Specifications (26) ofFicE COPY
Supplemental Structural Calculations
For
Planet Fitness TI Tigard
Tigard, Oregon
MJM Architects /3t4p2o2Z—ooI-7
7 2 55 S w pmenno w 4 ST
10/07/2022
FE Job Number— 22-T084
SlvtuCTut44
51411PE%
CC I/ a
I4t,0(t1.4:76..E2,GT2.0..iN.sN00::::s
These Calculations AreVoidSeal And 0gna4ture Are Not Original
FROELICH
ENGINEERS R
* * * LIMITATIONS * * *
ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS
SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR
LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER
FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
www.froelich-enqineers.com
PORTLAND(HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001
Page 1 of 30
114.
FROELICH
ENGINEERS 8 SCOPE OF WORK
Client's Name: MJM Architects
Project Name: Planet Fitness Tigard
Project Number: 22-T084
Current Date: 10/7/2022
By: RH/BTS
SCOPE OF WORK
Froelich Engineers, Inc. (FE) has provided full structural lateral and gravity design of the project
per the 2018 International Building Code (IBC) and 2021 Oregon Structural Specialty Code
(OSSC).
Froelich Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich
Engineers, Inc. did not design or review the details for the entire project.
PROJECT DESCRIPTION
This supplemental calculation package covers the addition of CFS box-beam headers to
support new cold-formed soffit framing and calculations showing that the previously required
bar-joist strengthening strategy is not needed and that the existing joists are adequate for the
new soffit and rooftop unit weights. Where joists were deemed to be inadequate to support new
loadings, CFS box-beam headers have been added.
www.froelich-enqineers.com
PORTLAND(HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001
Page 2 of 30
Client: MJM Architects
Project: Planet Fitnees Tigard
1441C
Proj.#: 22-T084
Date: 7/6/2022
By: RH
FROELICH
ENGINEERS A
Dead Load Calculations
Roof Dead Load
Component Weights I Actual(psi)I Comments
Roofing Membrane 2.5
Protection Board 2 approx. 5/8"shth
Insulation 2 Rigid Insulation
Roof Deck 1.75 18ga Metal Deck
Framing 1.5 Steel Joist
Mechanical 1.5
Ceiling 3 Suspended Steel Channel System
Sprinklers 0
Misc. 1.5
Total= 15.8 psf
Exterior CMU Wall Dead Load
Component Weights I Actual(psf)J Comments
8"CMU 78
Light Gage Furring/Framing 1.5 Interior Furring
Insulation 0.6 Batt Insulation
Gyp Board 2.8 5/8"Gypsum Board
Misc. 2.1
Total= 85.0 psf
Roof
Top Chord of Truss
Component Weights I Actual(psf)I Comments
Framing 1.5 Roof Trusses
Roofing 6.5 5/8"shth
Roof Decking 1.75
Misc. 0.5
Total= 10.3 psf
Bottom Chord of Truss
Component Weights I Actual(psi)I Comments
Mechanical 1.5
Ceiling 3 Suspended Steel Channel System
Batt Insulation 0
Sprinklers 0
Misc. 1
Total= 5.5 psf
Total Roof Dead Load= 15.8 psf
9 Portland(HQ) CLIENT:
Sf136247o(7b Page 3 oYA l
41141 Li Bend 3-1828 PROJECT:Ph oe.b t-;ke-ss * 1 i7.01
Cfl Denver NUMBER Z.z —. 4 gi ii
720-799-1Oo1
•FROELICH DATE: q 12 0
ENGINEERS1
www.froelich-eng¢neets.eom BY: EIS
FK;S -'t' 2.00 I MASS Ayilli :s :
.� 44n r
•
, 8.8 PSF -TRUSS SELF WEIGHT NOT INCLUDED IN
IP �.
i_ 1 G "" I SUPERIMPOSED DEAD LOADING
Bo = s: 5 ?(I-S (a.s j$S LIJc(tt Saspendeol .€:j;,1
•Top c 4o ra = ) L. z--'/it x z- '14 r `j
f lc,.
A te
5
a.'a Cho = ( j - / 1 k` 1`3/�t ell
• I4e —L V 1z )e1~11z. kit4
.41 Portland(HQ)
503-624-7005 CUENT:
Page 4POY5b
CI Bend PROJECT:
'411 541-383-1828
4 Denver NUMBER:
720-799-1001
.FROELICH DATE:
ENGINEERSI
wwwfrotbeti-engmeers.com BY:
rutss. Log 4:141 ivt it,:ori ectsetme :
* I (-digs4t '
• / itSzY lb
lis-c lb 0 X = j1Le 8( it-
- ce,.:1:ket!fr
3 vs oidertwtte
eTscitst5 tt
* TV Thus \dv)..= 525 (9 cfk- rott
LI St , er c.
'Ala
—>. Trt, S -1 CI de TpOrt e
NOTE: ROOF TRUSSES SUPPORTING OTHER ROOFTOP UNITS AND
SUSPENDED CEILINGS WILL BE SUPPORTING LOADS SMALLER THAN THE
ABOVE TRUSSES. THEREFORE, NO TRUSS STRENGTHENING IS REQUIRED.
pentley
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Current Date: 10/7/2022 10:51 AM
Units system:English
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss 1.etz\
• TRUSS#1 - ROOF
TRUSS W/ NEW RTU 4 &
SUSPENDED CEILING
N� 1 /154 5 61,6 6 /N,7 7 ;N8 8 194299 9 /N10 10 N11 11 N5
' ry "d�� /4 '27 /,50 '):9 tib `, ,;y 5�..,
N1 3 N3 15 N14 ...._....16 N15 17
N16 18 N17 19 N18 20 N19 21 N1214 N13
l
Page 6 of 30
Bentley
Current Date: 10/7/2022 11:00 AM
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File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss
1.etz\
Geometry data
GLOSSARY
Cb22,Cb33 :Moment gradient coefficients
Cm22,Cm33 :Coefficients applied to bending term in interaction formula
d0 :Tapered member section depth at J end of member
DJX : Rigid end offset distance measured from J node in axis X
DJY :Rigid end offset distance measured from J node in axis Y
DJZ :Rigid end offset distance measured from J node in axis Z
DKX :Rigid end offset distance measured from K node in axis X
DKY : Rigid end offset distance measured from K node in axis Y
DKZ : Rigid end offset distance measured from K node in axis Z
dL :Tapered member section depth at K end of member
Ig factor : Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members
K22 :Effective length factor about axis 2
K33 : Effective length factor about axis 3
L22 :Member length for calculation of axial capacity
L33 :Member length for calculation of axial capacity
LB pos :Lateral unbraced length of the compression flange in the positive side of local axis 2
LB neg :Lateral unbraced length of the compression flange in the negative side of local axis 2
RX : Rotation about X
RY : Rotation about Y
RZ :Rotation about Z
TO : 1 =Tension only member 0=Normal member
TX :Translation in X
TY :Translation in Y
TZ :Translation in Z
Nodes
Node X Y Z Rigid Floor
[ft] [ft] [ft]
1 0.00 0.00 0.00 0
2 0.00 1.833 0.00 0
3 2.167 0.00 0.00 0
5 30.417 1.833 0.00 0
6 7.292 1.833 0.00 0
4 3.333 1.833 0.00 0
7 11.25 1.833 0.00 0
8 15.208 1.833 0.00 0
9 19.167 1.833 0.00 0
10 23.125 1.833 0.00 0
11 27.083 1.833 0.00 0
12 28.25 0.00 0.00 0
13 30.417 0.00 0.00 0
14 5.312 0.00 0.00 0
15 9.271 0.00 0.00 0
16 13.229 0.00 0.00 0
17 17.187 0.00 0.00 0
18 21.146 0.00 0.00 0
19 25.104 0.00 0.00 0
20 18.58 1.833 0.00 0
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Restraints
Node TX TY TZ RX RY RZ
1 0 0 1 0 0 0
2 1 1 1 1 0 0
5 0 1 1 0 0 0
6 0 0 1 0 0 0
4 0 0 1 0 0 0
7 0 0 1 0 0 0
8 0 0 1 0 0 0
9 0 0 1 0 0 0
10 0 0 1 0 0 0
11 0 0 1 0 0 0
13 0 0 1 0 0 0
Members
Member NJ NK Description Section Material dO dL Ig factor
[in] [in]
1 2 4 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
2 3 4 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
3 1 3 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
4 3 2 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
5 4 6 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
6 6 7 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
7 7 8 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
8 8 20 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
9 9 10 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
10 10 11 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
11 5 11 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
12 5 12 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
13 11 12 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
14 12 13 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
15 3 14 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
16 14 15 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
17 15 16 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
18 16 17 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
19 17 18 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
20 18 19 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
21 12 19 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
22 11 19 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
23 10 19 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
24 10 18 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
25 9 18 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
26 9 17 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
27 8 17 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
28 8 16 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
29 7 16 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
30 7 15 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
31 6 15 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
32 6 14 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
33 4 14 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
34 20 9 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
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Orientation of local axes
Member Rotation Axes23 NX NY NZ
[Deg]
2 180.00 0 0.00 0.00 0.00
3 180.00 0 0.00 0.00 0.00
4 180.00 0 0.00 0.00 0.00
12 180.00 0 0.00 0.00 0.00
13 180.00 0 0.00 0.00 0.00
14 180.00 0 0.00 0.00 0.00
15 180.00 0 0.00 0.00 0.00
16 180.00 0 0.00 0.00 0.00
17 180.00 0 0.00 0.00 0.00
18 180.00 0 0.00 0.00 0.00
19 180.00 0 0.00 0.00 0.00
20 180.00 0 0.00 0.00 0.00
21 180.00 0 0.00 0.00 0.00
22 180.00 0 0.00 0.00 0.00
23 180.00 0 0.00 0.00 0.00
24 180.00 0 0.00 0.00 0.00
25 180.00 0 0.00 0.00 0.00
26 180.00 0 0.00 0.00 0.00
27 180.00 0 0.00 0.00 0.00
28 180.00 0 0.00 0.00 0.00
29 180.00 0 0.00 0.00 0.00
30 180.00 0 0.00 0.00 0.00
31 180.00 0 0.00 0.00 0.00
32 180.00 0 0.00 0.00 0.00
33 180.00 0 0.00 0.00 0.00
Hinges
Node-J Node-K
Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity
2 1 1 0 0 1 1 0 0 0 0 Full
4 1 1 0 0 1 1 0 0 0 0 Full
12 1 1 0 0 1 1 0 0 0 0 Full
13 1 1 0 0 1 1 0 0 0 0 Full
22 1 1 0 0 1 1 0 0 0 0 Full
23 1 1 0 0 1 1 0 0 0 0 Full
24 1 1 0 0 1 1 0 0 0 0 Full
25 1 1 0 0 1 1 0 0 0 0 Full
26 1 1 0 0 1 1 0 0 0 0 Full
27 1 1 0 0 1 1 0 0 0 0 Full
28 1 1 0 0 1 1 0 0 0 0 Full
29 1 1 0 0 1 1 0 0 0 0 Full
30 1 1 0 0 1 1 0 0 0 0 Full
31 1 1 0 0 1 1 0 0 0 0 Full
32 1 1 0 0 1 1 0 0 0 0 Full
33 1 1 0 0 1 1 0 0 0 0 Full
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Aro enttey
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Current Date: 10/7/2022 10:51 AM
Units system:English
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss
1.etz\
Load data
GLOSSARY
Comb : Indicates if load condition is a load combination
Load Conditions
Condition Description Comb. Category
1
DL Dead Load No DL
SL Snow Load No SNOW
Load on nodes
Condition Node FX FY FZ MX MY MZ
[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft]
DL 3 0.00 -0.0671 0.00 0.00 0.00 0.00
7 0.00 -0.533 0.00 0.00 0.00 0.00
12 0.00 -0.0671 0.00 0.00 0.00 0.00
14 0.00 -0.0671 0.00 0.00 0.00 0.00
15 0.00 -0.0671 0.00 0.00 0.00 0.00
16 0.00 -0.0671 0.00 0.00 0.00 0.00
17 0.00 -0.0671 0.00 0.00 0.00 0.00
18 0.00 -0.0671 0.00 0.00 0.00 0.00
19 0.00 -0.0671 0.00 0.00 0.00 0.00
20 0.00 -0.533 0.00 0.00 0.00 0.00
Distributed force on members
"'gin'Y2
d1
d2
Condition Member Dirt Vail Val2 Dist1 % Dist2 %
[Kip/ft] [Kip/ft] [ft] [ft]
DL 1 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
3 Y 0.00 0.00 0.00 Yes 100.00 Yes
5 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
6 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
- Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
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7 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
•
8 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
9 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
10 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
11 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
14 Y 0.00 0.00 0.00 Yes 100.00 Yes
15 Y 0.00 0.00 0.00 Yes 100.00 Yes
16 Y 0.00 0.00 0.00 Yes 100.00 Yes
17 Y 0.00 0.00 . 0.00 Yes 100.00 Yes
18 Y 0.00 0.00 0.00 Yes 100.00 Yes
19 Y 0.00 0.00 0.00 Yes 100.00 Yes
20 Y 0.00 0.00 0.00 Yes 100.00 Yes
21 Y 0.00 0.00 0.00 Yes 100.00 Yes
34 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
SL 1 Y -0.161 -0.161 0.00 Yes 100.00 Yes
5 Y -0.161 -0.161 0.00 Yes 100.00 Yes
6 Y -0.161 -0.161 0.00 Yes 100.00 Yes
7 Y -0.161 -0.161 0.00 Yes 100.00 Yes
8 Y -0.161 -0.161 0.00 Yes 100.00 Yes
9 Y -0.161 -0.161 0.00 Yes 100.00 Yes
10 Y -0.161 -0.161 0.00 Yes 100.00 Yes
11 Y -0.161 -0.161 0.00 Yes 100.00 Yes
34 Y -0.161 -0.161 0.00 Yes 100.00 Yes
Self weight multipliers for load conditions
Self weight multiplier
Condition Description Comb. MuItX MultY MultZ
DL Dead Load No 0.00 -1.00 0.00
SL Snow Load No 0.00 0.00 0.00
Earthquake(Dynamic analysis only)
Condition a/g Ang. Damp.
[Deg] [%]
DL 0.00 0.00 0.00
SL 0.00 0.00 0.00
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File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss 1.etz\
Load condition: DL=Dead Load
Loads
Axial force
1111 Distributed user loads-Members
Concentrated-Nodes
_0.0565[1(0t} 0.0565(Kip/ft] -0.0565[Ki ] 0.0565[Kip/ft] -0.0565( i. e565[Kip/1 1.0565[Ki4 ] 0.0565[Kip/ft] -0.056$[Kip/ft]
w. .. p/ft]
, , '\� �Fx 0.533[Kip] F,y=0 533[Kip]
I / 1 ` 1 I
Fy -0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy--0.0671[Kip] Fy -0.0671[Kip] 'Fy=-0.0671[Kip]
Y
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Load condition: SL=Snow Load
Loads
III Axial force
I. Distributed user loads-Members
0.161[Ki ,[ -0.161[Ki ] 0,161[Ki 1 0,161[Ki } -0.161[Ki .161[Kip/ft}0.161[Ki j 0.161[Ki 1 -0.161[Kip/ft]
1
Y
}
•
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1.etz\
Steel Code Check
Report: Summary-For all selected load conditions
Load conditions to be included in design:
D1=1.4DL
D2=1.2DL+0.5SL
D3=1.2DL+1.6SL
D4=1.2DL+0.2SL
Description Section Member Ctrl Eq. Ratio Status Reference
(2)L1-3/4x1-3/4x1/8 3 D1 at 100.00% 0.01 OK Sec.F1
D2 at 100.00% 0.01 OK
D3 at 100.00% 0.01 OK
D4 at 100.00% 0.01 OK
14 D1 at 0.00% 0.01 OK Sec.F1
D2 at 0.00% 0.01 OK
D3 at 0.00% 0.01 OK
D4 at 0.00% 0.01 OK
• 15 D1 at 100.00% 0.15 OK
D2 at 100.00% 0.20 OK
D3 at 100.00% 0.34 OK Eq.H2-1
D4 at 100.00% 0.16 OK
16 D1 at 62.50% 0.30 OK
D2 at 75.00% 0.37 OK
D3 at 100.00% 0.63 OK Eq. H2-1
D4 at 68.75% 0.30 OK
17 D1 at 62.50% 0.40 OK
D2 at 62.50% 0.49 OK
D3 at 81.25% 0.82 OK Eq.H2-1
D4 at 62.50% 0.40 OK
18 D1 at 50.00% 0.42 OK
D2 at 50.00% 0.52 OK
D3 at 50.00% 0.88 OK Eq. H2-1
D4 at 50.00% 0.42 OK
19 D1 at 37.50% 0.40 OK
D2 at 31.25% 0.49 OK
D3 at 18.75% 0.82 OK Eq.H2-1
D4 at 37.50% 0.40 OK
20 D1 at 37.50% 0.29 OK
D2 at 25.00% 0.36 OK
D3 at 0.00% 0.63 OK Eq. H2-1
D4 at 31.25% 0.30 OK
21 D1 at 100.00% 0.15 OK
D2 at 100.00% 0.19 OK
D3 at 100.00% 0.34 OK Eq.H2-1
D4 at 100.00% 0.16 OK
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(2)L2-1/4x2-1/4x3/16 1 D1 at 100.00% 0.14 OK
•
D2 at 100.00% 0.20 OK
D3 at 100.00% 0.38 OK Eq.H2-1
D4 at 100.00% 0.15 OK
5 D1 at 0.00% 0.24 OK
D2 at 0.00% 0.32 OK
D3 at 0.00% 0.58 OK Eq. H2-1
D4 at 0.00% 0.25 OK
6 D1 at 0.00% 0.32 OK
D2 at 0.00% 0.42 OK
D3 at 0.00% 0.73 OK Eq.H2-1
D4 at 0.00% 0.33 OK
7 D1 at 100.00% 0.40 OK
D2 at 100.00% 0.50 OK
D3 at 100.00% 0.85 OK Eq.H2-1
D4 at 100.00% 0.40 OK
8 D1 at 81.25% 0.38 OK
D2 at 0.00% 0.48 OK
D3 at 0.00% 0.82 OK Eq.H2-1
D4 at 0.00% 0.38 OK
9 D1 at 0.00% 0.39 OK
D2 at 0.00% 0.48 OK
D3 at 0.00% 0.80 OK Eq. H2-1
D4 at 0.00% 0.39 OK
10 D1 at 100.00% 0.24 OK
D2 at 100.00% 0.33 OK
D3 at 100.00% 0.59 OK Eq. H2-1
D4 at 100.00% 0.26 OK
11 D1 at 100.00% 0.15 OK
D2 at 100.00% 0.21 OK
D3 at 100.00% 0.39 OK Eq.H2-1
D4 at 100.00% 0.16 OK
34 D1 at 100.00% 0.40 OK
D2 at 100.00% 0.49 OK
D3 at 100.00% 0.82 OK Eq.H2-1
D4 at 100.00% 0.40 OK
L 1-1/2x1-1/2x1/4 2 D1 at 50.00% 0.24 OK
D2 at 50.00% 0.30 OK
D3 at 50.00% 0.52 OK Eq.H2-1
D4 at 50.00% 0.25 OK
4 D1 at 50.00% 0.15 OK
D2 at 50.00% 0.18 OK
D3 at 50.00% 0.31 OK Eq.H2-1
D4 at 50.00% 0.15 OK
12 D1 at 50.00% 0.15 OK
D2 at 50.00% 0.18 OK
D3 at 50.00% 0.30 OK Eq.H2-1
D4 at 50.00% 0.15 OK
13 D1 at 50.00% 0.24 OK
D2 at 50.00% 0.30 OK
D3 at 50.00% 0.52 OK Eq. H2-1
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D4 at 50.00% 0.24 OK
22 D1 at 50.00% 0.11 OK
D2 at 50.00% 0.13 OK
D3 at 50.00% 0.21 OK Eq.H2-1
D4 at 50.00% 0.11 OK
23 D1 at 50.00% 0.28 OK
D2 at 50.00% 0.35 OK
D3 at 50.00% 0.58 OK Eq.H2-1
D4 at 50.00% 0.28 OK
24 D1 at 50.00% 0.08 OK
D2 at 50.00% 0.10 OK
D3 at 50.00% 0.14 OK Eq.H2-1
D4 at 50.00% 0.08 OK
25 D1 at 50.00% 0.21 OK
D2 at 50.00% 0.25 OK
D3 at 50.00% 0.39 OK Eq.H2-1
D4 at 50.00% 0.21 OK
26 D1 at 50.00% 0.02 OK
D2 at 50.00% 0.03 OK
D3 at 50.00% 0.04 OK Eq. H2-1
D4 at 50.00% 0.02 OK
27 D1 at 50.00% 0.05 OK
D2 at 50.00% 0.06 OK
D3 at 50.00% 0.11 OK Eq.H2-1
D4 at 50.00% 0.05 OK
28 D1 at 50.00% 0.04 OK
D2 at 50.00% 0.06 OK
D3 at 50.00% 0.11 OK Eq.H2-1
D4 at 50.00% 0.04 OK
29 D1 at 50.00% 0.02 OK
D2 at 50.00% 0.03 OK
D3 at 50.00% 0.04 OK Eq.H2-1
D4 at 50.00% 0.02 OK
30 D1 at 50.00% 0.21 OK
D2 at 50.00% 0.24 OK
D3 at 50.00% 0.39 OK Eq. H2-1
D4 at 50.00% 0.21 OK
31 D1 at 50.00% 0.08 OK
D2 at 50.00% 0.09 OK
D3 at 50.00% 0.14 OK Eq. H2-1
D4 at 50.00% 0.08 OK
32 D1 at 50.00% 0.29 OK
D2 at 50.00% 0.35 OK
D3 at 50.00% 0.58 OK Eq. H2-1
D4 at 50.00% 0.29 OK
33 D1 at 50.00% 0.11 OK
D2 at 50.00% 0.13 OK
D3 at 50.00% 0.22 OK Eq.H2-1
D4 at 50.00% 0.11 OK
Page3
,4an Bentley
Page 16 of 30
ailment Date: 10/7/2022 10'57 AM
Units system:English
File name: P.\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss 2.etz\
TRUSS#2 - ROOF
TRUSS W/ NEW
TELEVISION TRUSS
42 1 /44 5 N6 6 r4j 7 48 8 1$42B9 9 N10 10 / N11 11 N5
05) 4 ,1,0 \ ryt.
Ni 3 N3 15 N14 16 N15 17 N16 18 N17 19 N18 20 N19 21 N1214 N13
Page 17 of 30
n,
41, Bentley
Current Date: 10/7/2022 10:57 AM
Units system:English
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss
2.etz\
Geometry data
GLOSSARY
Cb22,Cb33 :Moment gradient coefficients
Cm22,Cm33 :Coefficients applied to bending term in interaction formula
d0 :Tapered member section depth at J end of member
DJX :Rigid end offset distance measured from J node in axis X
DJY :Rigid end offset distance measured from J node in axis Y
DJZ :Rigid end offset distance measured from J node in axis Z
DKX :Rigid end offset distance measured from K node in axis X
DKY :Rigid end offset distance measured from K node in axis Y
DKZ :Rigid end offset distance measured from K node in axis Z
dL :Tapered member section depth at K end of member
Ig factor : Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members
K22 : Effective length factor about axis 2
K33 : Effective length factor about axis 3
L22 :Member length for calculation of axial capacity
L33 :Member length for calculation of axial capacity
LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2
LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2
RX : Rotation about X
RY : Rotation about Y
RZ :Rotation about Z
TO : 1 =Tension only member 0=Normal member
TX :Translation in X
TY :Translation in Y
TZ :Translation in Z
Nodes
Node X Y Z Rigid Floor
[ft] [ft] [ft]
1 0.00 0.00 0.00 0
2 0.00 1.833 0.00 0
3 2.167 0.00 0.00 0
5 30.417 1.833 0.00 0
6 7.292 1.833 0.00 0
4 3.333 1.833 0.00 0
7 11.25 1.833 0.00 0
8 15.208 1.833 0.00 0
9 19.167 1.833 0.00 0
10 23.125 1.833 0.00 0
11 27.083 1.833 0.00 0
12 28.25 0.00 0.00 0
13 30.417 0.00 0.00 0
14 5.312 0.00 0.00 0
15 9.271 0.00 0.00 0
16 13.229 0.00 0.00 0
17 17.187 0.00 0.00 0
18 21.146 0.00 0.00 0
19 25.104 0.00 0.00 0
20 18.58 1.833 0.00 0
Pagel
Page 18 of 30
Restraints
•
Node TX TY TZ RX RY RZ
1 0 0 1 0 0 0
2 1 1 1 1 0 0
5 0 1 1 0 0 0
6 0 0 1 0 0 0
4 0 0 1 0 0 0
7 0 0 1 0 0 0
8 0 0 1 0 0 0
9 0 0 1 0 0 0
10 0 0 1 0 0 0
11 0 0 1 0 0 0
13 0 0 1 0 0 0
Members
Member NJ NK Description Section Material dO dL Ig factor
[in] [in]
1 2 4 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
2 3 4 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
3 1 3 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
4 3 2 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
5 4 6 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
6 6 7 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
7 7 8 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
8 8 20 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
9 9 10 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
10 10 11 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
11 5 11 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
12 5 12 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
13 11 12 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
14 12 13 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
15 3 14 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
16 14 15 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
17 15 16 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
18 16 17 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
19 17 18 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
20 18 19 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
21 12 19 (2)L1-3/4x1-3/4x1/8 A992 Gr50 0.00 0.00 0.00
22 11 19 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
23 10 19 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
24 10 18 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
25 9 18 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
26 9 17 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
27 8 17 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
28 8 16 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
29 7 16 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
30 7 15 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
31 6 15 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
32 6 14 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
33 4 14 L 1-1/2x1-1/2x1/4 A992 Gr50 0.00 0.00 0.00
34 20 9 (2)L2-1/4x2-1/4x3/16 A992 Gr50 0.00 0.00 0.00
Page2
Page 19 of 30
Orientation of local axes
Member Rotation Axes23 NX NY NZ
[Deg]
2 180.00 0 0.00 0.00 0.00
3 180.00 0 0.00 0.00 0.00
4 180.00 0 0.00 0.00 0.00
12 180.00 0 0.00 0.00 0.00
13 180.00 0 0.00 0.00 0.00
14 180.00 0 0.00 0.00 0.00
15 180.00 0 0.00 0.00 0.00
16 180.00 0 0.00 0.00 0.00
17 180.00 0 0.00 0.00 0.00
18 180.00 0 0.00 0.00 0.00
19 180.00 0 0.00 0.00 0.00
20 180.00 0 0.00 0.00 0.00
21 180.00 0 0.00 0.00 0.00
22 180.00 0 0.00 0.00 0.00
23 180.00 0 0.00 0.00 0.00
24 180.00 0 0.00 0.00 0.00
25 180.00 0 0.00 0.00 0.00
26 180.00 0 0.00 0.00 0.00
27 180.00 0 0.00 0.00 0.00
28 180.00 0 0.00 0.00 0.00
29 180.00 0 0.00 0.00 0.00
30 180.00 0 0.00 0.00 0.00
31 180.00 0 0.00 0.00 0.00
• 32 180.00 0 0.00 0.00 0.00
33 180.00 0 0.00 0.00 0.00
Hinges
Node-J Node-K
Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity
2 1 1 0 0 1 1 0 0 0 0 Full
4 1 1 0 0 1 1 0 0 0 0 Full
12 1 1 0 0 1 1 0 0 0 0 Full
13 1 1 0 0 1 1 0 0 0 0 Full
22 1 1 0 0 1 1 0 0 0 0 Full
23 1 1 0 0 1 1 0 0 0 0 Full
24 1 1 0 0 1 1 0 0 0 0 Full
25 1 1 0 0 1 1 0 0 0 0 Full
26 1 1 0 0 1 1 0 0 0 0 Full
27 1 1 0 0 1 1 0 0 0 0 Full
28 1 1 0 0 1 1 0 0 0 0 Full
29 1 1 0 0 1 1 0 0 0 0 Full
30 1 1 0 0 1 1 0 0 0 0 Full
31 1 1 0 0 1 1 0 0 0 0 Full
32 1 1 0 0 1 1 0 0 0 0 Full
33 1 1 0 0 1 1 0 0 0 0 Full
Page3
•
Page 20 of 30
d Bentley
Current Date: 10/7/2022 10:57 AM
Units system:English
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss
2.etz\
Load data
GLOSSARY
Comb : Indicates if load condition is a load combination
Load Conditions
Condition Description Comb. Category
DL Dead Load No DL
SL Snow Load No SNOW
Load on nodes
Condition Node FX FY FZ MX MY MZ
[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft]
DL 3 0.00 -0.0671 0.00 0.00 0.00 0.00
12 0.00 -0.0671 0.00 0.00 0.00 0.00
14 0.00 -0.0671 0.00 0.00 0.00 0.00
15 0.00 -0.0671 0.00 0.00 0.00 0.00
16 0.00 -0.0671 0.00 0.00 0.00 0.00
17 0.00 -0.0671 0.00 0.00 0.00 0.00
18 0.00 -0.0671 0.00 0.00 0.00 0.00
19 0.00 -0.0671 0.00 0.00 0.00 0.00
Distributed force on members
Y tt� Y2
di It
d2
Condition Member Dirt Vail Val2 Dist1 % Dist2 %
[Kip/ft] [Kip/ft] [ft] [ft]
DL 1 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
3 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
5 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
6 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
7 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Pagel
Page 21 of 30
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
8 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
• 9 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
10 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
11 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
14 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
15 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
16 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
17 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
18 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
19 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
20 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
21 Y 0.00 0.00 0.00 Yes 100.00 Yes
Y -0.065 -0.065 0.00 Yes 100.00 Yes
34 Y -0.0565 -0.0565 0.00 Yes 100.00 Yes
Y -0.0193 -0.0193 0.00 Yes 100.00 Yes
SL 1 Y -0.161 -0.161 0.00 Yes 100.00 Yes
5 Y -0.161 -0.161 0.00 Yes 100.00 Yes
6 Y -0.161 -0.161 0.00 Yes 100.00 Yes
7 Y -0.161 -0.161 0.00 Yes 100.00 Yes
8 Y -0.161 -0.161 0.00 Yes 100.00 Yes
9 Y -0.161 -0.161 0.00 Yes 100.00 Yes
•
10 Y -0.161 -0.161 0.00 Yes 100.00 Yes
11 Y -0.161 -0.161 0.00 Yes 100.00 Yes
34 Y -0.161 -0.161 0.00 Yes 100.00 Yes
Self weight multipliers for load conditions
Self weight multiplier
Condition Description Comb. MuItX MultY MuItZ
DL Dead Load No 0.00 -1.00 0.00
SL Snow Load No 0.00 0.00 0.00
Earthquake(Dynamic analysis only)
Page2
Page 22 of 30
Condition a/g Ang. Damp.
[Deg] [%]
DL 0.00 0.00 0.00
SL 0.00 0.00 0.00
Page3
Bentley
Current : / Page 23 of 30
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10:58 AM
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss 2.etz\
Load condition: DL=Dead Load
Loads
NI Axial force
III Distributed user loads-Members
Concentrated-Nodes
i /ft
/ [Kip7ft]
f
p]
Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy=-0.0671[Kip] Fy -0.0671[Kip]
Y
�7
'awoBenttey
Page 24 of 30
Current Date: 10/7/2022 10:58 AM
Units system:English
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss 2.etz\
Load condition: SL=Snow Load
Loads
1111 Axial force
NI Distributed user loads-Members
p:161[Ki ftJ A.161[Kip ] p,161[Ki } 0.161(Ki ] -0.161[10 .161[Kip/ft]-0.161[Ki J 0.161[Ki J -0.161[19D/ft]
Page 25 of 30
410 Bentley
Current Date: 10/7/2022 10:58 AM
Units system:English
File name: P:\2022\22-T084(Planet Fitness TI-Tigard)\400 Calculations\410 Models\410.05 Models-Roof Trusses\Roof Truss Checks\Roof Truss
2.etz\
Steel Code Check
Report: Summary-For all selected load conditions
Load conditions to be included in design:
D1=1.4DL
D2=1.2DL+0.5SL
D3=1.2DL+1.6SL
D4=1.2DL+0.2SL
Description Section Member Ctrl Eq. Ratio Status Reference
(2)L1-3/4x1-3/4x1/8 3 D1 at 100.00% 0.17 OK Sec.F1
D2 at 100.00% 0.14 OK
D3 at 100.00% 0.14 OK
D4 at 100.00% 0.14 OK
14 D1 at 0.00% 0.17 OK Sec.F1
D2 at 0.00% 0.14 OK
D3 at 0.00% 0.14 OK
D4 at 0.00% 0.14 OK
15 D1 at 0.00% 0.32 OK
D2 at 0.00% 0.33 OK
D3 at 0.00% 0.45 OK Eq.H2-1
D4 at 0.00% 0.30 OK
16 D1 at 43.75% 0.44 OK
D2 at 43.75% 0.49 OK
D3 at 50.00% 0.75 OK Eq.H2-1
D4 at 43.75% 0.42 OK
17 D1 at 50.00% 0.50 OK
D2 at 50.00% 0.57 OK
D3 at 50.00% 0.90 OK Eq.H2-1
D4 at 50.00% 0.48 OK
18 D1 at 50.00% 0.54 OK
D2 at 50.00% 0.62 OK
D3 at 50.00% 0.97 OK Eq.H2-1
D4 at 50.00% 0.52 OK
19 D1 at 50.00% 0.50 OK
D2 at 50.00% 0.57 OK
D3 at 50.00% 0.90 OK Eq.H2-1
D4 at 50.00% 0.48 OK
20 D1 at 56.25% 0.44 OK
D2 at 56.25% 0.49 OK
D3 at 50.00% 0.75 OK Eq. H2-1
D4 at 56.25% 0.42 OK
21 D1 at 0.00% 0.32 OK
D2 at 0.00% 0.33 OK
D3 at 0.00% 0.45 OK Eq.H2-1
D4 at 0.00% 0.30 OK
Pagel
Page 26 of 30
(2)L2-1/4x2-1/4x3/16 1 D1 at 100.00% 0.15 OK
D2 at 100.00% 0.21 OK
D3 at 100.00% 0.39 OK Eq. H2-1
D4 at 100.00% 0.16 OK
5 D1 at 0.00% 0.26 OK
D2 at 0.00% 0.34 OK
D3 at 0.00% 0.60 OK Eq.H2-1
D4 at 0.00% 0.27 OK
6 D1 at 0.00% 0.34 OK
D2 at 0.00% 0.43 OK
D3 at 0.00% 0.75 OK Eq. H2-1
D4 at 0.00% 0.34 OK
7 D1 at 50.00% 0.38 OK
D2 at 0.00% 0.48 OK
D3 at 100.00% 0.83 OK Eq.H2-1
D4 at 0.00% 0.38 OK
8 D1 at 56.25% 0.36 OK
D2 at 0.00% 0.45 OK
D3 at 0.00% 0.79 OK Eq. H2-1
D4 at 0.00% 0.36 OK
9 D1 at 100.00% 0.33 OK
D2 at 100.00% 0.43 OK
D3 at 0.00% 0.75 OK Eq.H2-1
D4 at 100.00% 0.34 OK
10 D1 at 100.00% 0.26 OK
D2 at 100.00% 0.34 OK
D3 at 100.00% 0.60 OK Eq. H2-1
D4 at 100.00% 0.27 OK
11 D1 at 100.00% 0.15 OK
D2 at 100.00% 0.21 OK
D3 at 100.00% 0.39 OK Eq.H2-1
D4 at 100.00% 0.16 OK
34 D1 at 100.00% 0.33 OK
D2 at 100.00% 0.43 OK
D3 at 100.00% 0.75 OK Eq.H2-1
D4 at 100.00% 0.34 OK
L 1-1/2x1-1/2x1/4 2 D1 at 50.00% 0.26 OK
D2 at 50.00% 0.32 OK
D3 at 50.00% 0.54 OK Eq. H2-1
D4 at 50.00% 0.26 OK
4 D1 at 50.00% 0.18 OK
D2 at 50.00% 0.21 OK
D3 at 50.00% 0.33 OK Eq.H2-1
D4 at 50.00% 0.17 OK
12 D1 at 50.00% 0.18 OK
D2 at 50.00% 0.21 OK
D3 at 50.00% 0.33 OK Eq.H2-1
D4 at 50.00% 0.17 OK
13 D1 at 50.00% 0.26 OK
D2 at 50.00% 0.32 OK
D3 at 50.00% 0.54 OK Eq.H2-1
Page2
. Page 27 of 30
D4 at 50.00% 0.26 OK
22 D1 at 50.00% 0.12 OK
D2 at 50.00% 0.14 OK
D3 at 50.00% 0.22 OK Eq.H2-1
D4 at 50.00% 0.12 OK
23 D1 at 50.00% 0.28 OK
D2 at 50.00% 0.35 OK
D3 at 50.00% 0.58 OK Eq.H2-1
D4 at 50.00% 0.29 OK
24 D1 at 50.00% 0.08 OK
D2 at 50.00% 0.09 OK
D3 at 50.00% 0.14 OK Eq.H2-1
D4 at 50.00% 0.08 OK
25 D1 at 50.00% 0.16 OK
D2 at 50.00% 0.20 OK
D3 at 50.00% 0.34 OK Eq.H2-1
D4 at 50.00% 0.16 OK
26 D1 at 50.00% 0.04 OK
D2 at 50.00% 0.04 OK
D3 at 50.00% 0.05 OK Eq.H2-1
D4 at 50.00% 0.03 OK
27 D1 at 50.00% 0.04 OK
D2 at 50.00% 0.05 OK
D3 at 50.00% 0.10 OK Eq.H2-1
D4 at 50.00% 0.04 OK
28 D1 at 50.00% 0.04 OK
D2 at 50.00% 0.05 OK
D3 at 50.00% 0.10 OK Eq.H2-1
D4 at 50.00% 0.04 OK
29 D1 at 50.00% 0.04 OK
D2 at 50.00% 0.04 OK
D3 at 50.00% 0.05 OK Eq.H2-1
D4 at 50.00% 0.03 OK
30 D1 at 50.00% 0.16 OK
D2 at 50.00% 0.20 OK
D3 at 50.00% 0.34 OK Eq.H2-1
D4 at 50.00% 0.16 OK
31 D1 at 50.00% 0.08 OK
D2 at 50.00% 0.09 OK
D3 at 50.00% 0.14 OK Eq.H2-1
D4 at 50.00% 0.08 OK
32 D1 at 50.00% 0.28 OK
D2 at 50.00% 0.35 OK
D3 at 50.00% 0.58 OK Eq.H2-1
D4 at 50.00% 0.29 OK
33 D1 at 50.00% 0.12 OK
D2 at 50.00% 0.14 OK
D3 at 50.00% 0.22 OK Eq.H2-1
D4 at 50.00% 0.12 OK
Page3
4 O Portland(HQ) CLIENT:
503-624-7005 Page 2B of
®Bend PROJECT:
541383.1828
4 ❑Denver NUMBER:
720-799-1001
,...FROELICH DATE:
ENOINEERSI
www.froelich-engineers.cam BY:
f
i C7�'C Reriwt ct otjotil t-reivvvyt9,—
rw»esit16r0G —
= .> \rile,c.cx 8° 12 ifoi4.6.
t of c1 ( 143 1 b•Ift- D tier 1 qt- m ,015 4qn
S 7--1100 . -- 5 — 6S Stucts
Project Title:Engineer: Page 29 of 30
Project ID:
Project Descr:
General Beam Analysis Project File:Planet Fitness TI-Tigard Calculations.ec6
LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022
DESCRIPTION: Box Header at Gear Framing
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 30.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4
D(0.072)
b b D(0.O071) o b
o e b b
Span=30.0 ft 1
F
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load : D=0.0710 k/ft, Tributary Width= 1.0 ft
Uniform Load : D=0.0720 k/ft, Extent=8.330--»21.670 ft, Tributary Width= 1.0 ft
- DESIGN SUMMARY
Maximum Bending= 13.589 k-ft Maximum Shear= 1.545 k
Load Combination D Only Load Combination D Only
Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1
Location of maximum on span 15.000 ft Location of maximum on span 30.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0
1 Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.746 in 482
Max Upward Total Deflection 0.007 in 51503
Maximum Forces& Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
Overall MAXimum Envelope
Dsgn.L= 30.00 ft 1 13.59 13.59 1.55
D Only
Dsgn.L= 30.00 ft 1 13.59 13.59 1.55
+0.60D
Dsgn. L= 30.00 ft 1 8.15 8.15 0.93
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D Only 1 0.7457 15.150 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination upoort 1 Su000rt 2
Overall MAXimum 1.545 1.545
Overall MINimum
D Only 1.545 1.545
+0.60D 0.927 0.927
Page 30 of 30
Project Name: Box Header at Gear Page 1 of 1
Model: Beam/Stud—1 Date: 10/07/2022
Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.6.0
•
Reactions
Support Reactions(lb)
R2 1800.00
120.00 I b/ft R1 1800.00
Shear and Web Crippling Checks
Bending and Shear 26.9% Stressed
(Unstiffened): @R1
aum s Bending and Shear NA
R1 R2 (Stiffened):
Web Stiffeners No
30.00 Required?:
Section : (2) 1000S350-68 (50 ksi)Boxed C Stud
Maxo= 17052.8 Ft- Va= 6690.8 lb I= 40.05 inA4
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 13500.0 0.792 13500.0 60.0 17052.8 0.792 1.851 U194
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com