|
CONCRETE ACCESSORIES:
<br />1. DEFORMED BAR ANCHORS (D.B.A.) SHALL BE NELSON TYPE D2L (ICC ESR-2907) OR APPROVED
<br />EQUAL.
<br />2. HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS (ICC ESR-2856)
<br />OR APPROVED EQUAL.
<br />3. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END -WELDED
<br />WITH THE MANUFACTURER'S STANDARD EQUIPMENT AND IN ACCORDANCE WITH THE ASSOCIATED
<br />ICC REPORTS.
<br />4. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT -DIPPED GALVANIZED
<br />,AFTER FABRICATION. EMBEDDED ITEMS SHALL NOT BE LOADED, NOR SHALL WELDS BE APPLIED,
<br />FOR A MINIMUM OF 7-DAYS AFTER CASTING OF CONCRETE.
<br />5. APPROVED POST -INSTALLED ANCHORS ARE AS FOLLOWS:
<br />APPROVED POST -INSTALLED CONCRETE ANCHORS
<br />TYPE
<br />ANCHOR
<br />ICC REPORT
<br />SIMPSON TITEN HD
<br />ICC ESR-2713
<br />CONCRETE
<br />SCREW
<br />DEWALT SCREW -BOLT+
<br />ICC ESR-3889
<br />HILTI KWIK HUS-EZ
<br />ICC ESR-3027
<br />SIMPSON SET-3G
<br />ICC ESR-4057
<br />EPDXY
<br />ADHESIVE
<br />DEWALT PURE110+
<br />ICC ESR-3298
<br />HILTI HIT -RE 500V3
<br />ICC ESR-3814
<br />SIMPSON AT-XP
<br />IAPMO UES ER-263
<br />ACRYLIC
<br />ADHESIVE
<br />-
<br />DEWALTAC200+
<br />_
<br />ICC ESR-4027
<br />HILTI HY 200
<br />ICC ESR-3187
<br />SIMPSON STRONG -BOLT II
<br />ICC ESR-3037
<br />EXPANSION
<br />DEWALT POWER STUD + SD2
<br />ICC ESR-2502
<br />HILTI KWIK BOLT-TZ
<br />ICC ESR-1917
<br />NOTES:
<br />A. ANCHOR LOCATIONS AND REQUIREMENTS SHALL CONFORM TO THOSE NOTED SPECIFICALLY
<br />ON THE STRUCTURAL DRAWINGS. ALL OTHER LOCATIONS REQUIRE PRIOR APPROVAL.
<br />B. ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE TO THE. APPLICABLE ICC
<br />REPORT AND MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.
<br />C. REINFORCEMENT SHALL NOT BE CUT IN NEW, OR EXISTING CONCRETE DURING INSTALLATION
<br />OF POST -INSTALLED ANCHORS.
<br />D. ANCHORS THAT ARE LEFT EXPOSED TO WEATHER SHALL BE STAINLESS STEEL, OR HOT -
<br />DIPPED GALVANIZED.
<br />6. ADHESIVE ANCHORS SHALL BE INSTALLED ONLY IN DRY, HAMMER. -DRILLED DOLES.
<br />7. INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED ONLY BY ACl/CRSI CERTIFIED
<br />ADHESIVE ANCHOR INSTALLERS.
<br />8. ADHESIVE ANCHOR INSTALLATIONS IN HORIZONTAL, UPWARDLY INCLINED, AND OVERHEAD
<br />ORIENTATIONS SHALL UTILIZE ADHESIVE MANUFACTURER'S PISTON PLUG AND TUBING DELIVERY
<br />SYSTEM, PLACE ADHESIVE RETAINING CAP IN THE HOLE AFTER ADHESIVE INJECTION.
<br />9. ADHESIVE ANCHOR INSTALLATIONS EXCEEDING 10" EMBEDMENT IN DOWNWARD INCLINED, AND
<br />DOWNWARD ORIENTATIONS SHALL UTILIZE ADHESIVE MANUFACTURER'S PISTON PLUG AND TUBING
<br />DELIVERY SYSTEM.
<br />STRUCTURAL STEEL:
<br />1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM ASTM SPECIFICATIONS AND
<br />GRADES:
<br />STRUCTIJ L STEEL,
<br />-
<br />- ---------------
<br />-
<br />WIDE FLANGE SECTIONS
<br />ASTM A-992, GRADE 50 (Fy=50 Kai)
<br />PLATES WHERE NOTED
<br />ASTM A572, GRADE 50 (Fy=50 KSI)
<br />CHANNELS, ANGLES, PL ATES--EXCEPT AS NOTED
<br />ASTM A-36 (Fy=36 KSI)
<br />HOLLOW STRUCTURAL SECTIONS (TUBES)
<br />A-500, GRADE B (Fy=46KS1)
<br />PIPE
<br />ASTM A53, TYPE E OR S (Fy=35 KSI)
<br />2. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "RISC SPECIFICATION
<br />FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS" WITH
<br />"COMMENTARY" AND THE "CODE OF STANDARD PRACTICE," WITH EXCEPTIONS AS NOTED IN THE
<br />PROJECT SPECIFICATIONS.
<br />3. REFERENCE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR MEMBERS PART OF
<br />THE SEISMIC LOAD RESISTING SYSTEM (SLRS).
<br />4. BOLTS SHALL CONFORM TO THE ASTM AND RCSC SPECIFICATIONS FOR JOINTS USING A325 OR
<br />A490 HIGH STRENGTH BOLTS, BOLTS SHALL BE SNUG TIGHT UNLESS NOTED OTHERWISE.
<br />5. WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING
<br />CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE
<br />SPECIFICATION (WPS) AS REQUIRED IN AWS 01.1 AND APPROVED BY THE STRUCTURAL ENGINEER
<br />OF RECORD. THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE
<br />FILLER -METAL MANUFACTURER.
<br />6. FOR MEMBERS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM (SLRS), REQUIREMENTS OF
<br />AWS D1.8 (SEISMIC SUPPLEMENT) SHALL APPLY.
<br />7. ALL WELDS USED IN THE SEISMIC LOAD RESISTING SYSTEM (SLRS), SHALL BE MADE WITH A FILLER
<br />METAL THAT HAS A CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LBS AT 0 DEGREES FAHRENHEIT
<br />(F), AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION, ALL COMPLETE
<br />JOINT PENETRATION WELDS DESIGNATED AS "DEMAND CRITICAL" SHALL BE MADE WITH FILLER
<br />METAL THAT HAS A CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20 DEGREES F, AND 40 FT-LBS AT 70
<br />DEGREES F.
<br />8. FOR COMPLETE JOINT PENETRATION WELDS ASSOCIATED WITH MEMBER SPLICES AND
<br />CONNECTIONS NOT PART OF THE SLRS, WELDS SHALL BE MADE WITH FILLER METAL THAT HAS A
<br />MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40 DEGREES F.
<br />9. FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC LOAD RESISTING SYSTEM,
<br />DISCONTINUITIES CREATED BY ERRORS, OR BY FABRICATION OR ERECTION OPERATIONS, SUCH
<br />AS TACK WELDS, ERECTION AIDS, AIR -ARC GOUGING, OR FLAME CUTTING, SHALL BE REPAIRED AS
<br />REQUIRED BY THE STRUCTURAL ENGINEER.
<br />10. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS.
<br />11. WELDING SHALL BE MADE BY AWS CERTIFIED WELDERS.
<br />12. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE BETWEEN THE ARCHITECTURAL:
<br />ELECTRICAL AND STRUCTURAL DRAWINGS TO PRODUCE THE SHOP DRAWINGS.
<br />13. ALL STEEL EXPOSED TO WEATHER, MOISTURE, SOIL, OR AS NOTED ON PLANS SHALL BE HOT
<br />GALVANIZED IN ACCORDANCE WITH ASTM A-123, OR HAVE AN APPROVED PROTECTIVE COATING.
<br />14. PROVIDE NON -SHRINK GROUT UNDER ALL BASE PLATES. GROUT SHALL BE FACTORY -PACKAGED,
<br />8000 PSI MINIMUM AT 28 DAYS AND SHALL COMPLY WITH ASTM C 1107,
<br />15. PROVIDE WEEP HOLES AT ALL EXTERIOR CLOSED SECTIONS WHERE MOISTURE MAY
<br />ACCUMULATE.
<br />F16. -0) FAESS STEEL IN UNHEATED OR EXTERNAL SPACES, SKIP OR STITCH WELDS ARE NOT
<br />PERMITTED, ALL STEEL JOINTS SHALL BE FULLY WELDED AND GROUND SMOOTH. WHERE SKIP OR
<br />STITCH WELDS HAVE BEEN INDICATED ON THE DRAWINGS, PROVIDE CONTINUOUS WELDS OR
<br />PROVIDE SEAL WELD BETWEEN SKIP WELDS TO CLOSE ANY GAPS. ALL WELDED SURFACES
<br />EXPOSED TO WEATHER SHALL BE SEALED COMPLETELY WITH WELDS TO PREVENT WATER
<br />EXPOSURE BETWEEN JOINED SURFACES.
<br />17. STEEL FABRICATION SHALL BE PERFORMED BY AN RISC -CERTIFIED STEEL FABRICATOR. IF THE
<br />FABRICATOR IS NOT AISC CERTIFIED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING
<br />A SPECIAL INSPECTOR TO INSPECT THE STEEL FABRICATION AT NO COST TO THE OWNER.
<br />STEEL DECKING:
<br />1. STEEL DECK SHALL CONFORM TO ASTM A653 DESIGNATION SS, GRADE 33 MINIMUM WITH 38KS1
<br />MINIMUM YIELD STRENGTH.
<br />2 STEEL FLOOR DECK SHALL BE A COMPOSITE TYPE W, OF THE SIZE AND GAUGE SHOWN ON THE
<br />STRUCTURAL DRAWINGS.
<br />3. STEEL ROOF DECK SHALL BE 3" TYPE PLN OF THE GAUGE SHOWN ON THE STRUCTURAL
<br />DRAWINGS.
<br />4. THE GALVANIZED COATING SHALL CONFORM TO ASTM A653, G60 (G90 WHERE LEFT PERMANENTLY
<br />EXPOSED TO WEATHER.
<br />5. MINIMUM DECK GAUGES ARE SHOWN ON THE PLANS AND ARE BASED ON 3-SPAN, UN -SHORED
<br />CONDITIONS. FOR OTHER SPAN CONDITIONS, DECK MANUFACTURER SHALL EVALUATE SHORING
<br />REQUIREMENTS.
<br />6. MINIMUM DECK PROPERTIES SHALL BE AS FOLLOWS:
<br />FLOOR DECK
<br />DECK SIZE --- 1, (IN-4/FT)
<br />S, (IN 113/FT)
<br />2" 18 GAUGE 0.564
<br />0.471
<br />ROOFDECK
<br />DECK SIZE 1, (IN" 4/FT) S, (IN" 3/FT)
<br />3" 16 GAUGE 1.571 0.883
<br />7. FLOOR AND ROOF DECK WELDING SHALL BE AS FOLLOWS:
<br />AT TRANSVERSE
<br />AND PERIMETER AT LONGITUDINAL SUPPORTS AT SIDE LAP CONNECTIONS
<br />SUPPORTS
<br />1/2" EFFECTIVE BUTTON PUNCH OR 1/2" TOP
<br />DIAMETER PUDDLE 1/2" EFFECTIVE DIAMETER PUDDLE WELDS @ OR SIDE SEAM WELD @ 36"
<br />WELDS @ 12" OC 16" OC OC
<br />8. ROOF DECK SHALL BE ATTACHED AS SPECIFIED WITHIN THE STRUCTURAL DRAWINGS.
<br />9. DO NOT HANG OR SUSPEND STRUCTURAL ITEMS DIRECTLY FROM THE ROOF DECK. NON-
<br />STRUCTURAL ITEMS SUSPENDED FROM THE DECK SHALL BE REVIEWED AND APPROVED BY THE
<br />ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO INSTALLATION.
<br />10. AT ENT BEARING SUPPORTS, DECK TO FULLY BEAR ON SUPPORTING MEMBERS 2" MINIMUM
<br />TYPICAL AT ROOF AND FLOOR DECK.
<br />11. AT FLOOR DECK END SPLICES, BUTT DECK ENDS TIGHTLY TOGETHER OVER FRAIVIING MEMBER
<br />AND ATTACH DECK TO FRAMING MEMBERS, REF PLAN.
<br />12. AT ROOF DECK END SPLICES, LAP DECK 2" MINIMUM OVER FRAMING MEMBER AND ATTACH DECK
<br />TO FRAMING MEMBERS, REF PLAN.
<br />13. MONITOR AND ADJUST DECK WIDTH MODULES (+/- 1/2") TO MAINTAIN PARALLEL LINES AND LAYOUT
<br />AND TO ENSURE DECK VALLEYS ALIGN WITH ALL PARALLEL SUPPORTS AND COLLECTORS. DO NOT
<br />RIP DECK SHEETS LENGTHWISE AND BEND DOWN TO FASTEN THE HIGH FLUTE TO PARALLEL
<br />SUPPORTS.
<br />LIGHT GAGE STEEL FRAMING:
<br />1. METAL STUDS SHALL BE C-STUDS WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 33 AND 43 MILS
<br />AND 50 KSI FOR 54, 68, AND 97 MILS.
<br />2. STUDS SHALL BE OF SAME SIZE, GAUGE AND SPACING AS SHOWN ON THE STRUCTURAL
<br />DRAWINGS.
<br />3. PROVIDE BRIDGING IN CONFORMANCE WITH THE STEEL STUD MANUFACTURERS ASSOCIATION'S
<br />(SSMA) RECOMMENDATIONS ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY.
<br />4. ALL TRACKS SHALL BE OVERSIZED TO PROVIDE FULL STUD END BEARING.
<br />5. SCREWS SHALL BE ELCO DRIL-FLEX, OR HILTI KWIK-FLEX (ICC ER-4760). SCREWS SHALL EXTEND
<br />THROUGH ALL MEMBERS WITH A MINIMUM OF 3 EXPOSED THREADS.
<br />6. WELDING SHALL CONFORM WITH AWS D1.3 AND BE COMPLETED BY AWS WELDERS CERTIFIED FOR
<br />LIGHT GAGE STEEL,
<br />7. LOW VELOCITY FASTENERS SHALL BE 0.157" DIAMETER HILTI X-U (ICC ESR-2269).
<br />C,. WHERE STUD CLIPS ARE ATTACHED SLAB EDGE ANGLES, SCREWS AND PATS SHALL BE INSTALLED
<br />PRIOR TO CONCRETE SLAB PLACEMENT. AFTER SLAB IS PLACED, WELDS SHALL BE USED
<br />CONTACT FROELICH ENGINEERS FOR WELD SIZES.
<br />9. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO BRIDGING, TRACKS, CLIPS, WEB
<br />STIFFENERS, ANCHORS, FASTENING DEVICES AND OTHER ACCESSORIES REQUIRED FOR A
<br />COMPLETE AND PROPER INSTALLATION.
<br />10. SPLICES IN STUDS ARE NOT PERMITTED.
<br />11. STUDS SHALL BE SCREWED TO THE FLANGES OF BOTH UPPER AND LOWER TRACKS.
<br />12. JOIST SHALL BE BRACED WITH BRIDGING„ REF MANUFACTURER'S SPECIFICATIONS.
<br />SATIN FRAMING LUMBER:
<br />1. SAWN LUMBER SHALL CONFORM TO THE WEST COAST LUMBER INSPECTION BUREAU
<br />(WCLIB) OR THE WESTERN WOODS PRODUCTS ASSOCIATION (WWPA) GRADING RULES.
<br />2. ALL LUMBER SHALL BE THE SPECIES AND GRADES AS FOLLOWS:
<br />SAWN LUMBER
<br />- USE
<br />SPECIES/GRADE 1
<br />FIB PSI) --BASE VALUE
<br />LUMBER 2" TO 4" THICK
<br />DOUGLAS FIR -LARCH
<br />900
<br />N O.2
<br />BEAMS 5"x5" AND GREATER
<br />DOUGLAS FIR -LARCH
<br />--- 1350 ---
<br />NO.1
<br />POSTS
<br />D FIR -LARCH
<br />DOUGLAS
<br />1200
<br />NOA
<br />T AND G DECKING
<br />DOUGLAS
<br />DOUGLAS FIR LARCH
<br />COMMERCIAL DEX
<br />MOISTURE3, ALL DIMENSIONAL LUMBER AND TIMBERS SHALL BE KILN DRIED AND CERTIFIED IN WRITING
<br />BY THE SUPPLIER TO BE LESS THAN 19 PERCENT
<br />4, ALL LUMBER IN CONTACT WITH CONCRETE PRESERVATIVE
<br />,rACCORDANCE-- -. AMERICAN WOOD PRESERVERS BUREAU a S-
<br />QUALITY MARK.
<br />5. CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO IBC SECTIONS
<br />AN APPROVED MOISTURE BARRIER IS PROVIDED. ALL PT LUMBER SHALL BEAR THE AWPB
<br />6. PROVIDE - LINES OF BLOCKING, SAME DEPTH OF FRAMINGB N AT ALL
<br />BEARING
<br />WOOD STRUCTURAL PANEL SHEATHING:
<br />1 . WOOD STRUCTURAL ROOF AND FLOOR PANELS SHALL CONFORMTO THE REQUIREMENTS
<br />PRODUCT STANDARD PS I FOR
<br />CONSTRUCTION INDUSTRIAL r-._.
<br />THE "U.S. PRODUCT STANDARD PS 2 PERFORMANCE STANDARD WOOD -BASED
<br />STRUCTURAL USE PANELS," Or s3 PERFORMANCE STANDARDS."
<br />2. UNLESS NOTED OTHERWISE ON THE DRAWINGS, ALL PANELS SHALL BE APA RATED
<br />SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN RATING AS FOLLOWS:
<br />MOOD STRUCTURAL PANEL BREATHING
<br />USE THICKNESS/RATING
<br />ROOF SHEATHING I 15/32"-INDEX 32/16
<br />FLOOR SHEATHING (SECTOR 1) 15/32"-INDEX 32/16
<br />FLOOR SHEATHING (SECTOR 11) 1 1/8"-INDEX 60132
<br />3. ALL FLOOR AND ROOF SHEATHING SHALL BE INSTALLED FACE GRAIN
<br />PERPENDICULAR TO SUPPORTS AND
<br />_ND JOINTS SHALL-; r -
<br />4, ROOF SHEATHING SHALL BE BLOCKED WHERE INDICATED, OR HAVE EDGES SUPPORTED
<br />BY D.
<br />5, FLOOR SHEATHING PANELS SHALL BE FIELD GLUED TO THE FRAMING
<br />MEETING THE APA SPECIFICATION TONGUE D -O;
<br />SHALL ALSO BE GLUED AT THE T AND G JOINT, I
<br />NAILING AND FASTENERS:
<br />1. ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS
<br />AND CONFORM TO THE "STANDARD SPECIFICATION OF DRIVEN FASTENERS: NAILS,
<br />SPIKES, AND STAPLES" (ASTM F1667) AND "POWER -DRIVEN STAPLES AND NAILS FOR USE IN
<br />ALL TYPES OF BUILDING CONSTRUCTION" (NER 272).
<br />2. NAILING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1, OR NER-272.
<br />3. NAILS SHALL BE IDENTIFIED BY LABELS ATTACHED TO THEIR CONTAINERS, THAT SHOW
<br />THE MANUFACTURER'S NAME, NAIL SHANK DIAMETER, AND LENGTH.
<br />4. NAIL SIZES SHALL BE AS FOLLOWS:
<br />FRAMING NAILS
<br />NAIL TYPE
<br />SHANK DIAMETER (IN)
<br />MINIMUM PENETRATION
<br />INTO FRAMING MEMBER (IN)
<br />6d
<br />0.113
<br />1.250
<br />8d
<br />0.131
<br />1.375
<br />10d
<br />0.148
<br />1.500
<br />16d
<br />0.162
<br />1.625
<br />5. UNLESS OTHERWISE NOTED ON PLANS, PLYWOOD SHEATHING SHALL BE ATTACHED TO
<br />TIME FRAMING SUPPORTS AS FOLLOWS:
<br />SHEATHING NAILING
<br />USE
<br />PANEL EDGES
<br />INTERMEDIATE FRAMING
<br />MEMBERS
<br />ROOF SHEATHING
<br />0.131°" DIA AT 6" OC
<br />0.131" DIA AT 12" OC
<br />FLOOR SHEATHING
<br />0.148" DIA AT 6" OC
<br />0.148" DIA AT 12" OC
<br />WALL SHEATHING
<br />0.131" DIA AT 6" OC
<br />0.131" DIA AT 12" OC
<br />NOTES. -
<br />A. ALL NAILS SHALL BE COMMON NAILS EXCEPT DING SHANKS SHALL BE USED FOR
<br />FASTENING ROOF SHEATHING.
<br />6. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSUASME STANDARD 818.2.1-1981. ALL
<br />BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT WASHERS. ALL A307
<br />BOLTS SHALL HAVE CUT THREADS.
<br />7. PRE -DRILL HOLES FOR LAG BOLTS. SOAP THREADS OF LAGS IMMEDIATELY PRIOR TO
<br />INSTALLATION.
<br />8. JOIST HANGERS, HOLDOWNS, AND OTHER FRAMING ACCESSORIES SHALL BE
<br />MANUFACTURED BY SIMPSON STRONG TIE (OR AN APPROVED EQUAL) AND BE OF THE SIZE
<br />AND TYPE SHOWN ON THE DRAWINGS. HARDWARE FASTENERS SHALL BE INSTALLED IN
<br />STRICT CONFORMANCE TO THE MANUFACTURER'S REQUIREMENTS. ANY PRODUCT
<br />SUBSTITUTIONS TO SIMPSON SHALL MEET OR EXCEED SIMPSON'S PUBLISHED DESIGN
<br />CAPACITIES AND MUST HAVE A CURRENT ICC EVALUATION REPORT FOR THE APPLICABLE
<br />CODES.
<br />9. HANGERS NOT SHOWN SHALL BE SIMPSON U-TYPE, OR B-TYPE OF THE SIZE
<br />RECOMMENDED FOR THE SPECIFIC FRAMING MEMBER SHOWN ON PLAN.
<br />10. FASTENERS (NAILS, BOLTS, SCREWS, LAG SCREWS, ETC) IN CONTACT WITH PT LUMBER
<br />AND SHEATHING SHALL BE HOT DIPPED ZINC -COATED GALVANIZED STEEL, OTHER
<br />FASTENERS AND HARDWARE IN CONTACT WITH PT LUMBER AND SHEATHING SHALL BE OF
<br />MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
<br />ACCORDANCE WITH ASTM B695, CLASS 55 MINIMUM. CONNECTORS 1N CONTACT WITH
<br />EXTERIOR APPLICATIONS OF PT LUMBER AND SHEATHING SHALL HAVE BE ZINC -COATED
<br />GALVANIZED STEEL IN ACCORDANCE WITH ASTMA653, TYPE G185. ADDITIONALLY,
<br />FASTENER TYPE AND COATINGS SHALL COMPLY WITH THE WRITTEN REQUIREMENTS OF
<br />THE MANUFACTURER. NO SUBSTITUTIONS PERMITTED.
<br />11. FASTENERS (NAILS, BOLTS, SCREWS, LAG SCREWS, ETC) IN CONTACT WITH FRT LUMBER
<br />AND SHEATHING SHALL BE HOT DIPPED ZINC -COATED GALVANIZED STEEL. OTHER
<br />FASTENERS AND HARDWARE IN CONTACT WITH FRT LUMBER AND SHEATHING SHALL BE
<br />OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
<br />ACCORDANCE WITH ASTM B695, CLASS 55 MINIMUM. ADDITIONALLY, FASTENER TYPE AND
<br />COATINGS SHALL COMPLY WITH THE WRITTEN REQUIREMENTS OF THE MANUFACTURER.
<br />12. SILLS AT WALLS SHALL BE BOLTED TO CONCRETE WITH 5/8" DIAMETER x 7" EMBED
<br />ANCHOR BOLTS AT 4'-0" OC MAXIMUM AND WITHIN V-0" OF SILL PLATE ENDS, CORNERS OR
<br />SPLICES, UNLESS DETAILED OTHERWISE. WASHERS TO BE MINIMUM 1/4"x3"x3", IN
<br />ACCORDANCE WITH IBC 2305.111.
<br />13, ALL SILL PLATES AND LEDGERS SHALL DE ANCHORED WITH A MINIMUM OF THREE
<br />FASTENERS PER PIECE;.
<br />GLUED LAMINATED MEMBERS:
<br />1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH THE
<br />"AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER"
<br />(ANSI/AITC A190.1), OR OTHER CODE -APPROVED DESIGN, MANUFACTURING AND QUALITY
<br />ASSURANCE PROCEDURES.
<br />2. ADHESIVE SHALL BE WET -USE EXTERIOR WATERPROOF GLUE.
<br />3, EACH MEMBER SHALL BEAR AN AITC OR APA-EWS IDENTIFICATION MARK OR BE
<br />ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE.
<br />4. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER
<br />THE SHOP OR FIELD.
<br />5. NOTCHING AND/OR BORING OF GLUED LAMINATED MEMBERS (EITHER IN THE SHOP, OR
<br />FIELD) IS STRICTLY PROHIBITED UNLESS AS SPECIFICALLY DETAILED IN THE STRUCTURAL
<br />DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.
<br />6. GLUED LAMINATED TIMBER BEAMS SHALL BE WESTERN SPECIES WITH THE FOLLOWING
<br />STRENGTH PROPERTIES, UNLESS OTHERWISE NOTED ON PLANS:
<br />GLUED LAMINATED MEMBERS
<br />COMBINATION
<br />MODULUS OF
<br />FLEXURAL
<br />HORIZONTAL SHEAR
<br />SYMBOL
<br />USE �
<br />ELASTICITY
<br />STRESS
<br />STRESS (PSI)
<br />(SPECIES)
<br />(PSI)
<br />(PSI)
<br />24F-V4 (DF/DF)
<br />-
<br />SIMPLE SPAN
<br />--
<br />1,800,000
<br />2,400
<br />265
<br />L®E VERED
<br />CANTILEVERED
<br />24F-V8 (DF/DF)
<br />OR
<br />1,800,000
<br />2,400
<br />265
<br />CONTINUOUS
<br />7. GLULAM MEMBERS SHALL BE OF THE FOLLOWING APPEARANCE GRADE(S), UNLESS
<br />OTHERWISE NOTED ON PLANS: ARCHITECTURAL
<br />ENGINEERED COMPOSITE LUMBER:
<br />1. ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS LAMINATED VENEER LUMBER
<br />(MICROLAM), PARALLEL STRAND LUMBER (PARALAM), AND LAMINATED STRAND LUMBER
<br />(TIMBERSTRAND) SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS,
<br />MANUFACTURED BY TRUS-JOIST OR AN APPROVED EQUAL,
<br />2. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES:
<br />ENGINEERED COMPOSITE LUMBER
<br />COMPOSITE LUMBER TYPE MODULUS OF ELASTICITY
<br />ALLOWABLE FLEXURAL
<br />(PSI)
<br />STRESS (PSI)
<br />LSL
<br />-
<br />1,500,000
<br />2,350
<br />LVL
<br />1,900,000
<br />2,600
<br />PSL
<br />2,000,000
<br />2,900
<br />NOTE: FLEXURAL STRESSES NOTED ABOVE. ARE FOR 12" DEEP MEMBERS, DEEPER
<br />MEMBERS SHALL BE DESIGNED FOR REDUCED STRESSES IN ACCORDANCE WITH THE
<br />MANUFACTURER'S REQUIREMENTS.
<br />T
<br />Otak Architects, Inc.
<br />808 SW Third Avenue, Ste 800
<br />Portland, OR 97204
<br />503.287.6825
<br />www.otak.com
<br />ad UCTU
<br />eMZzij
<br />,
<br />LI CH
<br />17700 SW Upper Boones Ferry Rd.
<br />Suite #115
<br />Portland, Oregon 97224
<br />Office: (503) 624-7005
<br />Portland, OR. I Bend, OR, I Denver, CO.
<br />troelich-engineers.corn I FE9 19-T172
<br />CONSULTANT
<br />0
<br />TITLE
<br /># DATE DESCRIPTION
<br />A 4/17/2020 PLAN REVISIONS
<br />REVISIONS
<br />Author Checker
<br />DRAWN BY CHECK BY
<br />100% ISSUE SET/BID SET
<br />STATUS
<br />04/17/2020
<br />DATE
<br />328801
<br />PROJECT NUMBER
<br />0 2020 OTAK, INC.
<br />If this drawing is not 24 "x 36", it has been
<br />reducedlenlarged. Scale accordingly.
<br />
|