HomeMy WebLinkAboutFLOODPLAIN AND PZ APPROVAL - 22-00566 - Titan Steel OfficeCUSTOMER INFORMATION
CUSTOMER NAME:
ADDRESS:
PROJECT NAME:
PROJECT LOCATION:
GENERAL NOTES
1. MATERIALS
IRON MAN ENTERPRISES, LLC.
4168 EAST 600 NORTH
RIGBY, ID 83442
CHR LEAN TO
REXBURG, ID
STRUCTURAL STEEL PLATE
FLANGE MATERIAL
COLD FORMED LIGHT GAUGE SHAPES
STRUCTURAL CABLES
HOT ROLLED MILL SHAPE
HOLLOW STRUCTURAL SECTIONS
PBR36 ROOF AND WALL PANELS
STANDING SEAM ROOF
BOLTS
BOLTS
2. DESIGN
ASTM DESIGNATION
A529"OR A572 OR A1011SS GRADE 55
A129
GRADE 55
011SS
GRADE 55
A475
GRADE ENS
A992
GRADE 50
A500
GRADE B
A653 OR A792
GRADE 80
A653 OR A792
GRADE 50
A325
A325
GRADE 5
GRADE 5
A. ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE
MEMBER ARE DESIGNED IN ACCORDANCE WITH THE AISC 360-16
'SPECIFICATIONS FOR THE DESIGN, FABRICATING AND ERECTION
OF STRUCTURAL STEEL BUILDING", ALLOWABLE STRESS DESIGN.
B. ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH
AISI S100-16 "SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL
STRUCTURAL MEMBERS'.
C. ALL WELDING OF STRUCTURAL STEEL IS BASED ON AWSD1.1 2017
"STRUCTURAL WELDING CODE'.
3. HIGH STRENGTH BOLT CONNECTIONS:
ALL HIGH STRENGTH BOLTS ARE TYPE ASTM A325 AND ARE TO BE INSTALLED
ACCORDING TO THE "SNUG -TIGHT" CONDITIONS AS DEFINED BY THE,
RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS,
UNLESS NOTED OTHERWISE.
ALSO, NOTE THAT BOLTS IN STANDARD HOLES DO NOT REQUIRE WASHERS PER THE,
RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, SECTION 6
(REFERENCE STEEL CONSTRUCTION AISC MANUAL 360-16)
4. A325 BOLT TIGHTENING REQUIREMENTS
ALL HIGH STRENGTH BOLTED CONNECTIONS ARE SUBJECT TO AXIAL
TENSION AND OR SLIP CRITICAL AS SUCH THE BOLTS MUST BE FULLY
PRE -TENSIONED AND INSPECTED IN ACCORDANCE WITH
THE AISC 360-16 SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 BOLTS AND THE APPLICABLE BUILDING CODE. WASHERS ARE
NOT REQUIRED WHEN THE 'TURN OF THE NUT" TIGHTENING PROCEDURE IS
USED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE
PROPER BOLT TIGHTNESS.
5. STRUCTURAL PRIMER
ALL STRUCTURAL MEMBERS WILL BE GIVEN ONE COAT OF MANUFACTURER'S
STANDARD RUST -INHIBITIVE PRIMER MEETING THE PERFORMANCE REQUIREMENTS
OF TT-P-6645. THIS IS NOT A FINISH COAT AND IS NOT INTENDED FOR PROLONGED
EXPOSURE TO THE ELEMENTS. REFERENCE AISC 360-16, CODE OF STANDARD
PRACTICE SECTION 6.5.1-6.5.4.
6. BUILDER / CONTRACTOR RESPONSIBILITIES
R & M STEEL COMPANY STANDARD
PRODUCT SPECIFICATIONS APPLY AND
R & M STEEL COMPANY DESIGN,
FABRICATION, QUALITY CONTROL
STANDARDS AND TOLERANCE WILL
GOVERN. IN CASE OF DISCREPANCIES
BETWEEN R do M STEEL COMPANY°S
PLANS AND PLANS FOR OTHER TRADES
R & M STEEL PLANS SHALL GOVERN.
(SECTION 3.3 AISC 303-16 CODE OF STANDARD
PRACTICES.)
IT IS THE RESPONSIBILITY OF THE
BUILDER / CONTRACTOR TO OBTAIN
APPROPRIATE APPROVALS AND
NECESSARY PERMITS FROM CITY,
COUNTY, STATE OR FEDERAL AGENCIES
AS REQUIRED.
APPROVAL OF R & M STEEL COMPANY'S
DRAWINGS CONSTITUTES THE BUILDER
/ CONTRACTOR'S ACCEPTANCE OF R
M STEEL COMPANY'S INTERPRETATION
OF THE PURCHASE ORDER. (SECTION
4.2.1 AISC 303.16 CODE OF STANDARD
PRACTICES.)
THE BUILDER / CONTRACTOR OR A/E
FIRM IS RESPONSIBLE FOR THE
OVERALL PROJECT. ALL INTERFACE
AND COMPATIBILITY CONCERNING ANY
MATERIAL NOT FURNISHED BY R & M
STEEL COMPANY ARE TO BE
CONSIDERED AND COORDINATED BY THE
BUILDER / CONTRACTOR OR A/E FIRM
UNLESS SPECIFIC DESIGN CRITERIA
CONCERNING THIS INTERFACE BETWEEN
MATERIALS IS FURNISHED AS PART OF
THE PURCHASE ORDER. R & M STEEL
COMPANY ASSUMPTIONS WILL GOVERN.
THE BUILDER / CONTRACTORS
RESPONSIBLE FOR SETTING OF ANCHOR
BOLTS AND ERECTION OF STEEL
BUILDING COMPONENTS IN ACCORDANCE
WITH R & M STEEL COMPANY'S
BUILDING 'FOR CONSTRUCTION"
DRAWINGS. TEMPORARY SUPPORTS OR
BRACING REQUIRED FOR THE BUILDING
ERECTION WILL BE THE
RESPONSIBILITY OF THE ERECTOR TO
DETERMINE, FURNISH AND INSTALL
(SECTION 7.9.1 AISC 303.16 CODE OF
STANDARD PRACTICES.)
BUILDING LOADS/ DESCRIPTION:
WIDTH: 25 LENGTH: IOD HEIGHT: 15.83 .12c
ROOF PITCH: 2.0:12 _
THIS STRUCTURE IS DESIGNED UTIUZiNG THE LOADS INDICATED
AND APPLIED AS REQUIRED BY : TBC 18
THE CONTRACTOR_1 BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY
WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT.
ROOF DEAD LOAD: 2.15 PSF (ROOF PANELS L: PURUNS)
COLLATERAL LOAD:
1.00
PSF
ROOF LIVE LOAD:
20.00
PSF
GROUND SNOW LOAD P
50.00
PSF
ROOF SNOW LOAD: 0)
42.00
PSF
BASIC WIND SPEED:
105
MPH
SEISMIC COEFFICIENT:
0.549
IMPORTANCE FACTORS:
WIND LOAD: _ 1.00
SNOW LOAD- 1.00
SEISMIC. 1.00
ROOF PANELS:
COLOR: Golralume
WALL PANELS:
COLOR:
TRIM COLORS:
GABLE: light Blue
EAVE: light Blue
CORNER: -
DOOR & WINDOW -
GUTTER:
DOWNSPOUTS -
USE --
8' JAMB/HEAD: --
SOFFIT PANEL:
GABLE EXT:
EAVE EXT:
CANOPY:
LINER PANEL:
LEFT :
RIGHT:
FRONT:
BACK
ROOF
THE DESIGN OF THE ANCHOR BOLT EMBEODMENT
LENGTH IS THE RESPONSIBILITY OF THE FOUNDATION
DESIGN ENGINEER. THE LENGTH PROVIDED BY R & M
STEEL IS AN ESTIMATED LENGTH AND SHOULD BE
ADJUSTED ACCORDING TO THE FOUNDATION DESIGN. ACWa
Ae s
Pf=0.7CeCtIPg
Ce = 1
Ct =1.2
1 =1
F9 = 50.0 PSF
Pf = 42.0 PSF
EARTHQUAKE DESIGN DATA:
INPUT:
Occupancy Seismic Importance 0Normal
Factor. 1.OD
Mapped Response (Short) Ss: 0.36
pp p Response (i sec. , ill: 0.14
M
d-DEFAULT
RESULT:
Seismic Design Category,
Basic Sersmic-Force-Rng� sist Systems: �F, OMF
Analysis Procedure Used: Equivalent Lateral
FORCE:
Site Coeff Short) Fa: 1.5088
SHe Coeff 1 sec . Fr. 2.3180
Max. Design Response Short) Sing: 0.55
Max. Design Response 1 no.), Smi: 0.3268
Design Response (Short , Sds: 0.37
Design Response 1 sec.), Sd1: 0.22
Approx. Period Moment), To: 0.2817
PeriodIedion
Brace). To: 0.1742
id Frame De UmU (Sob): 65
Wind Bent Deflection Limit (Seas} 65
DES-CALC:
Seismic Forces:
Roof Bng: Endwall Bracing: End Pkdes, Frame:
R = 3.250D R = 3.2500 R = 3.5000
Rho = 1.3000 Omega = 2.0000 Omega =10000
Cs = 0.113 Cs = 0.105-
Rdewall Bracing: "Bid From
Os ega _0 2.00000 Rho = 1.
C105
Total Base Shear.
Longitudinal Force, V = 0.00 k
Transverse Force, V = 3.82 W
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ROOF
PURLIN
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ROOF BRIDGING ANGLE
PURLIN AS SHOWN
4'
[--STEEL
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RAFTER
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FRAME —TOP FLANGE TOP FLANGE
ELEVATION OF RIGID OF RIGID
FRAME FRAME
SECTION ELEVATION
12 EAVE STRUT TO RIGID FRAME J4 EAVE STRUT TO RIGID FRAME
A. INTERIOR BAYS @ INTERIOR BAYS - wl EP4134.5
LEAN-TO ENDWALL
RAFTER RAFTER
SEE ENDWALL DRAWING
FOR BOLT DIA AND TYPE.
8 ENDWALL RAFTER SPLICE
1. FIELD CUT X-BRACE THRU GIRTS (AS REQ'D).
2. FIELD CUT X-BRACE TO LENGTH (AS REQ'D).
3. FIELD FIT AND DRILL GIRT$ AT CORNER
COLUMN (AS REQ'D).
4. FIELD LOCATE WALK DOORS, WINDOWS,
AND LOUVERS (AS REQ'D).
5. FIELD FIT WINDSTRUT (AS REQ'D).
6. FIELD CUT 3'4' ELEV. GIRT AND TEK TO
8114' WALK DOOR JAMB.
7. FIELD FIT FLANGE BRACES AS REQ'D.
8. LAP BRIDGE ANGLE 1', USE (2)12-14 x 1' TEKS.
9. LAP RAKE ANGLE I % USE (2)12-14 x 1' TEKS.
Y1 FIELD NOTES
ROOF
PURLIN
RIGID
FRAME
RAFTER
BOLTS (TYP.)
(6)1 /2' x 1'
G1 ROOF PURLIN TO
INTERIOR FRAME RAFTER
RAFTER
FLANGE
BRACE
FORMAT IS BDDxWTHH
B = 3 PLATE BUILT UP SECTION.
DD = WEB DEPTH IN INCHES.
W = FLANGE WIDTH IN INCHES.
(6=6", 8=8", 0=10', 2=12')
T = FLANGE THICKNESS IN 1116' INCH UNITS.
(3=3116', 4=114', 5=5116' 6=318', 8=1121,
0=518', 2=314')
HH = WEB THICKNESS IN DECIMAL INCH UNITS.
(14=.1495,17=.1793, 25=.2500, 31=.3125)
Y2 BUILT-UP NOTES
rev. 09.21-1 T
EAVE STRUT
BOLTS 114"
TOP PLATE 112"x 1 112' 4 Clearance
OF COLUMN (TYP.)
STEEL
RIGID FRAME LINE
COLUMN
EAVE STRUT TO R GID FRAME
19
COLUMN
4 BOLTS
112' x 1' (TYP) 8' ROOF
PURLIN
4-BOLT CLIP w/
��. 6' x 7' x .180'
GUSSET
ENDWALL
RAFTER
ARC8 ANTI -ROLL CLIP DETAIL
SNAL
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DEC 16 2021
R & M STEEL COMPANY
P.O.580
Caldr�p, Idahoaho 63605
208•454.1800 Fax 208454.1801
SCALE- JOB LOCATION
DATE: 121`621 REXBURG, ID
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