DESIGN CRITERIA: INTERNATIONAL BUILDING CODE - 2012 CONCRETE - ACI 318 AND ACI 301 WELDING - AWS D1.1 STRUCTURAL STEEL - AISC "MANUAL OF STEEL CONSTRUCTION" FOURTEENTH EDITION DESIGN LOADS: WIND DESIGN: 110 MPH EXPOSURE C SDC: D ROOF SNOW LOAD: 20 PSF ROOF DEADLOAD: 15 PSF FLOOR LOAD: 100 PSF SOIL BEARING CAPACITY: 2000 PSF (NOTE: HDJ DESIGN GROUP TO VERIFY SOIL FILL AND COMPACTION PROCESS PER REPORT #3950-00 - MARCH 25TH, 2015) GENERAL PROJECT NOTES: 1) THESE PLANS AND ALL WORK SHALL COMPLY WITH THE IBC 2012 EDITION AND AS REQUIRED BY GOVERNING ENTITIES. ANY ELECTRICAL WORK TO COMPLY WITH NEC REQUIREMENTS. 2) DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN. ALL TRADES SHALL VERIFY ALL CONDITIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF CONFLICTS OR DISCREPANCIES BEFORE PROCEEDING ALL BOUNDARY AND SETBACK INFORMATION SHOWN ON THESE DRAWINGS WAS COMPILED OF ASSESSOR'S OFFICE DATA AND GENERAL FIELD MEASUREMENTS TO EXISTING FENCES AND STREET IMPROVEMENTS. HOWEVER THIS IS NOT A SURVEY OF THE PROPERTY. IT IS THE RESPONSIBILITY OF THE PROPERTY OWNER TO VERIFY PROPERTY LINE LOCATIONS. SUB-CONTRACTORS SHALL PROTECT THE WORK AND ALL ADJACENT PROPERTY FROM LOSS AND DAMAGE RESULTING FROM OPERATIONS. 3) MECHANICAL EQUIPMENT SHALL OBSERVE MINIMUM SETBACKS. NO PART OF RETAINING WALLS AND FOOTINGS SHALL ENCROACH INTO ADJACENT PROPERTIES OR EASEMENTS. 4) FOOTINGS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW LOWEST ADJACENT FINISH GRADE (WITHIN 2 FEET HORIZONTAL OF FOOTINGS) 5) IF DURING EXCAVATION SOILS ARE DISCOVERED TO BE SUSPECT, EXPANSIVE OR OTHER GEOLOGIC INSTABILITY CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER AND GEOTECH ENGINEER. CONTRACTOR TO VERIFY RECOMMENDATIONS OF THE GEOTECH REPORT HAVE BEEN INCORPORATED AND APPROVED BY STRUCTURAL ENGINEER AND GEOTECH ENGINEER. CONCRETE AND FOUNDATION NOTES: 1) ALL FOUNDATIONS AND SLABS TO BEAR ON NATIVE SOILS OR COMPACTED BACKFILL IN ACCORDANCE WITH STRATA REPORT 2) ALL FILL OR BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D1557 PER STRATA REPORT 3) CONCRETE SHALL CONFORM TO ACI 318-08, ACI 301-10 AND IBC 2012 AND BE A MINIMUM OF 4 INCHES THICK. 4) ALL STRUCTURAL CONCRETE SHALL HAVE A NORMAL COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. MAXIMUM SIZE OF AGGREGATE TO BE 3/4 INCH. SLUMP SHALL BE BETWEEN 2 AND 4 INCHES. CEMENT SHALL BE PORTLAND CEMENT TYPE 1 OR 2. ENTRAINED AIR SHALL BE BETWEEN 4 AND 6 PERCENT FOR CONCRETE. 5) PROVIDE 5000 PSI MINIMUM NON-SHRINK AND NON-METALLIC GROUT FOR COLUMN BASE PLATES. 6) CONTROL JOINTS SHALL BE TRUE STRAIGHT LINES, 1/4" WIDE BY 3/4" DEEP AND CUT WITHIN 24 HOURS AFTER FOUR. FILL CONTROL JOINTS WITH SEALANT. 7) ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4 INCH UNLESS NOTED OTHERWISE. 8) ALL SERVICE PIPING, POTABLE WATER GAS, ETC. PENETRATING FOUNDATION WALL SHALL HAVE PIPE SLEEVES. SLEEVES SHALL BE IN ACCORDANCE WITH ASTM A52 STD WT PIPE AND WILL HAVE 1 INCH MINIMUM CLEARANCE FROM THE OUTSIDE FACE OF THE SERVICE LINE TO THE INSIDE FACE OF THE PIPE SLEEVE. SEAL GAP WITH BACKER ROD AND CONTINUOUS BEAD OF SEALANT ALL AROUND. 9) HOLD ALL EXPANSION JOINT MATERIAL AND INSULATION 1/2 INCH BELOW TOP OF SLAB AND SEAL TOP WITH INDUSTRIAL POLYURETHANE CAULK. 10) REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60, EXCEPT #3 TIES MAY BE GRADE 40. CONCRETE COVER FOR REINFORCEMENT SHALL BE PER PARAGRAPH 7.7.1 OF ACI 318. REINFORCEMENT SHALL BE CONTINUOUS BENT AROUND CORNERS, OR CORNER BARS OF THE SAME SIZE MAY BE INSTALLED WITH A MINIMUM LEG LENGTH THAT CONFORMS WITH ACI 318, CLASS B SPLICES. 11) VERIFY LOCATIONS OF ALL ITEMS TO BE - IN, UNDER, THROUGH OR EMBEDDED IN CONCRETE PRIOR TO POURING CONCRETE. 12) ALL HOLDOWNS, ANCHOR BOLTS, POSTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO INSPECTION AND POURING CONCRETE. ALL HOLDOWNS AND POST ANCHORS ARE TO BE INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF I.C.B.O REPORT NUMBER 1211 AND 4448. 13) MINIMUM CONCRETE WIDTH SHALL BE 8 INCHES FOR RECEIVING MPA'S AND HPAHD22'S. VERIFY LOCATIONS OF HOLDOWNS AND ANCHOR BOLTS WITH FRAMING PLAN TO ASSURE PROPER AND ACCURATE INSTALLATION. 14) UFER GROUND BAR - PROVIDE #4 BAR MIN. 20 FEET CONTINUOUS, LOCATED AT BOTTOM OF FOOTING (MIN. 3 INCHES ABOVE GRADE) AND PROTRUDING 12 INCHES ABOVE SLAB OR STEM WALL FOR ELECTRICAL GROUND. LOCATION SHALL BE VERIFIED BY ELECTRICAL CONTRACTOR IF APPLICABLE. 15) PROVIDE EXPANSION JOINTS IN ALL SLABS AS NOTED ON DRAWINGS (16' - 0" OC. MAX). 16) HORIZONTAL DISTANCE FROM BOTTOM LEADING EDGE OF FOOTING TO DAYLIGHT SHALL BE 7' - 0" MINIMUM. 17) SLAB AND FOOTINGS TO BE ONE POUR METHOD (MONOLITHIC POUR TYP.) EXCEPT AT STEEL COLUMNS AND AS NOTED OTHERWISE. 18) ALL INTERIOR STUD WALLS (OTHER THAN SHEAR WALLS) TO HAVE HILTI SHOT-PINS @ 32" O.C. USE HILTI X-CF 72-P8-S23 (ICC-ES #ESR-2379) OR EQUAL AT BOTTOM OF PLATES TO SLAB. SEE FOUNDATION PLAN FOR SHEARWALL BOLTING. 19) ALL HOLDOWN ANCHORS TO BE 'SIMPSON' BRAND UNLESS NOTED OTHERWISE. 20) HD BOLTS AT EXTERIOR WALLS TO BE SSTB16 (UNLESS NOTED OTHERWISE) W/ 12 5/8" MINIMUM EMBEDMENT AND 3" CLEAR TO SOIL. (TYP. AT HD2A, PHD2, HD5A, AND PHD5). USE 5/8" THREADED RODS BETWEEN FLOORS UNLESS NOTED OTHERWISE. 21) EXPOSED WOOD TO WEATHER OR WEATHER SPLASH SHALL BE 1" MINIMUM ABOVE CONCRETE SLAB OR 6" MINIMUM ABOVE GRADE. 22) NO WORK OF ANY KIND SHALL BE PERFORMED PRIOR TO CONCRETE REACHING 70% OF DESIGNED COMPRESSIVE STRENGTH. MINIMUM WAITING PERIOD AFTER POURING CONCRETE SLABS ON GRADE TO START OF CONSTRUCTION SHALL BE: A) 24 HOURS - WALK ON SLAB B) 5 DAYS - BEGIN WALL FRAMING C) 7 DAYS - ROOF AND FLOOR FRAMING D) 14 DAYS - ROOF LOADING STEEL MATERIAL NOTES: WIDE FLANGE BEAMS AND COLUMNS: ASTM A992 WELD TO BEAMS AND COLUMNS: E70 ELECTRODE HSS TUBE STEEL: ASTM A500 GRADE C BASE PLATE: ASTM A36 ANCHOR RODS: ASTM F-1554 GRADE 55 BOLTS: ASTM A325 TYPE N NUTS: ASTM A563 WASHERS: ASTM F436 STEEL PLATE: ASTM A36 STEEL REINFORCING AS FOLLOWS: #3 THROUGH #5 BARS = GRADE 40 MINIMUM #6 AND ABOVE = GRADE 60 MINIMUM FASTENERS IN TREATED WOOD - FASTENERS IN PRESERVATIVE TREATED WOOD AND FIRE-RETARDANT WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. COATING WEIGHTS FOR ZINC- COATED STEEL SHALL BE IN ACCORDANCE WITH ASTM B-695 CLASS 55 MINIMUM. FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG SCREWS MAY BE MECHANICALLY DEPOSITED IN ZINC IN ACCORDANCE WITH ASTM B-695, CLASS 55 HOLDOWN BOLTS: HDU2 (3,075 lbs) - SSTB16 (3,780 lbs) 5/8" DIA. AND 12-5/8" EMBED LENGTH HDU4 (4,565 lbs) - SSTB20 (4,785 lbs) 5/8" DIA. AND 16-5/8" EMBED LENGTH HDU5 (5,645 lbs) - SSTB28 (11,060 lbs) 7/8" DIA. AND 24-7/8" EMBED LENGTH HDU8 (7,870 lbs) - SSTB28 (11,060 lbs) 7/8" DIA. AND 24-7/8" EMBED LENGTH HDU14 (14,375 lbs) - SSTB34 (14,445 lbs) 7/8" DIA. AND 28-7/8" EMBED LENGTH REFER TO SIMPSON'S LATEST CATALOG FOR ADDITIONAL DETAILS HARDY FRAME ANCHORAGE NOMENCLATURE (REFER TO HARDY FRAME SHEET HFXI FDN.) 1 1/8" - HS - 20 - 30 SILL BOLTS: 1) PROVIDE 5/8" ANCHOR BOLTS AT 48" O.C. MAX. OR AS SHOWN ON PLANS AND SHEAR WALL SCHEDULE. SEE DETAILS. 2) EMBED BOLTS 7 INCHES MINIMUM INTO CONCRETE OR MASONRY 3) PROVIDE A MINIMUM OF 2 BOLTS PER SECTION OF SILL OR WOOD PLATES. LOCATE BOLTS MINIMUM 4 INCHES TO 12 INCHES MAX FROM ENDS OF SILL PLATE. INSTALL BOLTS WITH PROPERLY SIZED NUTS AND WASHERS. 4) WASHERS SHALL BE MINIMUM 3 INCH SQUARE BY 0.229 INCHES THICK AT EACH BOLT LOCATION UNLESS NOTED OTHERWISE. HILTI FASTENER ICC-ES #ESR-2379 SHANK DIA = 0.145" MINIMUM PENETRATION INTO CONCRETE = 1" MAXIMUM PENETRATION INTO CONCRETE = 1 3/8" SPACING = 16" O.C. MAX SHEAR = 130 lbs MINIMUM SPECIAL INSPECTION: SPECIAL INSPECTIONS SHALL BE PAID BY ARCHITECT. SPECIAL INSPECTIONS ARE REQUIRED PER INTERNATIONAL BUILDING CODE, CHAPTER 17, IN ADDITION TO THE REQUIREMENTS OF THE SPECIFICATIONS. SPECIAL INSPECTOR SHALL INSPECT THE FOLLOWING CONSTRUCTION: - BOLTS INSTALLED IN CONCRETE - REINFORCING STEEL - STRUCTURAL WELDING - HIGH-STRENGTH BOLTING INSPECTOR SHALL VERIFY COMPLIANCE WITH THE APPROVED PLANS, CITY CODES AND ORDINANCES. INSPECTOR HAS THE DISCRETION TO REQUIRE THE REMOVAL OF FINISH WORK TO VISUALLY INSPECT THE WORK. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO REPLACE FINISHES AT NO COST TO THE OWNER OR INSPECTING AGENCY. SPECIAL INSPECTOR TO SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT FOR THE ABOVE MENTIONED ITEMS TO ENGINEER OF RECORD. Ca 1, Ca 2 - (EDGE AND END DISTANCE Le - ROD EMBEDMENT LENGTH (BEYOND 10" MIN) ROD GRADE (HIGH STRENGTH) ROD DIAMETER 2549 W 33RD PL. KENNEWICK, WA, 99337 509.308.8015 866.421.7049 FAX TERENCE L. THORNHILL ARCHITECT 9221 SANDIFUR PARKWAY SUITE "A" PASCO, WA 99301 509-547-8854 FAX 509-547-8912 [email protected]A Professional Service Corporation These drawings are intended for use solely with respect to this project and are the property of TERENCE L. THORNHILL Architect Inc. P.S. which reserves all common law statutory, copyright and other rights. DRAWN BY: CHECKED BY: PHASE: REVISION NO: 0201 DG - 213-030 Kennewick, WA PORT OF KENNEWICK COLUMBIA DR. WINE VILLAGE STRUCTRUAL NOTES 12/14/2015 CD GENERAL STRUCTURAL NOTES MARK DATE DESCRIPTION N N D R I P F E R O 43454 I N S S O I G E R L A E T S R E E B R T T A O S I R G E F O H S A W R E G I E N O N E A T G G N E L O T
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DESIGN CRITERIA:
INTERNATIONAL BUILDING CODE - 2012CONCRETE - ACI 318 AND ACI 301WELDING - AWS D1.1STRUCTURAL STEEL - AISC "MANUAL OF STEEL CONSTRUCTION"
(NOTE: HDJ DESIGN GROUP TO VERIFY SOIL FILL AND COMPACTIONPROCESS PER REPORT #3950-00 - MARCH 25TH, 2015)
GENERAL PROJECT NOTES:
1) THESE PLANS AND ALL WORK SHALL COMPLY WITH THE IBC 2012 EDITION AND ASREQUIRED BY GOVERNING ENTITIES. ANY ELECTRICAL WORK TO COMPLY WITH NECREQUIREMENTS.
2) DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN. ALL TRADESSHALL VERIFY ALL CONDITIONS AT THE JOB SITE AND NOTIFY THE DESIGNER OF CONFLICTSOR DISCREPANCIES BEFORE PROCEEDING ALL BOUNDARY AND SETBACK INFORMATIONSHOWN ON THESE DRAWINGS WAS COMPILED OF ASSESSOR'S OFFICE DATA AND GENERALFIELD MEASUREMENTS TO EXISTING FENCES AND STREET IMPROVEMENTS. HOWEVER THISIS NOT A SURVEY OF THE PROPERTY. IT IS THE RESPONSIBILITY OF THE PROPERTY OWNERTO VERIFY PROPERTY LINE LOCATIONS. SUB-CONTRACTORS SHALL PROTECT THE WORKAND ALL ADJACENT PROPERTY FROM LOSS AND DAMAGE RESULTING FROM OPERATIONS.
3) MECHANICAL EQUIPMENT SHALL OBSERVE MINIMUM SETBACKS. NO PART OF RETAININGWALLS AND FOOTINGS SHALL ENCROACH INTO ADJACENT PROPERTIES OR EASEMENTS.
4) FOOTINGS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW LOWEST ADJACENT FINISHGRADE (WITHIN 2 FEET HORIZONTAL OF FOOTINGS)
5) IF DURING EXCAVATION SOILS ARE DISCOVERED TO BE SUSPECT, EXPANSIVE OR OTHERGEOLOGIC INSTABILITY CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER AND GEOTECHENGINEER. CONTRACTOR TO VERIFY RECOMMENDATIONS OF THE GEOTECH REPORT HAVEBEEN INCORPORATED AND APPROVED BY STRUCTURAL ENGINEER AND GEOTECHENGINEER.
CONCRETE AND FOUNDATION NOTES:
1) ALL FOUNDATIONS AND SLABS TO BEAR ON NATIVE SOILS OR COMPACTED BACKFILL INACCORDANCE WITH STRATA REPORT
2) ALL FILL OR BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY INACCORDANCE WITH ASTM D1557 PER STRATA REPORT
3) CONCRETE SHALL CONFORM TO ACI 318-08, ACI 301-10 AND IBC 2012 AND BE A MINIMUMOF 4 INCHES THICK.
4) ALL STRUCTURAL CONCRETE SHALL HAVE A NORMAL COMPRESSIVE STRENGTH OF 3,000PSI AT 28 DAYS. MAXIMUM SIZE OF AGGREGATE TO BE 3/4 INCH. SLUMP SHALL BEBETWEEN 2 AND 4 INCHES. CEMENT SHALL BE PORTLAND CEMENT TYPE 1 OR 2.ENTRAINED AIR SHALL BE BETWEEN 4 AND 6 PERCENT FOR CONCRETE.
5) PROVIDE 5000 PSI MINIMUM NON-SHRINK AND NON-METALLIC GROUT FOR COLUMN BASEPLATES.
6) CONTROL JOINTS SHALL BE TRUE STRAIGHT LINES, 1/4" WIDE BY 3/4" DEEP AND CUTWITHIN 24 HOURS AFTER FOUR. FILL CONTROL JOINTS WITH SEALANT.
7) ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4 INCH UNLESS NOTEDOTHERWISE.
8) ALL SERVICE PIPING, POTABLE WATER GAS, ETC. PENETRATING FOUNDATION WALLSHALL HAVE PIPE SLEEVES. SLEEVES SHALL BE IN ACCORDANCE WITH ASTM A52 STD WTPIPE AND WILL HAVE 1 INCH MINIMUM CLEARANCE FROM THE OUTSIDE FACE OF THESERVICE LINE TO THE INSIDE FACE OF THE PIPE SLEEVE. SEAL GAP WITH BACKER RODAND CONTINUOUS BEAD OF SEALANT ALL AROUND.
9) HOLD ALL EXPANSION JOINT MATERIAL AND INSULATION 1/2 INCH BELOW TOP OF SLABAND SEAL TOP WITH INDUSTRIAL POLYURETHANE CAULK.
10) REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60,EXCEPT #3 TIES MAY BE GRADE 40. CONCRETE COVER FOR REINFORCEMENT SHALL BEPER PARAGRAPH 7.7.1 OF ACI 318. REINFORCEMENT SHALL BE CONTINUOUS BENT AROUNDCORNERS, OR CORNER BARS OF THE SAME SIZE MAY BE INSTALLED WITH A MINIMUM LEGLENGTH THAT CONFORMS WITH ACI 318, CLASS B SPLICES.
11) VERIFY LOCATIONS OF ALL ITEMS TO BE - IN, UNDER, THROUGH OR EMBEDDED INCONCRETE PRIOR TO POURING CONCRETE.
12) ALL HOLDOWNS, ANCHOR BOLTS, POSTS, ETC. SHALL BE SECURELY TIED IN PLACEPRIOR TO INSPECTION AND POURING CONCRETE. ALL HOLDOWNS AND POST ANCHORS ARETO BE INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS ANDREQUIREMENTS OF I.C.B.O REPORT NUMBER 1211 AND 4448.
13) MINIMUM CONCRETE WIDTH SHALL BE 8 INCHES FOR RECEIVING MPA'S AND HPAHD22'S.VERIFY LOCATIONS OF HOLDOWNS AND ANCHOR BOLTS WITH FRAMING PLAN TO ASSUREPROPER AND ACCURATE INSTALLATION.
14) UFER GROUND BAR - PROVIDE #4 BAR MIN. 20 FEET CONTINUOUS, LOCATED AT BOTTOMOF FOOTING (MIN. 3 INCHES ABOVE GRADE) AND PROTRUDING 12 INCHES ABOVE SLAB ORSTEM WALL FOR ELECTRICAL GROUND. LOCATION SHALL BE VERIFIED BY ELECTRICALCONTRACTOR IF APPLICABLE.
15) PROVIDE EXPANSION JOINTS IN ALL SLABS AS NOTED ON DRAWINGS (16' - 0" OC. MAX).
16) HORIZONTAL DISTANCE FROM BOTTOM LEADING EDGE OF FOOTING TO DAYLIGHT SHALLBE 7' - 0" MINIMUM.
17) SLAB AND FOOTINGS TO BE ONE POUR METHOD (MONOLITHIC POUR TYP.) EXCEPT ATSTEEL COLUMNS AND AS NOTED OTHERWISE.
18) ALL INTERIOR STUD WALLS (OTHER THAN SHEAR WALLS) TO HAVE HILTI SHOT-PINS @32" O.C. USE HILTI X-CF 72-P8-S23 (ICC-ES #ESR-2379) OR EQUAL AT BOTTOM OF PLATES TOSLAB. SEE FOUNDATION PLAN FOR SHEARWALL BOLTING.
19) ALL HOLDOWN ANCHORS TO BE 'SIMPSON' BRAND UNLESS NOTED OTHERWISE.
20) HD BOLTS AT EXTERIOR WALLS TO BE SSTB16 (UNLESS NOTED OTHERWISE) W/ 12 5/8"MINIMUM EMBEDMENT AND 3" CLEAR TO SOIL. (TYP. AT HD2A, PHD2, HD5A, AND PHD5). USE5/8" THREADED RODS BETWEEN FLOORS UNLESS NOTED OTHERWISE.
21) EXPOSED WOOD TO WEATHER OR WEATHER SPLASH SHALL BE 1" MINIMUM ABOVECONCRETE SLAB OR 6" MINIMUM ABOVE GRADE.
22) NO WORK OF ANY KIND SHALL BE PERFORMED PRIOR TO CONCRETE REACHING 70% OFDESIGNED COMPRESSIVE STRENGTH. MINIMUM WAITING PERIOD AFTER POURINGCONCRETE SLABS ON GRADE TO START OF CONSTRUCTION SHALL BE:
A) 24 HOURS - WALK ON SLABB) 5 DAYS - BEGIN WALL FRAMINGC) 7 DAYS - ROOF AND FLOOR FRAMINGD) 14 DAYS - ROOF LOADING
STEEL MATERIAL NOTES:
WIDE FLANGE BEAMS AND COLUMNS: ASTM A992WELD TO BEAMS AND COLUMNS: E70 ELECTRODEHSS TUBE STEEL: ASTM A500 GRADE CBASE PLATE: ASTM A36ANCHOR RODS: ASTM F-1554 GRADE 55BOLTS: ASTM A325 TYPE NNUTS: ASTM A563WASHERS: ASTM F436STEEL PLATE: ASTM A36
STEEL REINFORCING AS FOLLOWS:#3 THROUGH #5 BARS = GRADE 40 MINIMUM#6 AND ABOVE = GRADE 60 MINIMUM
FASTENERS IN TREATED WOOD - FASTENERS IN PRESERVATIVE TREATED WOOD ANDFIRE-RETARDANT WOOD SHALL BE HOT DIPPED ZINC COATED GALVANIZED STEEL,STAINLESS STEEL, SILICON BRONZE OR COPPER. COATING WEIGHTS FOR ZINC-COATED STEEL SHALL BE IN ACCORDANCE WITH ASTM B-695 CLASS 55 MINIMUM.FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG SCREWS MAY BEMECHANICALLY DEPOSITED IN ZINC IN ACCORDANCE WITH ASTM B-695, CLASS 55
REFER TO SIMPSON'S LATEST CATALOG FOR ADDITIONAL DETAILS
HARDY FRAME ANCHORAGE NOMENCLATURE (REFER TO HARDY FRAME SHEET HFXIFDN.)
1 1/8" - HS - 20 - 30
SILL BOLTS:
1) PROVIDE 5/8" ANCHOR BOLTS AT 48" O.C. MAX. OR AS SHOWN ON PLANS AND SHEARWALL SCHEDULE. SEE DETAILS.
2) EMBED BOLTS 7 INCHES MINIMUM INTO CONCRETE OR MASONRY
3) PROVIDE A MINIMUM OF 2 BOLTS PER SECTION OF SILL OR WOOD PLATES. LOCATEBOLTS MINIMUM 4 INCHES TO 12 INCHES MAX FROM ENDS OF SILL PLATE. INSTALLBOLTS WITH PROPERLY SIZED NUTS AND WASHERS.
4) WASHERS SHALL BE MINIMUM 3 INCH SQUARE BY 0.229 INCHES THICK AT EACH BOLTLOCATION UNLESS NOTED OTHERWISE.
HILTI FASTENER ICC-ES #ESR-2379SHANK DIA = 0.145"MINIMUM PENETRATION INTO CONCRETE = 1"MAXIMUM PENETRATION INTO CONCRETE = 1 3/8"SPACING = 16" O.C. MAXSHEAR = 130 lbs MINIMUM
SPECIAL INSPECTION:
SPECIAL INSPECTIONS SHALL BE PAID BY ARCHITECT.
SPECIAL INSPECTIONS ARE REQUIRED PER INTERNATIONAL BUILDING CODE, CHAPTER17, IN ADDITION TO THE REQUIREMENTS OF THE SPECIFICATIONS. SPECIALINSPECTOR SHALL INSPECT THE FOLLOWING CONSTRUCTION:
INSPECTOR SHALL VERIFY COMPLIANCE WITH THE APPROVED PLANS, CITY CODESAND ORDINANCES. INSPECTOR HAS THE DISCRETION TO REQUIRE THE REMOVAL OFFINISH WORK TO VISUALLY INSPECT THE WORK. THE GENERAL CONTRACTOR SHALLBE RESPONSIBLE TO REPLACE FINISHES AT NO COST TO THE OWNER OR INSPECTINGAGENCY.
SPECIAL INSPECTOR TO SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORTFOR THE ABOVE MENTIONED ITEMS TO ENGINEER OF RECORD.
Ca 1, Ca 2 - (EDGE AND END DISTANCE
Le - ROD EMBEDMENT LENGTH (BEYOND 10" MIN)
ROD GRADE (HIGH STRENGTH)
ROD DIAMETER
2549 W 33RD PL.KENNEWICK, WA, 99337509.308.8015866.421.7049 FAX