HomeMy WebLinkAboutSTRUCTURAL ENGINEERING - 09-00226 - 73 N Center - Madison Library Addition & RemodelJONATHAN W. RICHARDS
STRUCTURAL ENGINEERIN
571�UC-1 U 11 AL (;AI C 111,
0900226
Madison Library Addition & Remodel
Submitted 7/10/09
PROJECT: Madison Library
CLIENT: CRSA
DATE STARTED: April 2009
DATE SUBMITTED: July 1, 2009
DESIGN CRITERIA
SNOW - 35 psf IS = 1.0
WIND - V3S = 90 mph VFM = 75 mph IW= 1.0
EXPOSURE CATEGORY: C
SEISMIC - SDS = 0.45 Spi= 0.23 OCCUPANCY CATEGORY: II R = 1.0
IE = 1.0 SITE CLASS: D SEISMIC DESIGN CATEGORY: D
SOILS - DESIGN ALLOWABLE SOIL BEARING PRESSURE: 2000 psf
PER REPORT BY: Xcell Engineering
GOVERNING CODES — 2006 INTERNATIONAL BUILDING CODE
DESIGN LOADS
ROOFS - DL = 20 psf LL = 35 psf TL = 55 psf
JUL - 9 2009 D
17
CITY OF R e PUR0
634 S.400 W, Suite 100. Salt Lake City, Utah 84101 'T 801.466.1699 F 801.467.2495
JONATHAN W. RICHARDS \ \
STRUCTURAL ENGINEERING 2 s.
;; f RU"Tk11, L At
PROJECT: Madison Library
CLIENT: CRSA
DATE STARTED: April 2009
yqN WiL FORo�\�
AI�7:3Ei��I'I�YI:3
DATE SUBMITTED: July 1, 2009
DESIGN CRITERIA
SNOW - 35 psf IS = 1.0
WIND - V3S = 90 mph VFM = 75 mph IW= 1.0
EXPOSURE CATEGORY :C
SEISMIC - SDs = 0.45 Sot= 0.23 OCCUPANCY CATEGORY: II R = 1.0
IE = 1.0 SITE CLASS: D SEISMIC DESIGN CATEGORY: D
SOILS - DESIGN ALLOWABLE SOIL BEARING PRESSURE: 2000 psf
PER REPORT BY: Xcell Engineering
GOVERNING CODES — 2006 INTERNATIONAL BUILDING CODE
DESIGN LOADS
ROOFS - DL = 20 psf LL = 35 psf TL = 55 psf
D E C EI ll
JUL - 9 2009 D
CITY OF RP-Av P1U`10
634 5.400 1J, Suite 100, Salt Lake City. Utah 84101 1 801.466.1699 F 801 467 2495
JOB TITLE
BY
ATE
SUBJECT
LOAD SHEET
CHE
SHEET
OF
'l
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 43.828
Longitude = -111.784
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 0.470 (Ss, Site Class B)
1.0 0.163 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 43.828
Longitude = -111.784
Spectral Response Accelerations SMs and SM1
SMs =Fax Ss and SM1 =FvxS1
Site Class D - Fa = 1.424 ,Fv = 2.148
Period Sa
(sec) (g)
0.2 0.669 (SMs, Site Class D)
1.0 0.350 (SM1, Site Class D)
0Zvg,Srq, 116V...l
WA
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 43.828
Longitude = -111.784
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.424 ,Fv = 2.148
Period Sa
(sec)
0.244 SDs, Site Class D)
1.0 0. (SD1, Site Class D)
ROOF FRAMING
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift Front to Back W/ Parapet
All inputs in blue
Ground Snow:
Pg:
50 PSF
Roof Change:
hr:
2.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wdmax:
60.00 FT
Windward Length:
Lw:
80.00 FT
Leeward Length:
Li:
0.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
No
Snow base depth:
hb:
1.71 FT
Effective leeward length:
0.00 FT
Max drift depth:
h.:
0.29 FT
Effective windward length:
80.00 FT
Leeward drift:
hdi:
0.00 FT
Drift depth:
hd:
2.74 FT
Windward drift:
how:
2R4T
D IFT NEED NOT BE CONSIDERED
Actual drift depth: hd: 0. FT Max drift pressure: pd: 6.0 PSF
Drift Width: w: 2.34 FT `-Min-drift-pressure: pd @ w 0.00 PSF
Leeward Length
z z /I / Windward Length �+
High Roof
/ 1
Law Roof
euroharge Load
Due to Drifting
h.l ha l Pa
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift Against High Roof SW Corner N to S
All inputs in blue
hd:
2.39 FT
Max drift pressure:
pd:
Ground Snow:
Pg:
50 PSF
Roof Change:
hr:
10.00 FT
Flat Roof Snow:
Pr:
35 PSF
Max Drift Width: Wdmex:
60.00 FT
Windward Length:
Lw:
60.00 FT
Leeward Length:
LI:
32.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
32.00 FT
Max drift depth:
h,:
8.29 FT
Effective windward length:
60.00 FT
Leeward drift:
hdl:
2.30 FT
Drift depth:
hd:
2.39 FT
Windward drift:
hdw:
2.39 FT
Actual drift depth:
hd:
2.39 FT
Max drift pressure:
pd:
49.0 PSF
Drift Width:
w:
9.56 FT
Min drift pressure:
pd @ w:
0.00 PSF
T— Leeward Length
High Roof
h° I hd I Pa
w
Windward Length
Low Roof
Surcharge Load
Due to Drlhing
Balanced Snow Load
b
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift Against High Roof SW Corner E to W
All inputs in blue
hd:
3.45 Fl"
Max drift pressure:
pd:
Ground Snow:
Pg:
50 PSF
Roof Change:
hr:
10.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wdmax:
60.00 FT
Windward Length:
Lw:
132.00 FT
Leeward Length:
LI:
34.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
34.00 FT
Max drift depth:
hc:
8.29 FT
Effective windward length:
132.00 FT
Leeward drift:
hdl:
2.38 FT
Drift depth:
hd:
3.45 FT
Windward drift:
hd,:
3.45 FT
Actual drift depth:
hd:
3.45 Fl"
Max drift pressure:
pd:
70.6 PSF
Drift Width:
w:
13.76 FT
Min drift pressure:
Pd @ w:
0.00 PSF
Leeward Length
High Roof
lio 7T----Pjl
w
Winckvarol Length
Low Roof
Surcharge Load
Due to Drlffing
ealaneed Snow Load
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift against NE High Roof at SW face
All inputs in blue
Ground Snow:
Pg:
50 PSF
Roof Change: hr:
9.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wdmax:
45.00 FT
Windward Length:
Lw:
45.00 FT
Leeward Length: LI:
23.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
25.00 FT
Max drift depth:
hc:
7.29 FT
Effective windward length:
45.00 FT
Leeward drift:
hdl:
2.00 FT
Drift depth:
hd: 2.07 FT
Windward drift:
hdw:
2.07 FT
0.27 FT
Min drift pressure:
Actual drift depth:
lid:
2.07 FT
Max drift pressure:
pd:
42.4 PSF
Drift Width:
w:
0.27 FT
Min drift pressure:
pd @ w
0.00 PSF
Leeward Length
Hoh RoaV
I
h° I hd I pe
he
W
MndwoLrd Length —f
Low Roos'
Surcharge Load
Due to Drifting
Balanced Snow Load
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift against NE High Roof at NW face
All inputs in blue
Ground Snow:
Pg.
50 PSF
Roof Change:
hr:
9.00 FT
Flat Roof Snow:
PI:
35 PSF
Max Drift Width: Wdmax:
45.00 FT
Windward Length:
Lw:
30.00 FT
Leeward Length:
Li:
45.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
45.00 FT
Max drift depth:
h.:
7.29 FT
Effective windward length:
30.00 FT
Leeward drift:
but:
2.76 FT
Drift depth:
hd:
2.76 FT
Windward drift:
hdw:
1.66 FT
Actual drift depth:
hd:
2.76 FT
Max drift pressure:
pd:
56.5 PSF
Drift Width:
w:
11.03 FT
Min drift pressure:
pd @ w
0.00 PSF
Leeward Length
High Roof
ha
hapa
by
Mndwarid Length
Law Roof
Surcharge Load
Due to Drifting
Selenoed Snow Load
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift against NE High Roof at NX/ face
All inputs in blue
Ground Snow.
Pg.
50 PSF
Roof Change:
h,:
9.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wdmax
45.00 FT
Windward Length:
LH,:
30.00 FT
Leeward Length:
LI:
25.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
25.00 FT
Max drift depth:
h�:
7.29 FT
Effective windward length:
30.00 FT
Leeward drift:
hdl:
2.00 FT
Drift depth:
hd:
2.00 FT
Windward drift:
hdw:
1.66 FT
Actual drift depth:
hd:
2.00 FT
Max drift pressure:
pd:
41.0 PSF
Drift Width:
w:
8.00 F'r
Min drift pressure:
pd @ w:
0.00 PSF
f— Leeward Length
Hoh Raaf'
O
h` I ha l Pa
ha
w
Mndward Length —T
Law Raaf'
Surcharge Load
Due to Drifting
Balanced Snow Load
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift Against High roof at NW corner E to W
All inputs in blue
hd:
3.18 FT
Max drift pressure:
pd:
Ground Snow:
Pg:
50 PSF
Roof Change:
h,:
5.00 FT
Flat Roof Snow:
Pr:
35 PSF
Max Drift Width: Wdmex:
110.00 FT
Windward Length:
Lw:
110.00 FT
Leeward Length:
LI:
20.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
25.00 FT
Max drift depth:
hc:
3.29 FT
Effective windward length:
110.00 FT
Leeward drift:
hdi:
2.00 FT
Drift depth:
hd:
3.18 FT
Windward drift:
how:
3.18 FT
Actual drift depth:
hd:
3.18 FT
Max drift pressure:
pd:
65.1 PSF
Drift Width:
w:
12.70 FT
Min drift pressure:
pd @ w:
0.00 PSF
,fes Leeward Length
High Roof
--T-
h
o�
W
6 5,1 pe I-
Windward Length
Low Roof
Surcharge Load
Due. to Drilling
I hr, r r' _- ;5 Pt, t ;,
Balanced Snow Load
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift against high roof NW corner N to S
All inputs in blue
Ground Snow:
Pg:
50 PSF
Roof Change:
hr:
8.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wdn,ax:
20.00 FT
Windward Length:
Lw:
20.00 FT
Leeward Length:
Li:
36.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
36.00 FT
Max drift depth:
h�:
6.29 FT
Effective windward length:
25.00 FT
Leeward drift:
hdi:
2.45 FT
Drift depth:
hd:
2.45 FT
Windward drift:
hdw:
1.50 FT
Actual drift depth:
hd:
2.45 FT
Max drift pressure:
pd:
50.3 PSF
Drift Width:
w:
9.131 FT
Min drift pressure:
pd @ W
0.00 PSF
Leeward Length
Hph Roof
a Pd
_ .
MndwcLrd Length —f
Low Rood'
Surcharge Load
Due to Drifting
Balanced Snow Load
N17 ...
Irrq
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift against SE high roof NW side
All inputs in blue
hd:
3.04 FT
Max drift pressure:
pd:
Ground Snow:
Pg:
50 PSF
Roof Change:
hr:
8.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wdna,:
20.00 FT
Windward Length:
Lw:
100.00 FT
Leeward Length:
LI:
16.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hb:
1.71 FT
Effective leeward length:
25.00 FT
Max drift depth:
h,,:
6.29 FT
Effective windward length:
100.00 FT
Leeward drift:
hdl:
2.00 FT
Drift depth:
hd:
3.04 FT
Windward drift:
hdw:
3.04 FT
Actual drift depth:
hd:
3.04 FT
Max drift pressure:
pd:
62.3 PSF
Drift Width:
w:
12.16 FT
Min drift pressure:
pd @ w:
0.00 PSF
Leeward Length
Hoo Roof
Mndward Lung -U -ll
Law Roof
Surcharge Lon"
Due to Drilling
ha
h ge
- --. alancad Snow Load
hp —'
ASCE 7-05 Snow Drift Analyisis
Drift Location: Drift against SE high roof NE side
All inputs in blue
Ground Snow.
Pg.
50 PSF
Roof Change:
hr:
8.00 FT
Flat Roof Snow:
Pf:
35 PSF
Max Drift Width: Wda,ax:
20.00 FT
Windward Length:
LN,:
40.00 FT
Leeward Length:
Li:
18.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
hh:
1.71 FT
Effective leeward length:
25.00 FT
Max drift depth:
h�:
6.29 FT
Effective windward length:
40.00 FT
Leeward drift:
hdi:
2.00 FT
Drift depth:
hd:
2.00 FT
Windward drift:
hd,H:
1.94 FT
Actual drift depth:
hd:
2.00 FT
Max drift pressure:
pd:
41.0 P7
SF
Drift Width:
w:
8.00 FT
Min drift pressure:
pd @ w:
.00 PSF
Leewo.rd Length
"oh Rood'
h I ha I Pd
hb
w
Mnillward Leng-th
Low Rood'
surcharge Load
Due to Drifting
balanced Snow Load
ASCE 7-05 Snow Drift Analyisis
Drift Location:
Drift -above -dining.- (I'V (�j) ,�,�;;,;,; 4;q
tm4F
All inputs
in blue
41.0 PSF
Drift Width:
w:
Ground Snow:
P9:
50 PSF
Roof Change: hr:
8.00 FT
Flat Roof Snow:
P,:
35 PSF
Max Drift Width: Wdn,m:
40.00 FT
Windward Length:
Lw:
42.00 FT
Leeward Length: LI:
14.00 FT
Snow density:
D:
20.50 PCF
Must drift be considered?
Yes
Snow base depth:
ha:
1.71 FT
Effective leeward length:
25.00 FT
Max drift depth:
h.:
6.29 FT
Effective windward length:
42.00 FT
Leeward drift:
hdl:
2.00 FT
Drift depth: hd:
2.00 FT
Windward drift:
hdw:
1.99 FT
Actual drift depth:
hd:
2.00 FT
Max drift pressure:
pd:
41.0 PSF
Drift Width:
w:
8.00 FT
Min drift pressure:
pd @ w:
0.00 PSF
Leeward Length
Hph Roof
_—
ha
w
Mndward Length
Low Roof
Surcharge Load
Due to Drifting
Balanced Snow Load
1.
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Company June 9, 2009 !
Designer 1✓
Job Number : Checked By:_
Hot Rolled Steel Design Parameters
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Hot Rolled Steel Section Sets
Joint Coordinates and Temperatures
Label X Iftly ffn 7 m, r,...... r�, n,....,.�.
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Joint Boundary Conditions
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Member Distributed Loads_(BLC 1 : Dead)
Member Label Direclion Start Mannitudefk/ft d Fnd Mannifudcf0ff A St..t I , fi—rrr oi, ❑. A i ---
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RISA -31D Version 5.5 [C:\Documents and Settings\Steve\Desktop\UPPER ROUND BEAM.r3d] Page 1
Company June 9, 2009
Designer 8:51 AM
Job Number : Checked By:_
Member Distributed Loads (BLC 1 : Deadl (Continued)
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13
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0
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Member Distributed Loads (OLC 2: Live
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2
Member Label _
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Direction
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Start Magnitude[klf[,d,.Fnd
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Load Combinations
Desai tionSolve PDeI a SRSS BLC Facto BLC Factor BLC Factor BLC Factor BLC Factor BL Factor BLC Factor BLC Factor
1 D+I Yes 1 I 1 1 2 1 1
Joint Reactions j
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Joint Deflections
RISA -3D Version 5.5 [C:\Documents and Settings\Steve\Desktop\UPPER ROUND BEAM.r3d] Page 2
Company June 9, 2009 "1CJ
Designer 8:51 AM
Job Number : Checked By:_
Joint Deflectiotis (Contin tied)
I r. .Ininf I ahal X rinl V rinl 7 Ml v
4
1 '
N4
0
0'`
45
-9.383e-3
6.151e-4
0 r
5
1_
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0
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1.508e-2
-5.522e-3
0
6
1
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0
0
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1.525e2
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0
7
1
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-7.955e-3
_0_
0 r
91
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0 _
0_.,
37
9.6e-3
8.227e-3
0
10
1
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0
0
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4.779e -3
_
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_
0
11
1
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0 ,._
0 _.
0
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7.813e-3
0
MetnberAlSC ASD Steel Code Checks (Dy Combination)
I C Memhnr Shana I IC I nclfll Rhe., I nriffl nlr ❑nrL,❑ nrL,n rk.,r�,n rk,ri-n , o..,.. n
RISA -3D Version 5.5 [C:\Documents and Settings\Steve\Desl<top\UPPER ROUND BEAM.r3d] Page 3
-0
.185
II
z
29 45
37_5
33
2 3
6 85
H1-2
2
1
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.671
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29.016
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33 '1552
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1361
0
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29.237
30
37.5
33
1
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B `'.85
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7
1_
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.276
0
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2,136
29.237
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33
1.059
6 85
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29.237
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37 5
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1.123
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9
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2.016
211
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2.016
0
z
z
29286
29.28G
30
30
37.5
37,.5
33
33 _
1.245
1.688
.6 .85
.6 .85
H1-2
F11 -2s
RISA -3D Version 5.5 [C:\Documents and Settings\Steve\Desl<top\UPPER ROUND BEAM.r3d] Page 3
no
I
BY S 6 p
DATE L
061
oo j• �� C,) ` ;� .`� CHECKED SHEETI
FF
{. OF
no
I
JOB TITLE
BY
oci
DATE /(-)
SUBJECT V(Dc)f- jot5r, CHECKED
SHEET rjlOF
by :.Va... h...... 24" TJL Open Web Truss @ 24" o/c _
eamD 6.35 Serial Number n
2 4/21/2009 11:00:01 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN IBJ
+1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: OM2 Roof SlopeOPI2
All dimensions are horizontal. Product Diagram is Conceptual.
ADS:
[lysis is for a Joist Member.
nary Load Group -Snow (fest): 35.0 Live at 100 % duration, 20.0 Dead
PPORTS:
Input Vertical Reactions (ibs)
Width Live/Dead/Uplift/Total
Stud wall 3.50" 1208 / 690 / 0 / 1898
Stud wall 3.50" 1208 / 690 / 0 / 1898
t Support: Top -6" No -Notch Clip, Approx. clip height: 1 1/2", Approx. clip width: 7 3/16"
Iht Support: Top -6" No -Notch Clip, Approx. clip height: 1 1/2", Approx. clip width: 7 3/16"
SIGN CONTROLS:
Location
Right Support
Web 1, Tension
Hankinsons Control, Pin 4, Bottom
Panel 7, Compression, Top
MID Span 1 under Snow loading
MID Span 1 under Snow loading
flection Criteria: STAN DARD(LL: L/360,TL:L/240).
[cing(Lu): All compression edges (top and bottom) must be braced at 5'4" o/c unless detailed otherwise. Proper attachment and positioning of
ral bracing is required to achieve member stability.
DITIONAL NOTES:
'ORTANTI The analysis presented is output from software developed by iLevel@. iLevel® warrants the sizing of its products by this software will
[ccomplished in accordance with iLevel@ product design criteria and code accepted design values. The specific product application, input design
Is, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel@ Associate.
t all products are readily available. Check with your supplier or iLevel@ technical representative for product availability.
IS ANALYSIS FOR iLevel@ PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
twable Stress Design methodology was used for Building Code IBC analyzing the iLevel@ Custom product listed above.
3 open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each
act. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of
ting trusses.
;ing Load (plf) = 110
iss design includes consideration for partial span application live load.
)JECT INFORMATION:
right 9 2009 by iLevel®, Federal way, WA.
is a veglatered trademark of iLevele.
..."jL'. 1'a;,T.U. -'0`, fut: 'Tj'-: ` one -u..- are r_aaemar2s c_ _..e+e-
OPERATOR INFORMATION:
634 5 4U6 VV
Salt Lake City, UT 84101
Phone: (801)466-1699
shaun@creeng.com
Maximum Design
Control
Result
aring Controls
N/A
N/A
Passed (60.2%)
3b Controls
N/A
N/A
Passed (85.5%)
[ Controls
N/A
N/A
Passed (87.9%)
ord Controls
N/A
N/A
Passed (97.5%)
e Load Defl (in)
0.871
1.692
Passed (L%466)
al Load Defl (in)
1.369
2.256
Passed (L/297)
Location
Right Support
Web 1, Tension
Hankinsons Control, Pin 4, Bottom
Panel 7, Compression, Top
MID Span 1 under Snow loading
MID Span 1 under Snow loading
flection Criteria: STAN DARD(LL: L/360,TL:L/240).
[cing(Lu): All compression edges (top and bottom) must be braced at 5'4" o/c unless detailed otherwise. Proper attachment and positioning of
ral bracing is required to achieve member stability.
DITIONAL NOTES:
'ORTANTI The analysis presented is output from software developed by iLevel@. iLevel® warrants the sizing of its products by this software will
[ccomplished in accordance with iLevel@ product design criteria and code accepted design values. The specific product application, input design
Is, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel@ Associate.
t all products are readily available. Check with your supplier or iLevel@ technical representative for product availability.
IS ANALYSIS FOR iLevel@ PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
twable Stress Design methodology was used for Building Code IBC analyzing the iLevel@ Custom product listed above.
3 open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each
act. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of
ting trusses.
;ing Load (plf) = 110
iss design includes consideration for partial span application live load.
)JECT INFORMATION:
right 9 2009 by iLevel®, Federal way, WA.
is a veglatered trademark of iLevele.
..."jL'. 1'a;,T.U. -'0`, fut: 'Tj'-: ` one -u..- are r_aaemar2s c_ _..e+e-
OPERATOR INFORMATION:
634 5 4U6 VV
Salt Lake City, UT 84101
Phone: (801)466-1699
shaun@creeng.com
24" TJL Open Web Truss @ 12" o/c 51vtrXnr' Jwbte
eani&6.35 Serial Number:
:2 5121120091:29:49PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN f'(�
Engine Version: 6.350 CONTROLS FOR THE APPLICATION AND LOADS LISTED �� e
Member Slope: OM2 Roof Slope0/12 �W.v
All dimensions are horizontal. Product Diagram is Conceptual.
NDS:
lysis is for a Joist Member.
Lary Load Group - Snow (psf): 100.0 Live at 100 % duration, 20.0 Dead
°PORTS:
Input
Vertical Reactions (lbs)
Width
Live/Dead/UplifUTotal
Stud wall 3.50"
1650 / 330 / 0 / 1980
Stud wall 3.50"
1650 / 330 / 0 / 1980
t Support: Top -6" No -Notch Clip, Approx. clip height: 1 1/2", Approx. clip width: 7 3/16"
ht Support: Top -6" No -Notch Clip, Approx. clip height: 1 1/2", Approx. clip width: 7 3/16"
'IGN CONTROLS:
lection Criteria: STANDARD(LI-1/360JI-1/240).
cing(Lu): All compression edges (top and bottom) must be braced at 5' 4" o/c unless detailed otherwise. Proper attachment and positioning of
al bracing is required to achieve member stability.
XTIONAL NOTES:
'ORTANTI The analysis presented is output from software developed by iLevel®, iLevel® warrants the sizing of its products by this software will
ccomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design
s, and staled dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate,
all products are readily available. Check with your supplier or iLevel® technical representative for product availability.
S ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
wable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above.
open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each
ict. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of
mg trusses.
Ing Load (plf) = 120'
3s design includes consideration for partial span application live load.
$JECT INFORMATION:
ight 0 2009 by iLevel®, Federal Way, WA.
is a registered trademark of iLevel®.
TJLTM,TJLMTM,TJL%TM,TJS^,TJW^,TJL-TTM and TJW-T^ are trademarks of iLevel@.
OPERATOR INFORMATION:
634 s 400 west
suite 100
salt lake city, UT 84101
Phone : 801-466-1699
Maximum Design
Control
Result
Location
wring Controls
N/A
N/A
Passed (62.9%)
Right Support
b Controls
N/A
N/A
Passed (88.1%)
Web 26, Tension
Controls
N/A
N/A
Passed (87.6%)
Hankinsons Control, Pin 4, Bottom
)rd Controls
N/A
N/A
Passed (96.7%)
Combined Loading, Tension, Pin 11, Bottom
3 Load Deft (in)
1.043
1.617
Passed (1-/372)
MID Span 1 under Snow loading
al Load Dail (in)
1.252
2.156
Passed (1-/310)
MID Span 1 under Snow loading
lection Criteria: STANDARD(LI-1/360JI-1/240).
cing(Lu): All compression edges (top and bottom) must be braced at 5' 4" o/c unless detailed otherwise. Proper attachment and positioning of
al bracing is required to achieve member stability.
XTIONAL NOTES:
'ORTANTI The analysis presented is output from software developed by iLevel®, iLevel® warrants the sizing of its products by this software will
ccomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design
s, and staled dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate,
all products are readily available. Check with your supplier or iLevel® technical representative for product availability.
S ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
wable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above.
open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each
ict. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of
mg trusses.
Ing Load (plf) = 120'
3s design includes consideration for partial span application live load.
$JECT INFORMATION:
ight 0 2009 by iLevel®, Federal Way, WA.
is a registered trademark of iLevel®.
TJLTM,TJLMTM,TJL%TM,TJS^,TJW^,TJL-TTM and TJW-T^ are trademarks of iLevel@.
OPERATOR INFORMATION:
634 s 400 west
suite 100
salt lake city, UT 84101
Phone : 801-466-1699
by Vve'mfiae"ce� 20" TJL Open Web Truss @ 24" O/c _I�•_,Y
eeam®6.35 Serial Number.
W:2 6111/2009 3:54:28 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Is Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: 0?12 Roof Slope(142
All dimensions are horizontal.
1ADS:
alysis is for a Joist Member.
mary Load Group - Snow (psf): 35.0 Live at 115 % duration, 20.0 Dead
IPPORTS:
Product Diagram is Conceptual.
Input
Vertical Reactions (lbs)
Width
-Live/Dead/UplifUTotal
Stud wall 3.50"
788 / 450 / 0 / 1238
Stud wall 3.50"
788 / 450 1 0 / 1238
Ift Support: Top -6" No -Notch
Clip, Approx. clip height:
11/2", Approx. clip width: 7 3/16"
ghl Support: Top -6" No -Notch Clip, Approx. clip height:
11/2", Approx. clip
width: 7 3/16"
:SIGN CONTROLS:
Maximum Design Control
Result
Location
raring Controls
NIA N/A
Passed (34.2%)
Right Support
'eb Controls
N/A N/A
Passed (95.2%)
Web 13, Compression
n Controls
N/A N/A
Passed (86%)
Hankinsons Control, Pin 2, Bottom
lord Controls
N/A NIA
Passed (55%)
Combined Loading,Compression, Pin 7, Top
ie Load Deft (in)
0.234 1.092
Passed (L/999+)
MID Span 1 under Snow loading
ltal Load Dell (in)
0.366 1.456
Passed (L1711)
MID Span 1 under Snow loading
:flection Criteria: STANDARD(LL:L/360,TL:L/240).
acing(Lu): All compression edges (top and bottom) must be braced at T6" c/o unless detailed otherwise. Proper attachment and positioning of
iral bracing is required to achieve member stability.
IDITIONAL NOTES:
PORTANTI The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will
accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design
ds, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate.
it all products are readily available. Check with your supplier or iLevel® technical representative for product availability.
IIS ANALYSIS FOR Level® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
owable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above.
ie open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each
ject. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of
sting trusses.
icing Load (plf) = 110
uss design includes consideration for partial span application live load.
LUSS MEMBER IS LIGHTLY LOADED. **** REVIEW ALL LOAD INPUTS
OJECT INFORMATION:
/right 0 2009 by iLevel®, Federal Way, WA.
o is a registered trademark of iLevel&.
%TJL",TJL ,TJL%"',TJS ,TJWTM,TJL-TTM and TJW-TTM are trademarks of iLevel®.
OPERATOR INFORMATION:
634 south 400 west, suite 1
salt lake city, UT 84101
Phone: 8014661699
6706.'5Seri' 20" TJL Open Web Truss @ 24" o/c
'_0.70 6.35 Serial Number:
;er:1 00e11:39:06gM
Engin
1 Engine Verslan: 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED RJ —4.
Member dope: M12 Roof Slope(IAf2
All dimensions are nortzontal.
)ADS:
talysis is for a Joist Member.
imary Load Group - Snow (psf): 35.0 Live at 100 % duration, 20.0 Dead
JPPORTS:
Pi oduet Diagram is Conceptual.
Input Vertical Reactions (Ibs)
Width Live/Dead/Uplift/Total
Stud wall 3.50" 945 /540 / 0 / 1485
Stud wall 3.50" 945 / 540 / 0 / 1485
!it Support: Top -6" No -Notch Clip, Approx, clip height:
1 1/2", Approx. clip
width: 7 3/16"
ghl Support: Top -6" No -Notch Clip, Approx. clip height:
1 1/2", Approx. clip width: 7 3/16"
:SIGN CONTROLS:
Maximum Design Control
Result
Location
wring Controls N/A N/A
Passed (47.1%)
Right Support
eb Controls N/A N/A
Passed (76.8%)
Web 13, Compression
.i Controls N/A N/A
Passed (99.2%)
Hankinsons Control, Pin 1, Bottom
lord Controls N/A N/A
Passed (88%)
Combined Loading, Tension, Pin 2, Bottom
/e Load Dell (in) 0.473 1.317
Passed (L/668)
MID Span 1 under Snow loading
ilal Load Deft (in) 0.743 1.756
Passed (11425)
MID Span 1 under Snow loading
flection Criteria: STANDARD(LL:L/360,TL:L/240).
icing(Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of
ral bracing is required to achieve member stability.
DITIONAL NOTES:
"ORTANTI The analysis presented is output from software developed by iLevel@. !Level@ warrants the sizing of its products by this software will
iccomplished in accordance with iLeveM product design criteria and code accepted design values. The specific product application, input design
Is, and stated dimensions have been provided by the software user. This output has not been reviewed by an !Level@ Associate.
t all products are readily available. Check with your supplier or iLevel@ technical representative for product availability.
IS ANALYSIS FOR !Level@ PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
Iwable Stress Design methodology was used for Building Code IBC analyzing the !Level@ Custom product listed above.
i open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each
act. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of
ting trusses.
;Ing Load (plf) = 110
ss design includes consideration for partial span application live load.
)JECT INFORMATION:
ight a 2009 by iceval®, Federal Way, WA.
ie a registered trademark of iLevelo,
TJL^,TJUT",TJLX^,TJS^,TJW ,TJL-T^ and TJW-T' are trademarks of !leve lid.
OPERATOR INFORMATION:
634 S 400 W
Salt Lake City, UT 84101
Phone: (801)466-1699
wr,.e,ha: 16" TJI@ 360 @ 24" o/c
tam®6.35 Serial Number'.
2 521/20091:49:03PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED '\
Member Slope: OM2 Roof Slope0M2
23. A
All dimensions are horizontal. Product Diagram is Conceptual.
4DS:
Result
Location
aar (lbs) 1242 -1233 2190
lysis is for a Joist Member.
Rt. end Span 1 under Snow loading
rtical Reaction (lbs) 1242 1242 1505
Passed (83%)
1ary Load Group - Snow (psf): 35.0
Live at 100 % duration, 20.0 Dead
Passed (83%)
SPORTS:
e Load Deft (in) 0.553 0.753
Passed (V490)
MID Span 1 under Snow loading
Input Bearing
Vertical Reactions (Ibs)
Detail
Other
Width Length
Live/Dead/Uplift/Total
�cing(Lu): All compression edges (top and bottom) must be braced at 3' 8" c/o unless detailed otherwise. Proper attachment and positioning of
at bracing is required to achieve member stability.
Stud wall 3.50" 3.50"
805 / 460 / 0 / 1265
End, TJI Blocking
1 Ply 16" TJI® 360
Stud wall 3.50" 3.50"
805 / 46010 / 1265
End, TJI Blocking
1 Ply 16" TJI® 360
3'IGN CONTROLS:
Maximum Design Control
Result
Location
aar (lbs) 1242 -1233 2190
Passed (56%)
Rt. end Span 1 under Snow loading
rtical Reaction (lbs) 1242 1242 1505
Passed (83%)
Bearing 2 under Snow loading
ment (Ft -Lbs) 7013 7013 8405
Passed (83%)
MID Span 1 under Snow loading
e Load Deft (in) 0.553 0.753
Passed (V490)
MID Span 1 under Snow loading
al Load Deft (in) 0.869 1.129
Passed (L/312)
MID Span 1 under Snow loading
lection Criteria: STANDARD(LI-11360JI-11240).
�cing(Lu): All compression edges (top and bottom) must be braced at 3' 8" c/o unless detailed otherwise. Proper attachment and positioning of
at bracing is required to achieve member stability.
)ITIONAL NOTES:
'ORTANTI The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will
accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design
Is, and staled dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate.
l all products are readily available. Check with your supplier or iLevel® technical representative for product availability.
IS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
Iwable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above.
EJECT INFORMATION:
634 s 400 west
suite 100
salt lake city, UT 84101
Phone : 801-466-1699
right 0 2009 by iLevel&, Federal Way, WA.
and TJ-BeatAr are registered trademarks of icevel®.
Joist -,Pro`" and TJ -Pro- are trademarks of UevelO.
Roof joists North West Corner High Roof
Lywe.er "°'
117/8" TJI® 360 @ 24" o/c
Sonora!) 6.35 Serial Number:
:r:2 6110/200911:48:03AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
e, Engine Version 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: OM2 Roof Slope0M2
All dimensions are horizontal.
TADS:
alysis is for a Joist Member.
nary Load Group - Snow (psf): 36.0 Live at 100 % duration, 18.0 Dead
IPPORTS:
Maximum
Design
Control
Input
Bearing
rear (Ibs)
Width
Length
Stud wall
3.50"
3.50"
Stud wall
3.50"
3.50"
SIGN CONTROLS:
Vertical Reactions (lbs)
Live/Dead/Uplift/Total
684/342/0/1026
684/342/0/1026
Detail Other
ICY -6
Product Diagram is Conceptual.
End, TJI Blocking 1 Ply 117/8" TJ 10 360
End, TJI Blocking 1 Ply 11 7/8" TJIS 360
flection Criteria: STANDARD(LL:L/360,TL:U240).
rcing(Lu): All compression edges (top and bottom) must be braced at 3' 10" c/o unless detailed otherwise. Proper attachment and positioning of
ral bracing is required to achieve member stability.
DITIONAL NOTES:
3ORTANTI The analysis presented is output from software developed by Level®. iLevel® warrants the sizing of its products by this software will
lccomplished in accordance with Level® product design criteria and code accepted design values. The specific product application, input design
Is, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate,
t allproductsare readily available. Check with your supplier or !Level® technical representative for product availability.
IS ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
lovable Stress Design methodology was used for Building Code IBC analyzing the !Level® Custom product listed above.
)JECT INFORMATION:
-ight 0 2009 by iLevelm, Federal Way, WA.
and TJ-BeamN are registered trademarks of iLevelm.
�olat-,Pro- and TJ -Pro^ are trademarks of iLevelm.
OPERATOR INFORMATION:
634 s 400 west
suite 100
salt lake city, UT 84101
Phone: 801-466-1699
Maximum
Design
Control
Result
Location
rear (Ibs)
1004
-995
1705
Passed (58%)
Rt. end Span 1 under Snow loading
�rtical Reaction (Ibs)
1004
1004
1505
Passed (67%)
Bearing 2 under Snow loading
,ment (Ft -Lbs)
4662
4662
6180
Passed (75%)
MID Span 1 under Snow loading
,e Load Dell (in)
0.517
0.619
Passed (U431)
MID Span 1 under Snow loading
tal Load Deft (in)
0.775
0.929
Passed (U288)
MID Span 1 under Snow loading
flection Criteria: STANDARD(LL:L/360,TL:U240).
rcing(Lu): All compression edges (top and bottom) must be braced at 3' 10" c/o unless detailed otherwise. Proper attachment and positioning of
ral bracing is required to achieve member stability.
DITIONAL NOTES:
3ORTANTI The analysis presented is output from software developed by Level®. iLevel® warrants the sizing of its products by this software will
lccomplished in accordance with Level® product design criteria and code accepted design values. The specific product application, input design
Is, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate,
t allproductsare readily available. Check with your supplier or !Level® technical representative for product availability.
IS ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
lovable Stress Design methodology was used for Building Code IBC analyzing the !Level® Custom product listed above.
)JECT INFORMATION:
-ight 0 2009 by iLevelm, Federal Way, WA.
and TJ-BeamN are registered trademarks of iLevelm.
�olat-,Pro- and TJ -Pro^ are trademarks of iLevelm.
OPERATOR INFORMATION:
634 s 400 west
suite 100
salt lake city, UT 84101
Phone: 801-466-1699
L.,ha,",ha."=' 11 7/0't TJI@ 360 @ 16" o/c I� 7�
9ean*6.35 Serial Number.
ir:2 61 5120099: 28:59 AM MEMBER IS INSUFFICIENT DUE TO LOAD
le 1 Engine Version: 6.35.0
El l2
Product Diagram is Conceptual.
TADS:
clysis is for a Joist Member.
nary Load Group - Storage - Light (psf): 125.0 Live at 100 % duration, 20.0 Dead
PPORTS:
Input Bearing Vertical Reactions
Width Length (lbs)
Live/Dead/U plift/Tota I
Stud wall 3.50" 3.50" 1243 / 199 / 011442
Timberstrand LSL 3.50" Hanger 1257 1201 / 0 11458
Beam
NGERS: No Manufacturer Selected
ipport Model Slope Show Reverse
Flanges
Top Mount Hanger NONE FOUND 0/12 0 N/A
SIGN CONTROLS
Ply Depth
Nailing
Detail
Other
rtical Reaction (lbs) 1402 1402 1505
Depth
,menl (Ft -Lbs) 5081 5081 6180
Passed (82%) MID Span 1 under Floor loading
N/A N/A
N/A
End, TJI Blocking
1 Ply 11 7/8" TJI®
Pro 48 35
Passed Span
flection Criteria: STANDARD(LI-11480JI-1/240).
360
N/A N/A
N/A
Top Mount
None
,al bracing is required to achieve member stability.
Hanger
floors have been considered for reaction and shear.
Top Flange
Top Flange
Support Wood
Offset
Slope
Species
N/A
N/A
N/A
Maximum Design Control
Result Location
ear (lbs) 1402 -1402 1705
Passed (82%) Rt. end Span 1 under Floor loading
rtical Reaction (lbs) 1402 1402 1505
Passed (93%) Bearing 2 under Floor loading
,menl (Ft -Lbs) 5081 5081 6180
Passed (82%) MID Span 1 under Floor loading
e Load Dell (in) 0.413 0.363
Failed (L/421 MID Span 1 under Floor loading
tal Load Deft (in) 0.480 0.725
Passed (L/363) MID Span 1 under Floor loading
Pro 48 35
Passed Span
flection Criteria: STANDARD(LI-11480JI-1/240).
__ I,/Lkl\ jai=..'
flection analysis is based on composite action with single
layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
Icing(Lu): All compression edges (top and bottom) must
be braced at 3'8" c/o unless detailed otherwise. Proper attachment and positioning of
,al bracing is required to achieve member stability.
10 lbs concentrated load requirements for standard non-residential
floors have been considered for reaction and shear.
Pro RATING SYSTEM
a TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span
ng) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of
lack has not been performed by the program, Comparison Value: 1.69
)JECT INFORMATION:
'ight b 2009 by iLevel®, Federal way, WA,
TJ-Be'mm and TimberStrandt0 are registered trademarks of 1Leve1OP.
loi at^,Pro^ and TJ -Pres are trademarks of 1Leve1®.
OPERATOR INFORMATION:
634 south 400 west, suite 1
salt lake city, UT 84101
Phone: 8014661699
"Y Ww flheeos... 11 1
Beam@ 6.35 Serial Number: 117/8" TJI® 210 @ 12 o/c
er:2 &1&20099:43:33AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
lei Engine Version: 6.35,0 CONTROLS FOR THE APPLICATION AND LOADS LISTED
lalembei Slope: 0:12 Roof Slope0192
All dimensions are Ivor )aontal.
rr
)ADS:
alysis is for a Joist Member.
mary Load Group - Roof (psf): 35.0 Live at 125 % duration, 20.0 Dead
rtical Loads:
We Class Live Dead Location Application Comment
apered(psf) Roof(1.25) 57.0 To 0.0 0.0 To 0.0 0 To 11' Adds To
IPPORTS:
Input Bearing Vertical Reactions
Width Length (lbs)
Live/Dead/Uplift/Total
Stud wall 3.50" 3.50" 627 / 209 / 0 / 836
TlmbefstrandLSL 3.50" Hanger 422/211/0/633
Beam
Product Diagram is Conceptual.
Ply Depth Nailing
Detail
Other
Depth
Passed (39%)
Lt. end Span 1 under Roof loading
N/A N/A N/A
End, TJI Blocking
1 Ply 11 7/8" TJI®
invent (Ft -Lbs) 3455 3455 4744
Passed (73%)
210
N/A N/A N/A
Top Mount
None
tal Load Dell (in) 0.895 1.025
Hanger
MID Span 1 under Roof loading
,NGERS: No Manufacturer Selected
1pport Model Slope Skew Reverse
Flanges
Top Mount Hanger NONE FOUND 0/12 0 N/A
SIGN CONTROLS
Top Flange Top Flange SupportWood
Offset Slope Species
N/A N/A N/A
Maximum Design Control
Result
Location
sear (lbs) 813 803 2069
Passed (39%)
Lt. end Span 1 under Roof loading
rtical Reaction (lbs) 813 813 1825
Passed (45%)
Bearing 1 under Roof loading
invent (Ft -Lbs) 3455 3455 4744
Passed (73%)
MID Span 1 under Roof loading
'e Load Dell (in) 0.624 0.683
Passed (L/394)
MID Span 1 under Roof loading
tal Load Dell (in) 0.895 1.025
Passed (L/275)
MID Span 1 under Roof loading
flection Criteria: STANDARD(LI-11360,TI-11240).
icing(Lu): All compression edges (top and bottom) must
be braced at 3' 5"
o/c unless detailed otherwise. Proper attachment and positioning of
ral bracing is required to achieve member stability.
DJECT INFORMATION:
right s 2009 by i6evel®, Federal Way, WA.
TJ -Beam® and Timber5trandW are registered trademarks of iLevelO.
loist^,Pro`" and TJ -Pro- are trademarks of iLevelW.
OPERATOR INFORMATION:
634 south 400 west, suite 1
salt lake city, UT 84101
Phnne: 8014661699
O
117/8" TJI® 210 @ 24" o/c
• 7
eam@ 6.35 Serial Number: _
2 6/16/200912:11:14PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED
rrlembei Slope: Oil Roof Slope0+12
Film I❑
All dimensions are horizontal.
ADS:
[lysis is for a Joist Member.
nary Load Group - Roof (psf): 35.0 Live at 125 % duration, 20.0 Dead
tical Loads:
pe Class Live Dead Location Application Comment
pered(psf) Roof(1.25) 50.0 To 0.0 0.0 To 0.0 0 To 10' Adds To
pered(psf) Roof(1.25) 0.0 To 30.0 0.0 To 0.0 10' To 16' Adds To
PPORTS:
' Input Bearing
Vertical Reactions
Width Length
(Ibs)
Passed (60%) -
Live/Dead/U plitUTotal
Stud wall 3.50" 3.50"
976 / 318 / 0 / 1294
Product Diagram is Conceptual.
Ply Depth Nailing Detail
Depth
N/A N/A
Timberstrand LSL 3.50" Hanger 824 / 322 / 0 / 1146 N/A N/A
Beam
NGERS: No Manufacturer Selected
[pport Model Slope Skew Reverse Top Flange
Flanges Offset
Top Mount Hanger NONE FOUND 0112 0 N/A N/A
SIGN CONTROLS:
Other
N/A End, TJI Blocking 1 Ply 117/8" TJI®
210
N/A Top Mount None
Hanger
Top Flange Support Wood
Slope Species
N/A NIA
Maximum Design Control
Result
Location
[ear (Ibs) 1251 1234 2069
Passed (60%) -
Lt. end Span 1 under Roof loading
irtical Reaction (Ibs) 1251 1251 1825
Passed (69%)
Bearing 1 under Roof loading
)ment (Ft -Lbs) 4240 4240 4744
Passed (89%)
MID Span 1 under Roof loading
is Load Dell (in) 0.476 0.517
Passed (U391)
MID Span 1 under Roof loading
dal Load Dell (in) 0.662 0.775
Passed (1-/281)
MID Span 1 under Roof loading
iflection Criteria: STANDARD(LL:L/360,TL:L/240).
acing(Lu): All compression edges (top and bottom) must
be braced at 3' 1"
c/o unless detailed otherwise. Proper attachment and positioning of
iral bracing is required to achieve member stability.
tOJECT INFORMATION:
,yright iy 2009 by il,evel,P, Federal Way, WA.
%TJ-Bearts9 and Timberatre.cM ere registered trademarks of ibevel®.
JoistTM,Pro^ and TJ -Pr-' are trademarks of ilevel®.
OPERATOR INFORMATION:
634 south 400 west, suite 1
salt lake city, UT 84101
Phone: 8014661699
nuff'r
, W
J-Beam®6.35 Serial Number:
ser.2 611120094:04:40PM
Is 1 Engine Version: 6.35.0
14
�l'taJl; 3� ')0l4 Myj' 21'D v.F f f?;' CA Y"
11 7/8" TJ 10 210 @ 24" O/G
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
F iember Slope: 0rl2 Roof Slopelli
All dimensions are horizontal. Product Diagram is Conceptual.
DADS:
nalysis is for a Joist Member.
rimary Load Group - Snow (psf): 35.0 Live at 115 % duration, 20.0 Dead
UPPORTS:
Input Bearing Vertical Reactions
Width Length (Ibs)
Live/Dead/Uplift/Total
Stud wall 3.50" 3.50" 6271358 / 0 / 985
Timberstrand LSL 3.50" Hanger 633 / 362 / 0 / 995
Beam
Ply Depth Nailing Detail Other
Depth
N/A N/A N/A End, TJI Blocking 1 Ply 11 7/8" TJI®
210
N/A N/A N/A Top Mount None
Hanger
NNGERS: No Manufacturer Selected
',upport Model Slope Skew Reverse Top Flange
Flanges Offset
Top Mount Hanger NONE FOUND 0/12 0 N/A N/A
441411[11LOM, t;3e]%3
Top Flange Support Wood
Slope Species
N/A N/A
Maximum Design Control
Result
Location
hear (lbs) 963 -962 1903
Passed (51 %)
Rt. end Span 1 under Snow loading
ertical Reaction (Ibs) 963 963 1679
Passed (57%)
Bearing 2 under Snow loading
loment (Ft -Lbs) 4211 4211 4364
Passed (96%)
MID Span 1 under Snow loading
ive Load Dell (in) 0.517 0.583
Passed (U406)
MID Span 1 under Snow loading
otal Load Deft (in) 0.813 0.875
Passed (U258)
MID Span 1 under Snow loading
eflection Criteria: STAN DARD(LL:U360,TL:U240).
racing(Lu): All compression edges (top and bottom) must
be braced at 3' 1"
o/c unless detailed otherwise. Proper attachment and positioning of
eral bracing is required to achieve member stability.
)DITIONAL NOTES:
1PORTANT! The analysis presented is output from software developed by !Level®. !Level® warrants the sizing of its products by this software will
accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design
ids, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate,
of all products are readily available. Check with your supplier or iLevel® technical representative for product availability.
IIS ANALYSIS FOR !Level® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
towable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above.
tOJECT INFORMATION:
yright & 2009 by iLevel&, Federal Way, WA.
k+,TJ-Beam& and Timber5trand& are registered trademarks of iLevel&.
Joist^,Pro^ and TJ -Pro- are trademarks of iLevel&.
OPERATOR INFORMATION:
634 south 400 west, suite 1
salt lake city, UT 84101
Phone: 8014661699
^Y KYyeYheeoce
J-Beam® 6.35 Serial Number:
Iser:2 W5/2009 AM
ge 1 Engine Version: 6.350
pa,x
f7r W, 1t
, r
11 7/8" TJ 10 210 @ 24" o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: 0.12 Roof Slope0 12
ER Ffl
5'
All dimensions are 1501[iZO1ltai Product Diagram is Conceptual.
OADS:
nalysis is for a Joist Member.
rimary Load Group - Roof (psf): 35.0 Live at 125 % duration, 20.0 Dead
ertical Loads:
rype Class Live Dead Location Application Comment
Fapered(psf) Roof(1.25) 70.0 To 0.0 0.0 To 0.0 0 To 14' Adds To
UPPORTS:
Input Bearing
Vertical Reactions
Width Length
(Ibs)
Passed (69%)
Live/Dead/Uplift/Total
Stud wall 3.50" 3.50"
1201 / 298 / 0 /1499
Timberstrand LSL 3.50" Hanger 829 / 302 / 0 / 1131
Beam
1NGERS: No Manufacturer Selected
lupport Model Slope Skew Reverse
Flanges
Top Mount Hanger NONE FOUND 0/12 0 N/A
ESIGN CONTROLS:
�'A'2
%k'7
Ply Depth
Nailing
Detail
Other
Passed (69%)
Depth
/erlical Reaction (Ibs) 1447 1447 1825
Passed (79%)
NIA N/A
N/A
End, TJI Blocking
1 Ply 117/8" TJI®
ive Load Defl (in) 0.492 0.483
Passed (L/354)
MID Span 1 under Roof loading
210
N/A NIA
NIA
Top Mount
None
racing(Lu): All compression edges (top and bottom) must be braced at 2' 11" o/c unless detailed otherwise. Proper attachment and positioning of
Hanger
Top Flange
Top Flange
SupportWood
Offset
Slope
Species
N/A
N/A
N/A
Maximum Design Control
Result
Location
;hear (Ibs) 1447 1426 2069
Passed (69%)
Ll. end Span 1 under Roof loading
/erlical Reaction (Ibs) 1447 1447 1825
Passed (79%)
Bearing 1 under Roof loading
lomenl (Ft -Lbs) 4632 4632 4744
Passed (98%)
MID Span 1 under Roof loading
ive Load Defl (in) 0.492 0.483
Passed (L/354)
MID Span 1 under Roof loading
'otal Load Dell (in) 0.637 0.725
Passed (L/273)
MID Span 1 under Roof loading
reflection Criteria: STANDARD(LL:L/360,TL:L/240).
racing(Lu): All compression edges (top and bottom) must be braced at 2' 11" o/c unless detailed otherwise. Proper attachment and positioning of
:eral bracing is required to achieve member stability.
20JECTINFORMATION:
,right 0 2009 by iLevel®, Federal Way, WA.
[®,TJ -Beare® and iimoerStrand,P are registered trademarks of iLevel®.
[ Joistm,Pro^ and TJ -Pro" are trademarks of iLevel®.
OPERATOR INFORMATION:
634 south 400 west, suite 1
salt lake city, UT 84101
Phone: 8014661699
9yAHy
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STANDARD LOAD TABLE / OPEN WEB STEEL JOISTS, it SERVES
Based on a Maximum Allowable Tensile Stress of 30,000 PSI}} I
Allowable total safe loads in pounds per linear foot of H Series Steel Joists - for joist depths 24" to 30" .t
JOIST TYPE 24X6 141-17 24118! 24118 24"10 24H11 261-18 26119. 26HIO 26"71 281-fi6 281-19 28HID 28"11 30HO 301-19 30H10 301171
OVERALL DEPTH 24 24 24 24 24 24 26 26 1 26 26 28- 28 28 28 30 30 301 30
hes)
RESISTING MOM. /
(inch -kips) 462 576 r15 851 957 1106 784 925 1040 1203 846 1000 1 1124 1300 909 1075 1207 1 1397
ENO ll 5600 15800 16000 1''7000'1' 75001 8200 6700 17200 7600.1 8300 6700 7200 1 7700 8400 1 6P00 7500 etnn I ainn
MAX.. END R
14
P T T
kyvt
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fl
to
le
INERTIA 197 6 1 238.6 1 29 i.3
MOMj10c
330.0
371.0
423.0
333.0
1390.0
'439.0
1 501.0
389.0
455,0
512.0
586.0
hl
1 448.0
1 525.0 591.0 677,0
}APPRD%. WEIGHT 10.3 11.5 12.]
ROX. W)
1 14.0
15.5
17.5
12.8
14.8
16.2
17.9
13.5
15.2
16.81
18.3
14.2
15.4
1 17.3 18.8
SP
(it.)
I
24
467
483
500
583
625
631
515
•554
585
638
479
514
550
600
453
500
540 580
25 _ _
d48
464
480
550
600
631
515
554
585
I 638
479
514
550
600
453
500
540 I 580
26
431
446
462
538
577
631
515
554
585
638
479
514
550
600
453
500
540 580
27
415
430
444
519
556
607
496
533
563
615
479
514
550
600
453
500
540 580
375
28
343
414
429
500
$36
586
479
514
543
593
479
514
550
600
453
500
540 580
336
406
29
366
400
414
483
517
566
462
497
524
572
462
497
531
579
453
500
540 580
303
365
30
342
387
400
467
500
547
447
480
507
553
447
480
573
560
453
500
540 580
273
330
457
31
320
387
452
484
529
432
465
490
535
432
465
497
542
439
484
523
561
248
373
414
465
416
32
301
375
438
469
513
479
450
475
$19
419
450
481
525
425
469
506
544
225
L352
339
376
•123
402
3811
4.15
33
283
364
424
455
497
406
435
461
503
406
436
467
509
412
455
491
527
2U5
309
343
380440346
405
456
40434
266
353
412
441
482
394
424
447.
488
394
424
453
494
400
441
476
512
IPP,
227
20:!
319
353
402'
317
371
417
476
370
35
251
313
343
400
429
469
383
411
434
474
383
411
440
480
389
429
463
497
172
206
26n
288
:123
369
290
340
1 383
1 437
339
396
36
296
333
389
417
456
372
400
422
461
372
400
428
467
378
417
450
483
191
238
264
297
339
267
312
352
401
311
364
410
359
37
280
324
378
405
443
382
389
411
449
362
389
416
454
368
405
438
470
176+
219
243
274
312
246
268
324
370
287
336
378
432
330
307
435
38
266
316
368
395
432
353
3]9
400
437
353
379
405
442
358
395
426
450
U202
162
202
..
253
2110
227
216
290
341
265
310
349
399
305
357
402
39
252
308
359
385
421
344
369
390
426
344
369
395
431
349
385
41544675U
187
200
234
'26fi
210
246
276
316
245
207
322
369
282
33137242640
327
240
298
350
375
410
360
380
415
335
360
385
420
340
375
405
435
39
174
193
217
24i
19A
228
256
292
227
266
299
342
262
306
345
395
4128
284
33]
366
400
317
351
3)1
405
327
351
376
410
332
366429
161
179
201
27.9
181
211
238
272
211
247
278
318
243
285
320
367
42
176
218
271
322
357
390
296
343
362
395
319
343
367
400
324
367
386
414
1011
120
ISO
IGS
lei
213
158
19]
221
253
196
229
258
295
226
265
298
341
305
43
167
208
258
307
345
381
283
334
353
386
335
358
391
Ste
349
377
405
93
112
140
155
1; •t
190
156
183
206
235
183
'214
241
275
211
24]
278
310
44
159
198
247
293
330
373
270
319
345
377
291
•327
850
302
309
341
368
395
8]IO5
130
145
163
-
106
146
171
193
220
171
200
225
,
257
196
230
259
297
364
45
152
190
236
200
315
258
305
338
369
279
320
342
373
299
33]
360
387
et
98
122
135
152
173
137
160
180
205
159
187
210
21-0
184
2i5
242
278
46
146
111
226
260
302
348
247
291
328
361
267
313
335
3fi5.
286
326
352
37e
76
^2
114
117
1.12
1612
120
150
168
192
143'
175
197
' 225
172
202
227
230
47
139
174
216
257
289
334
237
279
314
353
255
302
320
357'
•274
319
J45
3]0
71
OG
tOr
119
133
152
120
140
158
180
140
164
184
211 .
161
189
213
244
41
134
167
- 20]
246
2]7
320
22]
268
301
346
245
289
321
350
263
338
363
371
67
81
100
111
125
143
112
132
148
769
131
154
173
198
151
117
200
229
49163
218
257
289
334
235
278
312
343
252
298
231
355
106
124
139
124
144
186
142
167
50
209
247
277
321
226
267
300
336
242
287
322
348
100
117
131
ISO
116
136
153
175
134
157
177
202
51
201
237
267
308
217256
288
329
233
276
'309
341
94
110
124
141-
110
128
144
165
126
148
106
191
52
193
228
256
297
209
247
277
224
215
298
335
321
Be
104
117
133
103
121
136
156
119
139
157
180
53
201
237
257
309
216
255
286
328
98
114
128
147
112
132
148
170
54
193
229
257
297
208
246
276
319
92
100
121
139
106
125
140
161
55
186
220
-248
287
200
237
266
308
87
102
1.15
132
101
110 1
133
152
56
I
I
I
180
213
239
275
193
229
257
297
83
97
109
125
95
112
126
144
57
187
90
221
106
248
119
287
1 Approximate Weights per Linear Foot of steel joists only. Accessories not included.
58
11 For an approximate total load carrying capacity at a maximum allowable tensile stress of 22.000 psi, the total load
137
carrying capacity shown in the load table should be multiplied by the ratio 22/30.
1 00
213
239
277
59
" Section 5.9 of the "Standard Specifications for Open Web Steel Joists, H Series" limits the design LIVE loatl
86
101
113
130
deflection,
174
206
231
268
60
81
95
108
123
168
199
224
259
14
P T T
kyvt
h
fl
to
le
i 1'' i
COLUMNS
AND FOOTINGS
Lumber:
Grade:
Size:
b:
d:
Fb:
E:
CF:
C,:
Notes:
1 See IBC 2306.2.1 for
C, factor & min sheathing
2 Values only apply to
walls
1.30 Cr: 1.10 Bold values, stud may crush sill plate
1.15 Cb: 1.25 Crushing Load: 5363 Ib
C,.= 1.00
Ie:
WALL STUD CAPACITY - AXIAL LOAD
DOUGLAS -FIR
SOUTH
15 PLF 20 PLF 25 PLF
Deflection ratios:
#2
10 ft
5,
UT:Fee
2x6
: n
'� _
L /240
1.50 in
F,:
1350 psi
L 1 120
5.50 in
F,l:
520 psi
2455
850 psi
E -min
440 ksl
12 ft
1200 ksi
c
0.8
2219
Notes:
1 See IBC 2306.2.1 for
C, factor & min sheathing
2 Values only apply to
walls
1.30 Cr: 1.10 Bold values, stud may crush sill plate
1.15 Cb: 1.25 Crushing Load: 5363 Ib
C,.= 1.00
Ie:
PLFJ
5 PLF
10 PLF
15 PLF 20 PLF 25 PLF
30 PLF
35 PLF 40 PLFJ 45 PLF 50 PLF 55 PLF
10 ft
5,
..'
e•c:
: n
'� _
2868
'2520
2179 1839 1498 1146 774
11 ft
_ 6
11 ft t
e:
,: :'°
2455
2097
1751
1406 1052 680 271
12 ft
a e
e
a
2219
1852
1498
:1149
-788 398
13 ft
1738
:_
'1124
1738
1378
1025
661
264
14 ft
er,a
1571
1732
1355
—998-637
283
243
14 ft
15 ft
=•e
'..
1414
1045
686
305
x'205
1260
16 ft
15 ft
M,
1155
791
425
0
560
217
17 ft
d:
1337.
' 940
578
194
—12581
9341
6201
18 ft
1148
760
397
17 ft°o
1009
''1400
1040
CD= 1.15
Ie:
PLFJ
5 PLFJ
10 PLF
15 PLF 20 PLF 25 PLF
30 PLF 35 PLF 40 PLF 45 PLF
50 PLF 55 PLF
10 ft
5,
' d
ft ',WK'J1ffMM
: n
'� _
3137
-2824
2518
2216 ' 1919
>1618 1311
11 ft t
e:
2729
; . e
Q m
2671
2349
2038
1734
1428 1121
797 "457
12 ft
®:
e'
2372
2387
2054
1738
'1432
'1124
806 471
98
13 ft:e
e.
�.e
2459
1894
1571
1261
';-949
630
283
843
14 ft
`e
" 1845
1505
1188
876
x557
x'205
1260
1036
15 ft
': 568
e1
1522
1191
876
560
217
1555
1324
'1097
16 ft
641
398
—12581
9341
6201
288
r®
1740
1477
17 ft°o
1009
''1400
1040
7211
4011
42
16
ft
18 ft
: °
1208
858
542
212
278
0
C,= 1.60
Ie:
PLFJ
5 PLF
10 PLF
15 PLF 20 PLF 25 PLF
30 PLF 35 PLF 140 PLFj 45 PLF
50 PLF
55 PLF
10
ft ',WK'J1ffMM
s s
'
3688
'3434
31901
2957'
2729
'2505
2284
11
ft
:A6,
•,o :;.
3110
2851
`2606
2372
2144'
1920
1697
1474
12
ft
%s,,
e.
2727
2459
2211
'1974
1745
1521 '
1299
1074
843
13
ft
c=s:
:
2212
1955
1714
1486
1260
1036
805
': 568
318
14 ft
®:
a
2079
1803
1555
1324
'1097
871
641
398
136
15
ft
r®
1740
1477
1238=
1009
783
552
307
34
16
ft
1466
1212
978
750
522
278
0
17
ft=1530
1239
992
763
536
296
28
18
ft
:-
1331
1051
81115831
3511
951
1
BEAMftDOAAD
L
(KIPS)
KL (ft)
COLUMN
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rz
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6
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BEAM
JOB TITLE
1� t 5 0 {.i C OVl,lT" /
P
8Y � �'('�
DATE (,'
e,�3 r
SUBJECT COLUMN DESIGN CHECKED SHEET
417, OF
BEAM
END
LOAD (KIPS)
KL (ft)
COLUMN
izitiq,l.l _z�,5 h-.
13
- e- .. '?
Q.
11X
2 x 6 STUDS 1/ 5.5" (strong axis):
STUD WALL BEARING CAPACITIES OF DF -South #3 OR STUD GRADE
ALLOWABLE STRESSES FROM 2005 NDS; NORMAL TEMP., MOISTURE & NO INCISIONS
ALLOWABLE LOADS FROM 2005 NDS, SECTION 3.7 - COLUMN DESIGN
Fce = (0.822Emin')(E)/(I/d)A2
Cp = (1+(Fce/Fc*))/(2c) - [ ((1+(Fce/Fc*))/(2c))A2 - (Fce/Fc*)/c ]A0.5
Pa = (Cp)(Fc*)(width)(depth)
max. load if stud(s) bears on wood = Fcperp*Cb*AREA = 5363 lbs 1 stud
9653 lbs 2 stud
13938 lbs 3 stud
width =
1.5 inches
depth =
5.5
inches
Fcperp =
520
psi
Fc =
775
psi
E =
1100000
psi
Ce =
1
Fc* = Fc * Ce =
775
psi
C=
0.8
for sawn lumber
Emin' =
400000
psi
1 STUD 2
STUDS
3 STUDS
L(unb)
I/d
Fce
CP
Pa
Pa
Pa
(ft)
(psi)
(lbs)
(lbs)
(lbs)
1
2.18
69070.83
0.9977
6379 <
12759
19138
2
4.36
17267.71
0.9908
6335
12670
19004
3
6.55
7674.54
0.9785
6257
12513
18770
4
8.73
4316.93
0.9600
6138
12276
18414
5
10.91
2762.83
0.9337
5970
11940
17910
6
13.09
1918.63
0.8978
5740
11481
17221
7
15.27
1409.61
0.8506
5438
10877
16315 .
8
17.45
1079.23
0.7915
5061
10122
15182
9
19.64
852.73
0.7230
4622
9245
13867
10
21.82
690.71
0.6499
4155
8311
12466
11
24.00
570.83
0.5781
3696
7393
11089
12
26.18
479.66
0.5117
3272
6543
9815
13
28.36
408.70
0.4525
2893 ;'
5787
8680
14
30.55
352.40
0.4010
2564 '
5128
7692
15
32.73
306.98
0.3566
2280
4560
6840
16
34.91
269.81
0.3184
2036
4071
6107
17
37.09
239.00
0.2856
1826
3652
5477
18
39.27
213.18
0.2573
1645
3290
4934
19
4145
191.33
0.2328
1488
2976
4465
20
43.64
172.68
0.2115
1352
2704
4056
21
45.82
156.62
0.1929
1233' „
2466
3700
22
48.00
142.71
0.1766
1129
2258
3387
22.9167
50.00
131.52
0.1633
1044
2089
3133
max. load if stud(s) bears on wood = Fcperp*Cb*AREA = 5363 lbs 1 stud
9653 lbs 2 stud
13938 lbs 3 stud
Ad Z9 90:£ 600Z/l/9 '6Mp-WMs6ulmejQ\tieagij lui„sip uosipew 92060\600Z\Sou j02(OJd\:X
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Designer June 8, 2009+
Job Number : 5:01 PM
Checked By: �✓�
RISA -2D Version 6.5 [X:\ ... \...1...\...1... \existing clerestory long direction frame.r2d] Page 2
Joint X [m]
Iq
Y [in]Ic
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AISC ASD Steel Code Checks
RISA -2D Version 6.5 [X:\ ... \...1...\...1... \existing clerestory long direction frame.r2d] Page 2
Company L't
Designer June 8, 2009
Job Number : 5:02 PM
Checked By:_
Joint -_ X [kj- -. _lc_ _ Y [L<]_- Ic Momenl k -ft to
max_ 214 2 - - 2 386 - -[_ 1- - -
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RISA -21D Version 6.5 [X:1...\...1...\...\... \existing clerestory long direction frame.r2d] Page 3
L: V
Company
Designer June 8, 2009 ��
Job Number : 4:59 PM
Checked By:_
tope Joint Reactions
Joint
_ N1 max _ 1.187 2 __ 1 46 - Ic = _Moment [k -ft] - Ic
min 1628 -- 2 - 0 _
N4_ _- max_ _ 1 28B 2 -2405 1 0 1
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RISA -2D Version 6.5 [X:1...1...\..A... 1 ... \existing clerestory short direction frame.r2d] Page 1
yo -1
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