HomeMy WebLinkAboutEngineer Report 10.02.2020LETTER OF CERTIFICATION
PREMO STEEL BUIDLINGS
5912 S. CODY ST SUIÏE 209
LITTLETON, CO 80123
JOB NO.: '110355-RA
CUSTOMER: GLEN MCPHERSON
JOBSITE: 229 COUNTY RD 31'1
NEW CASTLE, CO 80,123
COUNTY: GARFIELD
BUILDING END USE:OTHER
To whom it may concern:
pREMO STEEL BUIDLINGS, certifies that the above structures were designed in accordance with the A.l.S.C.
Speci¡cation for Structural Steel Buildings - Allowable Strength Design, ANSI/AISC 360-10, the A,l.S,l. Standard, North
American Specification for Design of Cold-Formed Steel Structural Members, 2012 Edition, A.W.S. D1 .1-1 0 Structural
Welding Code - Sheet Steel and generally accepted engineering practices. Loads applied to 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'PREMO STEEL
BUIDLINGS shall be from a Steel Joist lnstitute (SJl) approved manufacturer.
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,
ana
ron Engineer
r01212020
Page 1 of 3
Continuation of JOB NO.:I 10355-RA
BUILD ING DËSCRIPTION
BUILDING
FRAME TYPE
wrDTH (ft)
LENGTH (ft)
EAVE HETGHT BACK SIDEWALL (ft)
EAVE HEIGHT FRONT SIDEWALL (ft)
ROOF SLOPE BACK SIDEWALL (ft)
ROOF SLOPE FRONT SIDEWALL (ft)
BAY SPACING FROM LEFT TO RIGHT (ft)
AB
RF LT
4AM
60 60
16 13.7
16 16
2.0.12 2.0:12
2.0:12
3 @ 20'-0"
DESIGN LOADS
DESIGN CODE
ENCLOSURE
DEAD LOAD (ps0
COLLATERAL LOAD (Psf)
WIND LOAD
ultimate wind (mph)
Wind 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, Pg (Psfl
Roof Snow Load, Pf (psÐ
Sloped Roof Snow Load, Ps (Psf)
Snow Exposure Factor, Ce
Snow lmportance Factor, ls
Thermal Factor, 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
RAI NFALL INTËNSITY (inches/hr)
lBc 15
c
Building Structure Only
0.5
57
40
40
1
1
1
I
115
1
c
0.18 -0.18
20
No
20
I
il
D
Ss= 0.316 51- 0,081
Sds= 0.326 Sdl= 0.130
B
Steel System Not Detailed
For Seismic Resistance
Rigid Frames & Braced Frames
3.64
Rigid Frames = l
End Wall x Bracing = J
Side Wall x Bracing - 3
Rigid Frames = 0. 11
End Wall x Bracing = 0.'1 1
Side Wall x Bracing = 0. 11
Equivalent Lateral Force Procedure
11= 4 12=
Page 2 of 3
ContinuatÍon of JOB NO.: 110355-RA
EFLECTION LIMITS
Endwall Column
Endwall Rafter Live
Endwall Rafter Wind
WallGirt
Pudin Live
I 0 120
60
150
120
60
124Purlin Wi nd Rigid Frame Vertical
Wind Bent
Rigid Frame Crane
Rigid Frame Seismic
Wind Bent Seismic
180
120
90
150
Wall Panel
Roof Panel Live
Roof Panel Wind
Rigid Frame Horizontal
60
00
50
50
CRANE LOADS
A system C
Type
Vertical lmpace Factor
Rail Type
Capacity (Tons)
Service Class
Bridge Weight (lbs)
Trolley Weight (lbs)
Max Wheel Load (lbs)
Wheel Base Outside (ft)
Wheel Base lnside (ft)
Crane 1A Crane 2A Crane 18 Crane 2B Crane 1C Crane 2C
Mts¿¿ANI LOADS
Mezzan¡ne 1 Mezzanine 2 ezzanine 3
Dead Load (psf)
Partition Dead Load (psf)
Collateral Load Above (psf)
Collateral Load Below (psf)
Live Load (psf)
Page 3 of 3