LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
<br />NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS
<br />SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. FIELD BENDING OF
<br />GRADE 60 REINFORCEMENT SHALL NOT BE ALLOWED.
<br />17. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
<br />FOOTINGS AND OTHER UNFORMED SURFACES CAST
<br />AGAINST AND PERMANENTLY EXPOSED TO EARTH
<br />ALL OTHER SURFACES 1'/2"
<br />18. SLABS -ON -GRADE: UNLESS NOTED OTHERWISE SHALL BE 4" CONCRETE, REINFORCED WITH
<br />6X6 W1.4XW1.4 WELDED WIRE FABRIC CENTERED IN SLAB. UNLESS OTHERWISE DIRECTED BY
<br />SOILS REPORT PROVIDE MINIMUM 10 MIL VAPOR BARRIER OVER 4" OF COMPACTED SAND OR
<br />GRAVEL.
<br />19. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND
<br />DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE ARCHITECTURAL
<br />DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND
<br />OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.
<br />WOOD
<br />20. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH
<br />WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE
<br />FOLLOWING MINIMUM STANDARDS.
<br />JOISTS: HEM -FIR NO. 2
<br />(2X, 3X, AND 4X MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 850 PSI
<br />BEAM AND STRINGERS: DOUGLAS FIR LARCH NO.1
<br />(6 X AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1,350 PSI
<br />STUDS PLATES & MISCELLANEOUS LIGHT FRAMING DOUGLAS FIR LARCH OR HEM -FIR NO.2,
<br />MINIMUM BASIC DESIGN STRESS Fb = 850PSI, FC = 1,300 PSI
<br />21. GLUED LAMINATED MEMBERS SHALL BE FABRICATED AND IDENTIFIED AS REQUIRED BY ASTM D3737 AND
<br />A.I.T.C. A190.1. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY
<br />AN A.I.T.C. CERTIFICATE OF CONFORMANCE. IN ADDITION ALL GLULAMS SHALL CONFORM TO APA
<br />PERFORMANCE STANDARD PRG-305. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4,
<br />Fb = 2,400 PSI, Fv = 240 PSI, E = 1,800,000 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR
<br />COMBINATION 24F-V8, Fb = 2,400 PSI, Fv= 240 PSI, E = 1,800,000 PSI. UNLESS OTHERWISE NOTED CAMBER
<br />ALL GLULAM BEAMS TO 2,000 FOOT RADIUS. WHERE REQUIRED BEAMS AND COLUMNS SHALL BE PRESSURE
<br />TREATED AFTER MANUFACTURE IN ACCORDANCE WITH AMERICAN WOOD -PRESERVATIVES ASSOCIATION
<br />STANDARD U1.
<br />22. PARALLEL STRAND LUMBER (PSL): EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND
<br />PLANT NUMBER OF THE MANUFACTURER, THE GRADE, PRODUCT DESIGNATION OR TYPE, THE PRODUCTION
<br />DATE, SPECIES OR SPECIES GROUP DESIGNATION, AND THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE
<br />GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN
<br />PARALLEL WITH THE LENGTH OF THE MEMBER. STRUCTURAL CAPACITIES SHALL BE ESTABLISHED IN
<br />ACCORDANCE WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED I.C.C.-E.S. EVALUATION REPORT.
<br />MEMBERS SHALL BE TRANSPORTED AND STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT
<br />BE EXPOSED TO PROLONGED MOISTURE. MINIMUM REQUIRED DESIGN PROPERTIES: Fb = 2900 PSI, E _
<br />2200,000 PSI, Fv = 290 PSI.
<br />DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAEUSER. ALTERNATE
<br />MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL
<br />ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN
<br />PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND
<br />OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED.
<br />WOOD CONTINUED
<br />23. LAMINATED STRAND LUMBER (LSL): EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND
<br />PLANT NUMBER OF THE MANUFACTURER THE GRADE PRODUCT DESIGNATION OR TYPE THE PRODUCTION
<br />DATE, SPECIES OR SPECIES GROUP DESIGNATION, AND THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE
<br />GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN
<br />PARALLEL WITH THE LENGTH OF THE MEMBER. STRUCTURAL CAPACITIES SHALL BE ESTABLISHED IN
<br />ACCORDANCE WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED I.C.C.-E.S. EVALUATION REPORT.
<br />MEMBERS SHALL BE TRANSPORTED AND STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT
<br />BE EXPOSED TO PROLONGED MOISTURE. MINIMUM REQUIRED DESIGN PROPERTIES: Fb = 2325 PSI, Fv = 310
<br />PSI, E = 1,550,000 PSI,
<br />LSL RIM JOISTS SHALL CONFORM TO ANSI/APA PRR 410 AND SHALL BE MARKED IN ACCORDANCE WITH THE
<br />STANDARD.
<br />WOOD CONTINUED
<br />34. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
<br />A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE
<br />MINIMUM STANDARDS OF THE SEATTLE BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE
<br />NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE SEATTLE BUILDING CODE. UNLESS NOTED
<br />OTHERWISE, ALL NAILS SHALL BE AS SPECIFIED ABOVE. COORDINATE THE SIZE AND LOCATION OF ALL
<br />OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE
<br />HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF BOLTS AND
<br />LAG SCREWS SHALL CONFORM TO SECTIONS 12.1.3 AND 12.1.4 OF THE 2015 NATIONAL DESIGN
<br />SPECIFICATION FOR WOOD CONSTRUCTION. NATURALLY DURABLE OR PRESSURE TREATED WOOD
<br />SHALL BE PROVIDED WHERE REQUIRED BY SECTION 2304.12 OF THE SEATTLE BUILDING CODE.
<br />B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X6
<br />DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER. ALTERNATE AT 16" O.C. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE
<br />MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL OF ALL OPENINGS. TWO 2 x 8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE
<br />ENGINEER, ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN NOTED AND SHALL BEAR FULLY ON A MINIMUM OF TWO STUDS. SOLID BLOCKING FOR WOOD COLUMNS
<br />PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE SOLID BLOCKING BETWEEN
<br />OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. STUDS AT MID -HEIGHT OF ALL STUD WALLS OVER 1YIN HEIGHT.
<br />24. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOIST MANUFACTURED BY
<br />THE WEYERHAEUSER. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW
<br />AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER
<br />HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR
<br />GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH
<br />PLYWOOD WEB JOIST PROVIDED.
<br />30. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN
<br />CONFORMANCE WITH DOC PS 1-09 OR PS 2-10 AND AMERICAN PLYWOOD ASSOCIATION PERFORMANCE
<br />STANDARD PRP-108. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL
<br />INDEX MAY BE USED IN LIEU OF PLYWOOD. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND
<br />NAILING REQUIREMENTS. EACH PANEL SHALL BE IDENTIFIED FOR GRADE AND GLUE TYPE BY THE TRADEMARKS
<br />OF AN APPROVED TESTING AND GRADING AGENCY.
<br />31. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED
<br />WITH AN APPROVED PRESERVATIVE, PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER
<br />BETWEEN UNTREATED LEDGERS, BLOCKING, ETC. AND CONCRETE OR MASONRY.
<br />PRESSURE TREATED LUMBER SHALL COMPLY WITH THE AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)
<br />STANDARD U1, COMMODITY SPECIFICATION A.
<br />ALL TREATED LUMBER SHALL BEAR THE QUALITY MARK OF AN ACCREDITED INSPECTION AGENCY. THE
<br />QUALITY MARK SHALL INCLUDE:
<br />A. IDENTIFICATION OF TREATING MANUFACTURER
<br />B. TYPE OF PRESERVATIVE USED
<br />C. MINIMUM PRESERVATIVE RETENTION (PCF)
<br />D. END USE FOR WHICH THE PRODUCT IS TREATED
<br />E. IDENTITY OF THE ACCREDITED INSPECTION AGENCY
<br />F. STANDARD TO WHICH THE PRODUCT IS TREATED
<br />32. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON
<br />COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. EQUIVALENT DEVICES BY OTHER
<br />MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER
<br />LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER.
<br />CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<br />WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH
<br />MEMBER. SHIMS, WHERE REQUIRED, SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS
<br />MEMBERS CONNECTED.
<br />ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND
<br />NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL LAG SCREWS SHALL BE INSTALLED IN PRE -
<br />DRILLED HOLES.
<br />UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON AND MAXIMUM NUMBER OF NAILS AS SPECIFIED BY
<br />THE MANUFACTURER SHALL BE PROVIDED.
<br />UNLESS NOTED OTHERWISE ALL SAWN LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS"
<br />SERIES JOIST HANGERS AND ALL PREFABRICATED PLYWOOD WEB JOISTS SHALL BE CONNECTED TO FLUSH
<br />BEAMS WITH "IUS" SERIES JOIST HANGERS UNLESS NOTED OTHERWISE.
<br />ALL CONNECTIONS IN CONTACT WITH PRESERVATIVE -TREATED OR FIRE -RETARDANT -TREATED WOOD, SHALL
<br />BE OF HOT DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. HOT DIPPED GALVANIZED
<br />FASTENERS SHOULD CONFORM TO ASTM STANDARD 153, AND HOT DIPPED GALVANIZED CONNECTORS
<br />SHOULD CONFORM TO ASTM STANDARD A653 (CLASS G-185). STAINLESS STEEL FASTENERS AND
<br />CONNECTORS SHOULD BE TYPE 304 OR 316. NOTE: ELECTROPLATED GALVANIZED FASTENERS AND
<br />CONNECTORS ARE NOT TO BE USED WITH PRESSURE TREATED WOOD. SIMPSON PRODUCT FINISHES
<br />CORRESPONDING TO THE ABOVE REQUIREMENTS ARE ZMAX (HOT DIPPED GALVANIZED) AND SST300
<br />(STAINLESS STEEL). STAINLESS STEEL HARDWARE AND FASTENERS SHALL NOT BE COMBINED WITH
<br />UNTREATED OR GALVANIZED MATERIAL.
<br />33. WOOD FASTENERS:
<br />A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
<br />SIZE
<br />LENGTH
<br />DIAMETER
<br />6d
<br />2"
<br />0.113"
<br />8d
<br />2-1/2"
<br />0.131"
<br />10d
<br />3"
<br />0.148"
<br />12d
<br />3-1/4"
<br />0.148"
<br />16d
<br />3-1/2"
<br />0.162"
<br />DESIGN IS BASED ON COMMON STEEL WIRE NAILS MEETING THE REQUIREMENTS OF ASTM F1667. USE
<br />OF ALTERNATE FASTENERS MUST BE SUBMITTED FOR REVIEW AND APPROVAL BY THE STRUCTURAL
<br />ENGINEER PRIOR TO THE START OF CONSTRUCTION.
<br />B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH
<br />TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
<br />STUDS MAY BE NOTCHED, CUT, OR PENETRATED WITH ROUND BORED HOLES AS FOLLOWS:
<br />STUD SIZE MAXIMUM NOTCH / CUT MAXIMUM BORED HOLE
<br />2X4 7/8" 1-3/8"
<br />2X6 1-3/8" 2-1/8"
<br />BORED HOLES SHALL NOT BE LOCATED WITH 5/8" FROM THE EDGE OF THE STUD OR AT THE SAME
<br />LOCATION AS A NOTCH OR CUT.
<br />WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO
<br />EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO
<br />16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS
<br />AND PROVIDE EIGHT 16d NAILS AT 4" O.C. EACH SIDE OF JOINT.
<br />ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW
<br />WITH 16d NAILS AT 12" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR
<br />BOLTS (WITH 7MINIMUM EMBEDMENT) @ " 4'-0" O.C. UNLESS INDICATED OTHERWISE. PROVIDE 3"x3"
<br />x1/4" HOT -DIPPED GALVANIZED PLATE WASHERS AT ALL ANCHOR BOLTS. INDIVIDUAL MEMBERS OF
<br />BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d NAILS @ 12" O.C. STAGGERED. REFER
<br />TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT
<br />OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS,
<br />TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5d COOLER NAILS FOR 1/2" GWB
<br />AND 6d COOLER NAILS FOR 5/8" GWB. PROVIDE 15/32" APA RATED SHEATHING (SPAN RATING 24/0) ON
<br />EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM
<br />PLATES WITH 8d NAILS @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH NAILS @ 12.-
<br />D.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS.
<br />C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL
<br />PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN
<br />FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS.
<br />NOTCHES AT THE END OF JOISTS AND RAFTERS SHALL NOT EXCEED 1/4 THE DEPTH OF THE MEMBER.
<br />NOTCHES IN THE TOP OR BOTTOM SHALL NOT EXCEED 1/6 THE DEPTH OF THE MEMBER AND SHALL NOT
<br />BE LOCATED WITHIN THE MIDDLE 1/3 OF THE SPAN. THE DIAMETER OF ROUND HOLES BORED IN JOISTS
<br />AND RAFTERS SHALL NOT EXCEED 1/3 OF THE DEPTH OF THE MEMBER AND SHALL NOT BE LOCATED
<br />WITHIN 2" FROM THE TOP OR BOTTOM EDGE.
<br />TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR
<br />BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL
<br />MULTI -JOIST BEAMS TOGETHER WITH TWO ROWS OF 16d @ 12" O.C. ATTACH RAFTERS AND ROOF
<br />TRUSSES AT BEARING LINES WITH H2.5 @ 24" O.C. UNLESS OTHER METAL CONNECTIONS ARE
<br />PROVIDED.
<br />UNLESS OTHERWISE NOTED ON THE PLANS, APA RATED ROOF AND FLOOR SHEATHING SHALL BE LAID
<br />UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH NAILS @ 6" O.C. TO
<br />FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO
<br />INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN
<br />JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE
<br />APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW
<br />1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL
<br />BLOCKING TO SUPPORTS WITH 16d @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND
<br />ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL
<br />WITH EDGE NAILING SPECIFIED.
<br />POST INSALLED ANCHORS
<br />35. POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE
<br />CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE
<br />ENGINEER -OF -RECORD PRIOR TO INSTALLING POST -INSTALLED ANCHORS IN PLACE OF MISSING
<br />OR MISPLACED CAST -IN -PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST -INSTALLED
<br />ANCHORS TO AVOID CONFLICTS WITH EXISTING REINFORCEMENT. HOLES SHALL BE DRILLED
<br />AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND ICC-
<br />ES REPORT. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW
<br />SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER -OF -RECORD. SUBSTITUTIONS
<br />SHALL HAVE CURRENT ICC-ES APPROVAL.
<br />A. CONCRETE ANCHORS
<br />1. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE
<br />SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2
<br />AND ICC-ES AC193. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
<br />a. SIMPSON STRONG -TIE "STRONG -BOLT" (ICC-ES ESR-1771)
<br />b. SIMPSON STRONG -TIE "TITEN-HD" (ICC-ES ESR-2713)
<br />2. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL
<br />HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308. PRE -
<br />APPROVED ADHESIVE ANCHORS INCLUDE:
<br />a. SIMPSON STRONG -TIE "SET-XP" (ICC-ES ESR-2508)
<br />b. SIMPSON STRONG -TIE "AT-XP" (IAPMO UES ER-263)
<br />0
<br />CUSTOM DESIGN & ENGINEF3UNG, INC
<br />ustom Design and Engineering, In
<br />6021 Roosevelt Way Ne
<br />Seattle, WA 98115
<br />ww.cdengr.com
<br />email: kam@cdengr.com
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