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HEADED ANCHOR RODS...HEADED ANCHOR RODS PROVIDE 1'-6" MIN STRUCTURAL FILL SURROUNDING CONC. PIER....
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HEADED ANCHOR RODS PROVIDE 1'-6" MIN STRUCTURAL FILL SURROUNDING CONC. PIER. COMPACT TO 95% MAX. DRY DENSITY PER ASTM D1557, MODIFIED PROCTOR. INCREASE 'D' TO EXTEND BELOW PREDICTED FROST DEPTH WHERE APPLICABLE 5'-6" 3'-8" STEEL 6x4x 3 16 " 11 16 "Ø LINE DRILL THRU., (2 PLC'S) 1 3 4 " 6 TSS, Inc. 11450 Stephens Rd Warren, MI S1.1 CURVED CANOPY STRUCTURE - 40 PSF - 2 POSTS
Transcript of HEADED ANCHOR RODS...HEADED ANCHOR RODS PROVIDE 1'-6" MIN STRUCTURAL FILL SURROUNDING CONC. PIER....
HEADED ANCHOR RODS
PROVIDE 1'-6" MINSTRUCTURAL FILL
SURROUNDING CONC.PIER. COMPACT TO
95% MAX. DRY DENSITYPER ASTM D1557,
MODIFIED PROCTOR.
INCREASE 'D' TOEXTEND BELOW
PREDICTED FROSTDEPTH WHERE
APPLICABLE
5'-6"
3'-8"
STEEL 6
x4x
3 16"
1116"Ø LINE DRILLTHRU., (2 PLC'S)
1 34 "
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7
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2
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4
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14"
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4
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8 #5 VERT.
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#4
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STRUCTURAL STEEL NOTES 1.COMPLY WITH AISC'S "SPECIFICATION FOR STRUCTURAL STEEL COMPLY WITH AISC'S "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS--ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN," RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS," AND AWS D1.1 "STRUCTURAL WELDING CODE--STEEL." A. BOLTS USED FOR THE TOP OF COLUMN CONNECTION SHALL BE " DIAMETER ANSI/ASME B18.2.1, SAE J429 STEEL, 34" DIAMETER ANSI/ASME B18.2.1, SAE J429 STEEL, GRADE 8. 2.HOLLOW STEEL SECTIONS: ASTM A500, GRADE B, FY = 46 KSI. . HOLLOW STEEL SECTIONS: ASTM A500, GRADE B, FY = 46 KSI. . 3.PLATES, BARS & OTHER SHAPES: ASTM A36 PLATES, BARS & OTHER SHAPES: ASTM A36 4.ANCHOR BOLTS & NUTS: ASTM F1554, GR. 36, HEADED RODS, ANCHOR BOLTS & NUTS: ASTM F1554, GR. 36, HEADED RODS, AND ASTM A36 NUTS. INSURE THAT RODS ARE FREE OF OIL AND DEBRIS PRIOR TO PLACEMENT. . 5.GROUT: ASTM C 1107, NONMETALLIC, SHRINKAGE RESISTANT, GROUT: ASTM C 1107, NONMETALLIC, SHRINKAGE RESISTANT, PREMIXED. 6.FABRICATE STRUCTURAL STEEL ACCORDING TO AISC FABRICATE STRUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS AND TOLERANCE LIMITS OF AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" FOR STRUCTURAL STEEL. 7.SHOP PRIMER: ONE COAT OF RED OXIDE, MIN. (2) MILS THICK. SHOP PRIMER: ONE COAT OF RED OXIDE, MIN. (2) MILS THICK. TOUCH-UP ANY DAMAGED SURFACES AFTER ERECTION. 8.ERECT STRUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS ERECT STRUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS AND WITHIN ERECTION TOLERANCES OF AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." 9.SET BASE AND BEARING PLATES ON WEDGES, SHIMS, OR SETTING SET BASE AND BEARING PLATES ON WEDGES, SHIMS, OR SETTING NUTS. TIGHTEN ANCHOR BOLTS, CUT OFF WEDGES OR SHIMS FLUSH WITH EDGE OF PLATE, AND PACK GROUT SOLIDLY BETWEEN BEARING SURFACES AND PLATES. 10. ALL WELDING SHALL BE DONE IN ACCORDANCE WITH AWS BY ALL WELDING SHALL BE DONE IN ACCORDANCE WITH AWS BY CERTIFIED WELDERS. WELD FILLER ALLOY SHALL BE ONE OF THE FOLLOWING: 5183, 5356, 5554, OR 5556. 11. BREAK ALL SHARP EDGES. BREAK ALL SHARP EDGES. 12. ALL ALUMINUM SHALL BE 6061 ALLOY. ALL ALUMINUM SHALL BE 6061 ALLOY. 13. THE STRUCTURE IS DESIGNED FOR LOADS IN ACCORDANCE WITH THE STRUCTURE IS DESIGNED FOR LOADS IN ACCORDANCE WITH THE 2009 EDITION OF THE INTERNATIONAL BUILDING CODE AND THE 2005 EDITION OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS PUBLICATION "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", ASCE7-05. A. ROOF LIVE LOAD:40 PSF 40 PSF B. WIND LOAD: (1) BASIC WIND SPEEDV = 130 MPH V = 130 MPH (2) WIND IMPORTANCE FACTORI = 1 I = 1 (3) OCCUPANCY CATEGORYII II (4) WIND EXPOSUREEXPOSURE B (4) WIND EXPOSUREEXPOSURE B EXPOSURE B (5) INTERNAL PRESSURE COEFFICIENTGCPI = 0.0 GCPI = 0.0 C. FOUNDATIONS ARE DESIGNED FOR A PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF. CAST-IN-PLACE CONCRETE 1.COMPLY WITH ASTM C94; ACI 301, "SPECIFICATIONS FOR COMPLY WITH ASTM C94; ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"; ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"; AND CRSI'S "MANUAL OF STANDARD PRACTICE." 2. CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI. CONCRETE THAT WILL NOT BE EXPOSED TO FREEZE-THAW CYCLES SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. 3.REINFORCING BARS SHALL NOT BE SPLICED. REINFORCING BARS SHALL NOT BE SPLICED. 4.DEFORMED REINFORCING BARS: ASTM A615, GRADE 60. DEFORMED REINFORCING BARS: ASTM A615, GRADE 60. 5.PORTLAND CEMENT: ASTM C150, TYPE 1. PORTLAND CEMENT: ASTM C150, TYPE 1. 6.FLY ASH: ASTM C618, TYPE F (LIMITED TO 15 PERCENT OF FLY ASH: ASTM C618, TYPE F (LIMITED TO 15 PERCENT OF TOTAL CEMENT CONTENT). 7.DO NOT ADD WATER TO CONCRETE DURING DELIVERY, AT DO NOT ADD WATER TO CONCRETE DURING DELIVERY, AT PROJECT SITE, OR DURING PLACEMENT, UNLESS APPROVED BY ENGINEER. 8.PROTECT CONCRETE FROM PHYSICAL DAMAGE OR REDUCED PROTECT CONCRETE FROM PHYSICAL DAMAGE OR REDUCED STRENGTH DUE TO WEATHER EXTREMES DURING MIXING, PLACING, AND CURING. REPAIR SURFACE DEFECTS AS REQ'D. A. MAINTAIN CONCRETE CONTINUOUSLY MOIST W/ TEMPERATURE ABOVE 50 DEGREES F FOR 7 DAYS AFTER PLACEMENT. 9. STRUCTURAL FILL SHALL BE CLEAN, NON-FROST SUSCEPTIBLE SAND AND GRAVEL MEETING THE GRADATION REQUIREMENTS GIVEN BELOW:
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STRUCTURAL STEEL NOTES 1.COMPLY WITH AISC'S "SPECIFICATION FOR STRUCTURAL STEEL COMPLY WITH AISC'S "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS--ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN," RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS," AND AWS D1.1 "STRUCTURAL WELDING CODE--STEEL." A. BOLTS USED FOR THE TOP OF COLUMN CONNECTION SHALL BE " DIAMETER ANSI/ASME B18.2.1, SAE J429 STEEL, 34" DIAMETER ANSI/ASME B18.2.1, SAE J429 STEEL, GRADE 8. 2.HOLLOW STEEL SECTIONS: ASTM A500, GRADE B, FY = 46 KSI. . HOLLOW STEEL SECTIONS: ASTM A500, GRADE B, FY = 46 KSI. . 3.PLATES, BARS & OTHER SHAPES: ASTM A36 PLATES, BARS & OTHER SHAPES: ASTM A36 4.ANCHOR BOLTS & NUTS: ASTM F1554, GR. 36, HEADED RODS, ANCHOR BOLTS & NUTS: ASTM F1554, GR. 36, HEADED RODS, AND ASTM A36 NUTS. INSURE THAT RODS ARE FREE OF OIL AND DEBRIS PRIOR TO PLACEMENT. . 5.GROUT: ASTM C 1107, NONMETALLIC, SHRINKAGE RESISTANT, GROUT: ASTM C 1107, NONMETALLIC, SHRINKAGE RESISTANT, PREMIXED. 6.FABRICATE STRUCTURAL STEEL ACCORDING TO AISC FABRICATE STRUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS AND TOLERANCE LIMITS OF AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" FOR STRUCTURAL STEEL. 7.SHOP PRIMER: ONE COAT OF RED OXIDE, MIN. (2) MILS THICK. SHOP PRIMER: ONE COAT OF RED OXIDE, MIN. (2) MILS THICK. TOUCH-UP ANY DAMAGED SURFACES AFTER ERECTION. 8.ERECT STRUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS ERECT STRUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS AND WITHIN ERECTION TOLERANCES OF AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." 9.SET BASE AND BEARING PLATES ON WEDGES, SHIMS, OR SETTING SET BASE AND BEARING PLATES ON WEDGES, SHIMS, OR SETTING NUTS. TIGHTEN ANCHOR BOLTS, CUT OFF WEDGES OR SHIMS FLUSH WITH EDGE OF PLATE, AND PACK GROUT SOLIDLY BETWEEN BEARING SURFACES AND PLATES. 10. ALL WELDING SHALL BE DONE IN ACCORDANCE WITH AWS BY ALL WELDING SHALL BE DONE IN ACCORDANCE WITH AWS BY CERTIFIED WELDERS. WELD FILLER ALLOY SHALL BE ONE OF THE FOLLOWING: 5183, 5356, 5554, OR 5556. 11. BREAK ALL SHARP EDGES. BREAK ALL SHARP EDGES. 12. ALL ALUMINUM SHALL BE 6061 ALLOY. ALL ALUMINUM SHALL BE 6061 ALLOY. 13. THE STRUCTURE IS DESIGNED FOR LOADS IN ACCORDANCE WITH THE STRUCTURE IS DESIGNED FOR LOADS IN ACCORDANCE WITH THE 2009 EDITION OF THE INTERNATIONAL BUILDING CODE AND THE 2005 EDITION OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS PUBLICATION "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", ASCE7-05. A. ROOF LIVE LOAD:40 PSF 40 PSF B. WIND LOAD: (1) BASIC WIND SPEEDV = 130 MPH V = 130 MPH (2) WIND IMPORTANCE FACTORI = 1 I = 1 (3) OCCUPANCY CATEGORYII II (4) WIND EXPOSUREEXPOSURE B (4) WIND EXPOSUREEXPOSURE B EXPOSURE B (5) INTERNAL PRESSURE COEFFICIENTGCPI = 0.0 GCPI = 0.0 C. FOUNDATIONS ARE DESIGNED FOR A PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF. CAST-IN-PLACE CONCRETE 1.COMPLY WITH ASTM C94; ACI 301, "SPECIFICATIONS FOR COMPLY WITH ASTM C94; ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"; ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"; AND CRSI'S "MANUAL OF STANDARD PRACTICE." 2. CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI. CONCRETE THAT WILL NOT BE EXPOSED TO FREEZE-THAW CYCLES SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. 3.REINFORCING BARS SHALL NOT BE SPLICED. REINFORCING BARS SHALL NOT BE SPLICED. 4.DEFORMED REINFORCING BARS: ASTM A615, GRADE 60. DEFORMED REINFORCING BARS: ASTM A615, GRADE 60. 5.PORTLAND CEMENT: ASTM C150, TYPE 1. PORTLAND CEMENT: ASTM C150, TYPE 1. 6.FLY ASH: ASTM C618, TYPE F (LIMITED TO 15 PERCENT OF FLY ASH: ASTM C618, TYPE F (LIMITED TO 15 PERCENT OF TOTAL CEMENT CONTENT). 7.DO NOT ADD WATER TO CONCRETE DURING DELIVERY, AT DO NOT ADD WATER TO CONCRETE DURING DELIVERY, AT PROJECT SITE, OR DURING PLACEMENT, UNLESS APPROVED BY ENGINEER. 8.PROTECT CONCRETE FROM PHYSICAL DAMAGE OR REDUCED PROTECT CONCRETE FROM PHYSICAL DAMAGE OR REDUCED STRENGTH DUE TO WEATHER EXTREMES DURING MIXING, PLACING, AND CURING. REPAIR SURFACE DEFECTS AS REQ'D. A. MAINTAIN CONCRETE CONTINUOUSLY MOIST W/ TEMPERATURE ABOVE 50 DEGREES F FOR 7 DAYS AFTER PLACEMENT. 9. STRUCTURAL FILL SHALL BE CLEAN, NON-FROST SUSCEPTIBLE SAND AND GRAVEL MEETING THE GRADATION REQUIREMENTS GIVEN BELOW:
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STRUCTURAL FILL
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SIEVE SIZE
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PERCENT FINER BY WEIGHT
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4 INCH
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100
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3 INCH
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90 TO 100
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14 INCH
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25 TO 90
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#40
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0 TO 30
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#200
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0 TO 5
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Lincoln/Haney
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6 Federal Street
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Brunswick, Maine 04011
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DRAWN BY
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CHK'D BY
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ISSUE DATE
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PROJ. NO.
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NO.
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DATE
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REVISION
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Phone: 207-729-1061 Fax: 207-729-2941
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Engineering Associates, Inc.
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PAN
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MAC
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6-13-16
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2016.061
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LICENSED
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ENGINEER IN:
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MAINE
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NEW HAMPSHIRE
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VERMONT
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MASSACHUSETTS
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NEW YORK
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FLORIDA
2 LAYERS OF .063-6061 ALUM. SHEETCOVER, W/ BAKED ON ENAMEL FINISH
S1.2
TSS,
Inc.
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3" = 1'-0"
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S1.2
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SECTION
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A
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58" DIA. BOLT
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4" CHANNEL
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14"
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L "316"
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P
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316" L L
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P
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2x4x.250" ALUM. TUBING
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2x4x.250" ALUM. TUBING
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2x4x.250" ALUM. TUBING
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2x4x.125 ALUM. TUBING, TYP. x2
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2x4x.250" ALUM. TUBING
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6
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S1.2
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B
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C
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5
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S1.2
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S1.2
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S1.2
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7
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2
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4x4x.375 ALUM. TUBING
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SIDE Ls 516"x3 "x2'-0" 12"x2'-0"
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P
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D
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S1.2
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4" ALUM. CHANNEL W/ 2 " FLANGES & 12" FLANGES & 38" THICKNESS
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2x4x.250 ALUM. TUBING
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1
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14"
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TYP.
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1 (TYP.)
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TUBE 2x4x 14
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TYP. @ T&B @ ALL CONNECTIONS
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3" = 1'-0"
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S1.2
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DETAIL
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C
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TUBE 4x4x 38
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L "x3 " 516"x3 " x3 " 12"
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P
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TYP. @ TOP & BOTTOM
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3" = 1'-0"
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S1.2
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SECTION
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B
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TYP. @ T&B
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516"
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WELD CAP L TO TUBE
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P
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18"
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3" = 1'-0"
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S1.2
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SECTION
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6
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4" ALUM. CHANNEL
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316"x4 " Lx4 " L14" L L
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P
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S1.2
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A
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2 HOLES @ 1116" FOR FOR 58" BOLTS BOLTS
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TUBE 2x4
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316
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316
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NOTE: DO NOT WELD CAP L TO CHANNELS AT COLUMN
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P
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14
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14
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316
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WELD @ T&B FLANGES
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316
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316
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TUBE 4x4x 38
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3" = 1'-0"
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S1.2
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SECTION
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5
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516
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WELD CS4 WEB TO TUBE (TYP)
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1116" HOLES FOR HOLES FOR 58" BOLTS @ 3 " O.C. BOLTS @ 3 " O.C.516" O.C.
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4" ALUM. CHANNEL W/ 2 " FLANGES & 12" FLANGES & 38" THICKNESS
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516
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TUBE 2x4
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TYP. @ EA. END (T&B)
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TUBE 4x4x 38
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6" = 1'-0"
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TUBE REINFORCEMENT DETAIL
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SIDE Ls 516" (MIN. THICKNESS) x3 "x2'-0" 12"x2'-0"
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P
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316"
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S1.2
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D
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TYP
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Lincoln/Haney
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6 Federal Street
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Brunswick, Maine 04011
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DRAWN BY
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CHK'D BY
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ISSUE DATE
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PROJ. NO.
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NO.
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DATE
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REVISION
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Phone: 207-729-1061 Fax: 207-729-2941
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Engineering Associates, Inc.
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PAN
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MAC
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LICENSED
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ENGINEER IN:
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MAINE
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NEW HAMPSHIRE
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VERMONT
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MASSACHUSETTS
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NEW YORK
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FLORIDA
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6-13-16
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2016.061
