HomeMy WebLinkAboutMATERIAL PLANS - 06-00276 - Stonebrook Apartments - CarportsN
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MATERIAL
SCHEDULE
ROOF DECK
26 GAGE MBCI 7.2 DECK
BEAMS
HSS 8" X
4" X 1/4"
ALT BEAM
W8X15
PURLINS
10" X 2 1/2"
X 13 GAGE CIE
COLUMNS
HSS 8" X
4" X 1/4"
nnnr nrnv
2 SECTION
SCALE: 3/8" = 1'-0" SSTSEC
"""" ---IAL SCHEDULE
LICES ON BEAM
-Y16" X 4" X 7" PLATE
(6) #10 SCREWS -
3/161/ 4"
ALT. BEAM
3/16
ROOF FRAMING PLAN
1 SCALE: 1/4" = 1'-0" RFRM
-------- -----------------1
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AND MIDSPAN SEE 9/Si
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AND MIDSPAN SEE 9/51
--------------------------
CK WITH (3) #10 SCREWS
PER SHEET AT PURLIN LINE
)F CONCRETE
COLUMN
GENERAL STRUCTURAL NOTES
CODE: 2003 INTERNATIONAL BUILDING CODE
DESIGN CRITERIA:
GROUND SNOW LOAD: 57 PSF
BASIC WIND SPEED: 100 MPH, EXPOSURE C
SEISMIC DESIGN CATEGORY: E
SITE CLASS: D
BUILDING CATEGORY: II
SNOW DESIGN CRITERIA:
FLAT ROOF SNOW LOAD Pf: 40 PSF
SNOW EXPOSURE FACTOR Ce: 1.0
SNOW LOAD IMPORTANCE FACTOR Is: 1,0
THERMAL FACTOR Ct: 1.0
WIND DESIGN CRITERIA:
WIND IMPORTANCE FACTOR Iw: 1.0
INTERNAL PRESSURE COEFFICIENT = 0.00 (OPEN)
ALL COMPONENTS AND CLADDING SHOWN ON THESE DOCUMENTS
SEISMIC DESIGN CRITERIA:
SEISMIC IMPORTANCE FACTOR IE: 1.0
SEISMIC USE GROUP: I
SPECTRAL ACCELERATION SS: 111.4g, S1: 34.1g
SEISMIC FORCE RESISTING SYSTEM: CANTILEVERED COLUMNS
DESIGN BASE SHEAR: 865 LBS, PER COLUMN
SEISMIC RESPONSE COEFFICIENT CS: 0.4231
RESPONSE MODIFICATION FACTOR R: 2.0
ANALYSIS PROCEDURE: EQUIVALENT STATIC
COLUMN
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3'-0"
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SLOPE TOP OF CONCRETE
AWAY FROM COLUMN
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6'-0" X 2'-6"
3 CAISSON FOOTING 4 ALTERNATE
SCALE: 3/4" = V-0" SSFTG SCALE: 3/4" = 1'-0"
PURLIN SEE MATERIAL SCHEDULE
CENTER PURLIN SPLICES ON BEAM
1/2" CAP PLATE
(4) 1/2" A325 BOLTS
COLUMN SEE
MATERIAL SCHEDULE
ALTERNATE BEAM TO
5 BEAM TO COLUMN CONNECTION 6 COLUMN CONNECTION
SCALE: 1 1/2" = 1'-0" SSBCCONN SCALE: 1 1/2" = 1'-D" SSBCCONNALT
PL,M, ,.,
MATERIAL
(6) #10 S(
_6" X 02' X 1'-4" CAF
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SCALE: 1 1/2" = 1'-0"
SSFBCONN
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MATERIAL
(6) #10 S(
r X 02" X 1'-4" CAF
(4) #5 EACH WAY
SSAFTG
DO NOT SCALE DRAWINGS
FOUNDATION DESIGN:
ALLOWABLE SOIL BEARING VALUE IS BASED ON SOIL CLASS 4 OF THE 2003 INTERNATIONAL BUILDING CODE
TABLE 1804.2. ALLOWABLE BEARING VALUE IS 2000 PSF AT 12" BELOW EXISTING NATURAL GRADE. FURTHER
REVIEW IS REQUIRED IF UNCONSOLIDATED FILLS OR ORGANIC MATERIALS ARE ENCOUNTERED DURING
EXCAVATION OF THE FOOTINGS. ADDITIONAL DEPTH
OF EMBEDMENT MAY BE REQUIRED FOR FROST PROTECTION.
CONCRETE:
ALL CONCRETE HEREIN REQUIRED SHALL BE DONE IN ACCORDANCE WITH THE 2003 INTERNATIONAL BUILDING
CODE.
ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI. THE USE OF EARTH CUTS FOR
FORMS IS PERMITTED,
ALL REINFORCING STEEL SHALL BE A MINIMUM OF A615 GRADE 40,
STEEL ROOF DECKING:
STEEL ROOF DECK SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE, ASTM 1-446
GRADE E, FY = 80 KSI. CONNEC'ION TO FRAMING MEMBERS SHALL BE AS NOTED ON THE DRAWINGS.
LIGHT GAGE STRUCTURAL STEEL FRAMING:
ALL STRUCTURAL STEEL FRAMING MATERIAL AND ITS ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST
EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED
STEEL STRUCTURAL MEMBERS.?
ALL WELDING IS TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE, AND HAVING CURRENT
EXPERIENCE IN LIGHT GAUGE STEL. CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO
NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
STEEL STRUCTURAL MEMBERS ARE FURNISHED TO A SPECIFIED MINIMUM YIELD POINT GREATER THAN 50 KSI.
THE GRADE AND THE ASTM SPECIFICATION NUMBER OR OTHER SPECIFICATION DESIGNATION SHALL BE
INDICATED BY PAINTING, DECAL, LAGGING, OR OTHER SUITABLE MEANS ON EACH LIFT OR BUNDLE OF
FABRICATED ELEMENTS.
STRUCTURAL STEEL:
ALL STRUCTURAL STEEL AND STFUCTURAL STEEL WORK SHALL COMPLY WITH THE ?AISC SPECIFICATION FOR
THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS? AND WITH THE ?AISC CODE
OF STANDARD PRACTICE.?
HOT ROLLED STRUCTURAL WIDE FLANGE STEEL SHALL CONFORM TO A992 (50 KSI). ALL SQUARE OR
RECTANGULAR HSS STEEL TUBES SHALL CONFORM TO ASTM A500 GRADE B (46 KSI).
ALL WELDS AND WELDING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS OF THE AMERICAN WELDING
SOCIETY. USE E70 OR F7 ELECTRODES FOR ALL WELDING. ALL WELDERS MUST BE A.W.S. QUALIFIED FOR
THE SPECIFIC TYPE OF WELDING REQUIRED. WELD LENGTHS NOTED ON PLANS ARE THE NET EFFECTIVE
LENGTH REQUIRED,
ALL STEEL -TO -STEEL CONNECTION BOLTS SHALL CONFORM TO ASTM A325 -N. BOLTS SHALL BE TIGHTENED
ACCORDING TO THE TURN -OF -THE -NUT METHOD,
PROVIDE AND INSTALL HARDENED WASHERS FOR ALL BOLTED CONNECTIONS AND STANDARD WASHERS FOR
ALL OTHER BOLTS. BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER THAN NOMINAL SIZE OF BOLT USED.
CONTRACTOR:
THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS AND
SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD
UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE
ENGINEER FOR REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE
BEING
REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND
FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB -CONTRACTORS INVOLVED. IT SHALL BE THEIR
RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER AT NO ADDITIONAL
COST TO THE OWNER.
CONTRACTOR SHALL PROVIDE ALL. TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID
EXCESSIVE STRESSES AND TO HCLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE PROVISIONS
SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF
THE PARTIALLY ERECTED STRUCTJRES, THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS
FINISHED STRUCTURE. OBSERVATION VISITE TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE
INSPECTION OF THE ABOVE ITEMS.
QUALITY ASSURANCE:
HIGH STRENGTH BOLTS, NUTS, AND WASHERS SHALL HAVE IDENTIFICATION MARKINGS TO CONFORM TO ASTM
A325. A MANUFACTURERS CERT:'FICATE OF COMPLIANCE SHALL BE RETAINED ON FILE BY THE CONTRACTOR
FOR A PERIOD OF 1 YEAR AFTER COMPLETION.
HIGH STRENGTH BOLTING SHALL 3E 100% VISUALLY OBSERVED AFTER COMPLETION. OBSERVATION MAY BE
PERFORMED BY THE LOCAL BUILDING DEPARTMENT.
STRUCTURAL STEEL SHALL HAVE IDENTIFICATION MARKINGS TO CONFORM TO THE STANDARDS LISTED ABOVE.
MANUFACTURERS? CERTIFIED MILL TEST REPORTS SHALL BE RETAINED ON FILE BY THE FABRICATOR FOR A
PERIOD OF 1 YEAR AFTER COMPLETION.
WELD FILLER MATERIALS SHALL NAVE IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION AS
NOTED ABOVE, A MANUFACTURERS? CERTIFICATE OF COMPLIANCE SHALL BE RETAINED ON FILE BY THE
FABRICATOR FOR A PERIOD OF 1 YEAR AFTER COMPLETION.
ALL WELDING SHALL BE 100% VISUALLY INSPECTED, OR SHALL BE COMPLETED IN THE SHOP OF AN AISC
APPROVED FABRICATOR.
ATTACHMENT OF LIGHT GAGE MEMBERS SHALL BE 100% VISUALLY OBSERVED AFTER COMPLETION.
OBSERVATION MAY BE PERFORMED BY THE LOCAL BUILDING DEPARTMENT,
8 1 VI\LIIV 1\./ I
SCALE: 1 1/2" = 1'-0"
SSPBCONNALT
ROOF DECK
(3) #10 SCREWS
AT EACH PURLIN
WIDE X 26 GA. STRAP
PURLIN--//BRACE WITH (2) #12-14 X
3/4" LG. TEKS/2 EACH END
SEE FRAMING PLAN FOR SPACING
PURLIN BRACING
SCALE: 1 1/2" = 1'-0" SSPBRACE
to
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3 CAISSON FOOTING 4 ALTERNATE
SCALE: 3/4" = V-0" SSFTG SCALE: 3/4" = 1'-0"
PURLIN SEE MATERIAL SCHEDULE
CENTER PURLIN SPLICES ON BEAM
1/2" CAP PLATE
(4) 1/2" A325 BOLTS
COLUMN SEE
MATERIAL SCHEDULE
ALTERNATE BEAM TO
5 BEAM TO COLUMN CONNECTION 6 COLUMN CONNECTION
SCALE: 1 1/2" = 1'-0" SSBCCONN SCALE: 1 1/2" = 1'-D" SSBCCONNALT
PL,M, ,.,
MATERIAL
(6) #10 S(
_6" X 02' X 1'-4" CAF
7 r VI\LIIVI V 1
SCALE: 1 1/2" = 1'-0"
SSFBCONN
PL'nl lkl rrr
MATERIAL
(6) #10 S(
r X 02" X 1'-4" CAF
(4) #5 EACH WAY
SSAFTG
DO NOT SCALE DRAWINGS
FOUNDATION DESIGN:
ALLOWABLE SOIL BEARING VALUE IS BASED ON SOIL CLASS 4 OF THE 2003 INTERNATIONAL BUILDING CODE
TABLE 1804.2. ALLOWABLE BEARING VALUE IS 2000 PSF AT 12" BELOW EXISTING NATURAL GRADE. FURTHER
REVIEW IS REQUIRED IF UNCONSOLIDATED FILLS OR ORGANIC MATERIALS ARE ENCOUNTERED DURING
EXCAVATION OF THE FOOTINGS. ADDITIONAL DEPTH
OF EMBEDMENT MAY BE REQUIRED FOR FROST PROTECTION.
CONCRETE:
ALL CONCRETE HEREIN REQUIRED SHALL BE DONE IN ACCORDANCE WITH THE 2003 INTERNATIONAL BUILDING
CODE.
ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI. THE USE OF EARTH CUTS FOR
FORMS IS PERMITTED,
ALL REINFORCING STEEL SHALL BE A MINIMUM OF A615 GRADE 40,
STEEL ROOF DECKING:
STEEL ROOF DECK SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE, ASTM 1-446
GRADE E, FY = 80 KSI. CONNEC'ION TO FRAMING MEMBERS SHALL BE AS NOTED ON THE DRAWINGS.
LIGHT GAGE STRUCTURAL STEEL FRAMING:
ALL STRUCTURAL STEEL FRAMING MATERIAL AND ITS ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST
EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED
STEEL STRUCTURAL MEMBERS.?
ALL WELDING IS TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE, AND HAVING CURRENT
EXPERIENCE IN LIGHT GAUGE STEL. CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO
NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
STEEL STRUCTURAL MEMBERS ARE FURNISHED TO A SPECIFIED MINIMUM YIELD POINT GREATER THAN 50 KSI.
THE GRADE AND THE ASTM SPECIFICATION NUMBER OR OTHER SPECIFICATION DESIGNATION SHALL BE
INDICATED BY PAINTING, DECAL, LAGGING, OR OTHER SUITABLE MEANS ON EACH LIFT OR BUNDLE OF
FABRICATED ELEMENTS.
STRUCTURAL STEEL:
ALL STRUCTURAL STEEL AND STFUCTURAL STEEL WORK SHALL COMPLY WITH THE ?AISC SPECIFICATION FOR
THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS? AND WITH THE ?AISC CODE
OF STANDARD PRACTICE.?
HOT ROLLED STRUCTURAL WIDE FLANGE STEEL SHALL CONFORM TO A992 (50 KSI). ALL SQUARE OR
RECTANGULAR HSS STEEL TUBES SHALL CONFORM TO ASTM A500 GRADE B (46 KSI).
ALL WELDS AND WELDING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS OF THE AMERICAN WELDING
SOCIETY. USE E70 OR F7 ELECTRODES FOR ALL WELDING. ALL WELDERS MUST BE A.W.S. QUALIFIED FOR
THE SPECIFIC TYPE OF WELDING REQUIRED. WELD LENGTHS NOTED ON PLANS ARE THE NET EFFECTIVE
LENGTH REQUIRED,
ALL STEEL -TO -STEEL CONNECTION BOLTS SHALL CONFORM TO ASTM A325 -N. BOLTS SHALL BE TIGHTENED
ACCORDING TO THE TURN -OF -THE -NUT METHOD,
PROVIDE AND INSTALL HARDENED WASHERS FOR ALL BOLTED CONNECTIONS AND STANDARD WASHERS FOR
ALL OTHER BOLTS. BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER THAN NOMINAL SIZE OF BOLT USED.
CONTRACTOR:
THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS AND
SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD
UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE
ENGINEER FOR REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE
BEING
REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND
FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB -CONTRACTORS INVOLVED. IT SHALL BE THEIR
RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER AT NO ADDITIONAL
COST TO THE OWNER.
CONTRACTOR SHALL PROVIDE ALL. TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID
EXCESSIVE STRESSES AND TO HCLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE PROVISIONS
SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF
THE PARTIALLY ERECTED STRUCTJRES, THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS
FINISHED STRUCTURE. OBSERVATION VISITE TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE
INSPECTION OF THE ABOVE ITEMS.
QUALITY ASSURANCE:
HIGH STRENGTH BOLTS, NUTS, AND WASHERS SHALL HAVE IDENTIFICATION MARKINGS TO CONFORM TO ASTM
A325. A MANUFACTURERS CERT:'FICATE OF COMPLIANCE SHALL BE RETAINED ON FILE BY THE CONTRACTOR
FOR A PERIOD OF 1 YEAR AFTER COMPLETION.
HIGH STRENGTH BOLTING SHALL 3E 100% VISUALLY OBSERVED AFTER COMPLETION. OBSERVATION MAY BE
PERFORMED BY THE LOCAL BUILDING DEPARTMENT.
STRUCTURAL STEEL SHALL HAVE IDENTIFICATION MARKINGS TO CONFORM TO THE STANDARDS LISTED ABOVE.
MANUFACTURERS? CERTIFIED MILL TEST REPORTS SHALL BE RETAINED ON FILE BY THE FABRICATOR FOR A
PERIOD OF 1 YEAR AFTER COMPLETION.
WELD FILLER MATERIALS SHALL NAVE IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION AS
NOTED ABOVE, A MANUFACTURERS? CERTIFICATE OF COMPLIANCE SHALL BE RETAINED ON FILE BY THE
FABRICATOR FOR A PERIOD OF 1 YEAR AFTER COMPLETION.
ALL WELDING SHALL BE 100% VISUALLY INSPECTED, OR SHALL BE COMPLETED IN THE SHOP OF AN AISC
APPROVED FABRICATOR.
ATTACHMENT OF LIGHT GAGE MEMBERS SHALL BE 100% VISUALLY OBSERVED AFTER COMPLETION.
OBSERVATION MAY BE PERFORMED BY THE LOCAL BUILDING DEPARTMENT,
8 1 VI\LIIV 1\./ I
SCALE: 1 1/2" = 1'-0"
SSPBCONNALT
ROOF DECK
(3) #10 SCREWS
AT EACH PURLIN
WIDE X 26 GA. STRAP
PURLIN--//BRACE WITH (2) #12-14 X
3/4" LG. TEKS/2 EACH END
SEE FRAMING PLAN FOR SPACING
PURLIN BRACING
SCALE: 1 1/2" = 1'-0" SSPBRACE
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