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<br /> BUILDING CODE STRUCTURAL STEEL CONCRETE PREFABRICATED WOOD I-JOISTS
<br /> 2015 INTERNATIONAL BUILDING CODE 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT 1. THE JOISTS SHALL BE MANUFACTURED BY TRUSS-JOIST MACMILLAN,
<br /> A36 AND SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM C33 INCORPORATED OR APPROVED EQUAL AND SHALL BE FABRICATED IN 4h
<br /> FLOOR LOAD AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", LATEST EDITION. WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. ACCORDANCE WITH ASTM D 5055. (SUBSTITUTIONS MUST BE APPROVED BY lTh'sf SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO THE STRUCTURAL ENGINEER IN WRITING
<br /> DEAD LOAD 12 p A PRIOR TO INSTALLATION) t-
<br /> LIVE LOAD:. 40 psf FABRICATION. 2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (f'c) SHALL BE: to go
<br /> 2. SEE PLANS FOR SIZE, TYPE, AND LOCATIONS OF I-JOISTS.
<br /> 2. PIPE COLUMNS SHALL CONFORM TO ASTM A53, GRADE B, UNLESS CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS �0 i •N ti
<br /> DECK LOAD OTHERWISE NOTED ON PLANS. EXPOSURE MIN. f'c 3. THE JOISTS ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH 0.5 .''
<br /> DEAD LOAD : 12 psf DESIGNATION CONDITIONS CLASS (psi) THE PLANS AND THE MANUFACTURER'S INSTALLATION REQUIREMENTS AND
<br /> LIVE LOAD: 60. psf 3. HSS STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B (Fy=46 KSI) RECOMMENDATIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO
<br /> SNOW LOAD: 25 psf UNLESS OTHERWISE NOTED ON PLANS.
<br /> HEATED: SLABS, BEAMS, INTERIOR CONC. & ENCLOSING THE JOISTS TO PROVIDE AN OPPORTUNITY FOR INSPECTION OF
<br /> GIRDERS, COLUMNS, PIERS, AND FOOTINGS FO 2500 THE INSTALLATION. PROVIDE BRIDGING, CONTINUOUS LATERAL BRACING, AND t17
<br /> ROOF LOAD 4. STEEL W-SECTIONS SHALL CONFORM TO ASTM A992 (fy=50 KSI) UNLESS BURRIED FOOTINGS DIAGONAL BRACING BETWEEN THE JOISTS PER THE MANUFACTURER'S (1)
<br /> DEAD LOAD: 15 psf OTHERWISE NOTED ON THE PLANS. FOUNDATION WALLS, UN-HEATED: RECOMMENDATIONS. -4-1 on
<br /> FLAT ROOF SNOW LOAD: 25 psf SLABS, BEAMS, GIRDERS, UNSATURATED F1 3500 FRAMING LUMBER (13
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<br /> SNOW EXPOSURE FACTOR (Ce): 1.1 5. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE NOTED. BOLTS COLUMNS, PIERS, PILE CAPS, EXTERIOR CONC. . V N
<br /> SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 INDICATED AS HIGH STRENGTH SHALL CONFORM TO ASTM A325. SHEAR WALLS 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, 0
<br /> THERMAL FACTOR (Ct): 1.1 AND HEADERS; HEM-FIR NO.2 FOR 2X AND 3X JOISTS, AND STUDS; AND . N
<br /> 6. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN SHOP AND 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING HEM-FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL In w _ 0
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<br /> FIELD WELDED CONNECTIONS. ALL WELDING IS TO COMPLY WITH AWS 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN INSPECTOR APPROVED UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER > O
<br /> WIND DESIGN DATA ••
<br /> SPECIFICATIONS AND IS TO BE DONE BY THE WASHINGTON ASSOCIATION OF BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION: NO WCLIB SPECIFICATIONS. Q N
<br /> 1. BASIC WIND SPEED: 110 MPH INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS a0
<br /> BUILDING OFFICIALS (.WABO) CERTIFIED WELDERS. ALL -WELDING IS TO BE DONE � t�
<br /> 2. WIND IMPORTANCE FACTOR (Iw): 1.0 BY ELECTRIC ARC PROCESS AND SHALL BE PERFORMED WITH APPROVED E70 DESIGNATED FOR WEATHERING PURPOSES ONLY. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 QC < c4
<br /> BUILDING CATEGORY: II ELECTRODES AS REQUIRED BY THE BUILDING CODE. SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS DOC PS 1 OR >
<br /> 3. WIND EXPOSURE: B 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. PS 2. PROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND A 1/8" A .4; ) '
<br /> 4. Kzt = 1.67 7. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING '`'' N 3
<br /> 5. INTERNAL PRESSURE COEFFICIENT: NA 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. (� O s- O
<br /> 6. APPLICABLE WIND PRESSURE FOR REQUIREMENTS ARE AS FOLLOWS: � )
<br /> 8. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS 0 > 6
<br /> COMPONENTS AND CLADDING: NA AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. " co w CO
<br /> NOT LIMITED TO, RELATIVE LOCATIONS AND ELEVATIONS OF ALL MEMBERS, ROOF SHEATHING TO BE 15/32 C-D INT-APA RATED PLYWOOD WITH C'�)
<br /> SESIMIC DESIGN DATA ELEVATIONS LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL PLANS 7. CONCRETE SHALL BE MAINTAINED IN A MOIST_ CONDITION FOR A MINIMUM EXTERIOR GLUE, P.I. ,24/16 (USE 5-PLY FOR PANELIZED ROOFS). NAIL M . N
<br /> 1. SEISMIC IMPORTANCE FACTOR: 1.0 MUST BE USED IN THE DEVELOPMENT OF SHOP DRAWINGS. OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE WITH 8d NAILS AT 6 ON CENTER AT PANEL EDGES AND 12" ON v
<br /> SEISMIC USE GROUP: I
<br /> APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. V
<br /> 2. SPECTRAL RESPONSE ACCELERATION (Ss): 145.3% G 9. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN F w
<br /> 3. SITE CLASS: D (ASSUMED) OR NOTED ON THE DRAWINGS AS TO LOCATION FOR WHICH THE EXTENT IS 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH � -I z0
<br /> 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 96.9%G NOT CLEAR. CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON _
<br /> 5. SEISMIC. DESIGN CATEGORY: D SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE
<br /> 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: 10. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON THE PLANS, AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING SUPPORTS UNLESS NOTED OTHERWISE.
<br /> SHEARWALLS & CANT. POST PROVIDE MINIMUM SIZE OF WELD PER AISC SPECIFICATION AND TABLE J2.4. NEW CONCRETE. z
<br /> 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL 0
<br /> 7. DESIGN BASE SHEAR: SEE CALCULATIONS 11. ALL STRUCTURAL STEEL, HARDWARE, AND MISC. STEEL EXPOSED TO 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT > 'O 0
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<br /> 8. SEISMIC RESPONSE COEFFICIENT (Cs): `v =
<br /> CANT. POST: 0.775 EARTH OR WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS UNLESS NOTED OTHERWISE. . o� .
<br /> SHEARWALLS: 0.149; UNLESS OTHERWISE NOTED. DAMAGED GALVANIZED COATINGS AND STEEL PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 r^
<br /> 9. RESPONSE MODIFICATION FACTOR (R): DESIGATED FOR ZINC PRIMING SHALL BE PROTECTED WITH A ZINC RICH SF. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS >- q c
<br /> SHEARWALLS: 6.5; CANT. POST: 1.25 PRIMER AND TOP COAT PER SSPC-PS SPECIFICATIONS. STEEL SHALL BE SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL m I iI I
<br /> 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE
<br /> CLEANED PRIOR TO PRIMING. THE PRIMER SHALL BE CLASSIFIED AS 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK ENGINEER. Q
<br /> INORGANIC WITH A 92-95% METALLIC ZINC IN DRY FILM. THE PRIMER SHALL SHALL BE AS FOLLOWS: 1-1
<br /> Q Q 1
<br /> SPECIAL INSPECTIONS BE APPLIED IN A CONTROLLED DRY ENVIRONMENT AND MAY CONSIST OF EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1 1" 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS o `a
<br /> SPECIAL INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH THE 2015 BRUSH OR SRAY COATING WITH A DRY FLIM THICKNESS BETWEEN 2.5-3.5 EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2" UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER d
<br /> IBC, CHAPTER 17. SPECIAL INSPECTION SHALL BE PROVIDED FOR: MILS. AN OUTER PROTECTIVE PAINT LAYER SHALL BE APPLIED OVER THE *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM PARTITIONS PERPENDICULAR TO JOISTS. Oz •
<br /> - SEISMIC FORCE RESISTING SYSTEMS REQUIRING INSPECTION (IBC 1705.11) PRIMER. THE PRIMER AND TOP COAT(S) SHALL BE FULLY CURED PRIOR TO COVERAGE
<br /> - STRUCTURAL WELDING (STEEL 1705.2) ERRECTION. THE OUTER COATING SHALL BE INSPECTED ' UPON ERRECTION . 6. RIM JOIST ARE 1Y4" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM.
<br /> - STRUCTURAL WOOD (1705.11.2) ON-SITE. ANY DAMAGE TO THE ZINC-RICH PAINT PRIMER SHALL BE SPOT 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
<br /> - OTHER INSPECTIONS AS REQUIRED BY THE DESIGN PROFESSIONAL OR COVERED ON-SITE. STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL
<br /> BUILDING OFFICIAL (1705.1.1) STRUCTURAL MEMBERS.
<br /> - ANCHOR BOLTS IN CONCRETE 12. PROVIDE SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF
<br /> - CONT. SPECIAL INSPECTION FOR POST INSTALLED ANCHORS;
<br /> FABRICATION. CONCRETE. 8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG
<br /> - EXISTING CONCRETE COMPRESSIVE STRENGTH; MIN. f'c=2,500 PSI SCREWS BEARING ON WOOD. '
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<br /> REQUIRED. (ACI 318-14, CHAPTER 27) 13. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM THE DESIGN 13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318. >
<br /> DRAWINGS APPROVED BY THE BUILDING OFFICIAL, REDESIGN DRAWINGS 9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS 0 Q Q
<br /> INSPECTIONS SHALL BE CONDUCTED BY A CERTIFIED SPECIAL INSPECTION BEARING THE SEAL AND SIGNATURE OF THE PROJECT STRUCTURAL ENGINEER 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE PRE-DRILLED TO 60%
<br /> TS SHALL BE ISSUED TO THE BUILDING OFFICIAL AND SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO BUILDING REQUIREMENTS, AND CONCRETE WITH CHLORIDE ION CONTENT REQUIRE OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. �
<br /> AGENCY. - Z
<br /> AG . ALL REPORTS
<br /> ENGINEER. OF RECORD. OFFICIAL FOR APPROVAL. ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE 0 Q
<br /> REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A 10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" 0 ILI
<br /> REINFORCING STEEL WRITING AND DESIGN MIXES SHALL BE PROVIDED PER ACI 318. MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7" < U W
<br /> EXISTING CONSTRUCTION: MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR
<br /> 1. EXISTING CONCRETE f'c = 2,500 PSI (SEE SPECIAL INSPECTION NOTE); 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = - Ill O eZ
<br /> 2. EXISTING WOOD DF2 OR GREATER; . 60 KSI) FOR BAR SIZES NO. 5 & LARGER, GRADE 40 (fy = 40 KSI) FOR NO. CEMENT CONTENT SPECIFIC REQUIREMENTS WHERE OCCUR. W
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<br /> 3. EXISTING REINFORCEMENT Gr40 ksi GREATER. 3 AND NO. 4 BARS. F'c (PSI) LBS/CUBIC YARD SACKS PER CUBIC NOTES . 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL >
<br /> 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. (MIN.) YARD (MIN.) BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION). OL in
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<br /> WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE 2500 470 5 NOTE A ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY GALVANIZEDED,
<br /> FOUNDATIONS CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA 3500 564 6 - OR Z-.MAX COATING TO PROTECT FROM OXIDATION. In
<br /> 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE AND BE WELL STAGGERED. NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR
<br /> INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE 12. FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE
<br /> PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. PRESERVATIVELY TREATED WOOD SHALL BE RETREATED IN THE FIELD IN
<br /> WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE ACCORDANCE WITH AWPA M4. IRC 320.3.1
<br /> NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO
<br /> 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: JOB SITE PRIOR TO THE PLACING OF CONCRETE. COV A,
<br /> ALLOW. SOIL BEARING = 1500 PSF " WEATHER. FOR 3/4" AGGREGATE AN ENTRAINMENT OF 6% IS REQ'D. FOR Y2" 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT ti� C WA c
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<br /> SOIL FRICTION = .25 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND AGGREGATE AN AIR ENTRAINMENT OF 7% IS REQ'D. SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY OTHER 2� key `„Ix.
<br /> EQUIV. FLUID PRESSURES: SHALL BE 6x6 W2.1 W2.1 UNLESSOTHERWISE NOTED. LAP REINFORCEMENT 6" ELEMENTS. ti ,• 1
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<br /> *ACTIVE PRESSURE = 35 PCF MINIMUM. NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS ( , " :.:r>
<br /> PASSIVE PRESSURE = 150 PCF APPROVED BY THE ENGINEER. 14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL `'
<br /> *(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE A) NAILING WHEN APPROVED BY THE STRUCTURAL ENGINEER. ,} sd©N�-
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<br /> EQUIV. FLUID PRESSURE OF 55 PCF). SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON GRADE WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF
<br /> REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND SHALL BE THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS 15. EXTERIOR STUD WALLS SHALL BE 2X6 CO 16" O.C.. UNLESS NOTED
<br /> 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF PER CUBIC YARD OF CONCRETE. ! OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING (ii: ; 'i 21'0
<br /> UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS SHALL THE CONCRETE. B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED 2X4 © 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 CO 16" O.C. OR
<br /> BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS BY THE METHODS SPECIFIED ACI 318. 3X4 © 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL
<br /> OTHERWISE NOTED. 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) . SHALL BE BE CONSTRUCTED USING 2X4 ® 24" O.C.. UNLESS NOTED OTHERWISE. SEE
<br /> INTERSECTIONS UNLESS SPECIFIED OTHERWISE. SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES.
<br /> 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST
<br /> OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE GLUED-LAMINATED TIMBER 16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, Drawn By: JIB
<br /> FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS
<br /> 1. ADHESIVE SHALL BE FOR WET USE. OR APPROVED EQUAL. APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO Checked By: CCC
<br /> SHALL BE. ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL INSTALLATION. FILL ALL FASTENER HOLES. WITH FASTENER TYPES (NAILS, Date: 03-II-2020
<br /> SHALL BE. DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY 2. LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTER LARCH, COMBINATION BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER.
<br /> MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY 24F-V4 FOR SIMPLE SPAN BEAMS AND 24F-V8 FOR CONTINUOUS MULTIPLE 5DA JOB NO.
<br /> ROLLED OR. COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND SPAN AND CANTILEVERED BEAMS, FABRICATED IN ACCORDANCE WITH AITC 17. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE
<br /> EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM A190.1 AND ASTM D 3737. DRAWINGS 887
<br /> POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL
<br /> WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS 18. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR STRUCTURAL
<br /> EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO PLYWOOD USED IN SHEAR PANELS.
<br /> MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER FABRICATION. AITC CERTIFICATES OF INSPECTION ARE REQUIRED FOR ALL NOTES/
<br /> DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP MEMBERS. 19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE
<br /> SHALL COMPLY WITH A GEOTECHNICAL REPORT. DETAILS AND NOTES. DETAILS
<br /> 4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOLMANIZED OR •
<br /> PRESSURE TREATED. S "' I . 0
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