HomeMy WebLinkAboutStructural CalcsStructure. Support. Sustain.
970-527-9540
odiseanet.com
P.O. Box 1809
210 Grand Avenue
QGINEEPING Paonia, CO 81428
STRUCTURAL CALCULATIONS
CLIENT: (Seca=-N
PROJECT: Frcxz - - I-, a, CirieRsrer z�ea GL
LOCATION: EL-uL--- Qmt-t-,,, CeaS ri_ 3cP-IAi6S 474t
NOTES:
Digitally signed by
Lucille L.
Lucille L. Hunter, P.E.
Date.03
Hunter P.E. 15:5821 -07' 0'
� 15:58:21-07'00'
ATTENTION: This engineer is not responsible for on site inspection to assure
compliance with the materials or workmanship specified herein. This engineer is not
responsible for any changes in the plans or specifications unless approval is authorized
in writing by this engineer. Workmanship is to be of the highest quality and in all cases
to follow accepted construction practice, the International Building Code, and local
building department standards. Please review all plans and specifications prior to
construction.
JOB #: -2Sa�O
ODISEA LLC
engineering planning design
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Date:
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210 GRAND AVENUE / PAONIA / CO / 81428
970.527,9540 * WWW.ODISEANET.COM
COMPANY PROJECT
Odlsea LLC
1809
WoodWorks® Paonla, CO1
Paonla, O 81428
SOFTWARE FOR WOOD DESIGN (970) 527-9540
Oct. 31, 2025 11:29 Rafters w Beam.wwb
Design Check Calculation Sheet
Wood Works Sizer 2023
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
ws
Snow
Full Area
55. 0
psf
wd
Dead
Full Area
20.00
psf
Self -weight
Dead
Full UDL
7.2
if
Maximum Reactions (lbs) and Support Bearing (in):
17'-6.56"
0,
17 -6"
Unfactored
297
Dead 297
643
Snow 643
Factored:
940
Total 940
Bearing:
Capacity
Joist Reacti n resistance of I -joist from 086 15.2.3.5 is not considered
Support 940
940
Des ratio
1.00
Support 1.00
#2
Load comb #2
0.56
Length 0.56
0.56**
Min req'd 0.56**
1.16
Cb support 1.16
625
F SU12 1 625
"Min [mum hearing length governed by the required width of the supposing member.
BCI, 6000, X, 2-6116"x14"
Supports: All -Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 16" c1c; Total length: 17'-6.56"; Clear span: 17'-5.44"
This section PASSES the design code check.
Analvsis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion
Shear
Anal sis [value
Desi n Ya1ue
Unit
Anal sislDesi n
V = 438
Vr n 1925
Ibs
V/Vr - Q.49
Bending(+)
M - 4104
Mr - 4815
lbs-ft
M/Mr = 0.85
Live Defl'n
0.34 - L/623
0.58 = L/360
in
0.58
Total Defl'n
0.57 = L/368
1.17 = L/180
in
0.49
Additional Data:
FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Vr 1925 1.00 - - - - - - - 2
M+' 5665 1.00 - - - - - 1.00 - 2
EI 470.0 million - - - - - - - 2
Custom duration factor for Snow load = 1.00
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 - LC #2 = D + S
Support 2 - LC #2 = D + S
D=dead S=snow
All Lc's are listed in the Analysis output
Load Patterns: s-S/2, X-L+S or L+Lr, =no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4
CALCULATIONS:
v max - 938 lbs; M(+) = 4104 lbs-ft
EI = 470.00e06 lb-in^2 (ine. 10% comp. action) K 35.59eO6 lbs GA = 4.45eO6 lb
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.50 permanent + "live"
Design dotes:
1. Analysis and design are in a000rdancewith the ICC International Bul[ding Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress
Deslgn (ASO). Design values are from the NDS Supplement.
2, Please verify that the default deflection Jim Rs are appropriate for your application.
3. WoodWorks Sizer provides preliminary estimates for I -joist design. Each wood [-joist producer develops its own proprietary design values. Please contact the
manufacturer for a custom I -joist version or Sizer or other I -joist design software.
I -oject Title: GLA
I igineer: LLH
I 'oject ID: 25070
1 -oject Descr: Powers Housing Carport
Steel Beam _
L1C# : KW-0bg140S4, Build 0.25.10.02 Odisea LLC
DESCRIPTION: Midspan Steel Beam
Gode References
G&Wm-1ng Code : 18( ZQ151CBC 2016 --
Referenced Design S indard(s) : AISC 360-1(
Load Combination Se : IBC 2015
Material Properties
Analysis Method Alic cable Strength Design
Beam Bracing: Be; 1n is Fully Braced again: lateral -torsional bucklir I
Bending Axis: Mal r Axis Bending
Pr ect File: Powers Housing ( )fport.ec6
(c) ENERCALC, l C 1982-2025
Fy :Steel Yie 1: 50.0 ksi
E: Modulus: 29,000.0 ksi
W12x65
1 2
------Span = 25.0 f
Applied Loads
Service loads entered. Los
Factors will be applied for :alculations.
Beam self weight alculated and added to -ading
Uniform Load D = 0.30,
S = 0.82501 ft, Tributary Width = 1.( ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0.392
: 1 Maximum Shear Stress Ratio =
0.158
Section used for this San
N12x65
S ction used for this span
W12x6(
Ma: Applied
92.9691 -ft
Va : Applied
14.87; k
Mn / Omega: Al iwable
237.004 .-ft
Vn/Omega : Allowable
94.381 k
Load Combination
Lc A Combination
+D+S
+D+S
Lc ration of maximum on spar
0.000 fl
Span # where maxim m occurs
S an # 1
SI in # where maximum occu
Span # 1
Maximum Deflection
Max Downward Tran: ;nt Deflection 0.471 n Ratio =
636 -360 Span: 1 : S only
Max Upward Transier Deflection
0 n Ratio =
0 <360 nla
Max Downward Total Deflection
0.680 n Ratio =
441 >=180 Span: I: +D+S
Max Upward Total De ection
0 n Ratio =
0 <180 We
Vertical Reactions
Support n :ation : Far left Is*
Values in KIPS
Load Combination
4 S pport 1 Support 2
�_ _ --- -.
Max�rd- -fil as 1-Coa30i ditions
1a 8
§ls 8.1 - 1,705
0.9
1 %�
Max Upward from Load Coml canons
14.875
14.875 -8.1' i 1.705
0.908
1.197
Max Upward from Load Case
10.313
10.313 -8.1' i 1.705
0.908
1.197
Max Downward from all Load :onditions (Resisting Uplift)
-8.1' i 1.705
0.908
1.197
Max Downward from Load Cc ibinalions (Resisting Uplift)
-8.1' i 1.705
0.908
1.197
Max Downward from Load Cs as (Resisting
Uplift)
-8.1' i 1.705
0.908
1-197
D Only
4.5e3
4.563 -8.1' i 1,705
0.908
1,197
+D+S
14.875
14.875 -6.1' i 1.705
0.908
1.197
+D+0.750S
12.297
12.297 -6.1' 1 1.705
0.908
1.197
+0.60D
2.738
2.738 -8.1, i 1.705
0.908
1.197
S Only
10.313
10.313 -8.1. i 1,705
0.908
1.197
S )Z , 1
12-U
P-oject Title: GLA
E.igineer. LLH
F-oject ID: 25070
F'-oject Descr: Powers Housing Carport
Steel BEa><il --- --- - - - - Pro act File: Powers Housing C arporl.ec6
: KW-06014064, 8 0.25.10.02 - Odisea LLC --- (o) ENERCALC, L 1 i. i982-2025
DESCRIPTION: Midspan Steel Beam 2
bode References
Governing Code: IBC 2015, CBC 2016 - -- -
Referenced Design S! andard(s) : AISC 360-10
Load Combination Sel : IBC 2015
Material Properties
Analysis Method Allot, cable Strength Design
Beam Bracing : Bey n is Fully Braced agains lateral -torsional buckling I
Bending Axis: Maj^: r Axis Bending
S
�Y
W 12X65
Span=l3.Oft
Fy : Steel Yie i
E: Modulus:
50.0 ksi
29,000.0 ksi
7
Applied Loadti
Service loads entered, Loa:
Factors will be applied for .,alculations.
Beam self weight -:Iciifated and
added to I 'ading
Uniform Load D = 0.30,
S = 0.8250 k, ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0,106
: 1 Maximum Shear Stress Ratio =
0.082
Section used for this si Dan
N12x65
Si: otion used for this span
W12x&t
Ma: Applied
25.139 k A
Va : Applied
7.735 k
Mn / Omega: Allowable
237.004 i; ft
Vn/Omega : Allowable
94.38C, k
Load Combination
Lo id Combination
+D+S
+D+S
Loi,ation of maximum on span
0.000 ft
Span # where maximum occurs
S : an # 1
SF in # where maximum oceui:s
Span # 1
Maximum Deflection
Max Downward Transi ant Deflection 0,034 n Ratio =
4,527 -360 Span: 1 : S Only
Max Upward Transieni Deflection
0 n Ratio =
0 <360 n/a
Max Downward Total :reflection
0.050 n Ratio =
3139 -180 Span:1 : +D+S
Max Upward Total De' ection
0 n Ratio =
0 <180 n/a
Vertical Reactions
Support no:ation : Far left is #
Values In KIPS
Load Combination
Si. pport 1 Support 2
.r-_..
Max�.ipwardfr"maffC-oa�i:,o 8�t�ons
Max Upward from Load Combi istions
7.735
7.735-8.1711 1.705
0.908
1.197
Max Upward from Load Case:,
5.353
5.363 -6.17 6 1.705
0.908
1.197
Max Downward from all Load ::onditions (Resisting Uplift)
-8.171 1 1.705
0.908
1.197
Max Downward from Load Co ibinations (Resisting Uplift)
-8.17 0 1.706
0.908
1.197
Max Downward from Load Ca: as (Resisting
Uplift)
-8.170 1.705
0.908
1.197
D Only
2.373
2.373 -8.110 1.705
0.908
1.197
+D+S
7.735
7,735 -8.17, i 1.705
0.908
1.197
+D+0.750S
6.394
6.394 -6.17 0 1.705
0.908
1.197
+0.60D
1.424
1.424-8.17,5 1.705
0.908
1.197
S Only
5.363
5.363 -8.17' i 1.705
0.908
1.197
12- l
�z. o
F'-oject Title:
E. igi neer:
P-oject ID:
F •oject Descr:
Steel Column _
LiC�E d.. 0.25.10.02 Odisea LLC
DESCRIPTION: Steel Column - Midspan Beam - Center
Code References
Governing Code : IBC 2015, CBC 2016
Referenced Design Si andard(s) : AISC 360-10
Load Combinations U;;ed : IBC 2015
General Information
Steel Section Name: Hss5x5x1/4
Analysis Method: Allowable Strength
Steel Stress Grade
Fy : Steel Yield 36.0 ksi
E : Elastic Bending Mod ilus 29,000.0 ksi
Applied Loads
Column self weight ncluded : 156.20 lbs * 01-ad Load Factor
AXIAL LOADS ...
Axial Load at 10 ) ft, D = 6.936, S = 15.6'; 6 k
DESIGN SUMMARY
Bending & Shear Chock Results
PASS Max. Axial+Be!nding Stress Ratio =
Load Combination
Location of r iax.above base
At maximum location values are,
Pa: Axal
Pn 101 iega : Allowabli
Ma-x : kpplied
Mn-x / Omega: : Allowable
Ma-y: kpplied
Mn-y / Omega : Allowable
PASS Maximum Shear Stress Ratio
Load Combination
Location of r iax.above base
At maximurri location values are
.. ,
Va :,A )plied
Vn / C, nega : Allowable
Maximum Reactions
-
Axial (k)
Load Combination
@ Base
D Only - -_—J
7.092
+D+S
22.768
+D+0.750S
18.849
+0.60D
4.255
S Only
15.676
Extreme Reactions
F _
Axial (k)
Item Extreme Value
@ Base
Axial, Base Max
22.768
Axial Base Min
4.255
Rx, Base Max
Rx, Base Min
Rx, Top Max
Rx, Top Min
Ry, Base Max
Ry, Base Min
Ry, Top Max
Ry, Top Min
G LA
LLH
25070
Powers Housing Carport
Pro ect File: Powers Housing C arport.ec6
(c) ENER-UA--L-c-j.I U 19e2-2625
Over: II Column Height 10.0 ft
Top l; Bottom Fixity Top 6, Bottom Pinned
Braca: condition :
Ur )raced Length for buckling ,, ,BOUT X-X Axis = 10 ft, K a; 1.0
Ur )raced Length for buckling.' kBOUT Y-Y Axis = 10 ft, K ;: 1.0
Service loads entered. Loa:: Factors will be applied for (,alculations.
0.3011 : 1
+D+S
0.0 ft
22.768 k
75.626 k
0.0 k-ft
13.671 k-ft
0.0 k-ft
13.671 k-ft
0.0 : 1
0.0
0.0 ft
0,0 k
0.0 k
Maximum Load Reaciions ..
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Top along Y-Y
0.0 k
Bottom along Y-)'
0.0 k
Maximum Load Deflo;tions ...
Along Y-Y ).0 in at
O.Oft above base
for load combination :
Along X-X ).0 in at
0.0ft above base
for load combination :
h,ote: Only non -zero reaction:; are listed.
Rx (k)
Ry (k)
Mx (k-ft)
hl y (k-ft)
@ Base @ Top
@ Base @ Top
@ I:;ase @ Top
@ Ba;e @ Top
Rx (k)
Ry (k)
Wx (k-ft)
NI y (k-ft)
@ Base @ Top
@ Base @ Top
@ lease @ Top
@ Be;;a @ Top
F-oject Title: GLA
Engineer: LLH
F'•oject ID: 25070
F-oject Descr: Powers Housing Carport
Steel Column --_ -__ — -- _ JPro ect File: Powers Housing C irport.e�
KW4M14084, BUOY :0.21 10.02 Odlsea LLC (c) ENERCALC, LI C i982-2625
DESCRIPTION: Steel Column - Midspan Beam - West
Code References
Governing Code., IBC 2015. CBC 2016
Referenced Design SI indard(s) : AISC 360-10
Load Combinations U!;ed : IBC 2015
General Information
Steel Section Name : HSS3x3x1/4
Analysis Method: Allowable Strength
Steel Stress Grade
Fy : Steel Yield 36.0 ksi
E : Elastic Bending Mo(l ilus 29,000.0 ksi
Applied Loads - -- - -
Column self weight ncluded : 88.10 Ibs * De; id Load Factor
AXIAL LOADS ...
Axial Load at 10 ) ft, D = 4.563, S = 10.3' 3 k
ES1GN SUMMARY
Over: II Column Height 10.0 ft
Top 1; Bottom Fixity Top 6, Bottom Pinned
Bram condition :
Ur )raced Length for buckling ,1 ,BOUT X-X Axis = 10 ft, K 1.0
Ur )raced Length for buckling,' %BOUT Y-Y Axis =10 ft, K : = 1.0
Service loads entered. Loa:' Factors will be applied for calculations.
D
-
Bending & Shear Cho ick Results
PASS Max. Axial+Banding Stress Ratio =
0.5264 : 1
Maximum Load Reaciions ..
Load Combli cation
+D+S
Top along X-X
0.0 k
Location of I iax.above base
0.0 ft
Bottom along X-X
0.0 k
At maximum location values are ...
Top along Y-Y
0.0 k
Pa: A:,: al
14.964 k
Bottom along Y-)'
0.0 k
Pn / Or iega : Allowabli
28.429 k
Maximum Load Deflel:tions ...
Ma-x; applied
0.0 k-ft
Along ).0 in at
O.Oft above base
Mn-x / I )mega : Allowable
4.455 k-ft
for load combination
Ma-y : - 1pplied
Mn-y / Omega :Allowable
0.0 k-ft
4.455 k-ft
Along X-X 10 in at
O.Oft above base
for load combination
PASS Maximum Shear Stress Ratii
0.0 : 1
Load Combll ration
0.0
Location of riax.above base
0.0 ft
At maximum location values are. .
Va : A iplied
0-0 k
Vn 10nega : Allowable
0.0 k
Maximum Reactions
I.ote: Only non -zero reaction=: are listed.
Axial (k)
Rx (k)
_
Ry (k) Mx (k-ft)
hly (k-ft)
Load Combination @ Base
@ Base @ Top
@ Base @ Top @ 1:;ase @ Top
@ Bwi e @ Top
D Only 4.651
+D+S 14.964
+D+0.750S 12.386
+0.60D 2.791
S Only 10.313
Extreme Reactions
----
Axial (k)
Rx (k)
Ry (k) 1Ax (k-ft)
hl y (k-ft)
Item Extreme Value @ Base
@ Base @ Top
@ Base @ Top @ I:;ase @ Top
@ Bwi a @ Top
Axial, Base Max -------14-954
Axial, Base Min 2.791
Rx, Base Max
Rx, Base Min
Rx, Top Max
Rx, Top Min
Ry, Base Max
Ry, Base Min
Ry, Top Max
Ry, Top Min
rties
Project Title: GLA
Engineer: LLH
Project ID: 25070
Project Descr; Powers Housing Carport
Steel Beam
LIC# K+N-06p14064. Bulid:20-25-10.02
DESCRIPTION: Door Beam w Midspan Beam
�de References
Governing Code: IBC 2015, CBC 2016
Referenced Design Standard(s) : AISC 360-10
Load Combination Set: IBC 2015
Material P
Analysis Method Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Bending Axis: Major Axis Bending
Project File: Powers Housing Carport.ec6
Fy : Steel Yield: 50.0 ksi
E: Modulus: 29,000.0 ksi
D 0,180 S 0.440?7
AN W12x30 �!,
al
1
= 24.0 ft
Applied Loads _ Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.160, S = 0.440 k/ t, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.422: 1
Section used for this span
W1200
Ma : Applied
45.360 k-ft
Mn / Omega: Allowable
107.535 k-ft
Load Combination
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.478 in Ratio =
Max Upward Transient Deflection
0 in Ratio =
Max Downward Total Deflection
0.685 in Ratio =
Max Upward Total Deflection
0 in Ratio =
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
VnlOmega : Allowable
+D+S
Load Combination
Location of maximum on span
Span # where maximum occurs
602 > 360 Span:1 : S Only
0 <360 We
421 > 180 Span: 1:+D+S
0 <180 We
Vertical Reactions Support notation : Far left is #,
Load Combination Support 1 Support 2
i- • Y
0.118 : 1
W12x30
7.560 k
63.960 k
0.000 ft
Span # 1
Values In KIPS
+D+S
Max -�rdfFoFal•L�TCandito s
7��G�B�'1�
-- i.
--0.05 7191
Max Upward from Load Combinations
7.560
7,560
-8.176
1.705
0,908
1.197
Max Upward from Load Cases
5.280
5.280
-8.176
1.705
0.908
1.197
Max Downward from all Load Conditions (Resisting Uplift)
-8.176
1.705
0,908
1.197
Max Downward from Load Combinations (Resisting Uplift)
-8.176
1.705
0.908
1.197
Max Downward from Load Cases (Resisting Uplift)
-8.176
1.705
0.908
1.197
D Only
2,280
2.280
-8.176
1.705
0.908
1.197
+D+S
7.560
7,560
-8.176
1.705
0,908
1.197
+D+0.750S
6.240
6.240
-8,176
1.705
0.908
1,197
+0.60D
1.368
1.368
-8.176
1.705
0.908
1.197
S Only
5.280
5.280
-8.176
1.705
0.908
1.197
F -oject Title: GLA
E. igineer: LLH
F*oject ID: 25070
F-oject Descr: Powers Housing Carport
Steel Beam _
LICE : KW-060i40i r, BOald 0.25.10.02 Odises LLC
DESCRIPTION: Door Beam w Midspan Beam 2
Code Reverences
Governing Code : IBC 2015, CBC 2016
Referenced Design S1 indard(s) : AISC 360-10
Load Combination Sel : IBC 2015
Material Properties
Analysis Method Allo,i table Strength Design
Beam Bracing : Bee -n is Fully Braced again,, lateral -torsional bucklinll
Bending Axis : Maio: r Axis Bending
�to.lso� si0.44u.�
Pro ect File: Powers Housing C arporiecS
(c) ERE RCALC, LI iff 102- 0 5
Fy ; Steel Yie 1 : 50.0 ksi
E: Modulus: 29,000.0 ksI
w12X00
Span = 12.0 ft
Applied Loads
Service loads entered. Loa::
Factors will be applied for
;alculations.
Beam self weight c: alculafed and added to hac ing
Uniform Load D = 0.160,
S = 0.440 k, ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
'
+
Maximum Bending Stress Ratio
= 0.105 : 1
Maximum Shear Stress Ratio =
0.059 :
Section used for this e; 3an
N12x30
S(! ction used for this span
W12x3C
Me: Applied
11.340 k ft
Va : Applied
3.78C
k
Mn / Omega: All;iwable
107.535 I; ft
Vn/Omega : Allowable
63.96C
k
Load Combination
Lc; id Combination
+D+S
+D+S
Loi:ation of maximum on span
Span # where maximt.l m occurs S: an # 1 Sr in # where maximum occur: i
Maximum Deflection
Max Downward Transi Brit Deflection 0.030 n Ratio = 4,819 >=360 Span; 1 : S Only
Max Upward Transient Deflection 0 n Ratio = 0 <360 nla
Max Downward Total : )eflection 0.043 n Ratio = 3366 >=180 Span:1 : +D+S
Max Upward Total De ection 0 n Ratio = 0 <180 n/a
Vertical Reactions
Load Combination
Maio pwa�am aTLoadC6 anions
Max Upward from Load Combi rations
Max Upward from Load Case:
Max Downward from all Load :;onditions (Resisting Uplift)
Max Downward from Load Co - ibinations (Resisting Uplift)
Max Downward from Load Ca: as (Resisting Uplift)
D Only
+D+S
+D+0.750S
+0.60D
S Only
Support notation : Far left is #,
Si. pport 1 Support 2
7$��TB�
8.1rr
1.705
3.780
3.780
8.17 i
1.705
2.640
2.640
8.17 i
1.705
-8.17 i
1.705
-8.17, i
1.705
-8.17, i
1.705
1.140
1.140
8.17 i
1.705
3.780
3.780
8.17 i
1.705
3.120
3.120
6.17 i
1.705
0.684
0.684
-8.17 i
1.705
2.540
2.640
-8.170
1.705
0.000 ft
Span # 1
Values In KIPS
0.908
1.197
0.908
1.197
0.908
1.197
0.908
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P-ojectTitle; GLA
E.lgineer: LLH
F 'oject ID: 25070
F.-oject Descr: Powers Housing Carport
Steel Column J _ _ Prc act File: Powers Housing C arport.ect3
L=: •06014084, Bull .;.0.25.10.02 Odlsea LLC (c) ENERCALC, LI C 1982 2U25
DESCRIPTION: Steel Column - Door Beam - Center
Code References
Governing Code: IBC 20�,-CSC 2{}16
Referenced Design SI, andard(s) : AISC 360-10
Load Combinations U;ied : IBC 2015
General Information
Steel Section Name: HSS5xsx1/4
Analysis Method: Allowable Strength
Steel Stress Grade
Fy : Steel Yield 36.0 ksi
E : Elastic Bending Mod.11us 29,000.0 ksi
Over: II Column Height 12.0 ft
Top 1; Bottom Fixity Top E, Bottom Pinned
Braa: condition :
Ur )raced Length for buckling BOUT X-X Axis = 10 ft, K -: 1.0
Ur )raced Length for buckling ,',BOUT Y-Y Axis = 10 ft, K : - 1.0
Applied Loads Service loads entered. Loa:Factors will be applied for (;alculations.
Column self weight ncluded : 187.440 Ibs " I: lead Load Factor
AXIAL LOADS ...
Axial Load at 12 ) ft, D = 3.420, S = 7.921: k
DESIGN SUMMARY
Bending & Shear Chock Results
PASS Max. Axial+Bending Stress Ratio =
0.1524 : 1
Load Combii cation
+D+S
Location of r iax.above base
0.0 ft
At maximum location values are ...
Pa : Ax at
11.527 k
Pn ! 01 iega : Allowabk
75.626 k
Ma-x: ,kpplied
0.0 k-ft
Mn-x / Omega: : Allowable
13.671 k-ft
Ma-y : , kpplied
0.0 k-ft
Mn-y / i )mega: Allowable
13.671 k-ft
PASS Maximum Shear Stress Ratii
0.0 : 1
Load Combii cation
0.0
Location of r iax.above base
0.0 ft
At maximum location values are ...
Va : A r)lied
0.0 k
Vn / C, raga : Allowable
0.0 k
Maximum Reactions
-
Load Combination
13 Only
+D+S
+D+0.750S
+0.60D
S Only
Extreme Reactions
Item Extreme Value
Axial, base Max
Axial, Base Min
Rx, Base Max
Rx, Base Min
Rx, Top Max
Rx, Top Min
Ry, Base Max
Ry, Base Min
Ry, Top Max
Ry, Top Min
@ Base
3.607
11.527
9.547
2.164
7.920
Axial (k)
@ Base
_�1.577
2.164
Maximum Load Reactions . .
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Maximum Load Defle,:tlons .. .
Along Y-Y ).0 in at
O.Oft above base
for load combination :
Along X-X ).0 in at
O.Oft above base
for load combination :
- Rx (k) - Ry (k)
@ Base @ Top @ Base @ Top
Note: Only non -zero reaction_i are listed._
Mx (k-ft) tin y
@ I:;ase @ Top @ Ba!; e @ Top
(k) - Ry (k) - Mx (k-ft) tot y (k-ft) --
@ Base @ Top @ Base @ Top @ I:;ase @ Top @ Bac a @ Top -
P'oject Title:
E.igineer:
P-oject ID:
P -oject Descr:
[Steel Column
Ll : KW-NO14064 DOW 6-25.10.02 Odisea LLC
DESCRIPTION: Steel Column - Door Beam - West
Code Re ewes
Governing Code : 18 2015, CBC 2016
Referenced Design Si andard(s) : AISC 360-10
Load Combinations Ul:ed : IBC 2015
General Information
Steel Section Name: Hss3x3x1/4
Analysis Method: Allowable Strength
Steel Stress Grade
Fy : Steel Yield 36.0 ksi
E : Elastic Bending Mo[I ilus 29,000.0 ksi
Applied Loads
Column self weight ncluded : 105,720 Ibs * l:iead Load Factor
AXIAL LOADS...
Axial Load at 12 ) ft, D = 2.280, S = 6.2811 k
DESIGN SUMMARY
Bending & Shear Chock Resuits
GLA
LLH
25070
Powers Housing Carport
Pro ect File: Powers Housing C irport.ec6
c) ENER 10C 1582-2025
Over: II Column Height 12 ft
Top li Bottom Fixity Top E, Bottom Pinned
Brao: condition :
Ur )raced Length for buckling,! WUT X-X Axis = 10 ft, K :: 1.0
Ur )raced Length for buckling,' BOUT Y-Y Axis = 10 ft, K : = 1.0
PASS Max. Axial+134:nding Stress Ratio =
0.2696 : 1
Load Combii cation
+D+S
Location of r iax.above base
0.0 ft
At maximurn location values are ...
Pa : Ax al
7,666 k
Pn I Or iega : Allowable
28.429 k
Ma-x : , kpplied
0.0 k-ft
Mn-x / Omega : Allowable
4.455 k-ft
Ma-y : , 1pplied
0.0 k-ft
Mn-y / Omega: Allowable
4,455 k-ft
PASS Maximum Shear Stress Rati,
Load Combination
Location of r iax.above base
At maximum location values are.
Va : A spited
Vn / O nega : Allowable
Maximum Reactions
Axial (k)
Load Combination
@ Base
D Only
253M
+D+S
7.666
+D+0.750S
6.346
+0.60D
1.431
S Only
5.280
Extreme Reactions
Axial (k)
Item
=xtreme Value @ Base
Axial, Base Max
7.666
Axial, Base Min
1.431
Rx, Base Max
Rx, Base Min
Rx, Top Max
Rx, Top Min
Ry, Base Max
Ry, Base Min
Ry, Top Max
Ry, Top Min
0.0 : 1
0.0
0.0 ft
0.0 k
0.0 k
Rx (k)
@ Base @ Top
Service loads entered. Loa Factors will be applied for calculations.
Maximum Load Reaclions . .
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Top along Y-Y
0.0 k
Bottom along Y-Y
0.0 k
Maximum Load Deflel:tions .. .
Along Y-Y 10 in at
0.0ft above base
for load combination :
Along X-X ).0 in at
O.Oft above base
for load combination :
t, ote: Only non -zero reaction:: are listed
Ry (k) Mx (k-ft) @I y (k-ft)
@ Base @Top @ I: ease @ Top @ Bar a @ Top
Rx (k) Ry (k) Nx (k-ft) hl y (k-ft)
@ Base @ Top @ Base @ Top @ I: ase @ Top @ Ba:: as @ Top
ODISEA LLC
engineering planning
design
Date:
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210 GRAND AVENUE / PAONIA / CO / 81428
970.527.9540 * WWW.ODISEANET.COM
ASCE 7-10 MWFRS Wind Loads: Chapter 2�rt22
mptions: Enclosed simple diaphragm low-rise buildings having flat, gable, or hip roof
Wind Load Parameters from Ch. 26:
Basic wind speed, V 90
Ultimate design wind speed, V 115 MPH Sec. 26.5
Exposure Category C Sec. 26.7
Topographic Factor, Kzt 1 Sec. 26.8
Building Geometry:
Roof Pitch
2 :12
Roof Angle - exact
9.5 Degrees
Roof Angle - round
10.0 Degrees
Eave Height
7.5 Ft.
Length (parallel to ridge)
38 Ft.
Width (perpendicular to ridge)
30 Ft.
Mean Roof Height - exact
8.8 Ft.
Mean Roof Height - round
15 Ft.
Z a
6.0 Ft.
Wind Load Calculations from Ch. 28, Part 2:
Adjustment Factor for Building
Height and Exposure, X
1.21
Zone Wall End Zone Roof End Zone Wall Interior Zone Roof Interior Zone
A B C D
Horizontal Net Pressures, ps30 23.7 9.8 15.7 5.7
Horizontal Net Pressures, Ins 22.4 9.2 16.0 8.0
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