HomeMy WebLinkAboutapproved plans-002MBMI METAL BUILDINGS, INC,
DRAWING COVER SHEET
BASIC BUILDING SIZE: SPAN 40 x LENGTH 60 x EAVE
HT.16 /i s
ROOF COVER: SX COLOR: Ash Graff
GA.: 26
WALL. COVER: SX COLOR: Old Town Graves
GA.: 26
LINER PANEL: COLOR:-
GA.:
TRIM COLORS: GABLE: Polar White JAMB: Polar White
TRIM COLORS: GUTTER OR EAVE: _Polar White BASE: Old Town
Gray
TRIM` COLORS: CORNER: Polar White DOWNSPOUT:
LIVE LOAD (ROOF) 20.00 P.S.F. DEAD LOAD(ROOF):2,000
MATERIAL WEIGHT
SNOW LOAD (ROOF):0 P.S.F. SEISMIC ZONE: 8—
WIND LOAD: 160 M.P.H. EXPOSURE: C COLLATERAL LOAD:
1
DESIGN CODE/ED.: FBC 20
CUSTOMER: CARL S HMIDT k LINDA WEIR
ADDRESS: 487 RIDGE ROAD
CAMPBELL HALL, NY 10916
PHONE:845-629-4245 FAX:
PROJECT: CARL SCHMIDT & LINDA WEIR
LOCATION: FT PIERCE FL 34951
GENERAL NOTES:
1. MATERIALS: MINIMUM YIELD:
HOT ROLLED BAR Fy = 50 ksi MIN.
STRUCTURAL STEEL SHEET Fy = 50 ksi MIN.
STRUCTURAL STEEL PLATE Fy = 50 ksi MIN.
COLD FORMED SHAPES Fy = 55 ksi MIN.
ROOF AND WALL SHEETING Fy = 80 ksi MIN. 26GA.
ROOF AND WALL SHEETING Fy = 50 ksi MIN. 24GA.
BOLTS A307 AND A325
MBMI METAL BUILDINGS RESERVES THE RIGHT TO SUBSTITUTE THE
ABOVE MATERIALS WITH EQUAL OR BETTER MATERIAL.
2. A325 BOLT TIGHTENING REQUIREMENTS
ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE.
HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE 'TURN OF THE NUT"
METHOD IN ACCORDANCE WITH THE LATEST EDITION AISC "SPECIFICATION
FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". A325 BOLTS
SHALL BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE 'TURN
OF THE NUT" METHOD. ALL BOLTED CONNECTIONS, FOR SHEAR / BEARING
CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR
PLANE SHALL BE SNUG TIGHT ONLY.
3. ALL STRUCTURAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS
PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS.
4. PRE —FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE BENEATH THE
ROOF SHEETS AND AT THE ENDWALLS BETWEEN THE RAKE TRIM AND THE
ENDWALL SHEETS.
DESCRIPTION
1 — 3070M INSULATED 170 MPH DOOR (FIELD LOCATED)
1 — 9" x 10' CONTINUOUS RIDGE VENT : Galy, No Damper
1 — '14'-0" x 14'-0" FRAMED OPENING
11 — 10'-0" x 8'-0" FRAMED OPENING
4" ROOF & 3" WALL INSULATION
UILDER / CONTRACTOR R
IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS
COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED
ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT
THAT MBMI METAL BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN
PROFESSIONAL FOR A CONSTRUCTION PROJECT.
THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS
REQUIRED.
APPROVAL OF MBMI METAL BUILDINGS DRAWINGS AND CALCULATIONS INDICATE THAT MBMI METAL BUILDINGS
CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS.
(SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.)
WHERE DISCREPANCIES EXIST BETWEEN MBMI METAL BUILDINGS STRUCTURAL STEEL PLANS AND THE PLANS
FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH
DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY
MBMI METAL BUILDINGS ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN
MBMI METAL BUILDINGS ENGINEERS UNLESS SPECIFICALLY INDICATED,
THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH
MBMI METAL BUILDINGS "FOR CONSTRUCTION" DRAWINGS.
ALL BRACING AS SHOWN AND PROVIDED BY MBMI METAL BUILDINGS FOR THIS BUILDING IS REQUIRED AND SHALL BE
INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE.
TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRE
FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE
TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST
LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND,
SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY
OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION.
(SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.)
WARNING :IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND
COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH
GALVALUME STEEL PANELS. EVEN RUN—OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED.
APPROVAL NOTES
E FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS:
A) IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS:
1) BE MADE IN CONTRASTING INK.
3) HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED.
2) BE LEGIBLE AND UNAMBIGUOUS.
B) DATED SIGNATURE IS REQUIRED ON ALL PAGES.
C) MANUFACTURER RESERVES THE RIGHT TO RE -SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED
TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE.
D) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT MBMI METAL BUILDINGS HAS CORRECTLY
INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS
DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED
BY MANUFACTURER.
E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE
CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS
SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE
DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING
APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER
DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH
USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO
MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE
CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE
CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER.
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DELRAY BEACH, FL 33445 www.mbmi.biz 27317
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NOTE: All Base Plates 0 100'-0" (U.N.)
CARL SCHMIDT & LINDA WEIR
CARL SCHMIDT & LINDA WEIR
METAL BUILDINGS 3520 SEMINOLE ROAD
955 N.W. 17TH AVE. FT PIERCE, FL 34951
BUILDING H A DWa NO REV
DELRAY BEACH, FL 33445 3 15 17 1 OF 8
TEL.: 800-293-2097 ANCHOR BOLT PLAN JOB NO 27317
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DETAIL D
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GENERAL NOTES
1. Foundation design and construction
are not the responsibility of
MBMI.
2. The building reaction data reports
the loads which this building
places on the foundation.
3. Anchor bolts shall be accurately
set to a tollerance of +/- 1/8"
in both elevation and location.
Anchor bolts are to be type A36.
4. Column base plates are designed
not to exceed o bearing pressure
of 1125 pounds per square inch.
BUILDING BRACING REACTIONS
t Reactions (k )
-Wall - Col -Wind - -Seismic -
Loc Line Line Horz Vert Hors Vert
L_EW 1 - - - - -
F-SW F 2,3 6.5 4.7 0.1 0.1
R-EW 4
B-SW A 3.2 6.5 4.6 0.1 0.1
RIGID FRAME REACTIONS (k )
® 2 3
Dead + Collateral + Live
I Dead + Collateral + Live
2.1 2.1
y'6.5 16.5
�e17 tea Dead + Wind Dead
Ib ft
A Seis
75 1 Wil n� Wind
48 1
ADDITIONAL NOTES ON WIND LOADS
FOR FLORIDA BUILDING CODE
COMPONENT
& CLADDING WIND PRESSURES COMBINED
PRESSURE
SUCTION
I SUCTION-R
I LOCATION
40.7
-44.6
1 COLUMN
40.7
-44.6
1 GIRT HEADER
50.6
-67.6
WALL PANEL
40.7
-44.6
JAMB
20.6
- .0
P RLIN
9.2
-46.3
ROOF PANEL
17.2
-72.4
-29.6
ROOF BRACING
INTERNAL PRESSURE
COEFFICIENTS
PER TABLE ASCE 02 -3
BUILDING TYPE PRESSURE COEFFCIENTS
OPEN 1 0.0
PARTIALLY ENCLOSED 1 +0.5&
ALL OTHER BUILDINGS I +0.18 0.18
THE LOW RISE BUILDING WIND PRESSURE FOR THE MAIN
WIND FORCE RESISTING SYSTEM IS GIVEN IN CODE SEC710N
6.5.12.2.2. (ASCE 7-10 WIND CODE)
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METAL DI�I
955 N.W. 17TH AVE.
BUILDING H
DELRAY BEACH, FL 33445
TEL.: 800-293-2097
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`14.5 18.3
ENDWALL COLUMN REACTIONS(k )
MAXIMUM VERTICAL Dead+Collateral+Live = 4.5
MAXIMUM VERTICAL Dead+Wind = -7.2
MAXIMUM HORIZONTAL Dead+Wind = 6.2
NOTES FOR REACTIONS
Building reactions are based on
the following building data:
Width (f((t)
= 40.0
Eavet Heiffg�t
16 0�/ 16.0
((ft)
Roof Slope
3.0
Dead a(riferise/12)
s
Collateral Load (psf)
= 1.0
Roof Live Load(psf
) = 20.0
Flame Live Load(psf
) = 12.0
Wind Speed (mph)
= 160.0
Wind Code
= FBC 14 (5TH
Exposure
= C
Closed/Open
- C
Importance Wind
= 0.87
Importance Seismic
= 1.00
Seismic Zone
= B
Seismic Coeff (Fa•Ss)
= 0.10
Risk Category
= 1
Dia
Pro)
Oty
Locate
(in)
(in)
Type
4
Jamb
1/2"
A307
2.00
32
Endwall
5/8"
A307
3.00
16
Frame
3/4"
A307
3.00
CARL SCHMIDT & LINDA WEIR
CARL SCHMIDT & LINDA WEIR
3520 SEMINOLE ROAD
FT PIERCE, FL 34951
A. BOLT DETAILS & REACTIONS I JOB No 27317
PURLIN
LAP
1'-1 3�4•
ROOF FRAMING PLAN
1'-1�
1'-1 3/4°
0
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SHEETING
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LAPS 2'-1 3/4" 2'-1 3/4.
FRONT SIDEWALL FRAMING: LINE F
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FRONT SIDEWALL SHEETING & TRIM: LINE F
GENERAL NOTES:
1. FIELD SLOT FLUSH GIRTS FOR BRACING IF REQUIRED).
2. ATTACH WALL PANELS TO FRAMING MEMB�RS WITH #12
S.D. SCREWS AS NOTED:
4" O.C. AT BASE & TOP OF PANELS
3. USE #14 S.D. ALL OTHER RSCREWS 24"D.C. TS ( (MAX) ATVPANE LR 130 MPH D LOAD).
S DELAPS
(12" O.C. OVER 130 MPH WIND LOAD).
4. USE 914 S.D. SCREWS 24" O.C. AT CORNER TRIM.
EC-5
GIRT
LAPS
Q
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2'-1 3/41" 2'-1 3.4"
2'-1 3/4. 2'-1 3/4.
BACK SIDEWALL FRAMING: LINE A
EC-1
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BACK SIDEWALL SHEETING & TRIM: LINE A
■METAL DINGS'
955 N.W. 17TH AVE.
BUILDING H
DELRAY BEACH, FL 33445
TEL.: 800-293-2097
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CARL SCHMIDT & LINDA WEIR
CARL SCHMIDT & LINDA WEIR
3520 SEMINOLE ROAD
FT PIERCE, FL 34951
SIDEWALL ELEVATION
JOB NO 2731
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GENERAL NOTES:
1. USE BACK-UP PLATE
AT COLD FORMED F5
2. FIELD CUT ENDWALL I
GREATER THAN 1:12.
3. SEE SIDEWALL DRAWII,
ENDWALL SHEETING & TRIM: LINE 1
K504) FOR BRACING (IF REQUIRED)
ING MEMBERS
IELS AT ROOF PITCH FOR SLOPES
FOR ADDITIONAL NOTES & SCREW
ENDWALL SHEETING & TRIM: LINE 4
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955 N.W. 17TH AVE.
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BUILDING H
DELRAY BEACH, FL 33445
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ENDWALL
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TEL.: 800-293-2097
END OF BUILDING — END OF BUILDING
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(BY OTHERS)
- SEE ENDWALL DRAWING
FOR BOLT DIA AND TYPE.
FLANGE BRACE A307 DOLTS
ENDWALL GIRT
PLAN ELEVATION
(BOTH SIDES UN. NTD.)
SEE CROSS SECTION
D1 CORNER COLUMN TO WALL GIRT
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CARL SCHMIDT & LINDA WEIR
MSUILDINGS'
CARL SCHMIDT & LINDA WEIR
METAL
3520 SEMINOLE ROAD
955 N.W. 17TH AVE.
FT PIERCE, FL 34951
BUILDING H A
Dw0 NO REV
DELRAY BEACH, FL 33445
3 15 17 7 OF 8
TEL.: 800-293-2097 DETAIL DRAWINGS JOB No 27317
SEE ENDWALL/SIDEWALL
DRAWINGS FOR CONNECTION
PLATE LOCATIONS AND
CALLOUTS
0
0
DOOR JAMB
DOOR HEADERS [
SECTION ELEVATION
1/2" x 1 1/4" A107 BOLTS TO JAMB
1/2" x 1" FIN. HD. BOLTS TO HEADER
M 1 DOOR HEADER TO DOOR JAMB
HEADER
HEAD TRIM DETAIL TRIM_116
SEE ENDW SIDEWALL W DOOR
DRAWINGS FO CONNECTION JAMB
NOTE: NELD SLOT OIRTS PURUNS O ALL INTERSECTIONS
PLATE LOCATIONS AND
N
FOR FLUSH DIRT PURU CONOIRONS.
CALLOUTS
DOOR OUP
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SECTION ELEVATION
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1/2" x 1" FlN.HD. BOLA TO HEADER
M12 DOOR HEADER TO DOOR
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PURUN
OUTSIDE CLOSURE W/ B"
SEALANT EACH SIDE
(1E55 THAN4:12 ROOF PITCH)WALL PANEL
RAKE TRIM DETAIL TRIM_105 RIDGE CAP DETAIL TRIM_108
ENDWALL RAFTER
(FIELD DRILL)
T/2" x 1
A307 BOLTS
ENDWALL GIRT
L_
BOLTED CUP
SEE ENDWALL DRAWINGS
FOR CONNECTION PLATE
LOCATIONS AND CALLOUTS
V/5 ENDWALL GIRT TO RAFTER
BASE ANGLE
CONNECTION BY OTHERS,
WALL PANEL MUST BE ADEQUATE TO
SAFELY RESIST THE LOADS
IN THE REACTION REPORT
° CONCRETE
• :U•' • .. FOUNDATION
BASE TRIM -�
T 1 WALL PANEL BASE DETAIL
CORNER
WALL PANEL
OF RIB @ STEEL LINE
(TYP. UNLESS NOTED
ON DRAWINGS)
OUTSIDE CORNER TRIM DETAIL ITRIM_111
EAVE TRIM
OUTSIDE CLO
SEALANT EAC
WALL
EAVE TRIM DETAIL I TRIM_101
JAMB
COVER TRIM
(OPTIONAL)
WALL PANEL -�
FIELD CUT
JAMB TRIM
JAMB TRIM DETAIL TRIM_115