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BUILDING CODE CONCRETE CONT. MANUFACTURED LUMBER SHEARWALL SCHEDULE (CDX)
<br /> 2018 INTERNATIONAL BUILDING CODE 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS: 1. LAMINATED VENEER LUMBER DESIGN IS BASED ON MICROLAM LVL PRODUCTS AS SUPPLIED BY
<br /> EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1Y," TRUSS-JOIST MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL BE:
<br /> EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2" Fb = 2600 PSI II SILL PLATE & CONN. BOTTOM/TOP PLATE
<br /> MARK SHEATHING EDGE NALNG FIELD NAILING
<br /> FLOOR LOAD *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE Fv= 285 PSI @ FIND CONN.
<br /> DEAD LOAD: 12 psf E = 2.0x10"6 PSI
<br /> LIVE LOAD: 40 psf 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT CDX
<br /> WHERE SPECIFICALLY APPROVED. 2. PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM PSL PRODUCTS AS SUPPLIED BY 1 FACE W/
<br /> gd 6" 0/C 8d 12" 0/C W�2x SILL PLATE/C LATOE L4 2x BOTTOM PLATE/
<br /> ROOF LOAD TRUSS-JOIST MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL BE: 41 4
<br /> DEAD LOAD: 15 psf
<br /> 12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. Fb = 2900 PSI G 0
<br /> -
<br /> FLAT ROOF SNOW LOAD: 25 psf - Q 5/32" CDX ONE 10d ®3" 0/C 10d ®12" 0/C � � A.B. ®24" 0/C LTP4 ®9" 0/C W/3x N
<br /> Fv 290 PSI
<br /> SNOW EXPOSURE FACTOR (Ce): 1.1 13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318. E = 2.0x10-6 PSI FACE W/3x SILL PLATE BOTTOM PLATE
<br /> SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE 3. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH THE APPROPRIATE ICED EVALUATION
<br /> THERMAL FACTOR (Ct): 1.1 WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE REPORTS TO THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION OF SUBSTITUTIONS SHALL 1a�z COX FACE ONE 10d ®2" O/C 10d @ 12" C/C 5�WO A.BSI®PLATE C LTP BOTTOM PLATE
<br /> A E/3x
<br /> REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE NOT PROCEED WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER.
<br /> WIND DESIGN DATA PROVIDED PER ACI 318. FRAMING LUMBER
<br /> 1. BASIC WIND SPEED: 110 MPH 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS; HEM-FIR NO.2 SHEARWALL NOTES
<br /> DEMENT CONTENT 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO. 2 UNLESS NOTED OTHERWISE ON
<br /> 2. WIND IMPORTANCE FACTOR (Iw): 1.0 FOR 2X AND 3X JOISTS, AND STUDS; AND HEM-FIR N0.2 FOR ALL TOP AND BOTTOM PLATES(GRADES ARE PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING (SEE NOTE #3).
<br /> BUILDING CATEGORY: II TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS.
<br /> 3. WIND EXPOSURE: B
<br /> LBS CUBIC YARD SACKS PER CUBIC C�
<br /> F'c PSI NO
<br /> TES ES
<br /> ( 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST
<br /> 4. Kzt = 1.33 (MIN.) YARD (MIN.) 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER O
<br /> 5. INTERNAL PRESSURE COEFFICIENT: NA EXTEND TO THE OUTSIDE EDGE OF ALL HOEDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF
<br /> 2500 470 5 NOTE A COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF THI . (EDGE DISTANCE ON ALL NAILS AND FRAMING AROUND OPENINGS �
<br /> 6. APPLICABLE WIND PRESSURE FOR EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: n �
<br /> COMPONENTS AND CLADDING: NA 3500 564 6 - LLI N F 3. WHERE SHEATHING NAILING IS SHEARWALL SW-3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE
<br /> ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/16 (USE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER. Q N CD O
<br /> SEISMIC DESIGN DATA NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE THAN A 1" 5-PLY FOR PANELIZED ROOFS). NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL STUDS AND PLATES RECEIVING 00 +
<br /> PLUS TOLERANCE SHALL BE ALLOWED. CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE M
<br /> 1. SEISMIC IMPORTANCE FACTOR: 1.0 � �
<br /> SEISMIC USE GROUP: I OFFSET. FOR SW 1-7 (2)2x MAY BE SUBSTITUTED FOR A SINGLE 3x MEMBER PROVIDED THE STUDS ARE LLI vD
<br /> 2. SPECTRAL RESPONSE ACCELERATION (Ss): 118.9%G NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR 3/4""" AGGREGATE AN SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. STITCH NAILED TOGETHER w/10d NAILS STAGGERED ®6" o/c FROM EACH SIDE. .� Y Q�j (D3. SITE CLASS: D (ASSUMED) ENTRAINMENT OF 6%IS REQ'D. FOR Y" AGGREGATE AN AIR ENTRAINMENT OF 7%IS REQ'D. GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT (n U N N
<br /> 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 95.1%G INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 4.3A OF THE 2015 AMERICAN WOOD COUNCIL SDPWS +%� O
<br /> 5. SEISMIC DESGN CATEGORY: D
<br /> NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER. SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC). VALUES ARE BASED ON CDX PLYWOOD SHEATHING _O
<br /> 3. NAILING SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED
<br /> 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS STRUCTURAL 1 w/HEM-FIR NO. 2 FRAMING AND COMMON NAILS, UNLESS NOTED OTHERWISE. OSB � �LLI
<br /> 7. DESIGN BASE SHEAR: SEE CALCULATIONS A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1705.3 OF THE I.B.C., CONCRETE SHALL OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. STRUCTURAL 1 SHEATHING WITH EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED. 316' SHEATHING O N Z 3
<br /> 8. SEISMIC RESPONSE COEFFICIENT(Cs): 0.146 HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. SHALL NOT BE SUBSTITUTED FOR 15A3 " SHEATHING UNLESS APPROVED BY THE ENGINEER. - CD >O 3
<br /> 9. RESPONSE MODIFICATION FACTOR (R): 6.5 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN �LLI= 3
<br /> B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI WRITING BY THE STRUCTURAL ENGINEER
<br /> 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE 5. HOEDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS. SIZES 2L.
<br /> 318
<br /> FOUNDATIONS 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE
<br /> 1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE C) DESIGN MIX(OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. DETAILS AND/OR HOEDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. TWO WEEKS PRIOR TO FIRST USE. LENGTH, ETC. WHERE (2) Zx's ARE USED AS A HOEDOWN POST, SHEARWALL EDGE NAILING MUST BE U
<br /> (�
<br /> 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES:
<br /> STRUCTURAL STEEL 6. RIM JOIST ARE 1Y4" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM. STAGGERED INTO EACH MEMBER OF THE POST.
<br /> ALLOW. SOIL BEARING = 1500 PSF 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A36 AND SHALL BE FABRICATED 7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16%FOR ALL STRUCTURAL MEMBERS. 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE �
<br /> SOIL FRICTION = .25 AND ERECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", LATEST PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL.
<br /> EQUIV. FLUID PRESSURES: EDITION. SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. 8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ANCHOR BOLTS SHALL BE SECURED TO THE SILL PLATE WITH 3x3x0.229"" WASHERS.
<br /> *ACTIVE PRESSURE = 35 PCF
<br /> PASSIVE PRESSURE = 150 POE 2. PIPE COLUMNS SHALL CONFORM TO ASTM A53, GRADE B, UNLESS OTHERWISE NOTED ON PLANS. 9, BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS OTHERWISE NOTED. LAG BOLT 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON TITEN HD BOLTS OF z
<br /> *(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. FLUID PRESSURE OF PILOT HOLES SHALL BE PRE-DRILLED TO 60%OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS O o N n
<br /> 55 POP). 3. HSS STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B (Fy=46 KSI) UNLESS OTHERWISE NOTED ON OTHERWISE NOTED. INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 3%" INTO EXISTING CONCRETE. 7 > > > >
<br /> PLANS.
<br /> 5; n > > > >
<br /> 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE UNDISTURBED GROUND SURFACE OR TO 10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" MINIMUM DIAMETER BOLTS SPACED 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORATE TREATED w
<br /> =50 KSI) UNLESS OTHERWISE NOTED ON THE STEEL W-SECTIONS SHALL CONFORM TO ASTM A992 (fy
<br /> FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE 4. AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. ALL NAILS SHALL BE
<br /> UNLESS OTHERWISE NOTED. PLANS. FOR SPECIFIC REQUIREMENTS WHERE OCCUR. COMMON OR GALVANIZED BOX PER ASTM F 1667. r L'
<br /> 5. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE NOTED. BOLTS INDICATED AS HIGH STRENGTH 0] N N N N
<br /> 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL 11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE 9. NAILS MUST BE STAGGERED WHEN SPACED AT 2" O/C.
<br /> SHALL CONFORM TO ASTM A325. a
<br /> AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. NOTE 1 FOR MINIMUM GRADE INFORMATION). ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY
<br /> ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED 6. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN SHOP AND FIELD WELDED CONNECTIONS. ALL GALVANIZED, OR Z-MAX COATING TO PROTECT FROM OXIDATION. Q ro i!
<br /> IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS DOUBLE SIDED p o 0 0 0 0 0WELDING IS TO COMPLY WITH AWS SPECIFICATIONS AND IS TO BE DONE BY THE WASHINGTON ASSOCIATIONAND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS 12. FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE PRESERVATIVE TREATED WOOD SHALL BE HOEDOWN POST. SEE SHEARWALLS, THE SHEATHINGOF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. ALL WELDING IS TO BE DONE BY ELECTRIC ARC TO PRODUCE A RELATIVE COMPACTION OF 90%OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. IRC 317.1.1 HOEDOWN SCHEDULE OR LENGTH OF D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREANOT IN PROCESS AND SHALL BE PERFORMED WITH APPROVED E70 ELECTRODES AS REQUIRED BY THE BUILDING PLAN FOR MINIMUM SHEARWALL (FOR
<br /> ON EACH FACE MUST EXTEND z
<br /> CODE. CONTINUOUS BETWEEN
<br /> EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY 13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, REQUIREMENTS HOEDOWN POSTS AS SHOWN.
<br /> AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 7 WELDING SHALL BE IN CONFORMANCE TO AWS D1.1. SPRINKLERS, DROP SOFFITS, OR ANY OTHER ELEMENTS.
<br /> 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT.
<br /> REINFORCING STEEL 8. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. 14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL NAILING WHEN APPROVED BY THE
<br /> 1. # #
<br /> & ALL REINFORCING STEEL SHALL CONFORM . STRUCTURAL ENGINEER. OPENING PER PLA
<br /> ASTM A615 GRADE 60 (fy= 60 KSI) FOR BAR SIZES NO. 5 9 ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO
<br /> & LARGER, GRADE 40 (fy= 40 KSI) FOR NO. 3 AND N0. 4 BARS. 15. EXTERIOR STUD WALLS SHALL BE2X6 ®16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING LOCATION OF
<br /> DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED T0, RELATIVE LOCATIONS AND ELEVATIONS OF WALLS SHALL BE CONSTRUCTED USING 2X4®16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 O 16" O.C. HOEDOWN TO BE
<br /> 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE LOCATIONS ALL MEMBERS, ELEVATIONS LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL PLANS MUST BE USED STHD14RJ
<br /> IN THE DEVELOPMENT OF SHOP DRAWINGS. OR 3X4 016" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4 INSTALLED �TYPE OF HOEDOWN TO BE Z
<br /> ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 @ 24" O.C.. UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES. INSTALLED
<br /> BAR DIA AND BE WELL STAGGERED. 0 ; O
<br /> 10. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED ON THE DRAWINGS SHEARWALL DESIGNATION - SEE N
<br /> 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 SHALL BE AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR. 16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL. SHEARWALL SCHEDULE FOR FRAMING, C Q
<br /> APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH NAILING AND ANCHORAGE Oo
<br /> REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE. 11. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON THE PLANS, PROVIDE MINIMUM SIZE OF WELD FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER. >
<br /> PER AISC SPECIFICATION AND TABLE J2.4. REQUIREMENTS
<br /> 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS 17. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE DRAWINGS W J Q
<br /> OTHERWISE NOTED. LAP REINFORCEMENT 6" MINIMUM. 12. ALL STRUCTURAL STEEL, HARDWARE, AND MISC. STEEL EXPOSED TO EARTH OR WEATHER SHALL BE HOT LATERAL MARKING LEGEND o' -:�;:
<br /> DIPPED GALVANIZED PER ASTM A123 UNLESS OTHERWISE NOTED. DAMAGED GALVANIZED COATINGS AND 18. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS. ILI
<br /> 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE BEFORE STEEL DESIGNATED FOR ZINC PRIMING SHALL BE PROTECTED WITH A ZINC RICH PRIMER AND TOP COAT PER \ >
<br /> CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT MID-DEPTH OF SLAB AND SSPC-PS SPECIFICATIONS. STEEL SHALL BE CLEANED PRIOR TO PRIMING. THE PRIMER SHALL BE CLASSIFIED 19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES. / Q
<br /> SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. AS INORGANIC WITH A 92-95%METALLIC ZINC IN DRY FILM. THE PRIMER SHALL BE APPLIED IN A
<br /> CONTROLLED DRY ENVIRONMENT AND MAY CONSIST OF BRUSH OR SPRAY COATING WITH A DRY FILM 20. BLOCKING SHALL BE PROVIDED AT ALL POINTS OF BEARING TO PREVENT ROTATION OF JOISTS AND m W
<br /> 6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED THICKNESS BETWEEN 2.5-3.5 MILS. AN OUTER PROTECTIVE PAINT LAYER SHALL BE APPLIED OVER THE BEAMS. Z �
<br /> OTHERWISE. REV#1: 03-14-23
<br /> PRIMER. THE PRIMER AND TOP COAT(S) SHALL BE FULLY CURED PRIOR TO ERECTION. THE OUTER COATING GENERAL LLJ O W
<br /> CONCRETE SHALL BE INSPECTED UPON ERECTION ON-SITE. ANY DAMAGE TO THE ZINC-RICH PAINT PRIMER SHALL BE
<br /> SPOT COVERED ON-SITE. 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. CO W
<br /> 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (LES POE) 16" x 8" CONCRETE FOOTING w 2
<br /> AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE
<br /> 0.05%. 13. PROVIDE SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH #4 BARS CONTINUOUS
<br /> ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO 1608
<br /> 2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (f'c) SHALL BE: 14. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM THE DESIGN DRAWINGS APPROVED BY THE ERECTION. I- , 30'" x 30" x 12" DEEP CONCRETE
<br /> BUILDING OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF THE PROJECT STRUCTURAL
<br /> ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO BUILDING OFFICIAL FOR APPROVAL. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED L I FOOTING w/ (4) #4 BARS EACH WAY
<br /> CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS PREFABRICATED WOOD I-JOISTS BY OSHA PRIOR TO ERECTION. 30
<br /> EXPOSURE MIN. f'c 1. THE JOISTS SHALL BE MANUFACTURED BY TRUSS-JOIST MACMILLAN, INCORPORATED OR APPROVED EQUAL
<br /> DESIGNATION CONDITIONS CLASS (P31) AND SHALL BE FABRICATED IN ACCORDANCE WITH ASTM D 5055. (SUBSTITUTIONS MUST BE APPROVED BY 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING L 1 72" x 30" x 12" DEEP CONCRETE
<br /> LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN
<br /> THE STRUCTURAL ENGINEER IN WRITING, PRIOR TO INSTALLATION) ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. FOOTING w� #4 BARS ® 6" o.c. EACH CO VI
<br /> HEATED: SLABS, BEAMS, N
<br /> INTERIOR CONC. & L WAY 9 C
<br /> GIRDERS, COLUMNS, PIERS, AND FOOTINGS FO 2500 2. SEE PLANS FOR SIZE, TYPE, AND LOCATIONS OF -JOISTS. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL 723012 �, O
<br /> B LIRRED FOOTINGS
<br /> 3. IN ADDITION TO THE CONDITIONS SET FORTH IN THE DESIGN CRITERIA NOTES, THE JOISTS SHALL BE CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE L , 48" x 48" x 12" DEEP CONCRETE
<br /> FOUNDATION WALLS, UN-HEATED: DESIGNED TO MEET THE FOLLOWING DEFLECTION CRITERIA: RESOLVED BEFORE PROCEEDING WITH THE WORK. I I FOOTING w/ (6) #4 BARS EACH WAY
<br /> SLABS, BEAMS, GIRDERS, UNSATURATED 0S7L + LL(OR SL) L/240 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT ' 43
<br /> COLUMNS, PIERS, PILE CAPS, EXTERIOR CONC. F1 3500 LL(JOIST SPAN <OR = 15") L/480 SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
<br /> SHEAR WALLS ILL(JOIST SPAN >15') L/600 CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 48 bNntt
<br /> 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL 4. THE JOISTS ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS AND THE 7, ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC 60" x 60" x 16" DEEP CONCRETE
<br /> INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION:
<br /> MANUFACTURER'S INSTALLATION REQUIREMENTS AND RECOMMENDATIONS. CONTRACTOR SHALL GIVE DETAIL CALLED OUT. FOOTING w/ (6) #5 BARS EACH WAY AUG 02,2023
<br /> NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING NOTIFICATION PRIOR TO ENCLOSING THE JOISTS TO PROVIDE AN OPPORTUNITY FOR INSPECTION OF THE OR (9) #4 BARS EACH WAY
<br /> PURPOSES ONLY. INSTALLATION. PROVIDE BRIDGING, CONTINUOUS LATERAL BRACING, AND DIAGONAL BRACING BETWEEN THE 8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL
<br /> JOISTS PER THE MANUFACTURER'S RECOMMENDATIONS. OPENINGS REQUIRED FOR DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE L J
<br /> 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. GLUED-LAMINATED TIMBER EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK. 606016 Drawn By: CHRIS L.
<br /> 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. 1. ADHESIVE SHALL BE FOR WET USE. 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL C Checked By: CHRIS
<br /> EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR OOTNG SCHEDULE Date: 07-14-2023
<br /> 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. 2. LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTERN LARCH, COMBINATION 24F-V4 FOR SIMPLE SPAN LATERALLY BRACED.
<br /> BEAMS AND 24F-VS FOR CONTINUOUS MULTIPLE SPAN AND CANTILEVERED BEAMS, FABRICATED IN
<br /> 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER ACCORDANCE WITH AITC A190.1 AND ASTM D 3737. 10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST SDA JOB NO.
<br /> PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH 9 4 8 9 A
<br /> 3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS SHALL BE SUBMITTED TO THE THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE
<br /> 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC CERTIFICATES OF INSPECTION ARE REQUIRED FOR MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN
<br /> THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE ALL MEMBERS. APPROVAL OF THE ENGINEER.
<br /> THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW 4_ GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOLMANIZED OR PRESSURE TREATED. 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN STRUCTURAL
<br /> CONCRETE.
<br /> DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING; BUT NOT LIMITED TO 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF ALL OPENINGS, ETC. NOTES
<br /> EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS
<br /> IS 400 SF. `C
<br /> J 1 0
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