HomeMy WebLinkAboutEngineer Report 05.14.19Mnrnr ButtDINc
ourlEr coRP.
Metal Building Outlet
10390 Bradford Road Suite 140
Littleton, CO 80127
MBO S.O NO,10743-RA
END-USER: Cattle Creek Millwork
JOBSITE: 252CR167
GLENWOOD SPRINGS, CO 81601
COUNTY: GARFIELD
BUILDING END USE:SHOP
To whom it may concern:
Metal Building Outlet Corp, LLC, certifies that the above structures were designed in accordance with theA./.S.C.
Specification for Structural Sfee/ Buildings - Allowable Strength Design, ANSUAISC 360-10, the A.l.S.l. Standard,
Noñh American Specification for Design of Cold-Formed Sfee/ Structural Members,Sl00-2012 5110-07 , A.W.S. Dî.1-201
D1.3-1998 D1.4-2011 StructuratWetding Code - Sheef Sfeel and generally accepted engineering practices.Loads applied
design the building/s are no less than the requirements prescribed in the order document and the design satisfies the
requirements of the 2015 lnternational Building Code.
(Refer to Building Description and Design Loads on succeeding pages)
Accessories provided by others are to sustain the design wind load. Likewise, the customer is to ensure that the above
comply with the requirements of local regulatory authorities. Open web joists, if used and supplied by MBO shall be from
a SteelJoist Institute (SJl) approved manuacturer.
This Letter of Certification covers only the design of the steel building and its components. lt specifically excludes
accessories, anchor bolts, foundation, masonry, or general contract work as well as erection certification.
Sincerely,
5t14t2019
Frederick J. Campana
Professional Engineer
Page 1 of3
Continuatlon oI MBO S.O. trtO.; A
BUILDING DESCRIPTION
BUILDING
FRAME TYPE
WDTH (ft)
LENGTH (ft)
EAVE HETGHT BACK SIDEWALL (ft)
EAVE HETGHT FRONT SIDEWALL (ft)
ROOF SLOPE BACK SIDEWALL (ft)
ROOF SLOPE FRONT S¡DEWALL (ft)
BAY SPACING FROM LEFT TO RIGHT (ft)
A B
60
120
19
19
4,0:12
4.0:12
5@24 2
55
33
14
14
2'.12
2:12
@ 16'6"
LOADS
DESIGN CODE
ENCLOSURE
DEAD LOAD (psf)
COLLATERAL LOAD (Psfl
WND LOAD
Ultimate Wind Speed (mPh)
\Mnd lmportance Factor, lw
Wind Exposure
lnternal Pressure Coefficient, GCPi
LIVE LOAD
Primary Framing (psf)
Tributary Area Reduction
Secondary Framing (Psf)
SNOW LOAD
Ground Snow Load, PS (Psfl
RoofSnowLoad, Pf(psf)
Sloped Roof Snow Load, Ps (Psf)
Snow Exposure Factor, Ce
Snow lmportance Factor, ls
ThermalFactor, Ct
Slope Factor, Cs
SEISMIC LOAD
Seismic lmportance Factor, le
Seismic Occupancy Category
Site Class
Mapped Spectral Response Acceleration
Spectral Response Coefficient
Seismic Design Category, SDC
Basic Force Resisting Systems Used
Total Design Base Shear, V (kiPs)
Response Modification Factors, R
Seismic Response Coefficients, Cs
Analysis Procedure Used
RAINFALL INTENSIW (inches/hr)
tBc 15
c
Building Structure Only
3
115
1
c
0.18 -0.18
20
No
20
60
60
60
1
1
1
1
1
1t
D
Ss= 0.33 51= 0.083
Sds= 0.338 Sd1= 0.133
c
Steel System Not Detailed
For Seismic Resistance
Rigid Frames & Braced Frames
13.1
Rigid Frames = 3.5
End Wall x Bracing = $
Side Wallx Bracing = $
Rigid Frames = 0.097
End Wallx Bracing = 0.068
Side Wallx Bracing = 0.097
Equivalent Lateral Force Procedure
11= 4 12=6
Page 2 of 3
Continuation of MBO S.O. ilO.; A
DEFLECTION LIMITS
EndwallColumn
Endwall Rafter Live
Endwall Rafter Wind
WallGirt
Purlin Live
180
180
180
90
180
120
120
180
120
60
Purlin \Àlind
WallPanel
Roof Panel Live
Roof Panel\Mnd
Rigid Frame Horizontal
Rigid Frame Vertical
Wind Bent
Rigid Frame Crane
Rigid Frame Seismic
Wind Bent Seismic
180
60
100
50
50
Page 3 of 3