HomeMy WebLinkAboutPOLIGON BOOK•ligon
CALCULATIONS FOR:
POLIGON SSH 12X12
MULTI RIB
2014 FLORIDA BUILDING CODE
FILE
`PORTER'-
4240 N. 136th Avenue
Holland, MI 49424
616-399-1963
w .portercorp.com
SCANNED
BY
St. Lucie Countv
CHRISTOPHER M. EVANS
(616)399-1963
4240 N. 136TH AVENUE
HOLLAND, MI 49424
FLA. LICENSE NO. 70957
gyeoeouUe
�p��ppHER 41
G
m No 70957
cP
� �•s f.TA: � i
PREPARED
OF THE DESIGN PROFESSIONAL ABOVE
poligon
Design Criteria
Structural Engineering Notes
Load Combinations
Materials
Structure Geometry
Foundation Design
Connection Design
RISA Analysis Report
Panel Data
TABLE OF CONTENTS
pengloff DESIGN CRITERIA
GENERAL
Building Code: See Cover Sheet Roof Slope.('): 26.57 8:12pitct
Design Code: ASCE 7-10
Risk Category: II Equivalent Roof Height: 15.00 it
DEAD LOAD
Weight of Roofing System 2 psf
Frame Dead Load Frame Self -Weight (See RISA Analysis Report)
LIVE LOAD
Roof Live Load, L, 20 psf ASCE 7 Table 4-1
- Ground Snow Load, pa
II Importance Factor, I (SnowLoadsl
Slope Factor, Ca
Thermal Factor, Or
Exposure Factor, C.
Flat Roof Snow Load, p l,.
Leeward Unbalanced Snow Load
WIND LOAD
0.0
1.0
1.0
1.2
1.0
0.0
0.0
psf
psf
psf
asca7 rave 1.6-2
ASCE7Flgore 7-2
ASCE 7 Table 7�
ASCE 7 Table 7-2
ASCE 7 Section 7.3
ASCE 7 Section 7.6.1
Basic Wind Speed, V
175
mph
ASCE 7 Section 26.5
I Exposure Category
C
ASCE 7 Section 26.7
Gust Effect Factor, G
0.85
ASCE 7 Section 26.9.1
Velocity Pressure Exposure Coefficient, K,
0.86
ASCE7 Table 27.3.1
Wind Directionality Factor, Kd
0.85
ASCE7 Table 26.6-1
- Topographic Factor, K,1
1.00
ASCE 7Secgon 26.8.2
Velocity Pressure, q.
58.64
psf
ASCE7Secgon27.3.2
4 Main Wind -Force Resisting System ASCE74lection 27.4.3
Component and Cladding Elements
ASCE7Ssc9on30.a2
Open Boild/ng, Clearwlnd Flow (Ca 1mm ASCE7 Mg. 27.44-274-7)
Open B"Ing, Clear Wind Flow (Ca (mm ASCE7 Fig. 30.8-1-30.")
Real
Wind Direction
TowaNRoof
AyayFram Rool
- Load Case A 8 i
Zone 3 Cn:
2.51
-1.89
Y _ 0
D (PSO:
120.77
-91.08
Windward Cp = 1.21 -0A0
Zone 2 Cn:
1.93
-1.47
p (psf): 58.18 -4.81
p (psf):
92.99
-70.71
Y = 180
Zone 1 On:
1.25
-0.95
Leeward Cp= 0.21-. -0.85
p (psf):
60.39
-45.54
p (psf): 10.03 -41A3
Y=90
_ Sideward Cp= 0.80 -0.80
P (psf): 38.52 -38.62 '
SEISMIC LOAD
Analysis Procedure
Equivalent Lateral Force Procedure
ASCE 7 Section Me
Seismic Site Class
D
ASCE7 Section 11.4.2,
Basic Seismic Force Resisting System
Steel Systems Not Specifically Detailed For Selsmic Resistance
ASCE 7Table 12.2-1
_
Short Spectral Response Parameter, Ss
0.55
1-Sec Spectral Resonse Parameter, S 1
0.13
- Seismic Design Category
C
ASCE 7 Section 11.6
Importance Factor, 1
1.00
- ASCE 7 Table 11.5-1
-- Response Modification Coefficient, R
3.OD
ASCE7 Table 1224
Redundancy Factor, p
1.00
ASCE 7 Table 12.2-1
Overstrength Factor, Q.
3.00
ASCE 7 Table 12.2-1
Design Short Spectral Response Parameter, So,
0.50
ASCE7Secdan 11.4.4
1-Sec Design Spectral Resonse Parameter, Sol
0.20
ASCE7 Section 11.4.4
Seismic Response Coefficient, Cs
0.17
ASCE 7 Section 12.81
_ Effective Seismic Weight, W-
2.00
psf
ASCE 7 Section 127.2
Seismic Base Shear, V
0.40
psf
ASCE 7 Section 128.1
Seismic Load, E
0.40
psf
ASCE75ection 12.4
Seismic Load with Overslrength Factor, E.
1.20
psf
ASCE 7Section 12.4
polig®f STRUCTURAL ENGINEERING NOTES
GENERAL NOTES
All field connections must be made with A325 High Strength bolls using the "Turn -of -Nut Prelensioning" method of tightening as described in the
latest AISC Manual
Loads applied to the structure maybe greater than required for the project location.
Actual structure dimensions may be smeller than shown in this document.
STRUCTURAL ANALYSIS NOTES
RISA-3D structural analysts software was used to model the 3-D space frame.
To reduce the amount of computer printout, the analysis results only show each members controlling load case.
Unless noted otherwise in the'RISA Analysis Reporf, the roof deckwas not utilized in the structural analysis to provide lateral support to the
members.
From the analysis, all member deflections and structural drift are within allowable limits.
STRUCTURAL DESIGN NOTES
End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the
bolt holes. In determining the prying moment It was assumed that the area of the plate between bolts was fired.
light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold -Formed Steel Design
Manual.
STRUCTURAL CONNECTION NOTES
Bolt threads were assumed to not be excluded from the connections.
poiigon°
LOAD COMBINATIONS
Key
Service (Unfaclored)
Abbreviation
Description
Number
Description
DL
Dead Load-
41
SERVICE DL
Lr
Roof Live Load
42
SERVICE Lr
SL
Snow Load
43
SERVICESL
USL
Unbalanced Snow Load
44
SERVICE WLX (Uplift)
WLX
Wind Load (X-Direction)
45
SERVICE WLX (Down)
WLZ
Wind Load (Z-Direction)
46
SERVICE WLZ (Uplift)
Min WLX
10 psf Minimum Wind Load (X-Direction)
47
SERVICE WLZ (Down)
Min WLZ
10 psf Minimum Wind Load (Z-Direction)
48
SERVICE EX
EX
Seismic Load (X-Direction)
49
SERVICE EZ
EZ
Seismic Load (Z-Direction)
50
SERVICE EMX
EMX
Seismic Load (X-Direction) with Overstfength Factor
51
SERVICE EMZ
EMZ
Seismic Load (Z-Direction) with Overstrength Factor
SDS
Design Spectral Acceleration Parameter
Allowable Stress Design (Factored)
Strength Design (Factored)
Number
Description
Number
Description
9
DL
52
1.4xDL
10
DL+Lr
53
1.2xDL + 1.6xLr + 0.5xWLX(Uplift)
11
DL+SL
54
1.2xDL+1.6xLr+0.5xWLX(Down)
12
OL+USL
55
1.2xDL + 1.6xLr + 0.5xWLZ(Uplift)
13
0.6xDL + WLX (Uplift)
56
1.2xDL+1.6xLr+0.SxWLZ(Down)
14
DL+0.75xLr+ 0.75xWLX(Down)
57
1.2xDL + 1.6xSL + 0.5xWLX(Uplift)
15
DL + 0.75xSL + 0.75xWLX (Down)
58
1.2xDL + 1.6xSL + 0.5xW LX (Down)
16
0.6xDL + WLZ (Uplift)
59
1.2xDL + 1.6xSL + 0.5xWLZ (Uplift)
17
DL+O.75xLr+ 0.75xWLZ(Down)
60
1.2xDL+1.6xSL+0.5xWLZ(Down)
18
DL+0.75xSL+ 0.75xWLZ(Down)
61
1.2xDL+ 1.OxWLX(Uplift)+0.5xLr
19
0.6xDL+Min WLX
62
1.2xDL+1.OxWLX(Down)+0.5xLr
20
DL+0.75xLr+0.75xMin WLX
63
1.2xDL+ 1.0xWLZ(Uplit)+0.5xLr
21
DL + 0.75xSL + 0.75xMin WLX
64
1.2xDL+1.0xWLZ(Down)+0.5xLr
22
O.6XDL+Min WLZ
65
1.2xDL+ 1.0xWLX(Uplifl)+0.5xSL
23
DL+0.75xLr+0.75xMinWLZ
66
1.2xDL+ 1.OxWLX(Down)+0.5xSL
24
DL + 0.75xSL + 0.75XMin WLZ
67
1.201.+ 1.0xWLZ(Uplift)+0.5xSL
25
(1.0+0.14xSDS)xDL+0.7xEX
68
1.2xDL+1.0xW1-Z(Down)+0.5xSL
26
(1.0+0. 105xSDS)xDL+0.525xEX+0.75xLr
69
(1.2+0.2xSDS)xDL+1.0xEX+0.2xSL
27
(1.0+0.105xSDS)xDL+0.525xEX+0.75xSL
70
(1.2+0.2xSDS)xDL+1.0xEZ+0.2xSL
28
(0.6-0.14xSDS)xDL+0.7xEX
71
0.9xDL+ 1.OxWLX(Uplift)
29
(1.0+0.14xSDS)xDL+0.7xEZ
72
0.9xDL+1.0xWLX(Down)
30
(1.0+0.105xSDS)xDL + 0.525xEZ + 0.75xLr
73
0.9xDL+ 1.0xWLZ(Uplift)
31
(1.0+0.105xSDS)xDL+0.525xEZ+0.75xSL
74
0.9xDL+1.0xWLZ(Down)
32
(0.6-0.14xSDS)xDL+0.7xFZ
75
(0.9-0.2xSDS)xDL+1.0xEX
33
(1.0+0.14xSDS)xDL+0.7xEMX
76
(0.9-0.2xSDS)xOL+1.0xEZ
34
-(1.0+0.105xSDS)xDL+0.525xEMX+0.75xLr
35
(1.0+0A05xSDS)xDL + 0.525xEMX + 0.75xSL
36
(0.6-0.14xSDS)xDL+ 0.7xEMX '
37
(1.0+0.14xSDS)xDL+0.7xEMZ
38
(1.0+0.105xSDS)xDL + 0.525xEMZ + 0.75xLr
39
(1.0+0.105xSDS)xDL+0.525xEMZ+0.75xSL
40
(0.6-0.14XSDS)xDL + 0.7xEMZ
Notes:
1. Load combinations 1-8 are reserved for internal use. See RISA Analysis Report for more information.
2. Seismic Loads vrith oversaength factors are only Included In the design where required by code. See member connection design for controlling load combinations.
3. Load combinations are effective In all slates that have adopted IBC as a base code.
4. Note: ASD Load combinations using WL(X or Z) include 0.6 reduction per ASOE 7.
poligon`
Column -
HSS5x5x3f16
Truss
HSS6x4x1/B
Eave Beam
HSS4x4x1/8
Purlin
HSS4x4x1/8
Side Beam
HSS5x3x114
Compression Tube
HSS5x5x1/2
HSS Sections:
ASTM A500 Gr. B
Pipe Sections:
ASTM A53 Gr. B
RMTSectlons:
ASTMA519
Channel & Angle Sections:
ASTM A36
Connection Plates:
ASTM A36
Connections Bolts
ASTM A325
Welding Process:
Gas Metal Arc Welding
Welding Electrode:
E70xx
MATERIALS
poligon°
Joint Labels
Member Labels
Member Shapes
Member Lengths
STRUCTURE GEOMETRY
■
- - -, --- __ r - ---, , -
poligon' FOUNDATION DESIGN
p0119on FOUNDATION DESIGN
FIXED BASE
Drilled Pler
Allowable
Actual
Load Combination! Member
1
Bearing Pressure
.(Chapter 18 of the Building Code)
1500 psf
1013 psf
171 Columnl
OK
2
Embedment Check
(Chapter 18 of the Building Code)
5.7 it
6.0 It
17 / Columnl
OK
3
Uplift Check
SF= 1.51
1640 lbs
1087 lbs
16/Column2
OK
.4
Area of Reinforcement
(ACI Chapter 10)
2.26 Inz
2.65 In2
Minimum value Controls
OK
Spread FDbtinit
Allowable
Actual
Load Combination/Member
5
Bearing Pressure
(Chapter 18 of the Building Code)
1500 psf
466 psf
17 / Columnl
OK
6
Shear Check
(Art Chapter 11)
NIA
N/A
Does Not Control / OK By Inspection
OK
7
Overturning Check
SF=1-19
65 kip -In
55 kip -In
16/Column2
OK
'.8:
Sfiding Check
SF= 10.00
3.3 kip
0.3 kip
17 Columnl
OK
9
Area of Reinforcement
(ACI Chapter 7)
3.53 Ine
3.53 jr?
Minimum Value Controls
OK
Design Forces / Moments
Lead Combination
Member
Fx(Axial)
[k]
Fy
Iki
Fz
[k]
Mx
Ik4rj
My
(k-inl
Mz
1"n]
17
Columnl
3.18
0.00
-0.33
.0.05
30.19
-0.07
17
Columnl
3.18
0.00
-0.33
-0.05
30.19
-0.07
r
16
Column2
-1.09
0.00
-0.24
-0.04
22.19
-0.05
x
x
x
x
x
x
x
x
17
Columnl
3.18
0.00-0.33
-0.05
30.19
-0.07
x
x
x
x
x
x
x
x
16
Column2
-1.09
0.00
-0.24
-0.04
22.19
-0.05
8
17
COIumn1
3.18
0.00
-0.33
-0.05
30.19
-0.07
x
x
x
x
x
x
x
x
x
6 - 96 vertical bars (equafy spaced)
#4 ties horizontal Q 12' O.C.
4 -#6 horizontal bars (equally spaced)
each way, lop and bottom
---------------------
60
___________. 1.5 It
r 2h - 1
The foundation design contained herein Is not
site specific, but is based on the presumptive
allowable foundation pressures in Chapter 16 of
the Building Code (Class 5 soil). The building
official in the jurisdiction in which this structure Is
located may require a site specific geotechnical
report or letter from a qualified local professional
engineer attesting to whether the actual site
widiuons meet the assumptions identified
Drilled Pier Option Spread Footing Option
Pier Diameter (ft): 2.00 Spread Footing Width (ft): 5.0
Pier Depth (ft): 6.00 1 Spread Footing Thickness (ft): 1.5
f'c (psi): 3000
Concrete Unit Weight (Iblft3): 145
FOUA-DA77ON DESIGN -FIXED BASE TC OK
polig®n°- CONNECTION DESIGN
www.hlltl.us Profis Anchor 2.4.2
Company:
Page: 1
Specifier.
Project
Address:
Sub-Pic)ec I Pos. No.:
Phone i Fact
Dale: 9/102013
E-Malt
Specifiers comments: Cast -In -Place Opfion
1 Input data
Anchor type and dlameter:
Heavy Hex Head ASTM F 1554 GR. 36 314
Effective embedment depth:
h,r=11.000 In.
Material:
ASTM F 1554
Proof.
design method ACI 318 / CIP
Standoff installation:
eb= O.ODD In. (no standoff); t=0.500 in.
Anchor plate:
6 x ly x t=111.000 in. x 11.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile:
Square HSS (AISC); (L x W x T) = 5.000 in. x 5.000 in. x 0.188 in.
Base material:
cracked concrete, 3000, [�' = 3000 psi; h=18.000 in.
Reinforcement
tension: condition B, shear. condition 8;
edge reinforcement: none or < No. 4bar
Seismic loads (cat C, D, E, or F)
no
Geometry [in.] 8 Loading [kip, lnAlp]
ZI
S
713
A
:T
CPO
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PROFSNid,or(c)2e012009 Hdtl AG, FL-94945Naan HtnrsaregslceCTrzO=_mukor MAtl AG,SMzan
x--
www.nllll.us Profis Anchor 2.4.2
Company:
Page: 2
Specifier:
Project:
Address:
Sub -Project I Pos. No.:
Phone I Fax: j
Data: W1012013
E-Mall:
2 Proof I Utilization (Governing Cases)
Design values(ktp] Utilization
Loading
Proof
Load
Capacity
gyr �. [%] Status
Tensor
Concrete Breakout Strength
q, 13
13.783
35 - OK
Shear
Concrete edge failure in direction y.
0.600
6.454
410 10 OK
Loading Ilv 0y [ utllizaton 0.yy r/e] Status
Com n tension a she ee s 0.342 0.093 5l3 19 OK
3 Warnings
Please consider all details and hintshvarnings given in the detailed report!
Fastening meets the design criteria[
4 Remarks; Your Cooperation Duties
• Any and all Information and data contained In the Software concern solely the use of Hill] products and are based on the principles, formulas
and security regulations in accordance with Hi19's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied vdth by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted
prior to using the relevant Hld product The results of the celculatons carried out by means of the Sofimm are based essentially on the
_ data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and clawed by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves orgy as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, cagy out the updates of the Software offered by Hill] on a regular basis. If you do
not use the AuloUpdate function of the So@•vare, you must ensure that you are using the current and thus up-to-date version of the Software
In each case by carrying out manual updates via the Hilt Website. Hilt will not be liable for consequences, such as the recovery of lost or
damaged data or programs, wising from a culpable breach of duty by you.
aM resuwls meslba dixeked ixegreementviN Ne e> trio �. u asd forp!au,W1,1
rcrur(c)2W1RW9 Heti Ae, FL-9<asad,aan H!UlsaregsLvedlredamakol H3ti Ae,ad w
Profis Anchor 2.4.2
Company:
Page: t
Specifier:
Project
Address.
Sub -Project I Pos_ No.:
Phone I Fax: -
Date: 9/102013
E-Mail:
Speciffets comments: Epoxy Option
1 Input data
Anchor type and diameter:
: G
HIT•HY 150 fMXSD * HAS 314 jg
Egecive embedment depth:
h,p,=11.000 in. (h,rja, = • in.)
Material-
5.8
Evaluation Service Report
ESR-3013
Issued I Valid:
411201314112014
Proot
design method ACI 3181 AC308
Stand-off Installation:
e, = 0.000 in. (no slandoff); t= 0.500 in.
Anchor plate:
1, x 1, x t=11.000 in. x 11.0130 In. x 0.500 in; (Recommended ptalelhlckness: not calculated)
Profile:
Square HSS (AISC); (L x W xT) = 5.000 in. x 5.000 in. x 0.188 In.
Base material:
cracked concrete, 3000, f, = 3000 psi; h=18.000 in., Temp. shortllong: 32W T
Installation:
hammer drilled hole, installation cendlion: dry
Reinforcement
tension: condition B, shear. condition B; no supplemental spritiing reinforcement present
edge reinforcement none or < No.4 bar
Seismic bads (cal. C, D, E, or F)
no '
Geometry (in.] & Loading [kip, In.kip]
Z
`F0
7?
73 8
�'RC t 9f
�F,
' .
^�M X
Input Oa'a eM rasWls must be tll^rkel ror¢geemcnll\'lh NB¢as51Yj mMiUora aM rN yal¢LEtyl
PROFIa Anrtar(c)21o12(g3 HeUAG, FL-e43k SrJuan H1Utsaregslaed TraCzma+k IXH:ti AG, Schaal
LZILILWU
Profls Anchor 2.4.2
Company:
Page: 2
Specifier.
Project:
Address:
Sub -Project I Pos. No.:
Phone) Fax: I
- Date: 9/10/2013
E-Mail: '
2 Proof I Utilization (Governing Cases)
Design values[kip] Utilization
Loading Proof Load Capacity kr/Pv [°/] Status
I Concrete Breakout Strength 4,713 9.066 52/- OCR
Shear Concrete edge failure in direction y. 0.600 6A54 -/ 10 OK
Loading �r pv C utilization Onv [%] Status
Combinedion and shear loads 0.520 0.093 513 36 OK
3 Warnings
Please consider all details and hints-tamings given in the detailed repodl
Fastening meets the design criterial
4 Remarks; Your Cooperation Duties
Any and all information and data contained In the SofWare concern solely the use of Hild products and are based on the principles, formulas
and security regulations In accordance with HIIO's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly cempfed with by the user. M figures contained therein are average figures, and therefore use -specific tests are to be conducted
prior to using the relevant Hiltl product The results of the calculations carried out by means of the Sofhvare are based essentially on the
data you put in. Therefore, you bear the sole responsibilityfor the absence of errors, the completeness and the relevance of the data to be
put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence oferrors, the correctness and the relevance of the results or
suitability for a specific application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Htip on a regular basis. If you do
not use theAutoUpdale function of the Software, you must ensure thatyou are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the HIM Websile. Hlld will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Irprrt Uala FUN resuYsmusl0e tl ticc4 forapreementv.M Na erJstiiq m�Kms arq fw p'ausb3lyl -
PROFISA,xAor(c )300i1(g9 HEUAG, FL-419k Stlaan HtE isamgslereETraiemvkd H:fi AG,SU,aan
P „'ig®fie
SERVICE LOAD FOUNDATION REACTION SUMMARY
Service
Loads(Unfactored)
LC
Member Label
Sec
Axial Ik)
y Shear [k) z Shear (k) Torque [k-In] yy
Moment [k-In]
z.z Moment [k-in)
LC Descto
i
!�:::..t-0.746:•':0:000*::-0.023
:
.
2A03
:::70.002.:.:7
SECEDLn:
Voumht::;4iCl;
41
Column2
1
0.746
0.000
0.023
-0.012
-2.103
0.002
SERVICE DL
...! 42 : °.
f::i;Columnl
..1.440 ...:0.002._'
:-0.054,,:-.
-}-0.106
:4.991 ..r.::..::..
;0.017. '::SERVICE
Lc ..:Y
42
Column2
1
1.440
-0.002
0.054
-0.106
-4.991
0.017
SERVICE Lr
_
:a1",v?:-0_000.-
-0.000.:-
:0.000.
;'.':';:'0.000
0.000
-:O.00D
'SERVICESL'tiir::r.:?:.�rt`�::
43
Column2
1
o.000
0.000-
0.0oo
0.000
0.000
0.000
SERVICE SL
0:196-.::::0.064'..;.....:0.625..:.'`::':-'=5.929
:!. -.;.-,..:...::
6.661.
:SERVICEWLX.(Uplilt). `::r:: .
44
Column2
1
-1.340
0.197
-0.064
0.498
5.875
6.883
SERVICE WLX(UpllR)
:: •.:-1.564, `::.0.254
=0.074::.;:::=0.725:w..;:.:.:;:.:°':.6.901,'_:::;':="�::'7.960'_":;
.::SERVICE WLX(QDVM ::'';:'
45
Column2
1
1.581
0.263
0.074
0.797
-6.817
8.365
SERVICE (Down)
-1:132 =
>'O.oOD,:; j
_ii3O,130:
-:.t::- -0,028 �:-; �
[ :: 12AOZ: -, ,',; ;:;€_-o,D:ti..;i::'i:SERVICE.Wt2
ffl (Up1iR)
46
Column2
1
-1.635
0.000
-0.252
-0.035
23.313
-0.045
SERVICE WLZ (Uplift)
._ CQlumni'<;=-'
:':9 ::
_ 1,8,10,;:. =: 0.001
-;=0.397,:
<..-:0.052':::..,._,..:::31:750..:,:
�.::
_ >: _ .0067. -.-.:...:'SERVICE
W
47
Column2
1
1.334
0.001
-0.194
0.043
18.178
-0.021
SERVICE WLZ (Down
pt0.000 .::.:.
-0:132 "r;:':0.000.::
[r-:-y0.OD6 >�::..::
:: -0.002:=:r[::
P.c._.r15.798......
SERVICE DC:�:::�i-r_:I
48
Column2
1
0.000
-0.132
0.000
0.006
0.002
-15.798
SERVICE EX
:?JColUmht:--i<;5.i;::1,['0.065.:,.;:'O.ODO11-909..->..::.::::i
i(o.000
:SERVICE
49
Column2
1
-0.065
0.000
0.132
0.000
-11.902
0.000
SERVICE EZ
P01190i f STRENGTH DESIGN FOUNDATION REACTION SUMMARY
Strength Design Reactions (Factored)
Controlling
Column: Column1
sucalraxis
"
Axial
yShear
zShear
Torque
y-y Moment
z-z Moment
LC
Load Combination Description
[k]
Ilk,
[k]
[in•kip]
[In -kip]
On -kip) Controlling Combination
52
7.4xDL
1.0
0.0
5.0
0.0
2.9
0.0
53
1.2xDL+1.BXLr+ O.SxWtX(Uplift)
2.1
0.2
-0.1
-0.7
_ 6.6
6.1
64
1.2xDL+1.6xLr+0.5xWLX(Dovm)
4.5
0.2
•0.2
-0.8
16.3
6.0
55
1.2xDL+1.6xLr+ 0.5xWLZ(Uplift)
2.3
0.0
•0.2
-0.2
21.6
0.0
56
1.2xDL+1.6xLr+0.6xWLZ(Doym)
4.7
0.0
-0.4
-0.1
38.2
-0.1
57
1.2xDL+1.SxSL+ 0.5xWLX(Uplift)
-0.2
0.2
0.0
-0.5
-2A
5.4
58
1.2xDL+1.6xSL+0.5xWLX(Dovm)
22
0.2
-0.1
-0.6
8.3
6.6
59
1.2xDL + 1.6xSL + 0.5xWLZ(Uplig)
0.0
0.0
•0.1
0.0
12.9
0.0
60
1.2xDL+1.6xSL+O.SxWLZ(Down)
24
0.0
-0.3
0.0
29.2
-0.1
61
1201.+ 1.OxWLX(Uplift)+O.SxLr
-0.6
0.3
0.1
-1.1
-4.9
11.1
62
1.290L+1.OxWLX(Doym)+0.6xLr
42
0.4
-0.2
-1.3
16.8
11.9
63
1.2xDL+1.OxWLZ (UpSh)+0.5xLr
-0.3_-_-0.0
.0-3
-0.1
25.6
0.0 '
_ __
:1.2xDL+1L0xW (Dotyn)+0.Vr.._.:-__F='4.6-.O.O:....;.:.,O.B
:., t:.:.h.:0.0.:
_v:.:::'60.2......_::---'-0.t
.:;...:.r-`i(::: ;4:X,_:. _:_,:.. =:
65
1201.+ 1.OxWLX(Uplift)+0.5xSL
0.3
0.1
-1.1
-7.4
11.2
68
1.2XOL+1.OMLX(Doym)+0.5xSL
_-1.3
3.5
0.4
-0.2
-1.2
14.1
12-3
67
1.2xDL+ 1.OxWLZ(Uplift)+0.5xSL
-1.0
0.0
-0.2
-0.1
22.7
0.0
68
1.2xDL+.1.OxWLZ(Dow)+0.5xSL
3.9
0.0
•0.0
0.1
57.0
-0.1
69
(1.2+0.2x8DS)xDL+1,OxEX+02KSL
1.0
-0.1
0.0
0.0
2.7
-16.2
70
(1.2+0.2xSDS)XOL+1.OxEZ+0,2xSL
1.0
0.0
0.1
0.0
-8.4
0.0
71
0.9xDL+ 1.OxWLX(Uplift)
-1.5
0.3
0.1
-1.0
-8.0
11.3
72
O.9xOL+1.OxWLX(Dwin)
3.3
0.4
-0.1
•1.2
13.4
12.4
73
0.8xDL+ 1.OxWLZ(Uplift)
-1.2
0.0
-0.2
•0.1
21.9
0.0
74
O.9xDL+1.OxWLZ(DevT)
3.7
0.0
-0.6
0.1
56.2
-0.1
75
(0.9-0.2xSDS)xDL + 1.OxEX
0.6
-0.1
0.0
0.0
1.7
•16.1
78
(0.9-0.2xS13S)xDL+1.OxEZ
0.7
0.0
0.1
0.0
-10.3
0.0
Tensile Force
-4.8 I
kip- Uplift lspositive
Shear(x)l
0.0
kip
Shear(y)
-0.6
kip
Torsional Moment(z-a:cis)
O.D
in -kip
Bendinfl moment{x-axis)
60.2
In -kip
Bending moment (y-axis)
-0.1
in -kip
p0119®n°
COLUMN BASE PLATE CONNECTION
FIXED CONNECTION
Base Plate Check: 11"x11"x0.6"
Allowable
Actual
Load Combination l Member
1 Plate Size
(AISC J8-1)
9.1 lnz
121.0 in2
17/Columnl
OK
- 2 ` Plate Thickness
(AISC PART 14)
0.48 in
0.50 in
17 / Columnt
OK
_ 3 Concrete Bearing
(AISC JB-2)
1020 psi
420 psi
17/Columnt
OK
Column Weld Checks
Allowable
Actual
Load Combination Member
4 Tenslon(Fx/Aw+My/Sy+MzJSz)
(AISC J23)
28 krin
0.7 lum -
17/Columnt
OK
_ 5 Shear Y(FyNy+(Mx'(bl2))8w)
(AISC J23)
28 krin
0.0 krin
13/Columnl
OK
6 Shear Z(FzfVz+(Mx'(d2))/lw)
(AISC J2-3)
2.8 krm
0.0 krin
17(Columnl
OK
7 Combined
(AISC J2-3)
2.8 k!n
0.7 krin
17/Columnl
OK
Design Forces I Moments
Chart
Lead ComN.natka
Member
Fx(Mal)
011
Fy
RI
Fz
lei
Aix
"I
IAy
Ik-inl
rAZ
ik-m]
1
17
Columnt
3.18
0.00
-0.33
-0.05
30.19
-0.07
2
17
Columnl
3.18
0.00
-0.33
-0.05
30.19
-0.07
3
17
Columnl
-3.18
0.00
-0.33
.0.05
30.19
-0.07
4
17
Columnt
3.18
0.00
-0.33
-0.05
30.19
-0.07
5
13
Columnl
-0.88
0.20
0.05
-0.63
-4.67
6.63
6
17
Columnl
3.18
0.00
-0.33
-0.05
30.19
-0.07
7
17
Columnl
3.18
0.00
-0.33
-0.05
30.19
-6,87
11"
Base Plate Plan Base Plate Elevation
Column Size: HSS5x5x3
Base Plate Size: 11"xl1"x0.5"
Weld Size (in): 0.188
fc (psi): 3000
COLUMN BASE PLATE CONNECTION -FIXED CONNECTION Tr OK
poligon°
2 Tension
3 Bearing
FLYOVER SIDE MEMBER TO COLUMN
2 BOLTS
RISC (J3-1) R Jn 18.8 kip 0.2 kip 13 / Columnl OK
AISC(J3-1) FWQ 35.3 kip 2.8 kip 13/Column2 OK
AISC (J3-6b) R,10 26.3 kip 0.2 kip 131 Columnl OK
End Plate Check: 0.626"Thick
Allowable
Actual
Load Combination/Member
4
ShearYielding
AISC(J4-3)
R,40
45.0 kip
0.3 kip
17/Columnl
OK
" 5,
Shear Rupture
AISC(J4-4)
Rk81
42.8 kip
0.3 kip
14/Columnl
OK
6
Weld Check rv=0.1875-
AISC(J2-3)
RNA)
2.8 kipfin
0.3 kipfin
14/Column2
OK
. 7,
:,Plata Thickness(ty)
4Afrz
0.19 in
0.631n
13/Columnl
OK
22n'
Design Forces / Moments
check
Load Combination
t4ember
Fy
IN
F.
[k]
mx
P14nI
My
lk-I"]
I&
Ik4ni
1W13
Columnl
0.2
0A
-0.6
1.6
-18.0
2Column2
0.2
-0.1
0.5
-1.7
-18.0
3Columnl
R2.9
0.2
0.1
-0.6
1.6
-18.0
4Columnl
0.0
-0.3
-0.1
-10.8
.0.1
5Columnl
0.2
-0.1
-0.6
4.0
-18.3
6Column2
0.2
0.1
0.5
4.1
-18.5
7Columnl
02
0.1
-0.6
1.6
-18.0
12
0.001
Conneci on Elevation
�X= 2.51n
I x l
Lp=11 in
1
Member Height (in):
Member Width (in): 5 5
Member Thickness (in): 0.188
End Plate Weld Size (in): 0.188
Wp=5in
End Plate Elevation
1.5jinFx p Ik,p1.��
F 5.6In
Number Bolts:
Bolt Diameter (in): 1.000
End Plate Thickness (in): 0.625
Nut Plate Thickness (in): 0.500
Use Standard Gusset
FLYOVER SIDE MEMBER TO COLUM-2 BOLTS -IT OK
9
you on° SIDE MEMBER TO TRUSS CONNECTION
2 BOLTS
Bolt Check: (2)
0.76" Diameter A326 Bolts
Allowable
Actual
Load Combination/ Member
1 Shear
AISC(J3.1)
R,Ja 10.6 kip
2.0 kip
17/SIde2 OK
2 Tension
AISC(J3-1)
R,/n 19.9 kip
1.4 kip
17/SIde2 OK
3 Bearing
AISC (J3-6b)
R:.4n 13.8 kip
2.0 kip
17 /Side2 OK
End Plate Check: 0.376"Thick
Allowable
Actual
Load Combination/Member
4
Shear Ylelding
AISC(J4-3)
VO
27.0 kip
1.2 kip
14/Side2
OK
5
Shear Rupture
AISC(J4-4)
Rr40
22.0 kip
1.2 kip
14/Side2
OK
6
Weld Check w=0.25•
AISC (J2-3)
Rn10
3.7 kiplin
0.2 kip/n
17 / Side2 -
OK
7
Plate Thickness(tp)
4
0.16 in
0.38 in
17/Side2
OK
22111,
Design Forces / Moments
Check
Load Combination
Member
Fz(Adap
Ikl
Fy
Ik]
Fz
tkl
Mx
lk-ml
My
[k-lot
Ma
ik4l
1
17
SIde2
-0.2
1.1
-0.5
-5.4
0.0
0.0
2
17
Side2
-0.2
1.1
-0.5
-5.4
0.0
0.0
3
17
Side2
-0.2
1.1
-0.6
-5,4
0.0
0.0
4
14
Side2
-0.1
1.2
-0.6
-1.9
0.0
0.0
5
14
Side2
-0.1
1.2
-0.6
-1.9
0.0
0.0
6
17
Side2
-0.2
1,1
-0.5
-5.4
0.0
0.0
7
17
SIde2
-0.2
1.1
-0.5
-5.4
0.0
0.0
x=212 in
45' I k I
-- � 1.25 in
FX M 2.5 in
Lp=5in 2.5 in F t•� I
HSS5X3X0.25 � ✓✓✓//////
2.5 in
1.251n -
Wp=4.241
Plan View Connection Elevation End Plate Elevation End Plate Section
Member Height (in): Member Width (in): 3
Member Thickness (in): 0.250
-' End Plate Weld Size (in): 0.250
Number Bolts:
Bolt Diameter (in): 0.750
End Plate Thickness (in): 0.375
Nut Plate Thickness (in): 0.250
(If Required)
SIDEF MEMBER TO TRUSS CONNECTION-2 BOLTS TT OK
POIIgOfI' TRUSS TO COMPRESSION MEMBER
2 BOLTS
Bolt Check: (2) 0.76" Diameter, A326 Bolts
Allowable
Actual
Load Combination/Member
1
Shear
AISC(J3-1)
R�Jn
10.6 kip
1.0 kip
17/Truss2 -
OK
. 2
Tension
AISC(J3-1)
RWO
19.9 kip
1.3 kip
17/Truss2
OK
- 3
Bearing
AISC (J3-6b)
Byrn
17.8 kip
1.0 kip
17/Truss2
OK
End
Plate Check: 0.375"Thick
Allowable
Actual
Load Combination/Member
4
ShearYielding
AISC(J4-3)
R,J0
34.4 kip
0.1 kip
16/Truss4
OK
5
Shear Rupture
AISC (J4-4)
Rx/11
30.9 kip
0.1 kip
161 Truss4
OK
6
Weld Check w=o.125'
AISC(J2-3)
Rndn
1.9 kiphn
0.2 kip/m
17/Truss2
OK
7
Plate Thickness(tp)
4A"'
f22
0.16 in
0.38 in
17/Truss2
OK
Design Forces / Moments
Check
Load Combination
Member
FX(Adai)
19
Fy
Ikl
Fz
Ikl
Llx
lk-nl
IAy
"I
IAz
Ik-ml
1
17
Truss2
0.6
-0.3
0.0
3.6
0.8
5.2
2
17
Truss2
0.6
-0.3
0-0
3.6
0.8
5.2
3
17
Truss2
0.6
-0.3
0.0
3.6
0.8
5.2
-4
16
Truss4
-02
02
0.0
-2.6
-OA
-3.3
5
16
Truss4
-0.2
0.2
0.0
2.6
-0.4
-3.3
6
17
Truss2
0.6
-0.3
0.0
3.6
0.8
5.2
7
17
Truss2
0.6
-0.3
0.0
1 3.6
0.8
5.2
12
4.241
HSS6X4X0,125
8 = 19.47'
Connec0on Elevation
x= 21n
yvp = 4 in
End Plate Elevation
36 in
End Plate Section
Member Height (in):14 Number Bolts:
Member Width (in): 4 Bolt Diamett er (in): 0.750
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO COMPRESSION MEMBER -2BOLTS Tr OK
poligory EAVE/PURLIN CONNECTION
LASER CUT
Purilil Tab Checks
Allowable
Actual
Load Combination l Member
1
Tensile Yielding
AISC (J4-1)
RA]
16.0 kip
. -0A kip
141 Eavel
OK
2
Tensile Rupture
AISC (J4-2)
RNM
11.6 kip
-OA kip
141 Eave1
OK
3
Shear Melding -
AISC(J4-3)
RN/u
10.7 kip
0.4 kip
141 Eavel
OK
.,'4
- Shear Rupture
AISC (J4-4)
R,10
7.0 kip
0.4 kip
141 Eavel
OK
5
Block Shear Fx, pl
AISC (J4-5)
RWQ
10.2 kip
0.2 kip
171 Pudin2
OK
6
.Block Shear Fz, pt -
AISC (J4-5)
R,/n
6.6 kip
0.4 kip
141 Eave1
OK
7
Bending in Tab
AISC (F11-1)
RNIO
27.5 ksl
7.2 ksl
14 t Fave3
OK
Required
Number of Screws
Allowable
Actual
Load Combination I Member
8
No. of Screvm
1.2
6.0
141 Eave3
OK
Design Forces ! Moments
Check
Load Combiaafion
Member
Fx(Avap
14
Fy
VI
Fz
lk]
Mx
R N]
My
lk4")
Mr
lk-bl
1
14
Eavel
-0.5
0.2
-0.1
0.0
0.0
0.0
2
14
Eaval
-0.5
0.2
-0.1
0.0
0.0
0.0
3
14
Eavel
-0.5
-02
0-1
0.0
0.0
0.0
4
14
Eavel
-0.5
-02
0.1
0.0
0.0
0.0
5
17
Pudin2
0.2
-0.1
.0.1
0.0
0.0
0.0
6
14
Eavel
-0.6
-0.2
0.1
0.0
0.0
0.0
7
14
Eave3
-0.5
-0.4
0.1
0.0
0.0
0.0
8
14
Eave3
-0.5
-0.4
0.1
0.0
0.0
0.0
y_________________ __
4i= 45'
z___------- x___________
___________________
L..:
Tab
Width
/
V 'Pur➢n on opposte We ofrrun ml shmm fordanly
' S=-1quaaYbZ7 sketches abovemaynotreAect aduafmqusamenls
- ! Connection Plan Yew Conneollon Elevation End Plate Plan Peel
Member Height (in): Screw
Screw Size: 14-14 k03002s
Member Width (in): 4 No. of Screws: 6
Member Thickness (in): 0.125 Tab Design Width (in): 5.00
Tab Design Thickness (in): 0.116
EAVEiPURLIN CONNECTION -LASER CUT Tr OK
poligoff RISA ANALYSIS REPORT
Company Company
Dul,hc, =Ipcl
90HRRSAJ.b No.b., Checked By_ Job Numbs, Checked B,_
Model Noma Model N.M.
.�4
3
LL
LL
4
,4
4�
5
SLU
SL
2
6c
titX WINDWARD LOW.-
7
X LEEW RD W
WL
3
8
x'SDEWARDLOW::.:,.
9
X MNDWARD UPPER
WL
10
:'X LEEWARD UPPER
Wl-
11
X IDEWARD UPPER
WL
12
X10MINWIND, -1
W-
13
7 WINDWARD LOW
W,
3
44
:ZLEEWARDLOWt-
L-,.
'3
1
is
Z SIDEWARD LO
WL
a
1 1
=6
WINDWARD UPPER
WL::
",L-
17
UPPER
WL
18
--ZIEED,6RD
Z $IDEWARD UPPPER
VVIL
19
ZIOMINWIND
WL
20
FRAME
EL
21
EXROOF
EL
4
22
EZFRAME.
EL
23
EZROOF
EL
4--
24
13LC 2 Transient Area Loads
one
7D -
25
SM 3 Transient Area Loads
None
70
26
lILQ6jL8lh nIA-aloadsl;-
one
132"
27
'Le 7 Transient
BLC
28
BLQ 8 Than ient Ayea Loads
None
69
29
BLC 13 Transient Area Loads
None
38
30
31
B �T ansi.nt Area Leads
PLC 15 Transient Area Loads
E4
None
38
64
" , r
33
i T,.r
no
i
w
35
B 3 Tnts,
None
1 70
1
1
Load Combinations
MIVIMIIMIMMMM"�
McM I .. r .1=
f1MII7MENCI
Iffiarmarm
"I
104 q vM" VIA.d R, M
EMMME
MMMM�M'Liffi
��M�lm
"M43IM-IMLIM
=mom
ITFA
EMEMENE
mmommmm
momm
-nnm
Ol
EMMMEM
m=Hrjqm"�rmmm
�l
win
m
MMMIMMEN
ffit�ffmmmmm
�l
x "
Imammm
7-MIMAM
muml
OIEMII-
mmmun-5
�T-
mmmommmmummm
RISA-31D Version 12.0.0
Load Combinations (Continued)
17
Des crilaillon
DL!0.75w"0.75x.L L.!LL
L_.K-
solvaP
S
BLC
Fa to
1
BLC
2
Fac.
2
B Egg,
3 15
BLC
L4
...Br-
25.-
18
-jS:juL+o.7bxsL+u.,bxw�
,
yes
•y
.,r
tll,r;
, 1", _
2
` 2
A -��
C WE
25
-
19
,Dawn
1 0.6,UL + Min W�
Yes
Y
1
.6
2
1.2
12 10
20'
g�.
I. uu+� M,ddAm VVILK
Yes
T
'1'
I r!
:2�
2f
'15
3 -
91
1 DI-40 07s'llmynx
yes
Y
1
1
2
2
4
12
7.5
�2E,
0.6xDL + Min WLZ j L
16s
A-
1L
V
.6'.:'
21
.1 2:
9 =0
23
DL-075W-e75.MloVVU
Y..
y
1
1
2
2
3 15
19
7.5
24-
a
V
1, '�z
�':
=iT
=
�--5
25
yes
Y
1
,07
2
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I I I'M I 1,ft I RCnn I Reaction ! Mr, Ieaclion
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shnotiormh...
ColumnColumn
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Material
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IB IN
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PlqA,in
version 120.0
.. VA.I.A.I.A12368
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0 165
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BORRISA Job Number Checked BT._
Model Name
Member Advanced Data (Continued)
Hot Rolled Steel Design Parometers
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Hot Roiled Steel Properties
Envelope AISC 14th(360-10), ASD Steel Code Checks
1
Colem,
issit..1
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0
7
019
10
z
17
9.823
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16224
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Company
ORRISA Designer
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♦.caoeco oie• Model el N... Name
poligon°
PANEL DATA
MCELRO Yr METAL
CORPORATE OFFICE • P...b. BOX .11-48 • SH.REVEPORT, LA 711e3-1148.. (31S)-747-8000 • FAX (31B) 747-8029
Issue Date : June 1, 2006 Revised : August 29, 2011 No. 07-213-06
Mega -Rib
Bare & Painted
L I-7r-
1 v2•
36• COVERAGE
SECTION
PROPERTIES
TOP IN COMPRESSION
BOT iOM IN COMPRESSION
FY
GHT WEI
P, ,atl
Paw
Ix
5,
I, S,
GAUGE Om)
(PsA
(kIPNi-)
QbSIR)
pbs/ft.)
I
Pn -ft.)
Ck
pna/ft) iP-
sift) (kIP-
Qn 41R) On.;
24 150.0 1
1.17
1 1.2160
1 214.67
1 576.44
0.0970
1 0.1215
1 3.6370
1 0.0970
1 0.1126
1 3.3700
1. Section properties are c9Wuiated In emotional, with the 2007 AISI North Amerman Sped! 1lon for Me Design of Coid-Formed Steel SWdirml Members.
2. Va I, the alowable shear.
3. Pe is the allowable load forweb crippling on end 4 oterlor supports. -
4.IsIsfor dellumiondelemJnaOon.
5. Be Is Her bendng.
6. Me lathe en..bla bending moment
]. All values are for one foot of panel width.
Allowable Uniform Loads (PSF)
Span
in
Feet
3.SD
4.00
4S0
5.00
5.50
HBO
640
7.Do
7.50
8.011
8.50
Had
9.50
10.00
1050
11.00a
1W
151
119
96
80
6]
57
49
43
37
33
29
26
24
21
20
WCO
183
140
11D
09
]4
62
53
45
39
35
31
2]
24
22
20
18
197
151
119
96
00
B1
57
49
43
3]
33
29
26
24
21
20
7Sp.nT,a7�.dT�3.SDe
n S.11 So)
107
132
93
67
SD
39
30
24
20
18
13
11
9
B
7
8
0(I240)
148
99
69
So
38
29
23
1B
15
12
10
a
7
6
5
4
W4W
174
134
107
e7
]2
fit
52
45
39
34
30
2T4
M
20
18
Wnd
too
10
115
94
78
65
58
46
42
3]
33
29
28
24
21
19
1]d
131
10]
0]
]2
61
52
d5
39
3a
30
2]
24
ZZ
20
10
n N180)
4]fi
319
221
ifi]
111
96
74
59
dB
39
33
-28
23
20
17
15
Defietldn(u240)
357
239
166
122
92
70
55
44
36
29
24
21
17
15
13
11
PwnhaaW d
213
165
103
90
7e
65
56
49
43
38
34
30
27
25
23
Negadve Wind
227
1T2
116
9fi
01
69
60
52
d8
41
36
33
29
27
24
3 Span
Lhaa
213
165
IDS
90
76
65
5B
49
43
08
34
30
27
25
23
DaBaddn(Iy18o)
373
249
127
9fi
]4
5B
46
3]
31
26
21
18
15
13
12
De9edio HI
279
In
JIM
95
72
55
43
23
19
ifi
13
11
10
9
Posghm Wlnd
200
155
101
84
71
60
40
35
32
20
25
23
21
Negarae Weed
214
166
Ins
80
T6
55
t4940
43
38
34
31
28
25
23
pan
Ti60
40
35
32
28
25
23
21
OeOeNon (LOBO)
398
265
135
1D2
70
61
33
2T
23
19
16
14
12
Defedlon(U24D)
291
199
139
101
76
58
46
24
20
17
14
12
11
e
Notes.
1. Allowable uniform leads are based upon equal span lengths.
2. Posftw Wind Wale pressure and MOT Increased by 33113 %.
3. NegaMe Wind Is wind aviation or up9d and MOT increased by 33113%.
4. LFre Is the allowable we or snow [.ad.
5. Deft Won (U180) IS me shown Into load Nat 0raft the paners deft Won to Id180 while uMerpealba or We load.
S. Defleatbn (In40) Is the almabk load Nat OmR, the pavers do He Ion to M40 while unit at pesI a Has load.
7. The we Had of Me panel AaaiOT been denuded he in Me alowada Wads.
B. Pa50be Wind, NIII III W d.and Um Lead N. are NI to combined shear& bending using Eq. C3]A.1 at Me AISI SpeaDenion.
9.ImsMan Mind end the Loatl vales are gm0ed byweb crippin, uslg a beaMg IengN af2'.
10. Wbb cal valves an determined uew0 amUoetlhe unit. anWadduill"appoden by the top Ranges of Me sectoa
11. Load TeMes am Beaded W a mandate in allowable load of 50D panCORPORATE OFFICE
SHREVEPORT, LOUISIANA
MIDWEST DIVISION • CUNTON, IL SOUTHEAST DIVISION •. PEACHTREE CITY, CA WESTERN DIVISION ADELANTO,CA
NORTHEAST DIVISION WINCHESTER. VA SOUTHWEST DIVISION - BOSSIER CITY, LA BLUEGRASS DIVISION • LEWISPORT, KY
WEST TEXAS DIVISION MERKEL, TX GREAT LAICES DIVISION • MARSHALL. MI