HomeMy WebLinkAbout#3 Structural Engineering CalculationsMonroe & Newell
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Vail, Colorado
Denver, Colorado
Dillon, Colorado
-~-~vdC, - coo 2
SC)c.- c> o z Z
STRUCTURAL ENGINEERING CALCULATIONS
For:
Vail's Front Door
Building "E"
The Chalets at the Lodge at Vail
Vail, Colorado
M&N # 5500.02
OF a,0
waa~
1
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The Chalets at the Lodge at Vail
Building E
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Building #3 Calculations
See upper floors of Building #2 for Calculations at
upper floors of Building #3
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JOB Z
SHEET NO. OF
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DATE 171 11105
DATE
Title : Job #
Dsgnr: Date: 2:09PM, 5 DEC 05
Description
Scope :
User: KW X060365, Ver5.6.1, 25-Oct-2002 Concrete Rectangular & Tee Beam Design Page 2
(c)1983-2002 ENERCALC Enweerinq Software c:\projects\5500.02.ecw:Calculations
Description Conc beam at unit 3 bump-out
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
3.655 in
3.655 in
3.850 in
a = beta * Xneutral
2.924 in
2.924 in
3.080 in
Compression in Concrete
149.124 k
149.124 k
157.080 k
Sum [Steel comp. forces]
210.864 k
210.864 k
262.886 k
Tension in Reinforcing
-360.000 k
-360.000 k
-420.000 k
Find Max As for Ductile Failure...
X-Balanced
40.245 in
40.245 in
40.2449 in
Xmax = Xbal * 0.75
30.184 in
30.184 in
30.184 in
a-max = beta * Xbal
32.196 in
32.196 in
32.196 in
Compression in Concrete
1,231.494 k
1,231.494 k
1,231.494 k
Sum [Steel Comp Forces]
334.500 k
334.500 k
390.250 k
Total Compressive Force
1,565.994 k
1,565.994 k
1,621.744 k
AS Max = Tot Force / Fy
26.100 in2
26.100 in2
27.029 in2
Actual Tension As
6.000 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
L
Neutrai Axis
lb.675 in
Mcr
623.67 k-ft
(gross
592704.00 in4
Ms:Max DL + LL
1,149.05 k-ft
Icracked
161965.40 in4
R1 = (Ms:DL+LL)/Mcr
0.543
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
1,149.05 k-ft
Fr = 7.5 * fc^.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.543
Z:Cracking
448.685 ksi
I:eff... Ms(DL+LL)
230839.865 in4
Z:cracking > 175 : No Good!
Leff... Ms(DL+LL+ST)
230839.865 in4
Eff. Flange Width
12.00 in
ACI Factors (per ACI, applied internally to entered loads)
AGI 9-1 & 9-2 DL
1.40U AGI 9-2 Group Factor 0.750 UBU 1921.2.7 1.4" Factor 1.400
ACI 9-1 & 9-2 LL
1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-1 & 9-2 ST
1.700 ACI 9-3 Short Term Factor 1.300
....seismic = ST * :
1.100
Title :
Dsgnr:
Description
Scope :
User KW-Co0365,Ver 5.6.1, 25-Oct-2002 . Concrete Rectangular & Tee Beam Design
(c11983-2002 ENERCALC Enaineerino Software
Description Conc beam at unit 3 bump-out
General information
Span 28A0 tt
Depth 84.000 in
Width 12.000 in
Beam Weight Added Internally
LReinforcing
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Vc 5,uuu psi
Fy 60,000 psi
Concrete Wt. 145.0 pef
Seismic Zone 1
End Fixity Pinned-Pinned
Live Load acts with Short Term
Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam...
Count Size V from Top Count Size V from Top Count Size V from Top
#1 6 9 2.00in #1 6 9 2.00 in #1 7 9 2.00 in
#2 6 9 68.00 in #2 6 9 68.00 in #2 7 9 68.00 in
Uniform Loads
Dead Load
Live Load
#1 5.610 k
5.100 k
Summary
Span = 28.00ft, Width= 12.00in Depth = 84.00in
Maximum Moment : Mu
1,758.61 k-ft
Allowable Moment : Mn`phi
1,786.96 k-ft
Maximum Shear: Vu
150.74 k
Allowable Shear: Vn'phi
155.89 k
Shear Stirrups...
Stirrup Area @ Section 0.4
00 in2
Region 0.000
4.667
Max. Spacing 24.000
24.000
Max Vu 150.738
150.738
Short Term
k
9.333
24.000
84.413
Beam Design OK
-0.1743 in
164.15 k
164.15 k
14.000 18.667 23.333 28.000 ft
24.000 24.000 24.000 24.000 in
82.403 82.403 148.728 148.728 k
Bending & Shear Force Summary
Bending... Mn*Phi
@ Center 1,786.96 k-f
@ Left End 1,786.96 k-fl
@ Right End 2,083.18 k-fl
Shear... Vn*Phi
@ Left End 155.89 k
@ Right End 155.89 k
Deflection
Deflections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Maximum Deflection
Max Reaction @ Left
Max Reaction @ Right
Job #
Date: 2:09PM. 5 DEC 05
Page 1
c:\oroi ects\5500.02.ecw: Ca Icu lati ons
Start End
0.000 ft 28.000 ft
Mu, Eq. 9-1
1,758.61 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. 9-1
150.74 k
148.73 k
U pwa rtl
0.0000 in at 28.0000 ft
0.0000 in at 28.0000 ft
0.0000 in at 28.0000 ft
Ca). Left
92.750 k
164.150 k
164.150 k
Mu, Eq. 9-2
Mu, Eq. 9-3
1,318.96 k-ft
681.71 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. 9-2
Vu, Eq. 9-2
113.05 k
58.43 k
111.55 k
57.65 k
@ Right
92.750 k
164.150 k
164.150 k
uownwara
-0.0418 in at 14.0000ft
-0.1743 in at 14.0000ft
-0.1743 in at 14.0000ft
Title :
Dsgnr:
Description
Scope :
KW-060365, 25-Oct-2002
(c)14R3-2002ENER ENERCALCEncin EnaineerinanaSo Software
Concrete Rectangular & Tee Beam Design
Description 8" slab at unit 3 bump-out
Job #
Date: 5:38PM, 6 DEC 05
Page 1
r,~projects\5500.02.ecw_Ca lculations
General Information
Calculations are designed to ACI 318-95 and 1997 LIBC Requirements
Span i u.uu tt
Depth 8
fu 4,000 psi
.000 in
Width 12.000 it
FY 60,000 psi
Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Pinned-Pinned
Beam Weight Added Internally
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam... Rebar
@ Left End of Beam... Rebar @ Right End of Beam...
Count Size 'd' from Top
Count Size 'd' from Top Count Size 'd' from Top
#1 3 6 6:00in #1
in #1 in
~Un fom
oads
✓
wT
Dead Load Live Load
Short Term Start End
#1 0.350 k 0.100 k
k 2.500 ft 10.000 ft
Concentrated Loads
Dead Load
Live Load Short Term Location
#1 2.500 k
2.500 k k 2.500 ft
Summary
Beam Design OK
Span = 10.00ft, Width= 12.00in Depth = 8.00in
Maximum Moment : Mu 20.48 k-ft
Allowable Moment : Mn*phi 29.85 k-ft
Maximum Deflection -0.3087 in
Maximum Shear: Vu 8.28 k
Max Reaction @ Left 5.50 k
Allowable Shear: Vn*phi 38.71 k
Max Reaction @ Right 3.84 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
i Region 0.000 1.667
Max. Spacing 3.000 3.000
3.333 5.000 6.667 8.333 10.000 ft
Not Req'd Not Req'd Not Re
'd 3
000 3
0
Max Vu 8.280 8.123
q
.
.
00 in
0.395 0.395 3.036 4.372 5.294 k
Bending & Shear Force Summary
Bending... Mn Phi
Mu, Eq. 9-1 Mu, Eq. 9-2 Mu
Eq
9-3
@ Center 29.85 k -ft
,
.
20.48 k-ft 15.36 k-ft 7
61 k-ft
@ Left End 0.00 k-ft
@ Right End 0
00 k
ft
.
0.00 k-ft 0.00 k-ft 0.00 k-ft
.
-
-0.00 k-ft -0.00 k-ft -0
00 k-ft
Shear... Vn*Phi
.
Vu, Eq. 9-1 Vu, Eq. 9-2 Vu
Eq
9-3
@ Left End 38.71 k
,
.
8.28 k 6.21 k 2
97 k
@ Right End 38.71 k
.
5.29 k 3.97 k 2.27 k
Deflection
Deflections... upward
DL + [Bm Wt] 0.0000 in
Downwaro
at 0.0000 ft -0.1608 in at 4
8000ft
DL + LL + [Bm Wt] 0.0000 in
.
at 0.0000 ft -0.3087 in at 4
7200ft
DL + LL + ST + [Bm Wt] 0.0000 in
.
at 0.0000 ft -0.3086 in at 4.7200ft
Reactions... Ca Left
(aD Right
DL + [Bm Wt]] 3.343 k
2.749 k
DL + LL + [Bm Wt] 5.499 k
3.843 k
DL + LL + ST + [Bm Wt] 5.499 k
3.843 k
Title :
Dsgnr:
Description
Scope :
KW-060365, 2 Concrete Rectangular & Tee Beare Design
(c)1199833--220022 ENERCAI C Engineering Software
Description 8" slab at unit 3 bump-out
Job #
Date: 5:38PM, 6 DEC 05
Page 2
c9nrniects'S500. 02. ecw Calculations
j Section Analysis
-
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
2.280 in
0.000 in
0
000 in
a = beta ' Xneutral
1.938 in
0.000 in
.
0
000 in
Compression in Concrete
79.070 k
0.000 k
.
0.000 k
Sum [Steel comp. forces]
0.000 k
0.000 k
0.000 k
Tension in Reinforcing
-79.200 k
0.000 k
0.000 k
Find Max As for Ductile Failure...
X-Balanced
3.551 in
0.000 in
0
0000 in
Xmax = Xbal ' 0.75
2.663 in
0.000 in
.
0.000 in
a-max = beta ' Xbal
3.018 in
0.000 in
0.000 in
Compression in Concrete
92.362 k
0.000 k
0
000 k
Sum [Steel Comp Forces]
0.000 k
0.000 k
.
0.000 k
Total Compressive Force
92.362 k
0.000 k
0.000 k
AS Max = Tot Force / Fy
1.539 in2
0.000 in2
0.000 in2
Actual Tension As
1.320 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
2.495 in
Mcr 5.06 k-ft
(gross
512.00 in4
Ms:Max DL + LL
13
50 k-ft
Icracked
192.58 in4
R1 = (Ms:DL+LL)/Mcr
.
0.375
Elastic Modulus
3,605.0 ksi
Ms:Max DL+LL+ST
13.50 k-ft
Fr = 7.5 - fc^.5
474.342 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.375
Z:Cracking
111.193 ksi
Leff... Ms(DL+LL)
209.379 in4
Leff Ms(DL+LL+ST)
209.394 in4
Eff. Flange Width
12.00 in
ACI Factors (per ACI, applied internally to entered loads)
ACI 9-1 & 9-2 DL 1.4uu
Aci 9-2 Group Factor
u.l5u
UBU 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL 1.700
ACI 9-3 Dead Load Factor 0.900
LIBC 1921.2.7 "0.9" Factor 0
900
ACI 9-1 & 9-2 ST 1.700
ACI 9-3 Short Term Factor 1.300
.
....seismic = ST ' : 1.100
Title : Job #
Dsgnr: Date: 5:37PM, 6 DEC 05
Description
[
Scope
Rev: 560100
--r
UserKw-060365,Z5.6.1,25-0ct-2002 Concrete Rectangular & Tee Beam Design Page 1
/r
119A3-20m ENERCALC E
i
`
.
n9
n..nn, Sofhvare
c:\nroiects\5500.02. ervrCa1nulations
Description 8" slab at unit 3 bump-out
i
General Information
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
span 10.00 tt
a 4,000 psi
Depth 8.000 in
Fy 60,000 psi
Width 12.000 in
Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Pinned-Pinned
Beam Weight Added Internally
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam... 'Rebar
@ Left End of Beam... Rebar @ Right End of Beam...
Count Size 'd' from Top
Count Size 'd' from Top Count Size 'd' from Top
#1 3 6 6_00in #1
in #1 in
Uniform Loads
Dead Load Live Load
Short Term Start End
#1 0.350 k 0.100 k
k 4.000 ft 10.000 ft
Concentrated Loads
Dead Load
Live Load Short Term Location
#1 2.500 k
2.500 k k 4.000 ft
Summary
Beam Design ®K
Span = 10.00ft, Width= 12.00in Depth = 8.00in
Maximum Moment: Mu 24.98 k-ft
l
Allowable Moment : Mn'phi 29.85 k-ft
Maximum Deflection -0.3549 in
Maximum Shear: Vu , 6.45 k
Max Reaction @ Left 4.29 k
Allowable Shear: Vn*phi 38.71 k
Max Reaction @ Right 4.37 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Re gion0.000 1:667
3.333 5.000 6.667 8.333 10.000 ft
E!
x. Spacing 3.000 3.000
3.000 3.000 3.000 3.000 3.000 in
x Vu 6.450 6.293
6.065 3.876 3.876 5.213 6.135 k
Bending & Shear Force Summary
Bending... Mn*Phi
Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3
@ Center 29.85 k-ft
24.98 k-ft 18.73 k-ft 8.71 k-ft
@ Left End 0.00 k-ft
0.00 k-ft 0.00 k-ft 0.00 k-ft
@ Right End 0.00 k-ft
0.00 k-ft 0.00 k-ft 0.00 k-ft
Shear... Vn*Phi
Vu, Eq. 9-1 Vu, Eq. 9-2 Vu, Eq. 9-3
@ Left End 38.71 k
6.45 k 4.84 k 2.31 k
@ Right End 38.71 k
6.14 k 4.60 k 2.45 k
LDeflection
Deflections... Upwaru Upwnwafu
DL + [Bm Wt] 0.0000 in
at 0.0000 ft -0.1846 in at 4.9200ft
DL + LL + [Bm Wt] 0.0000 in
at 0.0000 ft -0.3549 in at 4.8800ft
DL + LL + ST + [Bm Wt] 0.0000 in
at 0.0000 ft -0.3549 in at 4.8800ft
Reactions... (a Left
a Right
DL + [Bm Wt]] 2.613 k
2.953 k
DL + LL + [Bm Wt] 4.293 k
4.373 k
DL + LL + ST + [Bm Wt] 4.293 k
4.373 k
Title :
Dsgnr:
Description
Scope
Rev: 560100 Rectangular User KW-060365, Ver 525-Oct-2002
L (c)19833--2002 2002 ENERC NERCALC Enoineerino nc Software E
Concrete & Tee Beam Design
Description 8" slab at unit 3 bump-out
Job #
Date: 5.37PM, 6 DEC 05
Page 2
c:\oroi ects\5500.02. ecw:Ca lcu l a tlon s
5ection Analysis
Evaluate Moment Capacity...
Center
X : Neutral Axis
2.280 in
a = beta * Xneutral
1.938 in
Compression in Concrete
79.070 k
Sum [Steel comp. forces]
0.000 k
Tension in Reinforcing
-79.200 k
Find Max As for Ductile Failure...
X-Balanced
3.551 in
Xmax = Xbal ' 0.75
2.663 in
a-max = beta ' Xbal
3.018 in
Compression in Concrete
92.362 k
Sum [Steel Comp Forces]
0.000 k
Total Compressive Force
92.362 k
AS Max = Tot Force / Fy
1.539 in2
Actual Tension As
1.320 OK
Additional Deflection Calcs
Left End
0.000 in
0.000 in
0.000 k
0.000 k
0.000 k
0.000 in
0.000 in
0.000 in
0.000 k
0.000 k
0.000 k
0.000 in2
0.000 OK
Riqht End
0.000 in
0.000 in
0.000 k
0.000 k
0.000 k
0.0000 in
0.000 in
0.000 in
0.000 k
0.000 k
0.000 k
0.000 in2
0.000 OK
eutral Axis
2.495 in
Mcr
5.06 k-ft
Igross
512.00 in4
Ms:Max DL + LL
16
40 k-ft
Icracked
192.58 in4
R1 = (Ms:DL+LL)/Mcr
.
0
309
Elastic Modulus
3,605.0 ksi
Ms:Max DL+LL+ST
.
16.40 k-ft
Fr = 7.5 ' Pc^.5
474.342 psi
R2 = (Ms:DL+LL+ST)/Mcr
0,309
Z:Cracking
135.045 ksi
Leff... Ms(DL+LL)
201.955 in4
I:efi... Ms(DL+LL+ST)
201.955 in4
Eff. Flange Width
12.00 in
ACI Factors (per ACI
, applied internally to entered loads)
ACI 9-1 & 9-2 DL
1.400
ACI 9-2 Group Factor
U./5u
uBG 1Y21.2.7 1.4" Factor 1
400e_
ACI 9-1 & 9-2 LL
1.700
ACI 9-3 Dead Load Factor 0.900
.
UBC 1921.2.7 "0.9" Factor 0
900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3 Short Term Factor 1.300
.
....seismic = ST ' :
1.100
Title : Job #
Dsgnr: Date: 5:29PM, 6 DEC 05
Description
Scope
'Rev: 560100
User: KW-0 60365, Ver 5.5.1, 25-0ct-2002 Page 1
(c2002ENERCALCEngineeringSoftware oncrete Rectangular & Tee Beam Design
c~~rojectsl5500.02.ecw:Calculations
Description ConC beam at unit 3 bump-out
General Information
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Span
Zd.uu tt
t'c ,,UVU psi
Depth
32.000 in
Fy 60,000 psi
Width
18.000 in
Concrete Wt. 145.0 pcf
Flange @ One Side
Flange Thickness
8.000 in
Seismic Zone 1
Web Spacing
8.000 ft
End Fixity Fixed-Fixed
Tee beam weight calc'd u
sing Depth ' Width
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam.,.
Rebar @ Left End of Beam...
Rebar'@ Right End of Beam...
Count Size
'd' from Top Count Size 'd' from Top
Count Size
'd' from Top
#1 6 9
2.00in #1 8 9 2.00 in
#1 8 9
2.00 in
#2 6 9
28.00 in #2 8 9 28.00 in
#2 8 9
28.00 in
Uniform Loads
Dead Load
Live Load Short Term
Start
End
#1 4.000 k
4.000 k k
0.000 ft
28.000 ft
Summary
Beam Design OK
Span = 28.00ft, Width= 18.00in Dept
h = 32.00in 'T' Beam with Flange= 8.00in thick @ One Side,
Web spac= 8.00ft
Maximum Moment : Mu
-863.18 k-ft
Maximum Deflection
-0
1828 in
Allowable Moment.: Mn"phi
978.25 k-ft
.
Maximum Shear: Vu
152.41 k
Max Reaction @ Left
120.12 k
Allowable Shear: Vn'phi
152.41 k
Max Reaction @ Right
120.12 k
Shear Stirrups...
Stirrup Area @ Section 0.400
in2
Region 0.000
4.667
9.333 14.000 18.667
23.333 28.000 ft
Max. Spacing 6.220
7.000
14.000 14.000 14.000
7.000 6.322 in
Max Vu 152.414
124.298
62.149 60.669 60.669
122.819 150.934 k
Bending & Shear Force Summary
Bending... Mn•Phi
Mu, Eq. 9-1
.
Mu, Eq. 9-2
Mu, Eq. 9-3
@ Center 729.91 k-ft
431.59 k-ft
323.69 k-ft
157.09 k-ft
@ Left End 978.25 k-ft
-863.18 k-ft
-647.39 k-ft
-314.19 k-ft
@ Right End 978.25 k-ft
-863.18 k-ft
-647.39 k-ft
-314.19 k-ft
Shear... Vn'Phi
Vu, Eq. 9-1
Vu, Eq. 9-2
Vu, Eq. 9-2
@. Left End 152.41 k
152.41 k
114.31 k
55.48 k
@ Right End 150.93 k
150.93 k
113.20 k
54.94 k
Deflection
Deflections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL+LL+ST+[Bm Wt]
uowara
0.0000 in at
0.0000 ft
0.0000 in at
0.0000 ft
0.0000 in at
0.0000 ft
Car Left
(a) Right
64.120 k
64.120 k
120.120 k
120.120 k
120.120 k
120.120 k
bum maw
-0.0815 in at 14.0000ft
-0.1828 in at 14.0000ft
-0.1828 in at 14.0000ft
Title :
Dsgnr:
Description
Scope :
L cser: K W0020E 5, Ver5C E, 25-Ocino0$oftware Concrete Rectangular & Tee Beam Design
Description Conc beam at unit 3 bump-out
Job #
Date: 5:29PM, 6 DEC 05
Page 2
r\nrniecfs\550n Q7 erw'Calrulatinrts
LSection Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
2.185 in
5.420 in
5.420 in
a = beta * Xn.eutral
1.748 in
4.336 in
4.336 in
Compression in Concrete
133.722 k
331.704 k
331.704 k
Sum [Steel comp. forces]
18.697 k
148.347 k
148.347 k
Tension in Reinforcing
-360.000 k
-480.000 k
-480.000 k
Find Max As for Ductile Failure...
X-Balanced
16.571 in
17.755 in
17.7551 in
Xmax = Xbal * 0.75
12.429 in
13.316 in
13.316 in
a-max = beta * Xbal
13.257 in
14.204 in
14.204 in
Compression in Concrete
1,712.629 k
814.959 k
814.959 k
Sum [Steel Comp Forces]
334.500 k
446.000 k
446.000 k
Total Compressive Force
2,047.129 k
1,260.959 k
1,260.959 k
AS Max = Tot Force / Fy
34.119 in2
21.016 in2
21.016 in2
Actual Tension As
6.000 OK
8.00.0 OK
8.000 OK
Additional Deflection Calcs
Neutral Axis
5.860 in
Mcr
167.94 k-ft
(gross
73,570.99 in4
Ms:Max DL + LL
560.56 k-ft
Icracked
31,066.35 in4
R1 = (Ms:DL+LL)/Mcr
0.300
Elastic Modulus
4,030.5 ksi
Ms:Max DL+LL+ST
560.56 k-ft
Fr = 7.5 * Pc^.5
530.330 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.300
Z:Cracking
231.863 ksi
Leff... Ms(DL+LL) '
32,209.415 in4
Z:cracking > 175: No Good!
Leff... Ms(DL+LL+ST)
32,209.415 in4
Eff. Flange Width
ACI Factors (per ACI, applied ini
ACI 9-1 & 9-2 DL 1.400
ACI 9-1 & 9-2 LL 1.700
ACI 9-1 & 9-2 ST 1.700
....seismic = ST 1.100
46.00 in
ernally to entered loads)
ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-3 Short Term Factor 1.300
The Chalets at the Lodge at Vail
Building E
(M & N #5500.02)
Building #4 Calculations
See Building #2 for Calculations of Building #4
The Chalets at the Lodge at Vail
. Building E
(M & N #5500.02)
Building #5 Calculations
See upper floors of Building #2 for Calculations at
upper floors of Building #5
Monroe & Newell
Engineers, Inc.
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CHECKED BY
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g
Title : 24F - V8
Dsgnr:
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
amm
Description Bm #1
Steel Beam Design
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1
Steel Section : W10X22
Fy 50.00ksi
Pinned-Pinned
Load Duration Factor 1.00
Center Span
5.50 ft
Bm Wt. Added to Loads
Elastic Modulus 29,000.Oksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
2.00 ft
Distributed Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4
#5 #6 #7
DL 1.300
0.600
k/ft
LL 1.120
0.560
k/ft
ST
k/ft
Start Location
1.500
ft
End Location 1.500
5.500
ft
Point Loads Note! Short Term Loads Are WIND Loads.
#1 #2 #3 #4 #5 #6 #7
Dead Load 1.980 1.980 k
Live Load 1.820 1.820 k
Short Term k
Location 1.500 5.000 ft
Summary
Using: W 10X22 section, Span = 5.50ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000
Actual Allowable
Moment 9.359 k-ft 63.800 k-ft
fb : Bending Stress 4.841 ksi 33.000 ksi
fb/Fb 0.147:1
Dougl Job #
Date: 6:58AM, 16 JAN 06
s 153, Lkft' .p 56
Page 1
5b 153.ecw:Calculations
Beam OK
Static Load Case Governs Stress
Max. Deflection -0.015 in
Length/DL Defl 8,296.6: 1
Length/(DL+LL' Defl) 4,367.8: 1
Shear 7.999 k 48.816 k
fv : Shear Stress 3.277 ksi 20.000 ksi
fv / Fv 0.164 :1
Shear @ Left 7.99 k
4.24
7.99
k
Shear @ Right 8.00 k
4.19
8.00
k
Center Defl. -0.015 in
-0.008
-0.015
-0.015
0.000
0.000 in
Left Cant Defl 0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 7.99
4.24
7.99
7.99
k
Reaction @ Rt 8.00
4.19
8.00
8.00
k
Fa calc'd per Eq. E2-1, K"L/r < Cc
I Beam Passes Table B5.1, Fb per Eq, F1-1, Fb = 0.66 Fy
Title : 24F-V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description Jc a5 3
Scope :
Rev: 580006
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2
(c)1983-2003 ENEACALC Engineering Software 5b 153.ecw:Calculations
Description
Bm #1
Section Properties
W10X22
ti
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
Ixx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
Values for LRFD Design....
R-yy
1.330 in
J
0.240 in4
Zx
26.000 in3
Cw
275.00 in6
Zy
6.100 in3
K
0.660 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description
Scope : v t~~
Ver 5.8.0. 1
Steel Beam Design
Page 1
5b 153.ecw:Calculations
(c)1983-2003 ENERCALC Engineering Sc
Description Bm #2
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W10X22
Fy 50.00ksi
Pinned-Pinned
Load Duration Factor 1.00
Center Span
6.25 ft
Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
2.00 ft
Distributed Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4
#5 #6 #7
DL 1.300
k/ft
LL 1.120
k/ft
ST
k/ft
Start Location
ft
End Location 6.250
ft
noummary
A
Beam OK
2
Static Load Case
Governs Stress
Using: W 10X22 section, Span = 6.25ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000
Actual
Allowable
Moment 11.924 k-ft
63.800 k-ft
Max. Deflection
-0.024 in
fb.: Bending Stress 6.168 ksi
33.000 ksi
Length/DL Defl
5,654.6 : 1
fb / Fb 0.187 : 1
Length/(DL+LL Defl)
3,061.2: 1
Shear 7.631 k
48.816 k
fv : Shear Stress 3.127 ksi
20.000 ksi
fv / Fv 0.156 : 1
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL LL+ST LL LL+ST
Maximum
Only
@ Center @ Center @ Cants @ Cants
Max. M + 11.92 k-ft
6.46
11.92 k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left 7.63 k
4.13
7.63 k
Shear @ Right 7.63 k
4.13
7.63 k
Center Defl. -0.024 in
-0.013
-0.024
-0.024
0.000
0.000 in
Left Cant Defl 0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 7.63
4.13
7.63
7.63
k
Reaction @ Rt 7.63
4.13
7.63
7.63
k
Fa calc'd per Eq. E2-1, K'L/r < Cc
I Beam Passes Table B5.1, Fb per Eq. F
1-1, Fb = 0.66 Fy
Title : 24F - V8
Dsgnr:
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #2
Steel Beam Design
Dougl Job #
Date: 6:58AM, 16 JAN 06
yr:op- 65,00-Oz
SI!5g
Page 2 i
5b 153.ecw:Calculations
Section Properties
W10X22
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
Ixx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
Values for LRFD Design....
R-yy
1.330 in
J
0.240 in4
Zx
26.000 in3
Cw
275.00 in6
Zy
6.100 in3
K
0.660 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description : VFP
Scope :
L~e.l 580006 Pa ge 1
: KW0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
L983-2003 ENERCALC Engineering Software 5b 153.ecw:Calcu1ations
Description
Bm #3
General Information
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : WlOX22
l Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.00
Center Span
7.00 ft
Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
2.00 ft
Distributed Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4 #5 #6 #7
DL 0.940
0.600
k/ft
LL 1.120
0.560
k/ft
ST
k/ft
Start Location
2.670
ft
End Location
2.670
7.000
ft
Point Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4
#5 #6 #7
Dead Load
1.980
1.980
2.400
k
Live Load
1.820
1.820
3.100
k
Short Term
k
Location
2.670
6.000
4.670
ft
Summary
Using: W1 OX22 section, Span = 7.
00ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000
Actual
Moment
22.316 k-ft
fb : Bending Stress
11.543 ksi
fb / Fb
0.350 : 1
Shear
12.971 k
fv : Shear Stress
5.314 ksi
fv / Fv
0.266 : 1
Beam OK
Static Load Case Governs Stress
Allowable
63.800 k-ft
Max. Deflection -0.058 in
33.000 ksi
Length/DL Defl 2,951.8 :1
Length/(DL+LL Defl) 1,438.1 :1
48.816 k
20.000 ksi
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL
LL+ST
LL
LL+ST
Maximum
Only
@ Center
@ Center
@ Cants
@ Cants
Max. M +
22.32 k-ft
10.86
22.32
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left
10.81 k
5.22
10.81
k
Shear @ Right
12.97 k
6.40
12.97
k
Center Defl.
-0.058 in
-0.028
-0.058
-0.058
0.000
0.000 in
Left Cant Defl
0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @
0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 10.81 5.22 10.81 10.81 k
Reaction @ Rt 12.97 6.40 12.97 12.97 k
Fa caldd per Eq. E2-1, K'L/r < Cc
I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
nev: otmuo
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #3
Steel Beam Design
Page 2
5b 153.ecw:Calculations
Section Properties
W1OX22
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
Ixx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
Values for LRFD Design....
R-yy
1.330 in
J
0.240 in4
Zx
26.000 in3
CW
275.00 in6
Zy
6.100 in3
K
0.660 in
Title : 24F -V8 Doug[ Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Description Bm #4
Steel Beam Design
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W10X26
y s!
Pinned-Pinned
Load Duration Factor 1.00
Center Span
6.83 ft
Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 it
Lu : Unbraced Length
2.00 ft
Distributed Loads
Note! Short Term Loads Are WIND Loads.
~ .
#1
#2
#3 #4
#5 #6 #7
DL 0.940
0.470
0.940
k/ft
LL 1.120
0.560
1.120
k/ft
ST
k/ft
Start Location
2.000
5.330
ft
End Location 2.000
5.330
6.830
ft
Point Loads
Dead Load
Live Load
Short Term
Location
#2
1.200 2.700
1.600 4.700
#3 #4
13.300 2.400
36.900 3.100
1.500 2.000 5.330 3.170
Note! Short Term Loads Are WIND Loads.
#5 #6 #7
k
k
k
it
Summary
Beam OK
Static Load Case
Governs Stress
Using: W1 OX26 section, Span = 6.83ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000
Actual
Allowable
Moment 72.333 k-ft
76.725 k-ft
Max. Deflection
-0.137 in
fb : Bending Stress 31.111 ksi
33.000 ksi
Length/DL Defl
1,844.3 :1
fb / Fb 0.943:1
Length/(DL+LL Defl)
597.6 :1
Shear 49.792 k
53.716 k
fv : Shear Stress 18.539 ksi
20.000 ksi
fv / Fv 0.927 : 1
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL LL+ST LL
LL+ST
Maximum
Only
@ Center @ Center @ Cants
@ Cants
Max. M +
72.33 k-ft
21.49
72.33
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left
26.92 k
9.63
26.92
k
Shear @ Right
49.79 k
15.01
49.79
k
Center Defl. -0.137 in
-0.044
-0.137
-0.137
0.000
0.000 in
Left Cant Defl 0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 26.92
9.63
26.92
26.92
k
Reaction @ Rt 49.79
15.01
49.79
49.79
k
Fa caldd per Eq. E2-1, K'L/r < Cc
I Beam Passes Table 35.1, Fb per Eq. F
1-1, Fb = 0.66 Fy
Page 1
5b 153.ecw:Calculations
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Rev: 580006
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 2
(c)1983.2003 ENERCALC Engineering Software 5b 153,ecw:Calculations
Description Bm #4
Section Properties
W1OX26
Depth
10.330 in
Weight
25.85 #/ft
Web Thick
0.260 in
Ixx
144.000 in4
Width
5.770 in
lyy
14.100 in4
Flange Thick
0.440 in
Sxx
27.900 in3
Area
7.61 in2
Syy
4.890 in3
Rt
1.540 in
R-xx
4.350 in
Values for LRFD Design....
R-yy
1.360 in
J
0.400 in4
Zx
31.300 in3
CW
345.00 in6
Zy
7.500 in3
K
0.660 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
User: KW-0606238, Ver5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
Description Bm #4.1
General Timber Beam
Page 1
5b 153.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam:3.5x11.875
Center Span 5.50 ft .....Lu 5.50 ft
Beam Width
3.500 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000 pcf
E 1,900.0 ksi
Point Loads
Dead Load 540.0 lbs Ibs
Live Load 200.0 Ibs Ibs
...distance 1.670 ft 0.000 ft
- A_-r=
Ibs Ibs Ibs Ibs Ibs
Ibs Ibs Ibs Ibs Ibs
0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 5.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.068 : 1
Maximum Moment
0.9 k-ft
Maximum Shear *
1.5
0.8 k
.Allowable
17.5 k-ft
Allowable
11.8 k
Max. Positive Moment
0.89 k-ft
at
1.672 ft
Shear:
@ Left
0.54 k
Max. Negative Moment
0.00 k-ft
at
5.500 ft
@ Right
0.25 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.005in
Max. M allow
17.47
Reactions...
@ Right
0.000 in
fb 130.19 psi
fv
19.25 psi
Left DL
0.40 k
Max
0.54 k
Fb 2,547.91 psi
Fv
285.00 psi
Right DL
0:19 k
Max
0.25 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.003 in
-0.004 in
Deflection
0.000 in
0.000 in
...Location
2.486 ft
2.486 ft
...Length/Deft
0.0
0.0
...Length/Deft
21,710.0
16,160.91
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.005 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Y
Ck 21.924
Le 11.325 ft
Sxx
82.259 in3 Area
41.563 in2
Cf 1.000
Rb 11.480
Cl
0.980
Max Moment
Sxx Req'd
Allowable fb
@ Center
0.89 k-ft
4.20 in3
2,547.91 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.80 k
0.36 k
Area Required
2.807 in2
1.277 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
0.54 k
Bearing Length Req'd
0.207 in
Max. Right Reaction
0.25 k
Bearing Length Req'd
0.096 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
User: KW-0606238, Ver 5.8.0
(c)1983-2003 ENERCALC En
Description
Bm #4.1
General Timber Beam
Page 2
5b 153.ecw:Calculalions
Query Values
-
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
0.54 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title : 24F - V8
Dsgnr:
Description
Scope :
(c)1983-2003 ENERCALC Engineering Sc
Description Bm #5
Steel Beam Design
Dougl Job #
Date: 6:58AM, 16 JAN 06
Page 1
5b 153.ecw:Calculations
General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : WlOX22 Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.00
Center Span 5.83 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi
Left Cant. 0.00 ft LL & ST Act Together
Right Cant 0.00 ft
Lu : Unbraced Length 2.00 ft
Distributed Loads Note! Short Term Loads Are WIND Loads.
.?7
#1 #2 #3 #4 #5 #6 #7
DL 0.705 k/ft
LL 1.515 k/ft
ST k/ft
Start Location ft
End Location 5.830 ft
Point Loads
Note! Short Term Loads Are WIND Loads.
#1 #2 _-#3 #4 #5 #6 #7
Dead Load 0.400 k
Live Load 0.200 k
Short Term k
Location 0.500 ft
Summary
Using: W1 OX22 section, Span = 5.83ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000
Actual Allowable
Moment 9.676 k-ft 63.800 k-ft
fb : Bending Stress 5.005 ksi 33.000 ksi
fb / Fb 0.152 : 1
Shear 7.084 k 48.816 k
fv : Shear Stress 2.902 ksi 20.000 ksi
fv / Fv 0.145 : 1
Beam OK
Static Load Case Governs Stress
Max. Deflection -0.017 in
Length/DL Defl 12,198.9 :1
Length/(DL+LL Defl) 4,032.6 :1
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL LL+ST LL LL+ST
Maximum
Only
@ Center @ Center @ Cants @ Cants
Max. M + 9.68 k-ft
3.19
9.68 k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left 7.08 k
2.49
7.08 k
Shear @ Right 6.59 k
2.15
6.59 k
Center Defl. -0.017 in
-0.006
-0.017
-0.017
0.000
0.000 in
Left Cant Defl 0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
Query Defl @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 7.08
2.49
7.08
7.08
k
Reaction @ Rt 6.59
2.15
6.59
6.59
k
Fa caldd per Eq. E2-1, K*Ur < Cc
I Beam Passes Table B5.1, Fb per Eq. F
1-1, Fb = 0.66 FV
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
!v: bbuuub
er: KW-0606238, Ver 5.8.0, 1-Dec-2003
1983-2003 ENERCALC Engineering Software
Description
Steel Beam Design
Bm #5
Page 2
5b 153.ecw:Calculations
MET- :1 ji -
Section Properties
W1OX22
t
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
Ixx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
Values for LRFD Design....
R-yy
1.330 in
J
0.240 in4
Zx
26.000 in3
CW
275.00 in6
Zy
6.100 in3
K
0.660 in
Title : 24F - V8
Dsgnr:
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
111 0
Description Bm #6
General Timber Beam
Page 1
5b 153.ecw:Calculations
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Micro Lam: 3.5x11.875
Beam Width
3.500 in
Beam Depth
11.875 in
Member Type
Manuf/So.Pine
Bm Wt. Added to Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000 pcf
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Center Span
4.00 ft .....Lu
Left Cantilever
ft .....Lu
Right Cantilever
ft .....Lu
Truss Joist - MacMillan, MicroLam 1.9 E
Fb Base Allow
2,600.0 psi
Fv Allow
285.0 psi
Fc Allow
750.0 psi
E
1,900.0 ksi
345.00 #/ft LL 325.00 #/ft
#/ft LL #/ft
#/ft LL #/ft
5.50 ft
0.00 ft
0.00 ft
Beam Design OK
Span= 4.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0088 : 1
"
0 k
1
4 k-ft
1
Maximum Shear
1.5
.
Maximum Moment
.
5 k-ft
17
Allowable
11.8 k
Allowable
.
Max. Positive Moment
1.36 k-ft
at
2.000 ft Shear:
@ Left
@ Right
1.36 k
1.36 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.003in
000 in
0
@ Right
.
Max. M allow
17.47
Reactions...
fb 198.43 psi
fv
25.13 psi
Left DL 0.71 k
Max
1.36 k
Fb 2,547.91 psi
Fv
285.00 psi
Right DL 0.71 k
Max
1.36 k
Deflections
Center Span...
Dead Load
Total Load
ever...
an
Le
Deflection
-0.002 in
-0.004 in
Deflection
...Location
2.000 ft
2.000 ft
...Length/Deft
...Length/Deft
21,778.0
11,370.96
Right Cantilever...
Camber ( using 1.5 * D.L. DO )
Deflection
@ Center
0.003 in
nPari I Hari Total Load
til
ft C
...Length/Dell
@ Left
@ Right
0.000 in
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le
11.325 ft
Sxx 82.259 in3
Cf 1.000 Rb
11.480
Cl 0.980
Max Moment
Sxx Reo'd
@ Center
1.36 k-ft
6.41 in3
@ Left Support
0.00 k-ft
0.00 in3
@ Right Support
0.00 k-ft
0.00 1n3
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.04 k
1.04 k
Area Required
3.665 in2
3.665 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
1.36 k
Req'd
1.36 k
Bearing Length
Bearing Length Req'd
Dougl Job #
Date: 6:58AM, 16 JAN 06
0.000 in
0.000 in
0.0
0.0
0.000 in
0.000 in
0.0
0.0
Area 41.563 in2
Allowable fb
2,547.91 psi
2,600.00 psi
2,600.00 psi
0.518 in
0.518 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Rev: 580004
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
General Timber Beam
Page 2
5b 153.ecw:Calculations
Description Bm #6
(query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.36 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title : 24F-V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Rev: 580004
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(01983-2003 ENERCALC Engineering Software
Description Bm #7 y
General Timber Beam
Page 1
5b 153.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Micro
Lam: 3.5xl 1.875
Center Span
4.00 ft .....Lu 5.50 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000 pcf
E
1,900.0 ksi
Trapezoidal Loads
#1 DL @ Left
710.00 #/ft
LL @ Left
810.00 #/ft
Start Loc
0.000 ft
DL @ Right
710.00 #/ft
LL @ Right
810.00 #/ft
End Loc
1.250 ft
#2 DL (6 Left
355.00 Wit
LL @ Left
405.00 #/ft
Start Loc
1.250 ft
DL @ Right
355.00 #/ft
LL @ Right
405.00 #/ft
End Loc
4.000 ft
Point Loads
Dead Load 540.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
Live Load 200.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 1.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 4.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.172 : 1
Maximum Moment
2.4 k-ft
Maximum Shear *
1.5
2.0 k
Allowable
17.5 k-ft
Allowable
11.8 k
Max. Positive Moment
2.39 k-ft
at
1.504 ft Shear:
@ Left
2.85 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
1.92 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.006in
Max. M allow
17.47
Reactions...
@ Right
0.000in
fb 349.12 psi
fv
48.98 psi
Left DL 1.48 k
Max
2.85 k
Fb 2,547.91 psi
Fv
285.00 psi
Right DL 0.97 k
Max
1.92 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection -0.004 in
-0.007 in
Deflection
0.000 in
0.000 in
...Location 1.920 ft
1.920 ft
...Length/Deft
0.0
0.0
...Length/Dell 12,465.2
6,554.00
Right Cantilever...
Camber ( using 1.5 x D.L. Dell )
Deflection
0.000 in
0.000 in
@ Center 0.006 in
...Length/Deft
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
rev: 5tluuva
User: KW-06(
(c)1983.2003
General Timber Beam
Page 2
5b 153.ecw:Calculations
Description Bm #7
Stress Calcs
Bending Analysis
Ck 21.924 Le 11.325 ft Sxx 82.259 in3 Area 41.563 in2
Cf 1.000 Rb 11.480 Cl 0.980
Max Moment
Sxx Read
Allowable fb
@ Center
2.39 k-ft
11.27 in3
2,547.91 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.04 k
1.75 k
Area Required
7.143 in2
6.149 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
2.85 k
Bearing Length Req'd
1.086 in
Max. Right Reaction
1.92 k
Bearing Length Req'd
0.731 in
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location
= 0.00 ft
0.00 k-ft
2.85 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Hev:56oo06 Page 1
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
(c)1983-2003 ENERCALC Engineering Software 5b 153.ecw:Ca1cu1aticns
Description Bm #8
General Information
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W10X22
Fy 50.00ksi
Pinned-Pinned
Load Duration Factor 1.00
Center Span
11.50 ft
Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
2.00 ft
Distributed Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4
#5 #6 #7
DL 0.320
0.690
0.320
k/ft
LL 0.425
0.625
0.425
k/ft
ST
k/ft
Start Location
3.000
8.670
ft
End Location 3.000
8.670
11.500
ft
Point Loads
Note! Short Term Loads Are WIND Loads.
#1 #2 #3 #4 #5
Dead Load 2.300 2.300 1.400
Live Load 2.600 2.600 1.600
Short Term
Location 3.000 8.670 9.670
#6 #
k
k
k
ft
Summary
Using: W 10X22 section, Span=
11.50ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu
= 2.00ft, LDF = 1.000
Actual
Allowable
Moment
36.777 k-ft
63.800 k-ft
fb : Bending Stress
19.022 ksi
33.000 ksi
fb / Fb
0.576 : 1
Shear
13.545 k
48.816 k
fv : Shear Stress
5.550 ksi
20.000 ksi
fv / Fv
0.277 : 1
Beam OK
Static Load Case Governs Stress
Max. Deflection -0.266 in
Length/DL Defl 1,054.9 :1
Length/(DL+LL Defl) 519.7 :1
Force & Stress Summary
<<-= These columns are Dead + Live Load placed as noted »
DL
LL
LL+ST
LL
LL+ST
Maximum
Only
@ Center
@ Center
@ Cants
@ Cants
Max. M +
36.78 k-ft
18.21
36.78
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left
11.31 k
5.49
11.31
k
Shear @ Right
13.55 k
6.54
13.55
k
Center Defl.
-0.266 in
-0.131
-0.266
-0.266
0.000
0.000 in
Left Cant Defl
0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @
0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 11.31 5.49 11.31 11.31 k
Reaction @ Rt 13.55 6.54 13.55 13.55 k
Fa calc'd per Eq. E2-1, K"Ur < Cc
I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
1983-2003
Description
Ver5.8.0, 1-Dec-2003 Steel Beam Design
CALC Engineering Software
Bm #8
Page 2
5b 153.ecw:Calculations
Section Properties
W1OX22
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
Ixx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
Values for LRFD Design....
R-yy
1.330 in
J
0.240 in4
Zx
26.000 in3
Cw
275.00 in6
Zy
6.100 in3
K
0.660 in
Title : 24F-V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Enaineering Software
Description Bm #9
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3.5x11.875
Center Span 8.00 ft .....Lu 8.00 ft
Beam Width
3.500 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0 ksi
Full Length Uniform Loads
Center DL 135.00 #/ft LL 180.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 8.00ft, Beam Wi
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
General Timber Beam
Page 1
5b 153.ecw:Calculations
Jth = 3.500in x Depth = 11.875in, Ends are Pin-Pin
0.151 : 1
2.6 k-ft Maximum Shear * 1.E
17.2 k-ft Allowable
2.60 k-ft at 4.000 ft Shear:
0.00 k-ft at 0.000 ft
0.00 k-ft Camber:
0.00 k-ft
Max. M allow 17.24 Reactions...
fb 379.41 psi fv 35.67 psi Left DL
Fb 2,515.19 psi Fv 285.00 psi Right DL
Deflections
i
1.5 k
11.8 k
@ Left
1.30 k
@ Right
1.30 k
@ Left
0.000in
@ Center
0.022in
@ Right
0.000in
0.58 k Max 1.30 k
0.58 k Max 1.30 k
Center Span...
Dead Load
Total Load
Left Cantilever...
Lead Load
I otal Load
Deflection
-0.014 in
-0.032 in
Deflection
0.000 in
0.000 in
...Location
4.000 ft
4.000 ft
...Length/Deft
0.0
0.0
...Length/Deft
6,662.1
2,973.46
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.022 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 15.922 ft
Sxx
82.259 in3 Area
41.563 in2
Cf 1.000
Rb 13.612
Cl
0.967
Max Moment
Sxx Reg'd
Allowable fb
@ Center
2.60 k-ft
12.41 in3
2,515.19 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.48 k
1.48 k
Area Required
5.202 in2
5.202 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.30 k
Bearing Length Req'd
0.495 in
Max. Right Reaction
1.30 k
Bearing Length Req'd
0.495 in
Title : 24F - V8 Doug[ Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
Description Bm #9
General Timber Beam
Page 2
5b 153.ecw:Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.30 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
983-2003
Description Bm #10
Ver5.8.0, 1-Dec-2003
CALC Engineering Software
Steel Beam Design
Page 1
5b 153.emCalculations
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W1OX45 Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.00
Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi
Left Cant. 0.00 ft LL & ST Act Together
Right Cant 0.00 ft
Lu : Unbraced Length 14.50 ft
Point Loads Note! Short Term Loads Are WIND Loads. 1111
#1 #2 #3 #4 #5 #6 #7
Dead Load 8.400 k
Live Load 7.200 k
Short Term k
Location 14.500 ft
Summary
Using: W 10X45 section, Span = 20.00ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 14.50ft, LDF = 1.000
Actual Allowable
Moment 63.925 k-ft 122.750 k-ft
fb : Bending Stress 15.623 ksi 30.000 ksi
fb / Fb 0.521 : 1
Shear 11.762 k 70.700 k
fv : Shear Stress 3.327 ksi 20.000 ksi
fv / Fv 0.166 :1
Beam OK
Static Load Case Governs Stress
Max. Deflection -0.492 in
Length/DL Defl 871.3 :1
Length/(DL+LL Defl) 487.4 :1
Force & Stress Summary
_ ,
These columns are Dead + Live Load placed as noted »
DL LL LL+ST LL LL+ST
Maximum Only @ Center @ Center @ Cants @ Cants
Max. M + 63.92 k-ft 35.25 63.92 k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left 4.74 k
2.76
4.74
k
Shear @ Right 11.76 k
6.54
11.76
k
Center Defl. -0.492 in
-0.275
-0.492
-0.492
0.000
0.000 in
Left Cant Dell 0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 4.74
2.76
4.74
4.74
k
Reaction @ Rt 11.76
6.54
11.76
11.76
k
Fa calc'd per Eq. E2-2, K*L/r > Cc
I Beam, Major Axis, (102,000 * Cb / Fy)A.
5 L/rT (510,000
* Cb / Fy)A.5
, Fb per Eq. F1-6
1 Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af / (I * d)
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Rev: 580006 Page 2
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
(c)1983-2003 ENERCALC Engineering Software _ 5b 153.ecw:Calculations
Description Bm #10
Section Properties
W1OX45
Depth
10.100 in
Weight
45.18 #/ft
Web Thick
0.350 in
Ixx
248.000 in4
Width
8.020 in
lyy
53.400 in4
Flange Thick
0.620 in
Sxx
49.100 in3
Area
13.30 in2
Syy
13.300 in3
Rt
2.180 in
R-xx
4.320 in
Value's for LRFD Design....
R-yy
2.010 in
J
1.510 in4
Zx
54.900 in3
CW
1,200.00 in6
Zy
20.300 in3
K
1.120 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Hew 580006
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
(c)1983.2003 ENERCALC Engineerino Software
Description Bm #11
Page 1
5b 153.ecw:Calculations
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W10X54 Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.00
Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi
Left Cant. 0.00 ft LL & ST Act Together
Right Cant 0.00 ft
Lu : Unbraced Length 14.50 ft
Point Loads Note! Short Term Loads Are WIND Loads.
- -_.r 7 -
ft, #1^ #2 #3 #4 #5 #6 #7
Dead Load 9.300 k
Live Load 9.100 k
Short Term k
Location 14.500 ft
Summary
Beam OK
Static Load Case
Governs Stress
Using: W1 OX54 section, Span = 20.00ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 14.50ft, LDF = 1.000
Actual
Allowable
Moment 75.414 k-ft
150.000 k-ft
Max. Deflection
-0.476 in
fb : Bending Stress 15.083 ksi
30.000 ksi
Length/DL DO
955.9 :1
fb / Fb 0.503 : 1
Length/(DL+LL Defl)
504.7: 1
Shear 13.877 k
74.666 k
fv : Shear Stress 3.717 ksi
20.000 ksi
fv / Fv 0.186 : 1
Force & Stress Summary
« - These columns are Dead + Live Load placed as noted »
DL LL LL+ST LL LL+ST
Maximum Only @ Center @ Center @ Cants @ Cants
Max. M + 75.41 k-ft 39.18 75.41 k-ft
Max. M -
Max. M @ Left
Max. M @ Right
Shear @ Left
5.60 k
Shear @ Right
13.88 k
Center Defl.
-0.476 in
Left Cant DO
0.000in
Right Cant DO
0.000 in
...Query Defl @
0.000 ft
3.09 5.60
7.28 13.88
-0.251 -0.476 -0.476
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
k-ft
k-ft
k-ft
k
k
0.000 0.000 in
0.000 0.000 in
0.000 0.000 in
0.000 0.000 in
Reaction @ Left 5.60 3.09 5.60 5.60 k
Reaction @ Rt 13.88 7.28 13.88 13.88 k
Fa calc'd per Eq. E2-2, K*L/r > Cc
I Beam, Major Axis, (102,000 * Cb / Fy)^.5 UrT (510,000 * Cb / Fy)11.5 , Fb per Eq. F1-6
1 Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d)
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
HOW Ibbu(M)
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Soft
Description Bm #11
Steel Beam Design Page 2
5b 153.ecw:Calculations
Section Properties
W1OX54
Depth
10.090 in
Weight
53.67 #/ft
Web Thick
0.370 in
Ixx
303.000 in4
Width
10.030 in
lyy
103.000 in4
Flange Thick
0.615 in
Sxx
60.000 in3
Area
15.80 in2
Syy
20.600 in3
Rt
2.750 in
R-xx
4.370 in
Values for LRFD Design...
.
R-yy
2.560 in
J
1.820 in4
Zx
66.600 in3
Cw
2,320.00 in6
Zy
31.300 in3
K
1.120 in
Title : 24F - V8
Dsgnr:
Description
Scope :
Dougl Job #
Date: 6:58AM, 16 JAN 06
-Rev: 590006 Page 1
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
(c)1983-2003 ENERCALC Engineering Software _ Sb 153.ecw:Calculations
Description Bm #12
eneral Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
1111
G
Steel Section : W10X112 Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.00
Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi
Left Cant. 0.00 ft LL & ST Act Together
Right Cant 0.00 ft
Lu : Unbraced Length 14.50 ft
Point Loads Note! Short Term Loads Are WIND Loads.
#1 #2 #3 44 #5 #6 #7
Dead Load 20.200 k
Live Load 40.400 k
Short Term k
Location 14.500 ft
Using: W 10X112 section, Span= 20.00ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 14.50ft, LDF = 1.000
Actual Allowable
Moment 245.775 k-ft 315.000 k-ft
fb : Bending Stress 23.407 ksi 30.000 ksi
fb / Fb • 0.780 : 1
Shear 45.053 k 171.536 k
fv : Shear Stress 5.253 ksi 20.000 ksi
fv / Fv 0.263 :1
Beam OK
Static Load Case Governs Stress
Max. Deflection -0.652 in
Length/DL Defl 1,043.7: 1
Length/(DL+LL Defl) 368.3: 1
Force & Stress Summary
« These columns are Dead + Live Load placed as noted »
DL LL LL+ST LL LL+ST
Maximum Only @ Center @ Center @ Cants @ Cants
Max. M + 245.78 k-ft 84.90 245.78 k-ft
Max. M -
Max. M @ Left
Max. M @ Right
Shear @ Left
17.78 k
Shear @ Right
45.05 k
Center Defl.
-0.652 in
Left Cant Defl
0.000in
Right Cant Defl
0.000 in
...Query Defl @
0.000 ft
6.67 17.78
15.76 45.05
-0.230 -0.652 -0.652
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
k-ft
k-ft
k-ft
k
k
0.000 0.000 in
0.000 0.000 in
0.000 0.000 in
0.000 0.000 in
Reaction @ Left 17.78 6.67 17.78 17.78 k
Reaction @ Rt 45.05 15.76 45.05 45.05 k
Fa calc'd per Eq. E2-2, K*Ur > Cc
I Beam, Major Axis, (102,000 * Cb / Fy)A.5 UrT (510,000 * Cb / Fy)A.5, Fb per Eq. F1-6
1 Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d)
Title : 24F-V8
Dsgnr:
Description
Scope :
Dougl Job #
Date: 6:58AM, 16 JAN 06
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2
(c)1983.2003 ENERCALC Engineering Software 51c 153.ecw:Calculations
Description Bm #12
Section Properties
W10X112
Depth
11.360 in
Weight
111.75 #/ft
Web Thick
0.755 in
Ixx
716.000 in4
Width
10.415 in
lyy
236.000 in4
Flange Thick
1.250 in
Sxx
126.000 in3
Area
32.90 in2
Syy
45.300 in3
Rt
2.880 in
R-xx
4.660 in
Values for LRFD Design
R-yy
2.680 in
J 15.100 in4 Zx 147.000 in3
Cw 6,030.00 in6 Zy 69.200 in3
K 1.750 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
1
Steel Beam Design
Page 1
Description Bm #13
General Information
Steel Section : W10X88
Center Span 20.00 ft
Left Cant. 0.00 ft
Right Cant 0.00 ft
Lu : Unbraced Length 14.50 ft
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy 50.00 ksi
Pinned-Pinned Load Duration Factor 1.00
Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi
LL & ST Act Together
Point Loads
#1 #2 #3
Dead Load' 11.400
Live Load 22.200
Short Term
Location 14.500
Beam OK
Static Load Case Governs Stress
Using: W 10X88 section, Span = 20.OOft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 14.
50ft, LDF = 1.000
Actual
Allowable
Moment
137.311 k-ft
246.250 k-ft
Max. Deflection -0.490 in
fb : Bending Stress
16.728 ksi
30.000 ksi
Length/DL Defl 1,335.3 :1
fb / Fb
0.558 : 1
Length/(DL+LL Defl) 489.4: 1
Shear
25.240 k
131.164 k
fv : Shear Stress
3.849 ksi
20.000 ksi
fv / Fv
0.192 : 1
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL LL+ST
LL LL+ST
Maximum
Only
@ Center @ Center
@ Cants @ Cants
Max. M + 137.31 k-ft
48.91
137.31
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left 10.12 k
4.01
10.12
k
Shear @ Right 25.24 k
9.14
25.24
k
Center Defl. -0.490 in
-0.180
-0.490 -0.490
0.000 0.000 in
Left Cant DefI 0.000 in
0.000
0.000 0.000
0.000 0.000 in
Right Cant DO 0.000 in
0.000
0.000 0.000
0.000 0.000 in
...Query DO @ 0.000 ft
0.000
0.000 0.000
0.000 0.000 in
Reaction @ Left 10.12
4.01
10.12 10.12
k
Reaction @ Rt 25.24
9.14
25.24 25.24
k
Fa calc'd per Eq. E2-2, K'Ur > Cc
I Beam, Major Axis, (102,000 ` Cb / Fv)A.5 UrT (510,
000' Cb / F#1.5, Fb per Eq. F1-6
I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af / (I
"d)
Note! Short Term Loads Are WINU Loads.
#4 #5 #6 #7
k
k
k
ft
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Rev: 580006
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
(c)1983-2003 ENERCALC Engineerino Software
Description Bm #13
Page 2
5b 153.ecw:Calculations
Section Properties
W1OX88
Depth
10.840 in
Weight 0.~y
87.97 #/ft
Web Thick
0.605 in
Ixx
534.000 in4
Width
10.265 in
lyy
179.000 in4
Flange Thick
0.990 in
Sxx
98.500 in3
Area
25.90 in2
Syy
34.800 in3
Rt
2.830 in
R-xx
4.540 in
Values for LRFD Design
R-yy
2.630 in
J 7.530 in4 Zx 113.000 in3
Cw 4,330.00 in6 Zy 53.100 in3
K 1.490 in
Title : 24F-V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description
Scope :
nev: oouuuo
User: KW-0606238, Ver5.8.0, 1-Dec-2003
Steel Beam Desi
n
Page 1
(c)1983-2003 ENERCALC Engineering Software
g
Sb 153.ecw:Calculations
Description Bm #14
General Information
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W10X30
Fy 50.00ksi
Pinned-Pinned
Load Duration Factor 1.00
Center Span
20.00 ft
Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
14.50 ft
Point Loads
#1
Dead Load 3.200
Live Load 5.300
Short Term
Location 14.500
#L #
0.400
0.800
16.250
#4 #5
Note! Short Term Loads Are WIND Loads.
#6 #7
k
k
k
ft
Summary
Using: W1 OX30 section, Span = 20.00ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu =
14.50ft, LDF = 1.000
Actual
Moment
38.305 k-ft
fb : Bending Stress
14.187 ksi
fb / Fb
0.727 : 1
Shear
7.438 k
fv : Shear Stress
2.368 ksi
fv / Fv
0.118 : 1
Beam OK
Static Load Case Governs Stress
Allowable
52.698 k-ft
Max. Deflection -0.434 in
19.518 ksi
Length/DL Defl 1,370.7 :1
Length/(DL+LL Defl) 553.5 :1
62.820 k
20.000 ksi
Force & Stress Summary
« - These columns are Dead + Live Load plac
ed as noted »
DL
LL
LL+ST
LL
LL+ST
Maximum
Only
@ Center
@ Center
@ Cants
@ Cants
Max. M + 38.30 k-ft
15.03
38.30
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left 2.86 k
1.26
2.86
k
Shear @ Right 7.44 k
2.95
7.44
k
Center Defl. -0.434 in
-0.175
-0.434
-0.434
0.000
0.000 in
Left Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query DO @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 2.86
1.26
2.86
2.86
k
Reaction @ Rt 7.44
2.95
7.44
7.44
k
Fa caldd per Eq. E2-2, K"L/r > Cc
I Beam, Major Axis, L/rT > (510,000' Cb / Fy)^.5, Fb per
Eq. F1-7
1 Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af /
(I' d)
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1
(c)1983-2003 ENEACALC Engir
Description
Bm #14
Steel Beam Design
Page 2
5b 153-ecw: Calculations
Section Properties
W1OX30
Depth
10.470 in
Weight
30.03 #/ft
Web Thick
0.300 in
Ixx
170.000 in4
Width
5.810 in
lyy
16.700 in4
Flange Thick
0.510 in
Sxx
32.400 in3
Area
8.84 in2
Syy
5.750 in3
Rt
1.550 in
R-xx
4.380 in
Values for LRFD Design....
R-yy
1.370 in
J
0.620 in4
Zx
36.600 in3
Cw
414.00 in6
Zy
8.840 in3
K
0.810 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
Rev: 580006
User: Kw-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Design
(c)1983.2003 ENERCALC Engineering Software
Description Bm #15
Page 1
5b 153.ecw:Calculations
Summary
Beam OK
Static Load Case
Governs Stress
Using: W 10X22 section, Span =
5.50ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 5.50ft, LDF = 1.000
Actual
Allowable
Moment
19.249 k-ft
58.000 k-ft
Max. Deflection
-0.023 in
fb : Bending Stress
9.956 ksi
30.000 ksi
Length/DL Defl
5,762.1 :1
fb / Fb
•0.332 : 1
Length/(DL+LL Defl)
2,810.3: 1
Shear
11.551 k
48.816 k
fv : Shear Stress
4.732 ksi
20.000 ksi
fv / Fv
0.237 : 1
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL LL+ST LL
LL+ST
Maximum
Only
@ Center @ Center @ Cants
@ Cants
Max. M + 19.25 k-ft
9.37
19.25
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left 11.55 k
5.63
11.55
k
Shear @ Right 5.07 k
2.49
5.07
k
Center Defl. -0.023 in -0.011
-0.023
-0.023
0.000
0.000 in
Left Cant Defl 0.000in 0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl 0.000 in 0.000
0.000
0.000
0.000
0.000 in
...Query DO @ 0.000 ft 0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 11.55 5.63
11.55
11.55
k
Reaction @ Rt 5.07 2.49
5.07
5.07
k
Fa calc'd per Eq. E2-1, K*L/r < Cc
I Beam, Major Axis, L/rT < (102,000 * Cb / Fy)A.5, Fb = 0.6 Fy (F3)
I Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d)
Title : 24F - V8
Dsgnr:
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
gom
Description Elm #15
Steel Beam Design
Dougl Job #
Date: 6:58AM, 16 JAN 06
Page 2
5b 153.ecw:Calculation s
Section Properties
W1OX22
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
lxx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
Values for LRFD Design....
R-yy
1.330 in
J
0.240 in4
Zx
26.000 in3
CW
275.00 in6
Zy
6.100 in3
K
0.660 in
Title : 24F - V8
Dsgnr:
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
Rom
Description Bm #16
General Information
General Timber Beam
Dougl Job #
Date: 6:58AM, 16 JAN 06
Page 1
5b 153.ecw:Calculations
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3.5x11.875
Beam Width
3.500 in
Beam Depth
11.875 in
Member Type
Manuf/So.Pine
Bm Wt. Added to Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000pcf
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
Center Span
8.00 ft .....Lu
Left Cantilever
ft .....Lu
Right Cantilever
ft .....Lu
Truss Joist - MacMillan, MicroLam 1.9 E
Fb Base Allow
2,600.0 psi
Fv Allow
285.0 psi
Fc Allow
750.0 psi
E
1,900.0 ksi
60.00 #/ft LL 80.00 #/ft
#/ft LL #/ft
#/ft LL #/ft
Span= 8.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.070 : 1
Maximum Moment
1.2 k-ft
Maximum Shear * 1.
Allowable
17.2 k-ft
Allowable
Max. Positive Moment
1.20 k-ft
at 4.000 ft Shear:
Max. Negative Moment
0.00 k-ft
at 0.000 ft
Max @ Left Support
0.00 k-ft
Camber:
Max @ Right Support
0.00 k-ft
Max. M allow
17.24
Reactions...
fb 175.18 psi
fv
16.47 psi
Left DL 0.28 k ,
Fb 2,515.19 psi
Fv
285.00 psi
Right DL 0.28 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever... Dt
Deflection
-0.007 in
-0.015 in
Deflection
...Location
4.000 ft
4.000 ft
...Length/Deft
...Length/Defl
13,789.6
6,440.13
Right Cantilever...
Camber ( using 1.5 * D.L
. Defl )
Deflection
@ Center
0.010 in
...Length/Defl
@ Left
@ Right
0.000 in
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le
15.922 ft
Sxx 82.259 in3
Cf 1.000 Rb
13.612
CI 0.967
Max Moment
Sxx Read
@ Center
1.20 k-ft
5.73 in3
@ Left Support
0.00 k-ft
0.00 in3
@ Right Support
0.00 k-ft
0.00 in3
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.68 k
0.68 k
Area Required
2.402 in2
2.402 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
0.60 k
Req'd
0.60 k
Bearing Length
Bearing Length Req'd
8.00 ft
0.00 ft
0.00 ft
Beam Design OK
0.7 k
11.8 k
@ Left
0.60 k
@ Right
0.60 k
@ Left
0.000 in
@ Center
0.010in
@ Right
0.000in
Max
0.60 k
Max
5
0.60 k
0.000 in
0.000 in
0.0
0.0
0.000 in
0.000 in
0.0
0.0
Area 41.563 in2
Allowable fb
2,515.19 psi
2,600.00 psi
2,600.00 psi
0.229 in
0.229 in
Title : 24F-V8
Dsgnr:
Description
Scope :
Dougl Job #
Date: 6:58AM, 16 JAN 06
Rev: 580004 - Page 2
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software Sb 153.ecw:Calculations
Description Bm #16
Query Values
M, V, & D @ Specified Locations
@ Center Span Location =
@ Right Cant. Location =
@ Left Cant. Location =
Moment
Shear
Deflection
0.00 ft 0.00 k-ft
0.60 k
0.0000 in
0.00 ft 0.00 k-ft
0.00 k
0.0000 in
0.00 ft 0.00 k-ft
0.00 k
0.0000 in
Title : 24F - V8 Dougl Job #
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #17
Steel Beam Design
General Information
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Steel Section : W10X88
Fy 50.00ksi
Pinned-Pinned
Load Duration Factor 1.00
Center Span
13.75 ft
Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 It
Lu : Unbraced Length
7.00 ft
Distributed Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4
#5 #6 #7
DL 0.850
0.300
k/ft
LL 0.110
0.400
k/ft
ST
k/ft
Start Location
1.500
ft
End Location 1.500
13.750
ft
Point Loads
Note! Short Term Loads Are WIND Loads.
#1
#2
#3 #4
#5 #6 #7
Dead Load 0.600
15.800
k
Live Load 0.700
29.300
k
Short Term
k
Location 1.500
6.830
ft
~unuuat y
Beam OK
Static Load Case
Governs Stress
Using: W 10X88 section, Span =
13.75ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu
= 7.00ft, LDF = 1.000
Actual
Allowable
Moment
174.549 k-ft
270.875 k-ft
Max. Deflection
-0
316 in
fb : Bending Stress
21.265 ksi
33.000 ksi
.
fb / Fb
0.644 : 1
Length/DL Defl
1,403.1 : 1
Length/(DL+LL Defl)
521.6 :1
Shear
29.642 k
131.164 k
fv : Shear Stress
4.520 ksi
20.000 ksi
fv / Fv
0.226 : 1
Force & Stress Summary
These columns are Dead + Live Load placed as noted »
DL
LL LL+ST LL
LL+ST
Maximum
Only
@ Center @ Center @ Cants
@ Cants
Max. M +
174.55 k-ft
64.16
174.55
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left
29.64 k
11.93
29.64
k
Shear @ Right
27.98 k
10.63
27.98
k
Center Defl. -0.316 in
-0.118
-0.316
-0.316
0.000
0.000 in
Left Cant DO 0.000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant DO 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 29.64
11.93
29.64
29.64
k
Reaction @ Rt 27.98
10.63
27.98
27.98
k
Fa calc'd per Eq. E2-1, K'Ur < Cc
I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy
Page 1
5b 153.ecw:Calculations
Title : 24F - V8 Dougl Job
Dsgnr: Date: 6:58AM, 16 JAN 06
Description :
Scope :
USerKW' 08238,Ver5-8.0,1-Dec-2003 Steel Beam Design
(c)1983.2003 ENERCALC Engineering Software
Description Bm #17
Page 2
5b 153.emCalculations
Section Properties
W10X88
Depth
10.840 in
_r Weight
87.97 #/ft
Web Thick
0.605 in
Ixx
534.000 in4
Width
10.265 in
lyy
179.000 in4
Flange Thick
0.990 in
Sxx
98.500 in3
Area
25.90 in2
Syy
34.800 in3
At
2.830 in
R-xx
4.540 in
Values for LRFD Design....
R-yy
2.630 in
J
7.530 in4
Zx
113.000 in3
Cw
4,330.00 in6
Zy
53.100 in3
K
1.490 in
Monroe & Newell
Engineers, Inc.
PRODUCT 2044 (Single Sheets) 2051 (Padded)
JOB
SHEET NO. OF_
CALCULATED BY DATE
CHECKED BY DATE
SCALE
L
~ N
QO
Lf)
uI
e
- 1 1- I I S
u
[-,I Iw
L
R r ,
JOB \h-- Df:a
Monroe & Newell
Engineers, Inc. SHEET No. OF
A LATED BY~ DATE sl'.
CALCU
CHECKED BY DATE
SCALE
Ft
r
t
4
1
A
/
~
-70
f
L
2r~i~
L(
JOB VIE D9- el.~ 5 & Lf d=~_
-1 ' oaf '
Monroe & Newell
Engineers, Inc. SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
PRODUCT 204-11Single Sheets) 2054 (Padded)
JOB
Monroe & Newell 3
Engineers, Inc. SHEET NO. OF
A CALCULATED BY DATE
CHECKED BY DATE
SCALE
i,
2- 20,
PRODUCT 204-1 (Single Sheets) 205-1(Padded)
515
~I PIC_
Title : Job # y @
Dsgnr: Off? Date: 1:59PM, 15 JAN 06
Description : SI G
Scope : *D 5;pa''92
Rev: 580004 Page 1
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam
(41983.2003 ENERCALC Enaineerina Software 5b 155.ecw:Calculaticns
Description Hdr #1
General information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 3-2x10
Center Span
3.25 ft .....Lu 2.00 ft
Beam Width
4.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
9.250 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor
1.000
Fv Allow
180.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
625.0 psi
Wood Density
35.000 pcf
E
1,600.0 ksi
Full Length Uniform Loads
Center DL 600.00 #/ft LL 560.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 3.25ft, Beam Width = 4.500in x Depth = 9.25in, Ends are Pin-Pin
Max Stress Ratio
0.381 : 1
Maximum Moment
1.5 k-ft
Maximum Shear * 1.
Allowable
5.8 k-ft
Allowable
Max. Positive Moment
1.54 k-ft at 1.625 ft
Shear:
Max. Negative Moment
0.00 k-ft at 0.000 ft
Max @ Left Support
0.00 k-ft
Camber:
Max @ Right Support
0.00 k-ft
Max. M allow 5.77 Reactions...
fb 288.90 psi fv 68.52 psi Left DL
Fb 1,078.06 psi Fv 180.00 psi Right DL
Deflections
2.9 k
7.5 k
@ Left
1.90 k
@ Right
1.90 k
@ Left
0.000 in
@ Center
0.005 in
@ Right
5
0.000in
0.99 k Max 1.90 k
0.99 k Max 1.90 k
Center Span...
Dead Load
Total Load
Lett cantilever...
ueaa Loaa
I oral Loaa
Deflection
-0.003 in
-0.006 in
Deflection
0.000 in
0.000 in
...Location
1.625 ft
1.625 ft
...Length/Deft
0.0
0.0
...Length/Deft
12,092.7
6,305.32
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.005 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 34.195
Le 4.118 ft
Sxx
64.172 in3 Area
41.625 in2
Cf 1.200
Rb 4.752
Cl
0.998
Max Moment
Sxx Read
Allowable fb
@ Center
1.54 k-ft
17.20 in3
1,078.06 psi
@ Left Support
0.00 k-ft
0.00 in3
1,080.00 psi
@ Right Support
0.00 k-ft
0.00 in3
1,080.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.85 k
2.85 k
Area Required
15.845 in2
15.845 in2
Fv: Allowable
180.00 psi
180.00 psi
Bearing @ Supports
Max. Left Reaction
1.90 k
Bearing Length Req'd
0.676 in
Max. Right Reaction
1.90 k
Bearing Length Req'd
0.676 in
64s
'
Title :
Dsgnr: Of Y?
Description
Scope :
Job # 9-;@
Date: 1:59PM, 15 JAN 06
's )S5,
Y F 42 -
FieV: bbuvU4 Page
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 5b 155.ecw:Calculaticns
Description Hdr #1
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.90 k
0.0000 in
• Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: 00
Description
Scope :
Job # Y_@
Date: 1:59PM, 15 JAN 06
SIBS) EJ
~T= D(2,
Rev: 580004 Page 1
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software 5b 155.ecw:Calculations
Description Hdr #2
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3.5x9.5
Center Span 6.50 ft .....Lu 2.00 ft
Beam Width
3.500 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
9.500 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000 pcf
E 1,900.0 ksi
Full Length Uniform Loads
Center DL 700.00 #/ft LL 775.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary
Span= 6.50ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pin
Max Stress Ratio 0.763 : 1
Maximum Moment
7.8 k-ft
Maximum Shear
* 1.5
Allowable
11.4 k-ft
Allowable
Max. Positive Moment
7.83 k-ft
at
3.250 ft
Shear:
@ Left
Max. Negative Moment
0.00 k-ft
at
6.500 ft
@ Right
Max @ Left Support
0.00 k-ft
Camber:
@ Left
Max @ Right Support
0.00 k-ft
@ Center
Max. M allow
11.35
Reactions...
@ Right
fb 1,785.33 psi
fv
217.44 psi
Left DL
2.30 k
Max
Fb 2,587.86 psi
Fv
285.00 psi
Right DL
2.30 k
Max
Beam Design OK
7.2 k
9.5 k
4.82 k
4.82 k
0.000 in
0.090 in
0.000 in
4.82 k
4.82 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.060 in
-0.125 in
Deflection
0.000 in
0.000 in
...Location
3.250 ft
3.250 ft
...Length/Deft
0.0
0.0
...Length/Deft
1,303.2
622.18
Right Cantilever...
Camber ( using 1.5 ' D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.090 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 4.118 ft
Sxx
52.646 in3 Area
33.250 in2
Cf 1.000
Rb 6.192
CI
0.995
Max Moment
Sxx Reo'd
Allowable fb
@ Center
7.83 k-ft
36.32 in3
2,587.86 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
7.23 k
7.23 k
Area Required
25.368 in2
25.368 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
4.82 k
Bearing Length Req'd
1.836 in
Max. Right Reaction
4.82 k
Bearing Length Req'd
1.836 in
Title : Job # 9- @
Dsgnr: Oli? Date: 1:59PM, 15 JAN 06
Description : S155;513
Scope : IF C)n
Rev: 580004
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2
(c)1983.2003 ENERCALC Engineering Software 5b 155.ecw:Calculations
Description Hdr #2
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
4.82 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: Of'i?
Description
Scope :
Job # y-@
Date: 1:59PM, 15 JAN 06
I nev. JaUUU/
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1
(c)1983.2003 ENERCALC Engineering Software 5b 155.ecw:Calculations
Description Bm #1
General information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3.5x11.875
Center Span
11.25 ft .....Lu 2.00 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 It
Beam Depth
11.875 in
Right Cantilever
It .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000pcf
E
1,900.0ksi
Trapezoidal Loads
#1 DL @ Left
60.00 #/ft
LL @ Left
120.00 #/ft
Start Loc
0.000 ft
DL @ Right
60.00 #/ft
LL @ Right
120.00 #/ft
End Loc
5.170 ft
#2 DL @ Left
85.00 #/ft
LL @ Left
155.00 #/ft
Start Loc
5.170 ft
DL @ Right
85.00 #/ft
LL @ Right
155.00 #/ft
End Loc
11.250 ft
Beam Design OK
Span= 11.25ft, Beam V~
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
'idth = 3.500in x Depth = 11.875in, Ends are Pin-Pin
0.201 : 1
3.6 k-ft Maximum Shear * 1.E
17.7 k-ft Allowable
3.57 k-ft at 5.895 ft Shear:
-0.00 k-ft at 11.250 ft
0.00 k-ft Camber:
0.00 k-ft
Max. M allow 17.72 Reactions...
fb 520.19 psi fv 48.20 psi Left DL
Fb 2,584.51 psi Fv 285.00 psi Right DL
Deflections
2.0 k
11.8 k
@ Left
1.17k
@ Right
1.34 k
@ Left
0.000 in
@ Center
0.049in
@ Right
0.000in
0.44 k Max 1.17k:
0.51 k Max 1.34 k
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.033 in
-0.087 in
Deflection
0.000 in
0.000 in
...Location
5.715 ft
5.670 ft
...Length/Deft
0.0
0.0
...Length/Deft
4,127.0
1,551.83
Right Cantilever...
Camber ( using 1.5 * D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.049 in
...Length/Dell
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Oalcs
Bending Analysis
Ck 21.924
Le 4.118 It
Sxx
82.259 in3 Area
41.563 in2
Cf 1.000
Rb 6.923
Cl
0.994
Max Moment
Sxx Read
Allowable fb
@ Center
3.57 k-ft
16.56 in3
2,584.51 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.75 k
2.00 k
Area Required
6.147 in2
7.029 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.17 k
Bearing Length Req'd
0.445 in
Max. Right Reaction
1.34 k
Bearing Length Req'd
0.509 in
Title :
Dsgnr: Oli?
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #1
General Timber Beam
Job # y~ @
Date: 1:59PM, 15 JAN 06
SIC-6)
Page 2
5b 155.ecw:Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.17 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: 01'i?
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #2
General Timber Beam
Job # y-@
Date: 1:59PM, 15 JAN 06
~Sksr5 1 SJ3
'14F Pik-.
Page 1
5b 155.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span 13.50 ft .....Lu 2.00 ft
00 ft
0
Beam Width
5.250 in
.
Left Cantilever ft .....Lu
Beam Depth
11.875 in
Right Cantilever ft ....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000 pcf
E 1,900.0 ksi
#1 DL @ Left 115.00 #/ft LL @ Left 150.00 #/ft Start Loc 5.670 ft
DL @ Right 115.00 #/ft LL @ Right 150.00 #/ft End Loc 13.500 ft
Point Loads
Live Load 800.0 Ibs
...distance 5.670 ft
Ibs Ibs
Ibs Ibs
0.000 ft 0.000 ft
Ibs Ibs IDS iu5
Ibs Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 13.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.301 ; 1
Maximum Moment
8.0 k-ft
Maximum Shear *
1.5
3.2 k
Allowable
26.7 k-ft
Allowable
17.8 k
Max. Positive Moment
8.03 k-ft
at
5.940 ft Shear:
@ Left
@ Right
1.46 k
12 k
2
Max. Negative Moment
0.00 k-ft
at
0.000 ft
.
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.116 in
@ Right
O.000in
Max. M allow
26.67
Reactions...
fb 781.20 psi
fv
51.04 psi
Left DL 0.65 k
Mai
1.46 k
Fb 2,593.50 psi
Fv
285.00 psi
Right DL 0.95 k
Max
2.12 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
uead Load
Total Load
Deflection -0.077 in
-0.177 in
Deflection
0.000 in
0.000 in
...Location 6.804 ft
6.804 ft
...Length/Deft
0.0
0.0
...Length/Deft 2,090.9
915.36
Right Cantilever...
Camber ( using 1.5 * D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center 0.116 in
...Length/Deft
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le 4.118 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 4.615 Cl 0.997
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
Max Moment
Sxx Reo'd
Allowable fb
8.03 k-ft
37.17 in3
2,593.50 psi
0.00 k-ft
0.00 in3
2,600.00 psi
0.00 k-ft
0.00 in3
2,600.00 psi
@ Left Support
@ Right Support
2.19 k
3.18 k
7.674 in2
11.166 in2
285.00 psi
285.00 psi
1.46 k Bearing Length Req'd 0.370 in
2.12 k Bearing Length Req'd 0.539 in
Title :
Dsgnr: 01'i?
Description
Scope :
Job # 9.7@
Date: 1:59PM, 15 JAN 06
56 56
I= Olz
er KW-0606238, Ver 5.8.0, 1-Dec-2003
1983.2003 ENERCALC Engineering Software
Description Bm #2
General Timber Beam
Page 2
5b 155.ecw:Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
@ Center Span Location = 0.00 ft
0.00 k-ft
1.46 k
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Title :
Job # 9-_ @
Dsgnr: 6f?
Date: 1:59PM, 15 JAN 06
Description :
S1545i E5g
Scope :
VF
1-Dec-2003
ineering Software
Description Bm #3
General Timber Beam
Page 1
5b 155.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span 13.50 ft .....Lu 2.00 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0ksi
Trapezoidal Loads
#1 DL @ Left 115.00 #/ft LL @ Left 150.00 #/ft Start Loc 5.670 ft
DL @ Right 115.00 #/ft LL @ Right 150.00 #/ft End Loc 13.500 ft
Point Loads
Live Load 800.0 Ibs Ibs Ibs
...distance 5.670 ft 0.000 ft 0.000 ft
Ibs
Ibs
0.000 ft
Ibs Ibs Ibs
Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft
ummary I
Beam Design OK
Span= 13.50ft, Beam Width
= 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.301 : 1
Maximum Moment
8.0 k-ft
Maximum Shear *
1.5
3.2 k
Allowable
26.7 k-ft
Allowable
17.8 k
Max. Positive Moment
8.03 k-ft
at
5.940 ft Shear:
@ Left
1.46 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
2.12 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.116 in
Max. M allow
26.67
Reactions...
@ Right
0.000in
fb 781.20 psi
fv
51.04 psi
Left DL 0.65 k
Max
1.46 k
Fb 2,593.50 psi
Fv
285.00 psi
Right DL 0.95 k
Max
2.12 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.077 in
-0.177 in
Deflection
0.000 in
0.000 in
...Location
6.804 ft
6.804 ft
...Length/Deft
0.0
0.0
...Length/Deft
2,090.9
915.36
Right Cantilever...
Camber ( using 1.5
D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.116 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 4.118 ft
Sxx
123.389 in3 Area
62.344 in2
Cf 1.000
Rb 4.615
Cl
0.997
Max Moment
Sxx Reo'd
Allowable fb
@ Center
8.03 k-ft
37.17 in3
2,593.50 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.19 k
3.18 k
Area Required
7.674 in2
11.166 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.46 k
Bearing Length Req'd
0.370 in
Max. Right Reaction
2.12 k
Bearing Length Req'd
0.539 in
Title :
Job # y-@
Dsgnr: 01'i?
Date: 1:59PM, 15 JAN 06
Description
Scope
V f`-
Rev: 58000a
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
fc11983.2003 ENERCALC Encineerinq Software
Page 2
5b 155.ecw.Calculations
Description Bm #3
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.46 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title : Job # y @
Dsgnr: 00 Date: 1:59PM, 15 JAN 06
Description : 6)56,58
Scope : VFDP
Description Bm #4
Multi-Span Timber Beam
Page 1
5b 155.ecw:Calculations
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi
Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000
Timber Member Information
Description
Span
ft
9.00
5.75
4.00
Timber Section
6.75x15
6.75x15.
6.75x15
Beam Width
inl
6.750
6.750
6.750
Beam Depth
in
15.000
15.000
15.000
End Fixity
Pin - Pin
Pin - Pin
Pin - Free
Le: Unbraced Length
ftl
9.00
5.75.
4.00
Member Type
GluLam
GluLam
GluLam
Loads
Live Load Used This Span ?
Yes
Yes
Yes
Dead Load
Wit
205.00
430.00
430.00
Live Load
#/ft
270.00
865.00
865.00
Results
Mmax @ Cntr
in-k1
41.1
0.0
0.0
=
@ X
ft '
I
3.78
0.00
4.00
Max @ Left End
in-k
0.0
-36.0
-124.3
Max @ Right End
in-k
-36.0
-124.3
0.0
fb : Actual
psi
162.4
491.1
491.1
Fb : Allowable
psi
2,376.3
2,385.6
2,390.3
i
Bending OK
Bending OK
Bending OK
Shear @ Left
k,
1.80
2.44
5.18
Shear @ Right
k
2.47
5.00
0.00
fv : Actual
psi
27.7
49.8
53.2
Fv : Allowable
psi
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Reactions & Deflection
DL @ Left
k
0.78
1.93
3.33
LL @ Left
k
1.02
2.99
6.85
Total @ Left
k
1.80
4.91
10.18
DL @ Right
k
1.93
3.33
0.00
LL @ Right
k
2.99
6.85
0.00
Total @ Right
k
! 4.91
10.18
0.00
Max. Deflection
in
I -0.014
0.005
-0.049
@ X =
ft
l 4.14
3.76
^ T
4.00
Query Values
00V U.
KW-0606238, Ver 5.8.0, 1-Dec-2003
2-2003 ENERCALC Engineering Software
Location fti 0.00
Moment in-k. 0.0
Shear k 1.8
Deflection in, 0.0000
-36.0
2.4
0.0000
0.00
-124.3
5.2
0.0000
Title : Job # 9 @
Dsgnr: Off? Date: 1:59PM, 15 JAN 06
Description : 55
Scope
Rev: 580004 Page 1
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Timber Beam
(c)1983-2003 ENERCALC Engineering Software 5b 155.ecw:Calculations
Description Bm #5
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi
Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000
Timber Member Information
Description
Span
ft
5.75
3.25
Timber Section
6.75x15.
6.75x15
Beam Width
inl
6.750
6.750
Beam Depth
in
15.000
15.000
End Fixity
Pin - Pin
Pin - Pin
Le: Unbraced Length
ft
5.75
3.25
Member Type
Glul-am
GluLam
m _Am
1.00
6.75x15
6.750
15.000
Pin - Free
1.00
GluLam
Loads
Live Load Used This Span ? Yes Yes Yes
Dead Load #/ft 705.00 390.00 390.00
Live Load #/ft; 965.00 775.00 775.00
Results
Mmax @ Cntr
in-k
56.2
0.0
0.0
@ X =
l
ft i
2.38
0.00
1.00
Max @ Left End
in-k'
0.0
-58.3
-7.0
Max @ Right End
in-k,
-58.3
-7.0
0.0
fb : Actual
psi
230.4
230.4
27.6
Fb : Allowable
psi
2,385.6
2,392.2
2,397.7
Bending OK
Bending OK
Bending OK
Shear @ Left
k
3.96
3.21
1.16
Shear @ Right
k
5.65
0.58
0.00
fv : Actual
psi
52.4
26.2
0.0
Fv : Allowable
psi
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Reactions & Deflection
DL @ Left
k
1.68
3.57
0.46
LL @ Left
k
2.28
5.29
1.28
Total @ Left
kj
3.96
8.86
1.74
DL @ Right
ki
1
3.57
0.46
0.00
LL @ Right
k
5.29
1.28
0.00
Total @ Right
kl
8.86
1.74
0.00
Max. Deflection
in
0.007
0.001
-0.001
@ X =
ft
2.61
1.23
1.00
Query Values
Location
ft i
0.00
0.00
0.00
Moment
in-k
0.0
-58.3
-7.0
Shear
k~
4.0
3.2
1.2
Deflection
in
0.0000
0.0000
0.0000
Monroe & Newell
Engineers, Inc.
PRODUCT 2041 (Single Sheets) 205-1(Padded)
JOB
SHEET NO.
CALCULATED BY
CHECKED BY_
SCALE
OF
DATE
DATE
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Monroe & Newell
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Monroe & Newell
Engineers, Inc.
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JOB + t3~°f
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SHEET NO. OF _
~v DATE
CALCULATED BY
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CHECKED BY
DATE
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Monroe & Newell t
SHEET NO. OF
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CALCULATED BY
DATE CHECKED BY DATE
SCALE
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SCALE
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Monroe e & Newell
\ Engineers, Inc. SHEET NO. OF
CALCULATED BY DATE
a
CHECKED BY DATE
SCALE
Title : Job # @
Dsgnr: fEnf? Date: 12:40PM, 15 JAN 06
Description
Scope:
Rev: 580006 Page 1
User: KW-0606238, ver5-8.0, 1-Dec-2003 Steel Beam Design 5b upper floor s157.ecw:Calculations
(c)1983-2003 ENERCALC Engineering Software
Description Hdr #1
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
General Information
r
-
Fy 50.00 ksi
Steel Section : W10X30
Pinned-P
inned
Load Duration Factor 1.00
Center Span
3.25 ft Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft LL & ST
Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
3.25 ft
Note! Short Term Loads Are WIND Loads.
Distributed Loads
4
#1
#2 #3
#4
#5 #6 #7 k/ft
.
DL 0.420
k/ft
LL 0.560
k/ft
ST
ft
Start Location
ft
End Location
Note! Short Term Loads Are WIND Loads.
Point Loads
#1
#2 #3
#4
#5 #6 #7 k
Dead Load 12.500
k
Live Load 38.000
k
Short Term
ft
Location 3.000
x
Beam OK
Summary
Static Load Case Governs Stress
Using: W 10X30 section, Span = 3.
25ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu =
3.25ft, LDF = 1.000
Actual
Allowable
Moment
12.008 k-ft
89.100 k-ft
Max. Deflection -0.003 in
fb : Bending Stress
4.447 ksi
33.000 ksi
Length/DL Defl 40,624.5 : 1
fb / Fb
0.135 : 1
Length/(DL+LL pefl) 11,225.8 :1
Shear
48.257 k
62.820 k
fv : Shear Stress
15.363 ksi
20.000 ksi
fv / Fv
0.768 : 1
Force & Stress Su
DL
Maximum
Only
Max. M +
12.01 k-ft
3.05
Max. M -
Max. M @ Left
Max. M @ Right
Shear @ Left
5.53 k
1.69
Shear @ Right
48.26 k
12.27
Center Defl.
-0.003 in
-0.001
Left Cant DO
0.000in
0.000
Right Cant Defl
0.000 in
0.000
...Query Defl @
0.000 ft
0.000
Reaction @ Left
5.53
1.69
Reaction @ Rt
48.26
12.27
Fa calc'd per Eq. E2-1, K'L/r < Cc
I Beam Passes Table B5.1, Fb per Eq. F
1-1, Fb = 0.66 Fy
These columns are Dead + Live Load placed as noted »
<
LL
LL+ST
LL
LL+ST
@ Center
@ Center
@ Cants
@ Cants
12.01
k-ft
k-ft
k-ft
k-ft
5.53
k
48.26
k
-0.003
-0.003
0.000
0.000 in
0.000
0.000
0.000
0.000 in
0.000
0.000
0.000
0.000 in
0.000
0.000
0.000
0.000 in
5.53
5.53
k
48.26
48.26
k
Title :
Dsgnr: /Eni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Hdr #1
Steel Beam Design
Job #
Date: 12:40PM, 15 JAN 06
Page 2
5b upper floor s157.ecw:Calculations
Section Properties
Depth
Web Thick
Width
Flange Thick
Area
Rt
Values for LRFD Design....
J
Cw
W1 OX30
10.470 in
0.300 in
5.810 in
0.510 in
8.84 in2
1.550 in
0.620 in4
414.00 in6
;M
Weight
30.03 #/ft
Ixx
170.000 in4
lyy
16.700 in4
Sxx
32.400 in3
Syy
5.750 in3
R-xx
4.380 in
R-yy
1.370 in
Zx
36.600 in3
Zy
8.840 in3
K
0.810 in
Title :
Dsgnr: fErn?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Hdr #2
General Timber Beam
Job# -!C:@
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor s157.ecw:Calculations
General information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span 6.50 ft .....Lu 2.00 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0 ksi
Trapezoidal Loads
#1 DL @ Left
235.00 #/ft
LL @ Left
185.00 #/ft
Start Loc
0.000 ft
DL @ Right
235.00 #/ft
LL @ Right
185.00 #/ft
End Loc
1.750 ft
#2 DL'@ Left
265.00 #/ft
LL @ Left
290.00 #/ft
Start Loc
1.750 ft
DL @ Right
265.00 #/ft
LL @ Right
290.00 #/ft
End Loc
6.500 ft
Point Loads
Dead Load 2,300.0 Ibs
200.0-16S
Ibs
Ibs
Ibs
Ibs Ibs
Live Load 6,900.0 Ibs
300.0 Ibs
Ibs
Ibs
Ibs
Ibs Ibs
...distance 1.750 ft
5.670 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft 0.000 ft
Summary
Beam Design OK
Span= 6.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.712 : 1
Maximum Moment
14.1 k-ft
Maximum Shear *
1.5
12.7 k
Allowable
26.7 k-ft
Allowable
17.8 k
Max. Positive Moment
14.07 k-ft at .
1.768 ft
Shear:
@ Left
8.44 k
Max. Negative Moment
-0.00 k-ft at
6.500 ft
@ Right
4.73 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.031 in
@ Right
0.000in
Max. M allow
26.67
Reactions...
fb 1,368.18 psi
fv 202.96 psi
Left DL
2.57 k
Max
8.44k
Fb 2,593.50 psi
Fv 285.00 psi
Right DL
1.70 k
Max
4.73 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection -0.020 in
-0.065 in
Deflection
0.000 in
0.000 in
...Location 3.042 ft
2.990 ft
...Length/Deft
0.0
0.0
...Length/Deft 3,808.4
1,194.77
Right Cantilever...
Camber ( using 1.5 ° D.L. DO )
Deflection
0.000 in
0.000 in
@ Center 0.031 in
...Length/Deft
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
Title :
Dsgnr: fEni?
Description :
Scope :
Job # E@
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 2
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983.2003 ENERCALC Engineering Software 5b upper floor s157.ecw:Calculations
Description Hdr #2
Stress Caics
Bending Analysis
Ck 21.924 Le 4.118 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 4.615 CI 0.997
Max Moment
Sxx Req'd
Allowable fb
@ Center
14.07 k-ft
65.09 in3
2,593.50 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
12.65 k
7.10 k
Area Required
44.397 in2
24.917 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
8.44 k
Bearing Length Req'd
2.142 in
Max. Right Reaction
4.73 k
Bearing Length Req'd
1.202 in
Query Values
mama
s
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
0.00 k-ft
8.44 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: fEni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #1
General Timber Beam
Job # -_@
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor $157.ecw:Calculations
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
MicroLam: 3.5x11.875
Center Span
11.25 ft .....Lu 2.00 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to
Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000 pcf
E
1,900.0 ksi
#1 DL @ Left
60.00 #/ft
LL @ Left 120.00 #/ft
Start Loc
0.000 ft
DL @ Right
60.00 #/ft
LL @ Right 120.00 #/ft
End Loc
5.170 ft
#2 DL @ Left
85.00 #/ft
LL @ Left 155.00 #/ft
Start Loc
5.170 ft
DL @ Right
85.00 #/ft
LL @ Right 155.00 #/ft
End Loc 1
1.250 ft
Summary
Beam Design OK
Span= 11.25ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.
201 : 1
Maximum Moment
3.6 k-ft Maximum Shear 1.5
2.0 k
Allowable
17.7 k-ft Allowable
11.8 k
Positive Moment
Max
3.57 k-ft
at 5.895 ft Shear: @ Left
1.17 k
.
Max. Negative Moment
-0.00 k-ft
at 11.250 ft
@ Right
1.34 k
Max @ Left Support
0.00 k-ft
Camber: @ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.049in
@ Right
0.000in
Max. M allow
17.72
Reactions...
fb 520.19 psi
fv
48.20 psi Left DL 0.44 k
Max
1.17k
Fb 2,584.51 psi
Fv 285.00 psi Right DL 0.51 k
Max
1.34 k
Deflections
i
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
0.033 in
0.087 in Deflection
0.000
in 0.000 in
..Location
5.715 ft
5.670 ft ..Length/Deft
0.0
0.0
...Length/Dell
4,127.0
1,551.83 Right Cantilever...
Camber ( using 1.5 D.L.
Defl )
Deflection
0.000
in 0.000 in
@ Center
0.049 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le
4.118 ft
Sxx 82.259 in3 Area
41.563 in2
Cf 1.000 Rb
6.923
Cl 0.994
Max Moment
Sxx Read Allowable fb
@ Center
3.57 k-ft
16.56 in3
2,584.51 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support @ Right Support
Design Shear
1.75 k
2.00 k
Area Required
6.147 in2
7.029 1n2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.17 k
Bearing Length Req'd
0.445 in
Max. Right Reaction
1.34 k
Bearing Length Req'd
0.509 in
Title :
Dsgnr: A---h'(?
Description :
Scope :
Job # _ - @
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 2
User: KW-0606238, Ver5.8.0, t-Dec-2003 General Timber Beam
(c11983-2003 ENERCALC Engineering Software Sb upper floor s157.ecw:Calculations
Description Bm #1
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.17 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: fEm?
Description :
Scope :
Job # C-_@
Date: 12:40PM, 15 JAN 06
Rev: 580004
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983.2003 ENERCALC Engineering Software
Description Bm #2
Page 1
5b upper floor s157.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span
13.50 ft .....Lu 8.00 ft
Beam Width
5.250 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000pcf
E
1,900.0ksi
Trapezoidal Loads
#1 DL @ Left 115.00 #/ft
LL @ Left
150.00 #/ft
Start Loc
5.670 ft
DL @ Right 115.00 #/ft
LL @ Right
150.00 #/ft
End Loc
13.500 ft
Point Loads
Dead Load 500.0lbs Ibs
Ibs
Ibs
Ibs
Ibs Ibs
Live Load 800.0 Ibs Ibs
Ibs
Ibs
Ibs
Ibs Ibs
...distance 5.670 ft 0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft 0.000ft
Beam Design OK
Span= 13.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.304 : 1
Maximum Moment
8.0 k-ft
Maximum Shear *
1.5
3.2 k
Allowable
26.4 k-ft
Allowable
17.8 k
Max. Positive Moment
8.03 k-ft
at
5.940 ft
Shear:
@ Left
1.46 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
2.12 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.116 in
Max. M allow
26.44
Reactions...
@ Right
0.000in
fb 781.20 psi
fv
51.04 psi
Left DL
0.65 k
Max
1.46 k
Fb 2,571.20 psi
Fv
285.00 psi
Right DL
0.95 k
Max
2.12 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.077 in
-0.177 in
Deflection
0.000 in
0.000 in
...Location
6.804 ft
6.804 ft
...Length/Deft
0.0
0.0
...Length/Deft
2,090.9
915.36
Right Cantilever...
Camber ( using 1.5 * D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.116 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 15.922 ft
Sxx
123.389 in3 Area
62.344 in2
Cf 1.000
Rb 9.075
Cl
0.989
Max Moment
Sxx Reg'd
Allowable fb
@ Center
8.03 k-ft
37.49 in3
2,571.20 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.19 k
3.18 k
Area Required
7.674 in2
11.166 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.46 k
Bearing Length Req'd
0.370 in
Max. Right Reaction
2.12 k
Bearing Length Req'd
0.539 in
Title :
Dsgnr: EE15i?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #2
General Timber Beam
Job # -@
Date: 12:40PM, 15 JAN 06
Page 2
5b upper floors 1 57.ecw: Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.46 k
0.0000 in
Q Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: A-Di ?
Description :
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
er: KW-0606238, Ver5.8.0, 1-Dec-2003
1983-2003 ENERCALC Engineering Software
Description Bm #3
General Timber Beam
Page 1
5b upper floor s157.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span
11.75 ft .....Lu 7.00 ft
Beam Width
5.250 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000 pcf
E
1,900.0 ksi
Trapezoidal Loads
#1 DL @ Left 60.00 #/ft LL @ Left 80.00 #/ft Start Loc 4.000 ft
DL @ Right 60.00 #/ft LL @ Right 80.00 #/ft End Loc 11.750 ft
Point Loads
Dead Load 400.0 Ibs Ibs Ibs Ibs
Live Load 800.0 Ibs Ibs Ibs Ibs
...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft
Summary -
Span= 11.75ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0182 : 1
Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Maximum Moment 4.8 k-ft Maximum Shear " 1.5
Allowable 26.5 k-ft Allowable
Max. Positive Moment 4.83 k-ft at 4.042 ft Shear:
Max. Negative Moment -0.00 k-ft at 11.750 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. M allow 26.47 Reactions...
fb '469.83 psi fv 29.79 psi Left DL
Fb 2,574.63 psi Fv 285.00 psi Right DL
Deflections
Camber:
1.9 k
17.8 k
@ Left
1.24 k
@ Right
1.22 k
@ Left
0.000 in
@ Center
0.049 in
@ Right
5
0.000in
0.51 k' Max 1.24 k
0.54 k Max 1.22 k
Center Span...
Dead Load
Total Load
Left Cantilever...
ueaa Loao
I oral Loaa
Deflection
-0.033 in
-0.080 in
Deflection
0.000 in
0.000 in
...Location
5.734 ft
5.687 ft
...Length/Deft
0.0
0.0
...Length/Dell
4,283.2
1,755.92
Right Cantilever...
Camber ( using 1.5'
D.L. DO )
Deflection
0.000 in
0.000 in
@ Center
0.049 in
...Length/Defl
0.0
0.0
Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 14.303 ft
Sxx
123.389 in3 Area
62.344 in2
Cf 1.000
Rb 8.601
Cl
0.990
Max Moment
Sxx Reo'd
Allowable fb
@ Center
4.83 k-ft
22.52 in3
2,574.63 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.86 k
1.84 k
Area Required
6.518 in2
6.446 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.24 k
Bearing Length Req'd
0.314 in
Max. Right Reaction
1.22 k
Bearing Length Req'd
0.311 in
Title :
Dsgnr: fEni?
Description
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
Rev: seoooa Page 2
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983.2003 ENERCALC Engineering Software Sb upper floor s157.ecw:Calculations
Description Bm #3
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
0.00 k-ft
1.24 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: /Eni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #4
Multi-Span Timber Beam
Beam Width
in
6.750
6.750
6.750
Beam Depth
in
15.000
15.000
15.000
End Fixity
Pin - Pin
Pin - Pin
Pin - Free
Le: Unbraced Length
ft
4.50
5.75
4.00
Member Type
GluLam
GluLam
GluLam
Job # @
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor s157.ecw:Calculations
Loads
Live Load Used This Span ? Yes Yes Yes
Dead Load #/ft 205.00 430.00 430.00
Live Load #/fti 270.00 865.00 865.00
Results
Mmax @ Cntr
in-k
@X=
ft
Max @ Left End
in-k
Max @ Right End
in-k
fb : Actual
psi
Fb : Allowable
psi
Shear @ Left
k
Shear @ Right
k
fv : Actual
psi
Fv : Allowable
psi
41.1
0.0
U.U
3.78
0.00
4.00
0.0
-36.0
-124.3
-36.0
-124.3
0.0
162.4
491.1
491.1
2,389.0
2,385.6
2,390.3
Bending OK
Bending OK
Bending OK
1.80
2.44
5.18
2.47
5.00
0.00
27.7
49.8
53.2
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Reactions & Deflection
DL @ Left
k
0.78
1.93
W 3.33
LL @ Left
k
1.02
2.99
6.85
Total @ Left
k
1.80
4.91
10.18
DL @ Right
k
1.93
3.33
0.00
LL @ Right
k
2.99
6.85
0.00
Total @ Right
ki,
4.91
10.18
0.00
Max. Deflection
in
-0.014
0.005
-0.049
@ X =
ft
4.14
3.76
4.00
Query Values
Location
ft
0.00
0.00
0.00
Moment
in-k
0.0
-36.0
-124.3
Shear
k
I
1.8
2.4
5.2
Deflection
in
0.0000
0.0000
0.0000
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #5
General Information
Douglas Fir, 24F - V8
Spans Considered Continuous Over Support
Timber Member Informa
tion
Description
Span ft
5.75
Timber Section
6.75x15
Beam Width in
6.750
Beam Depth in
l
15.000
End Fixity
ft
Pin - Pin
75
5
Le: Unbraced Length
.
Member Type
GluLam
Live Load Used This Span ? Yes
Dead Load #/ft 420.00
1 ive Load #/fti 560.00
Title :
Dsgnr: `Eni?
Description
Scope :
Multi-Span Timber Beam
Job # : @
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor sl57.ecw: Calculations
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi
Fv : Basic Allow 240.0 psi Load Duration Factor 1.000
3.25
4.25
6.75x15.
6.75x15
6.750
6.750
15.000
15.000
Pin - Pin
Pin - Free
3.25
4.25
GluLam
GluLam
Yes Yes
420.00 400.00
560.00 800.00
Results
Mmax @ Cntr
in-k
i
2 .2
00.0
0
0
0.0
25
4
@X=
ft
.
.
Max @ Left End
in-kl
0.0
-13.2
-130.0
Max @ Right End
in-k
-13.2
-130.0
0.0
fb : Actual
psi
166.9
513.8
513.8
Fb : Allowable
psi
2,385.6
2,392.2
2,389.6
Bending OK
Bending OK
Bending OK
Shear @ Left
k
l
2.63
1.40
5.10
00
0
Shear @ Right
k
,
3.01
4.59
.
fv : Actual
psi
26.2
49.7
53.4
Fv : Allowable
psi
I
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Reactions & Deflection
DL @ Left
k
1.09
1.09
3.29
LL @ Left
k
1.53
0.51
6.40
Total @ Left
k
2.63
1.60
9.69
DL @ Right
k
1.09
3.29
40
6
0.00
00
0
LL @ Right
k
0.51
.
.
Total @ Right
n
1.60
9.69
0100
Deflection
Max
inl
-0.006
0.004
-0.051
.
@ X =
ft i
2.80
1.88
4.25
query Values
Location
ft
0.00
0.00
0.00
Moment
in-ki
0.0
-13.2
130.0
Shear
k'
2.6
-1.4
5.1
Deflection
in!
0.0000
0.0000
0.0000
Title :
Dsgnr: FEni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #6
Page 1
5b uooer floor s157.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 6.75x15
Center Span 8.00 ft .....Lu 8.00 ft
Beam Width
6.750 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
15.000 in
Right Cantilever 7.25 ft .....Lu 7.25 ft
Member Type
GluLam
Douglas Fir, 24F - V8
Fb Base Allow 2,400.0 psi
Load Dur. Factor
1.000
Fv Allow 240.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 650.0 psi
E 1,700.0 ksi
Full Length Uniform Loads
Center DL 220.00 #/ft LL 290.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL 445.00 #/ft LL 885.00 #/ft
General Timber Beam
Job # @
Date: 12:40PM, 15 JAN 06
Span= 8.00ft, Right Cant= 7.25ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin-Pin
Max Stress Ratio 0.697 : 1
Maximum Moment -35.0 k-ft Maximum Shear * 1.5
Allowable 50.2 k-ft Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support
Max @ Right Support
Max. M allow
fb 1,657.08 psi
Fb 2,379.07 psi
0.33 k-ft at 1.152 ft
-11.70 k-ft at 8.000 ft
0.00 k-ft
-34.95 k-ft
50.18 Reactions...
fv 141.64 psi Left DL
Fv 240.00 psi Right DL
Shear:
@ Left
@ Right
Camber:
@ Left
@ Center
@ Right
-0.58 k
Max
5.57 k
Max
Deflections
Beam Design OK
14.3 k
24'.3 k
3.49 k
9.56 k
0.000 in
0.030 in
0.274 in
-2.33 k
16.05 k
Center Span...
Dead Load
Total Load
Lett Cantilever...
ueao Loac
I oral Loaa
Deflection
0.020 in
0.012 in
Deflection
0.000 in
0.000 in
...Location
4.848 ft
5.333 ft
...Length/Defl
0.0
0.0
...Length/Deft
4,881.3
7,945.86
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl )
Deflection
-0.183 in
-0.584 in
@ Center
0.030 in
...Length/Dell
952.1
297.8
@ Left
0.000 in
@ Right
0.274 in
Stress Calcs
Bending Analysis
Ck 21.584
Le 16.473 ft
Sxx
253.125 in3 Area
101.250 in2
Cv 1.000
Rb 8.069
Cl
0.991
Max Moment
Sxx Req'd
Allowable fb
@ Center
11.70 k-ft
58.99 in3
2,379.07 psi
@ Left Support
0.00 k-ft
0.00 in3
2,400.00 psi
@ Right Support
34.95 k-ft
176.14 in3
2,381.30 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
5.23 k
14.34 k
Area Required
21.808 in2
59.755 in2
Fv: Allowable
240.00 psi
240.00 psi
Bearing @ Supports
Max. Left Reaction
-2.33 k
Bearing Length Req'd
0.531 in
Max. Right Reaction
16.05 k
Bearing Length Req'd
3.659 in
Title :
Dsgnr: EEtii?
Description
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 2 11
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software Sb upper floor s157_ecw:Calculations
Description Bm #6
Query Values
M, V, & D @ Specified Locations Moment Shear Deflection
@ Center Span Location = 0.00 ft 0.00 k-ft -2.33 k 0.0000 in
@ Right Cant. Location = 0.00 ft 0.00 k-ft -2.33 k 0.0000 in
@ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
Title :
Dsgnr: FEni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #7
General Timber Beam
Job # G-@
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor s157.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span 9.67 ft .....Lu 2.00 ft
Beam Width
5.250 in
Left Cantilever 2.17 ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever it .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000 pcf
E 1,900.0 ksi
Point Loads
Dead Load 1,800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
Live Load 5,600.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 2.170 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
_v4 Summary Beam Design OK
Span= 9.67ft, Left Cant= 2.17ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.627 : 1
Maximum Moment
-16.1 k-ft
Maximum Shear *
1.5
11.1 k
Allowable
26.7 k-ft
Allowable
17.8 k
Max. Positive Moment
0.00 k-ft
at
0.000 ft Shear:
@ Left
7.43 k
Max. Negative Moment
-3.94 k-ft
at
0.000 ft
@ Right
1.59 k
Max @ Left Support
-16.09 k-ft
Camber:
@ Left
0.059 in
Max @ Right Support
0.00 k-ft
@ Center
0.041 in
@ Right
0.000 in
Max. M allow
26.67
Reactions...
fb 1,565.17 psi
fv
178.82 psi
Left DL 2.31 k
Max
9.17 k
Fb 2,593.50 psi
Fv
285.00 psi
Right DL -0.33 k
Max
-1.59 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
ueaa Loaa
I otat Loaa
Deflection
0.027 in
0.027 in
Deflection
-0.040 in
-0.166 in
...Location
4.010 ft
4.010 ft
...Length/Deft
1,317.2
313.6
...Length/Defl
4,254.2
4,254.18
Right Cantilever...
Camber ( using 1.5 *
D.L. DO )
Deflection
0.000 in
0.000 in
@ Center
0.041 in
...Length/Dell
0.0
0.0
@ Left
0.059 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 4.118 ft
Sxx
123.389 in3 Area
62.344 in2
Cf 1.000
Rb 4.615
Cl
0.997
Max Moment
Sxx Read
Allowable fb
@ Center
3.94 k-ft
18.24 in3
2,593.50 psi
@ Left Support
16.09 k-ft
74.28 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
11.15 k
2.39 k
Area Required
39.117 in2
8.374 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
9.17 k
Bearing Length Req'd
2.329 in
Max. Right Reaction
-1.59 k
Bearing Length Req'd
0.404 in
Title :
Dsgnr: FEni?
Description :
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
77720 -z
Description Bm #7LL
General Timber Beam
Page 2
5b upper floor s157.ecw:Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
16.09 k-ft
1.74 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
16.09 k-ft
1.74 k
0.0000 in
Title :
Dsgnr: AEni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #8
Page 1
5b upper floor s157.ecw:Calculations
General Information
Code
Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3.5x11.875
Center Span 9.67 ft .....Lu 2.00 ft
Beam Width
3.500 in
Left Cantilever 2.17ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0ksi
Point Loads
Dead Load 120.0 Ibs
Ibs
Ibs Ibs Ibs
Ibs Ibs
Ib
Live Load 160.0 Ibs
...distance -2.170 ft
Ibs
0.000 ft
Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft
s
Ibs
0.000 ft 0.000-ft
Summary
Beam Design OK
Span= 9.67ft, Left Cant=
2.17ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.038 : 1
Maximum Moment
-0.6 k-ft Maximum Shear 1.5
0.5 k
Allowable
17.7 k-ft Allowable
11.8 k
Max. Positive Moment
0.02 k-ft
at 7.736 ft Shear:
ft
@ Left
@ Right
0.30 k
0.02 k
Max. Negative Moment
-0.28 k-ft
at 0.000
Max @ Left Support
-0.63 k-ft
Camber:
@ Left
0.004in
Max @ Right Support
0.00 k-ft
@ Center
0.002in
@ Right
0.000in
Max. M allow
17.72
Reactions...
fb 92.11 psi
fv
10.88 psi Left DL 0.22 k
Max
0.42 k
Fb 2,584.51 psi
Fv
285.00 psi Right DL 0.02 k
Max
0.02 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever... Deaa Load
Total Load
Deflection
0.001 in
0.001 in Deflection
-0.003 in
-0.008 in
...Location
2.877 ft
2.877 ft ...Length/Deft
17,817.8
6,208.6
...Length/Defl
96,470.7
96,470.68 Right Cantilever...
Camber ( using 1.5 D.L.
Defl )
Deflection
0.000 in
0.000 in
@ Center
0.002 in
...Length/Defl
0.0
0.0
@ Left
0.004 in
@ Right
0.000 in
Stress Calcs
General Timber Beam
Bending Analysis
Ck 21.924 Le
Cf 1.000 Rb
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
4.118 ft
6.923
Max Moment
0.28 k-ft
0.63 k-ft
0.00 k-ft
@ Left Support
0.45 k
1.586 in2
285.00 psi
0.42 k
0.02 k
Sxx 82.259 in3
Cl 0.994
Sxx Req'd
1.32 in3
2.91 in3
0.00 in3
@ Right Support
0.03 k
0.102 in2
285.00 psi
Area 41.563 in2
Allowable fb
2,584.51 psi
2,600.00 psi
2,600.00 psi
Bearing Length Req'd 0.158 in
Bearing Length Req'd 0.007 in
Job # @
Date: 12:40PM, 15 JAN 06
Title :
Dsgnr: IEM?
Description :
Scope :
Genera! Timber Beam
Rev: 580004
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #8
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
-0.63 k-ft
0.11 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
-0.63 k-ft
0.11 k
0.0000 in
Job # 77 @
Date: 12:40PM, 15 JAN 06
Page 2
5b upper floor s157.ecw:Calculations
Title :
Dsgnr: FEni?
Description :
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 1
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software Sb upper floors 157.ecw:Calculations
amn+xs~~°' i
Description Bm #9
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span 13.00 ft .....Lu 2.00 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0ksi
Full Length Uniform Loads
Center DL 180.00 #/ft LL 240.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Point Loads
Dead Load 200.0 Ibs
Ibs
Ibs
Ibs
Ibs
IDS lus
Live Load 200.0 Ibs
Ibs
Ibs
Ibs
Ibs
Ibs Ibs
...distance 5.170 ft
0.000 ft
0.000 ft
0.000 ft 0.000
ft 0.0
00 ft 0.000 ft
Summary
Beam Design OK
Span= 13.00ft, Beam Width = 5.250in x Depth = 11.875in, E
nds are Pin-Pin
Max Stress Ratio
0.385 ; 1
Maximum Moment
10.3 k-ft
Maximum Shear *
1.5
4.6 k
Allowable
26.7 k-ft
Allowable
17.8 k
Positive Moment
Max
10.26 k-ft
at 6.136 ft Shear:
@ Left
3.07 k
.
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
2.99 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.151 in
@ Right.
O.000in
Max. M allow
26.67
Reactions...
fb 997.40 psi
fv
73.85 psi
Left DL 1.39 k
Max
3.07 k
Fb 2,593.50 psi
Fv
285.00 psi
Right DL 1.35 k
Max
2.99 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.101 in
-0.222 in
Deflection
0.000 in
0.000 in
...Location
6.448 ft
6.448 ft
...Length/Deft
0.0
0.0
...Length/Deft
1,547.7
701.77
Right Cantilever...
Camber ( using 1.5 * D.L.
Deft )
Deflection
0.000 in
0.000 in
@ Center
0.151 in
...Length/Defi
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Title : Job # '-,-@
Dsgnr: fEni? Date: 12:40PM, 15 JAN 06
Description
Scope
Rev: 580004 Page 2 -
User:KW-0606238,Ver 5.8.0, 9-Dec-2003 General Timber Beam 5b upper floor s957.ecw:Calculations
(cj9983.2003 ENERCALC Engineering Software
Description Bm #9
Stress Calcs
Bending Analysis
Ck 21.924 Le
4.118 ft
Sxx 123.389 in3
Area 62.344 in2
Cf 1.000 Rb
4.615
t
CI 0.997
Sxx Reg'd
Allowable fb
@ Center
Max Momen
10.26 k-ft
47.45 in3
2,593.50 psi
@ Left Support
0.00 k-ft
0.00 in3
00 in3
0
2,600.00 psi
2,600.00 psi
@ Right Support
0.00 k-ft
.
Shear Analysis
@ Left Support
@ Right Support
Design Shear
4.60 k
4.48 k
Area Required
16.155 in2
15.724 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
07 k
3
Bearing Length Req'd
0.780 in
Max. Left Reaction
.
99 k
2
Bearing Length Req'd
0.759 in
Max. Riqht Reaction
.
Query Values
M, V, & D @ Specified Locations
@ Center Span Location = 0.00 ft
@ Right Cant. Location = 0.00 ft
@ Left Cant. Location = 0.00 ft
Moment
0.00 k-ft
0.00 k-ft
0.00 k-ft
Shear
3.07 k
0.00 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Title :
Dsgnr: FEnf?
Description :
Scope :
Job # ---@
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 1 18
User: KW-0606238,Ver 5.8.0, 1-Dec-2003 General Timber Beam
(67983-2003 ENERCALC Engineering Software 5b upper floor s157.ecw:Calculations
Description Bm #10
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined III
Section Name MicroLam: 5.25x11.87 Center Span 11.00 ft .....Lu 2.00 ft
Beam Width
7.000 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0ksi
Point Loads
Dead Load 5,000.0 Ibs
Ibs
Ibs Ibs
Ibs
Ibs Ibs
Live Load 14,100.0 Ibs
Ibs
Ibs Ibs
Ibs
Ibs Ibs
...distance 0.670 it
0.000 ft
0.000 ft 0.000 ft 0.000
ft 0.000 ft 0.000 ft
Summary
Overstressed in Shear !
Span= 11.00ft, Beam Width
= 7.000in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
1
.143 : 1
Maximum Moment
12.1 k-ft Maximum Shear *
1.5
27.1 k
. Allowable
35.6 k-ft Allowable
23.7 k
Max. Positive Moment
12.05 k-ft
at 0.704 ft Shear:
@ Left
18.05 k
Max. Negative Moment
0.00 k-ft
at 11.000 ft
@ Right
1.27 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.041 in
@ Right
0.000in
Max. M allow
35.60
Reactions...
fb 879.02 psi
fv
325.67 psi Left DL 4.81 k
Max
18.05 k
Fb 2,596.41 psi
Fv
285.00 psi Right DL 0.42 k
Max
1.27 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
-0.028 in
-0.095 in Deflection
0.000 in
0.000 in
...Location
4.796 ft
4.708 ft ...Length/Defl
0.0
0.0
...Length/Deft
4,787.0
1,382.83 Right Cantilever...
Camber ( using 1.5 * D.L.
Defl )
Deflection
0.000 in
0.000 in
@ Center
0.041 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le
4.118 ft
Sxx 164.518 in3 Area
83.125 in2
Cf 1.000 Rb
3.461
Cl 0.999
Max Moment
Sxx Reo'd
Allowable fb
@ Center
12.05 k-ft
55.70 in3
2,596.41 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
27.07 k
1.91 k
Area Required
94.988 in2
6.708 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
18.05 k
Bearing Length Req'd
3.438 in
Max. Right Reaction
1.27 k
Bearing Length Req'd
0.243 in
Title :
Dsgnr: FEni?
Description :
Scope :
Job # -7,@
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 2
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983.2003 ENERCALC Engineering Software 5b upper floor s157.ecw:Calculations
Description Bm #10
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
18.05 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: /EnY?
Description :
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
Rev: 580004
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(61983-2003 ENERCALC Engineering Software
Description Bm #10 for shear calculation reduction
rage i
5b upper floor s157.ecw:Calculations
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span
11.00 ft .....Lu 2.00 ft
00 ft
0
Beam Width
7.000 in
Left Cantilever
.
ft .....Lu
00 ft
Lu 0
ft
Beam Depth
11.875 in
Right Cantilever
.
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Microl-am 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000 pcf
E
1,900.0 ksi
Point Loads
_
390.0 Ibs
Dead Load 3
Ibs Ibs Ibs
Ibs
Ibs Ibs
,
Live Load 9,550.0 Ibs
...distance 0.670 ft
Ibs Ibs Ibs Ibs Ibs Ibs
0.000 It 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000ft
Summary i
P
Beam Design OK
11.OOft, Beam Width = 7.000in x Depth = 11.875in, Ends are Pin-Pin
Span=
Max Stress Ratio
0.776 : 1
2 k-ft Maximum Shear' 1.5
8
18.4 k
Maximum Moment
Allowable
.
35.6 k-ft Allowable
23.7 k
Max. Positive Moment
8.19 k-ft at 0.704 ft Shear:
f
@ Left
@ Right
12.26 k
0.90 k
Max. Negative Moment
t
0.00 k-ft at 11.000
Max @ Left Support
0.00 k-ft Camber: @ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.030in
000in
O
@ Right
.
Max. M allow
35.60 Reactions...
fb 597.25 psi
fv 221.29 psi Left DL 3.29 k
Max
12.26 k
Fb 2,596.41 psi
Fv 285.00 psi: Right DL 0.32 k
Max
0.90 k
Deflections
Center Span...
Dead Load Total Load Left Cantilever
Dead Load
Total Load
Deflection
-0.020 in -0.066 in Deflection
0.000 in
0.000 in
...Location
4.840 ft 4.708 ft ...Length/Deft
0.0
0.0
...Length/Defl
6,657.3 2,006.13 Right Cantilever...
Camber ( using 1.5 D.L.
Defl ) Deflection
0.000 in
0.000 in
@ Center
0.030 in ...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le
4.118 ft Sxx 164.518 in3 Area
83.125 in2
Cf 1.000 Rb
3.461 Cl 0.999
Max Moment Sxx Reci'd Allowable fb
@ Center
8.19 k-ft 37.84 in3
2,596.41 psi
@ Left Support
0.00 k-ft 0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft 0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support @ Right Support
Design Shear
18.39 k 1.35 k
Area Required
64.542 in2 4.733 in2
Fv: Allowable
285.00 psi 285.00 psi
Bearing @ Supports
Max. Left Reaction
12.26 k Bearing Length Req'd
2.336 in
Max. Right Reaction
0.90 k Bearing Length Req'd
0.171 in
General Timber Beam
-s:.
Title :
Dsgnr: IFni?
Description :
Scope
Job # ,@
Date: 12:40PM, 15 JAN 06
Rev: s8oooa Page 2
User: KW-060623Ver 5.8.0, 1-Dec-2003 General Timber Beam Sbupperfloors157.ecw:Calculations
(c)1983-2003 ENERCALC Engineering Software
Description BM #10 for shear calculation reduction
Ouerv Values
Moment Shear Deflection
M, V, & D @ Specified Locations 0.0000 in
@ Center Span Location = 0.00 It 0.00 k-ft 12.26 k
@ Right Cant. Location 0.00 ft 0.00 k-ft 0.00 k 0.0000 in
= 0.00 k 0.0000 in
@ Left Cant. Location = 0.00 ft 0.00 k-ft
Title :
Dsgnr: /Ehf?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
Description Bm #11
General Timber Beam
Job # @
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor 5157.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span
10.00ft .....Lu 2.00 ft
Beam Width
5.250 in
Left Cantilever
5.67ft .....Lu 5.67 ft
Beam Depth
11.875 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000 pcf
E
1,900.0 ksi
Full Length Uniform Loads
Center DL
#/ft
LL #/ft
Left Cantilever DL
215.00 #/ft
LL 290.00 #/ft
Right Cantilever DL
#/ft
LL #/ft
Trapezoidal Loads
#1 DL @ Left 215.00 #/ft
LL @ Left
290.00 #/ft Start Loc
0.000 ft
DL @ Right 215.00 4/ft
LL @ Right
290.00 #/ft End Loc
3.750 ft
#2 DL @ Left 325.00 #/ft
LL @ Left
430.00 #/ft Start Loc
3.750 ft
DL @ Right 325.00 #/ft
LL @ Right
430.00 #/ft End Loc
10.000 ft
Summary
Beam Design OK
Span= 10.00ft, Left Cant= 5.67ft, Beam
Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.331 ; 1
Maximum Moment
-8.4 k-ft
Maximum Shear * 1.5
5.9 k
Allowable
26.5 k-ft
Allowable
17.8 k
Max. Positive Moment
7.09 k-ft
at 5.687 ft Shear:
@ Left
3.93 k
Max. Negative Moment
-3.70 k-ft
at 0.000 ft
@ Right
3.31 k
Max @ Left Support
-8.36 k-ft
Camber:
@ Left
0.054in
Max @ Right Support
0.00 k-ft
@ Center
0.033in
@ Right
0.000in
Max. M allow
26.53
Reactions...
fb 813.15 psi
fv
94.44 psi
Left DL 3.04 k
Max
6.87 k
Fb 2,579.93 psi
Fv
285.00 psi
Right DL 1.25 k
Max
3.31 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.022 in
-0.084 in
Deflection
-0.036 in
-0.191 in
...Location
5.812 ft
5.312 ft
...Length/Deft
3,772.7
712.2
...Length/Deft
5,515.3
1,43202
Right Cantilever...
Camber ( using 1.5 D.L
. DO )
Deflection
0.000 in
0.000 in
@ Center
0.033 in
...Length/Dell
0.0
0.0
@ Left
0.054 in
@ Right
0.000 in
Title :
Dsgnr: FEni?
Description
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
Description Bm #11
General Timber Beam
Page 2
5b upper floor sl57.ecw: Calculations
Stress Calcs
Bending Analysis
Ck 21.924 Le
11.676 ft Sxx
Cf 1.000 Rb
7.771 Cl
Max Moment
@ Center
7.09 k-ft
@ Left Support
8.36 k-ft
@ Right Support
0.00 k-ft
Shear Analysis
@ Left Support
Design Shear
5.89 k
Area Required
20.659 in2
Fv: Allowable
285.00 psi
Bearing @ Supports
Max. Left Reaction
6.87 k
M x Ri ht Reaction
3.31 k
123.389 in3
0.997
Sxx Req'd
32.81 in3
38.89 in3
0.00 in3
@ Right Support
4.96 k
17.395 in2
285.00 psi
Bearing Length Req'd
Bearing Length Req'd
a. g
Query Values
M, V, & D @ Specified Locations
Moment
@ Center Span Location = 0.00 ft
-8.36 k-ft
@ Right Cant. Location = 0.00 ft
0.00 k-ft
@ Left Cant., Location = 0.00 ft
-8.36 k-ft
A- I
Area 62.344 in2
Allowable fb
2,593.50 psi
2,579.93 psi
2,600.00 psi
Job # @
Date: 12:40PM, 15 JAN 06
1,746 in
0.839 in
Shear
3.93 k
0.00 k
3.93 k
Deflection
0.0000 in
0.0000 in
0.0000 in
Title :
Dsgnr: EEni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #12
General Timber Beam
Job # @
Date: 12:40PM, 15 JAN 06
Page 1
5b upper floor s157.ecw:Calculations
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3.5x11.875
Full
Beam Width
3.500 in
Beam Depth
11.875 in
Member Type
Manuf/So.Pine
Bm Wt. Added to Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000pcf
Length Uniform Loads
Center Span
9.5o ft .....Lu 2.00 ft
Left Cantilever
ft .....Lu 0.00 ft
00 ft
0
L
Right Cantilever
.
u
ft
Truss Joist - MacMillan, MicroLam 1.9 E
Fb Base Allow
2,600.0 psi
Fv Allow
285.0 psi
Fc Allow
750.0 psi
E
1,900.0 ksi
Center DL 60.00 #/ft LL
Left Cantilever DL #/ft LL
Right Cantilever DL #/ft LL
Summary
Span 9.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio 0.169 : 1
Maximum Moment 3.0 k-ft Maximum Shear " 1.
Allowable 17.7 k -ft Allowable
ft t 4 750 ft Shear:
Max. Positive Moment
Max. Negative Moment
2.99 k- a
0.00 k-ft at
0.000 ft
Max @ Left Support
0.00 k-ft
Camber:
Max @ Right Support
0.00 k-ft
Max. M allow
17.72
Reactions...
fb 436.28 psi
fV 45.45 psi
Left DL 0.33 k
Fb 2,584.51 psi
Fv 285.00 psi
Right DL 0.33 k
1.9 k
11.8 k
@ Left
1.26 k
@ Right
1.26 k
@ Left
0.000 in
@ Center
0.021 in
@ Right
0.000 in
Max
1.26 k
Max
5
1.26 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
000 in
0
Total Loa
0.000 in
Deflection
0.014 in
-0.052 in Deflection
750 ft Length/Deft
4
.
0.0
0.0
...Location
4.750 ft
.
...Length/Deft
8,234.7
2,177.55 Right Cantilever...
000 in
0
0.000 in
Camber ( using 1.5 * D.L.
Defl )
Deflection
Length/Deft
.
0.0
0.0
@ Center
0.021 in
@ Left
0.000 in
@ Right
0.000 in
Bending Analysis
924 Le
21
118 ft
4
Sxx 82.259 in3 Area
41.563 in2
.
Ck
Cf 1.000 Rb
.
6.923
Cl 0.994
Sxx Reo'd
Allowable fb
@ Center
Max Moment
2.99 k-ft
13.89 in3
2,584.51 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
00 psi
600
2
@ Right Support
0.00 k-ft
0.00 in3
.
,
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.89 k
1.89 k
Area Required
6.628 in2
6.628 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
26 k
1
Bearing Length Req'd
0.480 in
Max. Left Reaction
.
26 k
1
Bearing Length Req'd
0.480 in
Max. Right Reaction
.
195.00 #/ft
#/ft
#/ft
Beam Design ulc
Title :
Dsgnr: fEni?
Description :
Scope :
User: KW-0606238, Ver 5.8.0. 1-Dec-2003
(c)1983.2003 ENERCALC Engineering Software
Description Bm #12
General Timber Beam
Job # -1 -1 @
Date: 12:40PM, 15 JAN 06
Page 2
5b upper floor s157.ecw:Calculations
Query Values
T
M, V, & D @ Specified Locations
Moment
Shear
Deflection
Center Span Location = 0.00 ft
0.00 k-ft
1.26 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Title :
Dsgnr: /Enf?
Description :
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
Rev: 580004 Page 1
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineering Software 5b upper floor s157 ecw:Calculations
Description Bm #13
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam:3.5x11.875
Center Span 10.00ft .....Lu 2.00 ft
Beam Width
3.500 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0ksi
Point Loads
Dead Load 230.0lbs 230.01bs Ibs Ibs Ibs Ibs Ibs
Live Load 770.0 Ibs 770.0 Ibs Ibs Ibs Ibs Ibs Ibs
...distance 2.170 ft 7.830 ft •0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
Summary Beam Design OK
Span= 10.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.133 : 1
Maximum Moment
2.3 k-ft
Maximum Shear *
1.5
1.6 k
Allowable
17.7 k-ft
Allowable
11.8 k
Max. Positive Moment
2.30 k-ft at
5.000 ft Shear:
@ Left
1.05 k
Max. Negative Moment
0.00 k-ft at
10.000 ft
@ Right
1.05 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.020 in
@ Right
0.000in
Max. M allow
17.72
Reactions...
fb 334.98 psi
fV 37.91 psi
Left DL 0.28 k
Max
1.05 k
Fb 2,584.51 psi
Fv 285.00 psi
Right DL 0.28 k
Max
1.05 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.013 in
-0.050 in
Deflection
0.000 in
0.000 in
...Location
5.000 ft
5.000 ft
...Length/Deft
0.0
0.0
...Length/Dell
8,997.7
2,410.30
Right Cantilever...
Camber ( using 1.5
D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.020 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924
Le 4.118 ft
Sxx
82.259 in3 Area
41.563 in2
Cf 1.000
Rb 6.923
Cl
0.994
Max Moment
Sxx Read
Allowable fb
@ Center
2.30 k-ft
10.66 in3
2,584.51 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
1.58 k
1.58 k
Area Required
5.529 in2
5.529 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
1.05 k
Bearing Length Req'd
0.400 in
Max. Right Reaction
1.05 k
Bearing Length Req'd
0.400 in
Title :
Dsgnr: FEni?
Description :
Scope :
Job # @
Date: 12:40PM, 15 JAN 06
1-Dec-2003
ineering Software
General Timber Beam
Description Bm #13
5b
Page 2
oer floor s157.ecw:Calculations
[Query Values
EN -
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.05 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Monroe & Newell OF-
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P-5611
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
Hev: 580004 - -
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1
(c)1983.2003 ENERCALC Engineering Software 5b roof.ecw:Calculations
Description Bm #1.1 Simple Span
General information
Section Name 8.75x22.5
Beam Width
Beam Depth
Member Type
Bm Wt. Added to Loads
Load Dur. Factor
Beam End Fixity
Wood Density
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Center Span
4.50 ft .....Lu
8.750 in
Left Cantilever
0.75ft .....Lu
22.500 in
Right Cantilever
ft .....Lu
GluLam
Douglas Fir, 24F - V8
Fb Base Allow
2,400.0 psi
1.000
Fv Allow
240.0 psi
Pin-Pin
Fc Allow
650.0 psi
35.000 pcf
E
1,700.0 ksi
2.00 ft
0.75 ft
0.00 ft
Full Length Uniform Loads
Center DL
Left Cantilever DL
Right Cantilever DL
210.00 #/ft LL 700.00 #/ft
210.00 #/ft LL 700.00 #/ft
#/ft LL #/ft
- ' -
Beam Design OK
Span= 4.50ft, Left Cant= 0
.75ft, Beam Width = 8.750in
x Depth = 22.5in, Ends are Pin-Pin
Max Stress Ratio
0.070 : 1
Maximum Moment
2.4 k-ft
Maximum Shear *
1.5
3.3 k
Allowable
147.4 k-ft
Allowable
47.3 k
Max. Positive Moment
2.39 k-ft at
2.260 It Shear:
@ Left
2
22 k
Max. Negative Moment
-0.07 k-ft at
0.000 ft
@ Right
.
2.14 k
Max @ Left Support
-0.27 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.000in
Max. M allow
147.40
Reactions
@ Right
0.000in
fb 38.82 psi
fv 16.88 psi
Left DL 0.79 k
Max
2.93 k
Fb 2,395.83 psi
Fv 240.00 psi
Right DL 0.56 k
Max
2.14 k
De
flections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.000 in
-0.001 in
Deflection
0.000 in
0.000 in
...Location
2.281 ft
2.260 ft
...Length/Deft
234,185.9
57,261.1
...Length/Deft
343,362.3
87,854.82
Right Cantilever...
Camber ( using 1.5 D.L.
Defl )
Deflection
0.000 in
0.000 in
@ Center
0.000 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis .
Ck 21.584 Le
4.118 ft
Sxx
738.281 in3 Area
196.875 in2
Cv 1.000 Rb
3.812
CI
0.998
Max Moment
Sxx Read
Allowable fb
@ Center
2.39 k-ft
11.96 in3
2,395.83 psi
@ Left Support
0.27 k-ft
1.35 in3
2,398.47 psi
@ Right Support
0.00 k-ft
0.00 1n3
2,400.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
3.32 k
3.21 k
Area Required
13.844 in2
13.369 in2
Fv: Allowable
240.00 psi
240.00 psi
Bearing @ Supports
Max. Left Reaction
2.93 k
Bearing Length Req'd
0.516 in
Max. Right Reaction
2.14 k
Bearing Length Req'd
0.376 in
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
nev: 00v U4
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2
(c)1983-2003 ENERCALC Engineering Software 5b roof.ecw:Calculations
Description Bm #1.1 Simple Span
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
-0.27 k-ft
2.22 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
-0.27 k-ft
2.22 k
0.0000 in
Vail Front Door Residences Title : Vail Front Door Residences Job # 5500.02
Building #5 Dsgnr: Date: 11:35AM, 11 JAN 06
Unit #58 Description : Building #5, Unit #5B
Scope
Rev: 580004
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi -S an Timber Beam Page 1
(c)1983-2003 ENERCALC Engineering Software 5b roof.ecw:Calculations
Description Bm #1 multi-span
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Douglas Fir, 24F V8 Fb Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi
Spans Considered Continuous Over Support Fv Basic Allow 240.0 psi Load Duration Factor 1.000
l limber memner information
Description
Span
Timber Section
Beam Width
i
Beam Depth
i,
End Fixity
Le: Unbraced Length
1
Member Type
Loads
Live Load Used This Span ?
Dead Load
#/f
Live Load
#/f
Dead Load
#/ft
Live Load
#/ft
Start
ft
End
fl
Dead Load @ Left
#/f1
Dead Load @ Right
#/ft
Live Load @ Left
#/ft
Live Load @ Right
#/ft
Start
ft
End
ft
Point #1 Dead Load
Ibs
Live Load
Ibs
@ X
ft
0.75 4.50 25.75
8.75x22.5 8.75x22.5 8.75x22.5
8.750
8.750
8.750
22.500
22.500
22.500
Free - Pin
Pin - Pin
Pin - Pin
0.75
2.00
2.00
Sawn
Sawn
Sawn
Yes
Yes
Yes
140.00
210.00
460.00
700.00
210.00
700.00
0.750
4.500
11.500
310.00
310.00
1,025.00
1,025.00
11.500
0.750
4.500
25.750
1,600.00
4,900.00
11.500
t(esults
Mmax @ Cntr
in-k
0.0
0.0
988.1
@ X =
ft
0.00
0.00
14.59
Max @ Left End
in-k
l 0.0
-2.0
-1
289.2
Max @ Right End
in-k
2.0
-1,289.2
,
0.0
fb : Actual
psi
i
2.7
1,746.3
1,746.3
Fb : Allowable
psi
2,236.2
2,233.0
2,233.0
Bending OK
Bending OK
Bending OK
Shear @ Left
k
l 0.00
21.79
21.16
Shear @ Right
k
0.45
25.88
14.83
fv : Actual
psi
! 0.0
184.1
149.3
Fv : Allowable
psi
240.0
240.0
240.0
I _
Shear OK
Shear OK
Shear OK
rseaciions & UeTlectlon
DL @ Left
k
LL @ Left
k
Total @ Left
k
DL @ Right
k
LL @ Right
k
Total @ Right
k
Max. Deflection
in
@X=
ft
0.00
-5.03
11.05
0.00
-16.31
36.00
0.00
-21.34
47.05
-5.03
11.05
3.47
-16.31
36.00
11.36
-21.34
47.05
14.83
-0.007
0.017
-0.555
0.00
2.61
14.25
vuery values
Vail Front Door Residences
Building #5
Unit #5B
(Z15:>6/q
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
User; KW-0606238, Ver5.8.0, 1-Dec-2003 Multi- S an Timber Beam Page 2
(c)1983-2003 ENERCALC Engineering Software 5b roof ecw Calculations
Description Bm #1 multi-span
Location
fti
0.00
0.00
0.00
Moment
in-k
0.0
-2.0
-1,289.2
Shear
k
0.0
-21.8
21.2
Deflection
in i
-0.0071
0.0000
0.0000
Vail Front Door Residences
Building #5
Unit #5B
eSB 15
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
sec KW-0606238, Ver 5.8.0, 1-Dec-2003
1983-2003 ENERCALC Engineering Software
Description Bm #2
General Timber Beam
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 8.75x22.5
Center Span
23.75 ft .....Lu 2.00 ft
Beam Width
8.750 in
Left Cantilever
6.50 ft .....Lu 2.50 ft
Beam Depth
22.500 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
GluLam
Douglas Fir, 24F - V8
Fb Base Allow
2,400.0 psi
Load Dur. Factor
1.000
Fv Allow
240.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
650.0 psi
E
1,700.0 ksi
Full Length Uniform Loads
Center
DL
#/ft
LL #/ft
Left Cantilever
DL
230.00 #/ft
LL 765.00 #/ft
Right Cantilever
DL
#/ft
LL #/ft
Trapezoidal Loads
#1 DL @ Left
165.00 #/ft
LL @ Left
550.00 #/ft
Start Loc
0.000 ft
DL @ Right
165.00 #/ft
LL @ Right
550.00 #/ft
End Loc
10.500 ft
#2 DL @ Left
220.00 #/ft
LL @ Left
725.00 #/ft
Start Loc
10.500 ft
DL @ Right
220.00 #/ft
LL @ Right
725.00 #/ft
End Loc.
23.750 ft
ummary
Beam Design OK
Span= 23.75ft, Left Cant= 6.50ft, Beam Width = 8.750
in x Depth = 22.5in, Ends are Pin-Pin
Max Stress Ratio
0.449 ; 1
Maximum Moment
58.1 k-ft
Maximum Shear *
1.5
15.7 k
Allowable
129.6 k-ft
Allowable
47.3 k
Max. Positive Moment
58.15 k-ft at
12.659 ft Shear:
@ Left
10.23 k
Max. Negative Moment
-4.86 k-ft at
0.000 ft
@ Right
10.48 k
Max @ Left Support
-21.02 k-ft
Camber:
•@ Left
0.072 in
Max @ Right Support
0.00 k-ft
@ Center
0.119in
@ Right
0.000 in
Max. M allow
129.58
Reactions...
fb 945.16 psi
fv 79.87 psi
Left DL 3.86 k
Max
16.69k
Fb 2,106.22 psi
Fv 240.00 psi
Right DL 2.28 k
Max
10.48 k
Deflections
Center Span... Dead Load
t otai Loao
uert t,anmever..,
vcau waU
J vtai LV-
Deflection -0.079 in
-0.411 in
Deflection
0.048 in
0.326 in
...Location 12.418 ft
12.056 ft
...Length/Deft
3,254.9
478.1
...Length/Defi 3,588.1
693.89
Right Cantilever...
Camber ( using 1.5 * D.L. DO )
Deflection
0.000 in
0.000 in
@ Center 0.119 in
...Length/Deft
0.0
0.0
@ Left 0.072 in
@ Right 0.000 in
Page 1
5b roof.ecmCalculations
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences
Dsgnr: Date
Description : Building #5, Unit #5B
P-56 160
Job # 5500.02
11:35AM, 11 JAN 06
Scope :
Hev: oauuua
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam
(c)1983-2003 ENERCALC Engineerina Software
Description Bm #2
Stress Calcs
Bending Analysis
Ck 21.584 Le 5.148 ft Sxx 738.281 in3 Area 196.875 in2
Cv 0.879 Rb 4.262 Cl 0.998
Max Moment
Sxx Req'd
Allowable fb
@ Center
58.15 k-ft
331.17 in3
2,107.05 psi
@ Left Support
21.02 k-ft
119.76 in3
2,106.22 psi
@ Right Support
0.00 k-ft
0.00 in3
2,110.26 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
15.34 k
15.73 k
Area Required
63.911 in2
65.522 in2
Fv: Allowable
240.00 psi
240.00 psi
Bearing @ Supports
Max. Left Reaction
16.69 k
Bearing Length Req'd
2.935 in
Max. Right Reaction
10.48 k
Bearing Length Req'd
1.843 in
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
-21.02 k-ft
10.23 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 It
-21.02 k-ft
10.23 k
0.0000 in
Page 2
51c roof.ecw:Calculations
Vail Front Door Residences
Building #5
Unit #5B
L25131-7
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
f,tl V. JOVVV4
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Page 1
(c)1983.2003ENERCALCEngineering Software Multi-Span Timber Beam
5b roof.ecw:Calculations
Description Bm #3
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Douglas Fir, 24F - V8 Fb . Basin Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi
Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000
Timber Member Information
Description
Span ft' 3.50 26.00 8.25
Timber Section 8.75x22.5 8.75x22.5 8.75x22.5
Beam Width
in
j
8.750
8.750
8.750
Beam Depth
in
22.500
22.500
22.500
End Fixity
Free - Pin
Pin - Pin
Pin - Free
Le: Unbraced Length
ft
3.50
2.00
8.25
Member Type
Sawn
Sawn
Sawn
Loads
Live Load Used This Span ?Y
Yes
Yes
Yes
Dead Load
#/ft
220.00
220.00
220.00
Live Load
#/ft!
725.00
725.00
725.00
Point #1 Dead Load
Ibs
2,300.00
Live Load
Ibs,
8,200.00
@ X
ft'
Results
Mmax @ Cntr
in-k
i 0.0
511.0
0.0
@ X =
ft
! 0.00
13.35
0.00
Max @ Left End
in k
0.0
-510.5
-385.9
Max @ Right End
in-k
-510.5
-385.9
0.0
fb : Actual
psi,
691.4
692.2
522.7
Fb : Allowable
psi
2,228.9
2,233.0
2,214.1
Bending OK
Bending OK
Bending OK
Shear @ Left
k
0.00
12.68
7.80
Shear @ Right
k
13.81
11.89
0.00
fv :Actual
psi
93.4
84.2
45.9
Fv : Allowable
Si p
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Reactions & Deflection
DL @ Left
k
0.00
6.00
4.60
LL @ Left
k
j 0.00
20.49
15.08
Total @ Left
kj
0.00
26.49
19,68
DL @ Right
k!
6.00
4.60
0.00
LL @ Right
k
20.49
15.08
0.00
Total @ Right
k
26.49
19.68
0.00
Max. Deflection
in
0.060
-0.302
0.161
@ X =
ft
0.00
13.35
8.25
Query Values
Location
ft
0.00
0.00
0.00
Moment
in-k
0.0
-510.5
-385.9
Shear
k
0.0
12.7
7.8
Deflection
in l
0.0598
0.0000
0.0000
tP_ l0
Title : Vail Front Door Residences
Job # 5500.02
Vail Front Door Residences
Dsgnr: Date:
11:35AM, 11 JAN 06
Building #5
Description : Building #5, Unit #5B
Unit #5B
Scope
Page 1
Few 580004
User: KW-0606238, ver5.8.0, 1-Dec-2003
Multi-Span Timber Beam
5b roof.ecw:Caiculations
(c)1983-2003 ENERCALC Engineering Software
y._
Description Bm #4
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
General Information
Douglas Fir, 24F - V8
Fb : Basic Allow
2,400.0 psi Elastic Modulus 1,700.0 ksi
i Load Duration Factor 1.000
Spans Considered Continuous Over Support
Fv : Basic Allow
240.0 ps
Timber Member Information
i
Description
Span f
3.50
20.25 5.50
8.25
Timber Section
8.
75x22.5
8.75x22.5 8.75x22.5
8.75x22.5
Beam Width in
8.750
8.750 8.750
8.750
Beam Depth in
22.500
22.500 22.500
22.500
End Fixity
ft
Free - Pin
50
3
Pin - Pin Pin - Pin
00 2.00
2
Pin - Free
8.25
Le: Unbraced Length
Member Type
.
Sawn
.
Sawn Sawn
Sawn
Loads
-
Live Load Used This Span ?
Dead Load
#/ft
Live Load
#/f
Dead Load
#/f
Live Load
#/ft
Start
ft
End
ft
Dead Load @ Left
#/ft
Dead Load @ Right
#/ft
Live Load @ Left
#/ft
Live Load @ Right
#/ft
Yes Yes Yes
310.00 310.00 310.00
1,025.00 1,025.00 1,025.00
3.500 20.250 5.500
Start ft~ End ft 3.500 20.250 5.500
Point #1 Dead Load Ibsl 4,900.00
Live Load Ibs 14,100.00
@ X ft;
Yes
310.00
1,025.00
4.500
195.00
195.00
650.00
650.00
4.500
8.250
Results
X
Mmax @ Cnti
ink
0.0
272.0
0.0
0.0
@ X =
ft
0.00
12.01
0.00
8.25
Max @ Left End
in-k1
0.0
-896.1
-263.1
-404.6
Max @ Right End
in-k~
-896.1
-263.1
-404.6
0.0
fb : Actual
psi j
1,213.8
1,213.8
548.0
548.0
Fb : Allowable
psi
2,228.9
2,233.0
2,233.0
2,214.1
Bending OK
Bending OK
Bending OK
Bending OK
Shear @ Left
k'
0.00
16.12
1.53
9.18
Shear @ Right
k
23.67
10.91
5.81
0.00
fv : Actual
psi 1
163.7
105.0
24.9
50.9
Fv : Allowable
psi1
240.0
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Shear OK
I
Reactions & Deflection
-
DL @ Left
k
0.00
9.85
2.65
3.59
LL @ Left
k,
0.00
29.95
9.78
11.40
Total @ Left
ki
0.00
39.79
12.44
14.99
DL @ Right
k
9.85
2.65
3.59
0.00
LL @ Right
k
29.95
9.78
11.40
0.00
Total @ Right
k
39.79
12.44
14.99
0.00
Max. Deflection
im
-0.085
-0.060
0.011
-0.140
@ X =
ft
i
0.00
12.15
2.86
8.25 Y
Values
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences
Dsgnr: Date
Description : Building #5, Unit #5B
Scope:
Multi-Span Timber Beam
580004
KW-0606238, Ver 5.8.0, 1-Dec-2003
33-2003 ENERCALC Engineering Software
Description Bm #4
Job # 5500.02
11:35AM, 11 JAN 06
Page 2
5b roof. ecw:Calculations
Location
ft
0.00
0.00
0.00
0.00
Moment
in-k
0.0
-896.1
-263.1
-404.6
Shear
k
0.0
16.1
1.5
9.2
Deflection
in
-0.0851
0.0000
0.0000
0.0000
95620
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
Rev: 580004 Page 1
User: KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Timber Beam
(c)1983.2003 ENERCALC Engineering Software 5b roof. ecw:Calculations
Description Bm #5
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi
Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000
Timber Member Information
Description
Span ft
Timber Section
Beam Width in
Beam Depth in
End Fixity
Le: Unbraced Length ft
Member Type
9.00 5.75 4.00
8.75x22.5 8.75x22.5 8.75x22.5
8.750
8.750
8.750
22.500
22.500
22.500
Pin - Pin
Pin - Pin
Pin - Free
2.00
2.00
4.00
Sawn
Sawn
Sawn
Loads
Live Load Used This Span ?
Yes
Yes
Yes
Dead Load #/ft
205.00
330.00
330.00
Live Load #/ft
675.00
1,100.00
1,100.00
Results
Mmax @ Cntr in-k
76.4
0.0
0.0
@ X = ft l
3.78
0.00
4.00
Max @ Left End in-k
0.0
-66.1
-137.3
Max @ Right End in-k
-66.1
-137.3
0.0
fb : Actual psi
103.5
185.9
185.9
Fb : Allowable psi
2,233.0
2,233.0
2,227.5
Bending,OK
Bending OK
Bending OK
Shear @ Left k
3.35
3.08
5.72
Shear @ Right k
4.57
5.14
0.00
fv : Actual psi
22.0
18.7
23.2
Fv : Allowable psi
240.0
240.0
240.0
Shear OK
Shear OK
Shear OK
Reactions & Deflection
DL @ Left k
_ 0.78
1.78
2.50
LL @ Left k
2.57
5.87
8.36
Total @ Left k
3.35
7.65
10.86
DL @ Right k;
1.78
2.50
0.00
LL @ Right k';
5.87
8.36
0.00
Total @ Right k!
7.65
10.86
0.00
Max. Deflection in!
-0.006
0.002
-0.013
@ X = ft
4.14
3.37
4.00
Query Values
Location m ft 0.00 0.00 0.00
Moment in-k 0.0 -66.1 -137.3
Shear k 3.3 3.1 5.7
Deflection in! 0.0000 0.0000 0.0000
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
r: KW-O6(
983.2003
Description
1-Dec-2003
ineering Software
Bm #6
General Information
Section Name 8.75x19.5
Beam Width
8.750 in
Beam Depth
19.500 in
Member Type
GluLam
Bm Wt. Added to Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000 pcf
Point Loads
Live Load
...distance
6,000.0 Ibs
20,500.0 Ibs
7.250 ft
Span= 14.50ft, Beam V\
Max Stress Ratio
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
General Timber Beam
rage i
5b roof.emCalculations
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Center Span
14.50 ft .....Lu 7.25 ft
Left Cantilever
ft .....Lu 0.00 ft
Right Cantilever
ft .....Lu 0.00 ft
Douglas Fir, 24F - V8
Fb Base Allow
2,400.0 psi
Fv Allow
240.0 psi
Fc Allow
650.0 psi
E
1,700.0 ksi
Ibs Ibs Ibs IDs iub
Ibs Ibs Ibs Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
'idth = 8.750in x Depth = 19.5in, Ends are Pin-Pin
0.940 : 1
97.2 k-ft Maximum Shear' 1.5
103.4 k-ft Allowable
97.15 k-ft at 7.250 ft Shear:
0.00 k-ft at 0.000 ft
Max @ Left Support 0.00 k ft Camber:
Max @ Right Support 0.00 k-ft
Max. M allow 103.36 Reactions...
fb 2,102.37 psi fv 119.13 psi Left DL 3.30 k
Fb 2,236.71 psi Fv 240.00 psi Right DL 3.30 k
Deflections
L ft Cantilever
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
20.3 k
41.0 k
13.55 k
13.55 k
0.000 in
0.114 in
0.000 i n
13.55 k
13.55 k
Center Span...
Dead Load
Total Load
321 in
-0
e
Deflection
0.000 in
0.000 in
Deflection
...Location
-0.076 in
7.250 ft
.
7.250 ft
...Length/Deft
0.0
0.0
...Length/Deft
2,285.6
542.21
Right Cantilever...
Camber ( using 1.5 *
D.L. Defl )
Deflection
in
0.000
0 in
0.0 0
0
@ Center
0.114 in
...Length/Deft
.0
0.
. .
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.584 Le
14.929 ft Sxx
Cv 0.937 Rb
6.756 Cl
Max Moment
@ Center
97.15 k-ft
@ Left Support
0.00 k-ft
@ Right Support
0.00 k-ft
Shear Analysis
@ Left Support
Design Shear
20.33 k
Area Required
84.692 in2
Fv: Allowable
240.00 psi
Bearing @ Supports
Max. Left Reaction
13.55 k
Max. Right Reaction
13.55 k
554.531 in3
0.995
Sxx Read
521.22 in3
0.00 in3
0.00 in3
@ Right Support
20.33 k
84.692 in2
240.00 psi
Bearing Length Req'd
Bearing Length Req'd
Area 170.625 in2
Allowable fb
2,236.71 psi
2,248.95 psi
2,248.95 psi
2.383 in
2.383 in
Vail Front Door Residences
Building #5
Unit #56
Rev: 580004
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #6
Roo
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope:
General Timber Beam
Page 2
5b roof. ecw:Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
13.55 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Vail Front Door Residences
Building #5
Unit #56
k55823
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #513
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #7
Steel Beam Design
Page 1
5b roof. ecw:Calculations
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 a
General Information
500ks1
.
Steel Section : W10X22
Fixed-Free
Load Duration Factor 1.00
Center Span
7.25 ft Bm Wt. Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant.
0.00 ft LL & S
T Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
7.25 ft
Note! Short Term Loads Are WIND Loads. ;
Distributed Loads
0; ZZ B"
#1
I ME::
#2 43
#4
#5 #6 #7
k/ft
DL 0.155
k/ft
LL 0.515
k/ft
ST
ft
Start Location
ft
End Location
Summary
Beam OK
Static Load Case Governs Stress
Using: W 10X22 section, Span = 7
.25ft, Fy = 50.Oksi
End Fixity = Fixed-Free, Lu = 7.25ft, LDF = 1.000
Actual
Allowable
Moment
18.188 k-ft
54.277 k-ft
Max. Deflection -0.121 in
fb : Bending Stress
9.407 ksi
28.074 ksi
Length/DL Defl 5,635.6 :1
fb / Flo
0.335 :1
Length/(DL+LL Defl) 1,441.7 :1
Shear
5.017 k
48.816 k
fv : Shear Stress
2.056 ksi
20.000 ksi
fv / Fv
0.103 : 1
Force A Stress Summary
« These columns are Dead + Live Load placed as noted »
DL
LL LL+ST
LL LL+ST
Maximum
Only
@ Center @ Center
@ Cants @ Cants
Max. M +
18.19 k-ft
k -ft
Max. M -
-4.65
-18.19
k ft
Max. M @ Left
k-ft
Max. M @ Right
Shear @ Left
5.02 k
1.28
5.02
k
k
Shear @ Right
k
Center Defl
-0.121 in
-0.031
-0.121
-0.121
0.000
0.000 in
.
Left Cant Defl
0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @
0.000 ft
0.000
0,000
0.000
0.000
0.000 in
Reaction @ Left
5.02
1.28
5.02
5.02
k-ft
k
k
Reaction @ Fit
Fa caldd per Eq. E2-2, K'L/r > Cc
I Beam, Major Axis, (102,000' Cb / FV)A.5 L/rT (510,000' CID / FV)A.5 , Fb per Eq. F1-6
1 Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af / 0 ` d)
959)5 ;LL~
Vail Front Door Residences
Building #5
Unit #5B
Description Bm #7
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #56
Scope :
Section Properties
W1OX22
Depth
10.170 in
Weight
22.04 #/ft
Web Thick
0.240 in
Ixx
118.000 in4
Width
5.750 in
lyy
11.400 in4
Flange Thick
0.360 in
Sxx
23.200 in3
Area
6.49 in2
Syy
3.970 in3
Rt
1.510 in
R-xx
4.270 in
R_yy
1.330 in
Values for LRFD Design....
J
0.240 in4
Zx
26.000 in3
Cw
275.00 in6
Zy
6.100 in3
K
0.660 in
K55 `L5
Vail Front Door Residences Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Building #5 Description : Building #5, Unit #5B
Unit #5B
Scope
Rev: 580004 Page 1
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam 5b roof.ecw:Calculations
(c)1983-2003 ENERCALC Engineering Software -
Description Bm #8
i General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 8.75x22.5
Beam Width
8.750 in
Beam Depth
22.500 in
Member Type
GluLam
Bm Wt. Added to Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000 pcf
Center Span
Left Cantilever
Right Cantilever
Douglas Fir, 24F - V8
Fb Base Allow
Fv Allow
Fc Allow
E
8.00 ft .....Lu 2.00 ft
ft .....Lu 0.00 ft
8.25 ft .....Lu 8.25 ft
2,400.0 psi
240.0 psi
650.0 psi
1.700.0 ksi
Full Length Uniform Loads
Center DL 115.00 #/ft LL 375.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Trapezoidal Loads
- -
#1 DL @ Left 4
115.00 #/ft
LL @ Left
375.00 #/ft
Start Loc
8.000 ft
000 ft
10
DL @ Right
115.00 #/ft
LL @ Right
375.00 #/ft
End Loc
.
#2 DL @ Left
210.00 #/ft
LL @ Left
700.00 #/ft
Start Loc
10.000 ft
250 ft
16
DL @ Right
210.00 #/ft
LL @ Right
700.00 #/ft
End Loc
.
Juu►n►a► y
Span= 8 OOft Right Cant= 8.
25ft, Beam Width = 8.750i
n x Depth = 22.5in, Ends are Pin-Pin
Max Stress Ratio
0.223 : 1
'
8 k-ft
-31
1.
Maximum Shear
Maximum Moment
.
6 k-ft
143
Allowable
Allowable
.
Max. Positive Moment
1.08 k-ft at
2.000 ft Shear:
Max. Negative Moment
-8.59 k-ft at
8.000 ft
Max @ Left Support
0.00 k-ft
Camber:
Max @ Right Support
-31.76 k-ft
Max. M allow
143.63
Reactions...
fb 516.18 psi
fv 53.54 psi
Left DL -0.42 k
Fb 2,334.60 psi
Fv 240.00 psi
Right DL 3.66 k
f I t'
Beam Design OK
10.5 k
47.3 k
@ Left
3.32 k
@ Right
7.03 k
@ Left
0.000in
@ Center
0.005 in
@ Right
0.056 in
Max
-1.82k
Max
5
13.18 k
De ec ions
Center Span...
Dead Load
Deflection
0.003 in
...Location
4.839 ft
...Length/Deft
29,166.0
Camber ( using 1.5' D.L. Defl )
@ Center
0.005 in
@ Left
0.000 in
@ Right
0.056 in
Total Load
Left Cantilever...
Dead Load
0.001 in
Deflection
0.000 in
6.000 ft
...Length/Deft
0.0
81,613.75
Right Cantilever...
Deflection
-0.037 in
...Length/Deft
5,301.4
0.000 in
0.0
-0.148 in
1,335.7
1-569v
Vail Front Door Residences
Building #5
Unit #5B
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #8
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
General Timber Beam
Page 2
5b roof.ecw:Calculations
Stress Calcs
Bending Analysis
Cl, 21.584 Le
16.988 ft Sxx
Cv 0.980 Rb
7.742 Cl
Max Moment
@ Center
8.59 k-ft
@ Left Support
0.00 k-ft
@ Right Support
31.76 k-ft
Shear Analysis
@ Left Support
Design Shear
. 4.98 k
Area Required
20.739 in2
Fv: Allowable
240.00 psi
Bearing @ Supports
Max. Left Reaction
-1.82 k
Max Right Reaction
13.18 k
738.281 in3
0.998
Sxx Read
43.86 in3
0.00 in3
163.23 in3
@ Right Support
10.54 k
43.919 in2
240.00 psi
Bearing Length Req'd
Bearing Length Req'd
Query Values
M, V, & D @ Specified Locations
Moment
@ Center Span Location = 0.00 ft
0.00 k-ft
@ Right Cant. Location = 0.00 ff.
0.00 k-ft
@ Left Cant. Location = 0.00 ft
0.00 k-ft
Area 196.875 in2
Allowable fb
2,348.84 psi
2,352.84 psi
2,334.60 psi
0.320 in
2.318 in
Shear
-1.82 k
-1.82 k
0.00 k
Deflection
0.0000 in
0.0000 in
0.0000 in
9562-7
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
mew om u4
User: KW-0606238, Ver5.8.0, 1-Dec-2003 Genera! Timber Beam
(0)1983.2003 ENERCALC Engineering Software
Description Bm #9
Page 1
5b roof.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 5.25x11.87
Center Span
4.50 ft .....Lu 4.50 ft
Beam Width
7.000 in
Left Cantilever
8.25ft .....Lu 8.25 ft
Beam Depth
11.875 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan,
Microl-am 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000pcf
E
1,900.0 ksi
Full Length Uniform Loads
Center DL
55.00 #/ft LL
175.00 #/ft
Left Cantilever DL
170.00 #/ft LL
560.00 #/ft
Right Cantilever DL
#/ft LL
#/ft
Trapezoidal Loads
#1 DL @ Left 115.00 #/ft
LL @ Left
375.00 #/ft
Start Loc
8.000 ft
DL @ Right 115.00 #/ft
LL @ Right
375.00 #/ft
End Loc
4.500 ft
#2 DL @ Left 210.00 #/ft
LL @ Left
700.00 #/ft
Start Loc
10.000 ft
DL @ Right 210.00 #/ft
LL @ Right
700.00 #/ft
End Loc.
4.500 ft
1 Summary
B
D
i
OK
-,r
eam
es
gn
Span= 4.50ft, Left Cant= 8.25ft, Beam Width = 7.000in x Depth =
11.875in, Ends are Pi
n-Pin
Max Stress Ratio
0.720 : 1
Maximum Moment
Allowable
Max. Positive Moment
Max. Negative Moment
Max @ Left Support .
Max @ Right Support
Max. M allow
fb 1,862.19 psi
Fb 2,584.66 psi
Deflections
-25.5 k-ft
Maximum Shear *
1.5
35.4 k-ft
Allowable
0.00 k-ft
at
4.500 ft
Shear:
@ Left
-6.47 k-ft
at
0.000 ft
@ Right
-25.53 k-ft
Camber:
@ Left
0.00 k-ft
@ Center
35.44
Reactions...
@ Right
fv
112.54 psi
Left DL
3.18 k
Max
Fv
285.00 psi
Right DL
-1.27 k
Max
Center Span...
Dead Load
Deflection
0.007 in
...Location
1.871 ft
Length/Dell
7,232.8
Camber ( using 1.5 * D.L. Defl )
@ Center
0.011 in
@ Left
0.261 in
@ Right
0.000 in
Total Load
0.007 in
1.820 ft
8,147.80
~v Deflection
...Length/Deft
Right Cantilever...
Deflection
...Length/Deft
9.4 k
23.7 k
6.24 k
5.50 k
0.261 in
0.011 in
0.000 in
12.43 k
-5.11 k
-0.174 in -0.697 in
1,137.1 284.0
0.000 in 0.000 in
0.0 0.0
815521
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
Rev: 580004 Page 2
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(61983.2003 ENERCALC Enaineerino Software 5b roof.ecw:Calculations
Description Bm #9
Stress Calcs
Bending Analysis
Ck 21.924 Le 16.327 ft Sxx 164.518 in3 Area 83.125 in2
Cf 1.000 Rb 6.892 CI 0.997
Max Moment
Sxx Req'd
Allowable fb
@ Center
6.47 k-ft
29.97 in3
2,591.67 psi
@ Left Support
25.53 k-ft
118.53 in3
2,584.66 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
9.35 k
8.26 k
Area Required
32.823 in2
28.970 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
12.43 k
Bearing Length Req'd
2.367 in
Max. Right Reaction
-5.11 k
Bearing Length Req'd
0.973 in
Query Values
~
M, V, & D @ Specified Lo
cations
Moment
Shear
Deflection
@ Center Span Location
= 0.00 ft
-25.53 k-ft
6.24 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
-25.53 k-ft
6.24 k
0.0000 in
Vail Front Door Residences
Building #5
Unit #5B
K502~
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1
(c)1983-2003 ENERCALC Engineering Software 5b roof ecwCalculations
Description Bm #10
General Information
Section Name 8.75x22.5
Beam Width
8.750 in
Beam Depth
22.500 in
Member Type
GluLam
Bm Wt. Added to Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000 pcf
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Center Span
15.75 ft .....Lu 2.00 ft
Left Cantilever
8.25 ft .....Lu 8.25 ft
Right Cantilever
3.75 ft .....Lu 3.75 ft
Douglas Fir, 24F - V8
Fb Base Allow
2,400.0 psi
Fv Allow
240.0 psi
Fc Allow
650.0 psi
E
1,700.0 ksi
Full Length Uniform Loads
~MHNIM
Center DL 160.00 #/ft LL 525.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL 220.00 #/ft LL 735.00 #/ft
Trapezoidal Loads
#1 DL @ Left
220.00 #/ft
LL @ Left
735.00 #/ft
Start Loc
-8.250 ft
DL @ Right
220.00 #/ft
LL @ Right
735.00 #/ft
End Loc
-3750 ft
#2 DL @ Left
160.00 #/ft
LL @ Left
525.00 #/ft
Start Loc
-3.750 ft
DL @ Right
m
160.00 #/ft
LL @ Right
525.00 #/ft
End Loc
0.000 ft
Summary
Beam Design OK
Span= 15.75ft, Left Can
t= 8.25ft, Right
Cant= 3.75ft, Beam
Width = 8.750in x Depth = 22.5in, Ends are Pi
n-Pin
Max Stress Ratio
0.244 : 1
Maximum Moment
-32.2 k-ft
Maximum Shear * 1.5
11.5 k
Allowable
134.3 k-ft
Allowable
47.3 k
Max. Positive Moment
17.56
k-ft at 8.430 ft Shear
: @ Left
7
70 k
Max. Negative Moment
-8.69
k-ft at 0.000 ft
@ Right
.
5.67 k
Max @ Left Support
-32.23
k-ft
Camber: @ Left
0
053in
Max @ Right Support
-7.05
k-ft
@ Center
.
0.004in
Max. M allow
134.30
Reactions...
@ Right
0.000in
fb 523.86 psi
fv
58.65 psi
Left DL 4.05 k
Max
14
96 k
Fb 2,182.95 psi
Fv
240.00 psi
Right DL 2.21 k
Max
.
9.43 k
De
flections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
0.002 in
-0.052 in
Deflection
-0.035 i
n -0
221 in
...Location
2.773 ft
8.097 ft
...Length/Defl
5,604.0
.
894
4
...Length/Deft
77,736.7
3,644.68
Right Cantilever...
.
Camber (using 1.5 * D.L.
Defl)
Deflection
-0.000 i
n -0
043 in
@ Center
0.004 in
...Length/Dell
369,263.1
.
2
117
4
@ Left
0.053 in
,
.
@ Right
0.000 in
Vail Front Door Residences
Building #5
Unit #5B
9569,`9
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
Rev: 580004
User: KW-0606238, Ver5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Bm #10
rdye G
5b roof.em Calculations
ZEMMMMOMMI
Stress Caics
Bending Analysis
Ck 21.584 Le
16.988 ft
Sxx 738.281 in3
Cv 0.916 Rb
7.742
Cl 0.998
Max Moment
Sxx Read
@ Center
17.56 k-ft
96.00 in3
@ Left Support
32.23 k-ft
177.17 in3
@ Right Support
7.05 k-ft
38.60 in3
Shear Analysis
@ Left Support
@ Right Support
Design Shear
11.55 k
8.50 k
Area Required
48.112 in2
35.418 in2
Fv: Allowable
240.00 psi
240.00 psi
Bearing @ Supports
Max. Left Reaction
14.96 k
Bearing Length Req'd
Max Right Reaction
9.43 k
Bearing Length Req'd
Area 196.875 in2
Allowable fb
2,195.25 psi
2,182.95 psi
2,192.03 psi
2.630 in
1.658 in
Query Values
ecified Locations
& D @ S
V
M
Moment
Shear
Deflection
p
,
,
@ Center Span Location = 0.00 ft
-32.23 k-ft
7.37 k
0.0000 in
@ Right Cant. Location = 0.00 ft
-32.23 k-ft
7.37 k
0.0000 in
0000 in
0
@ Left Cant. Location = 0.00 ft
-32.23 k-ft
7.37 k
.
General Timber Beam
95&30
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
User: KW-0606238, Ver 5.8.0,
(c)1983-2003 ENERCALC Engi
Description
1-Dec-2003 General Timber Beam
neering Software,
Bm #11
Page 1
5b roof.em Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. base allowaDles are user uCIII c~
s
Section Name 8.75x22.5
Center Span
19.33 ft .....Lu 2.00 ft
50 ft
4
Beam Width
8.750 in
Left Cantilever
.
4.50ft .....Lu
Lu 3.75 ft
75 ft
3
Beam Depth
22.500 in
Right Cantilever
.
Member Type
GluLam
Douglas Fir, 24F - V8
Added to Loads
Bm Wt
Fb Base Allow
2,400.0 psi
.
Load Dur. Factor
1.000
Fv Allow
240.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
650.0 psi
Wood Density
35.000 pcf
E
1,700.0 ksi
Full Length Uniform Loads
Center DL 110.00 #/ft LL 370.00 #/ft
Left Cantilever DL 207.00 #/ft LL 688.00 #/ft
Right Cantilever DL 207.00 #/ft LL 688.00 #/ft
ummary
Beam Design UK
_
Span= 19.33ft,'Left Cant= 4.50ft, Right Cant= 3.75ft, Beam Width = 8.750in x Depth = 22.5in
, Ends are Pin-Pin
Max Stress Ratio
0.175 : 1
Maximum Shear"
1.5
8.3 k
Maximum Moment
22.5 k-ft
1 k-ft
132
Allowable
47.3 k
Allowable
.
Max. Positive Moment
22.47 k-ft at
9.775 ft Shear:
@ Left
@ Right
5.50 k
5.31 k
Max. Negative Moment
-2.58 k-ft at
0.000 ft
Max @ Left Support
-9.55 k-ft
Camber:
@ Left
@ Center
0.018 in
0.034in
Max @ Right Support
-6.63 k-ft
@ Right
0.017in
Max. M allow
132.05
Reactions...
fb 365.21 psi
fv 4,1.93 psi
Left DL 2.71 k
Max
9.75 k
Fb 2,146.36 psi
Fv 240.00 psi
Right DL 2.44 k
Max
8.85 k
Deflections
MONOM
Center Span...
NNEE
Dead Load
Deflection
-0.023 in
...Location
9.775 ft
Len gth/ D of I
10, 252.3
Camber ( using 1.5' D.L. Defl )
@ Center
0.034 in
@ Left
0.018 in
@ Right
0.017 in
uldl LudU
~c. v...
-0.105 in
Deflection
9.665 ft
...Length/Deft
2,210.55
Right Cantilever...
Deflection
...Length/Deft
0.012 in
0.071 in
9,116.2
1,514.1
0.012 in
0.061 in
7,777.0
1,465.2
Stress Calcs
Bending Analysis
Ck 21.584 Le
Cv 0.898 Rb
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
9.266 ft
Sxx 738.281 in3
Area 196.875 in2
5.718
Cl 0.998
Max Moment
Sxx Read
Allowable fb
22.47 k-ft
125.36 in3
2,150.82 psi
9.55 k-ft
53.37 in3
2,146.36 psi
6.63 k-ft
37.04 in3
2,147.73 psi
@ Left Support
@ Right Support
8.25 k
7.97 k
34.393 in2
33.195 in2
240.00 psi
240.00 psi
9.75 k
Bearing Length Req'd
1.714 in
8.85 k
Bearing Length Req'd
1.555 in
P-563)
Vail Front Door Residences
Title : Vail Front Door Residences
Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Building #5
9
Description : Building #5, Unit #5B
Unit #5B
Scope
Rev: 580004
User: KW-0606238, Ver5.8.0, 1-Dec-2003
General Timber Beam
Page 2
5b roof.ecw:Calculations
(c)1983.2003 ENERCALC Engineering Software
r r
Description Bm #11
Query Values
y M, V, & D @ Specified Locations
Moment Shear
Deflection
@ Center Span Location =
0.00 ft
-9.55 k-ft 5.25 k
0.0000 in
@ Right Cant. Location =
0.00 ft
-9.55 k-ft 5.25 k
0.0000 in
@ Left Cant. Location =
0.00 ft
-9.55 k-ft 5.25 k
0.0000 in
Vail Front Door Residences
Building #5
Unit #5B
p5t$32
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
Rev: 580004
User: KW-0606238,
(c)1983-2003 ENER
Description
Ver 5.8.0, 1-Dec-2003
CAC Engineering Software
Bm #12 & 12.1
General Timber Beam
General Information
Code Ref: 1
997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam: 3. m
Center Span 3.67 ft .....Lu 2.00 ft
00 ft
3
Beam Width
3.500 in
.
Left Cantilever 3.00ft .....Lu
00 ft
Lu 0
ft
Beam Depth
11.875 in
.
Right Cantilever
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Added to Loads
Bm Wt
Fb Base Allow 2,600.0 psi
.
Factor
Load Dur
1.000
Fv Allow 285.0 psi
.
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000pcf
E 1,900.0ksi
Point Loads
_
Dead Load 1,000.0 Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
Ib
Ibs Ibs
Ibs Ibs
Live Load 2,600.0 Ibs
lbs
000 ft
0
Ibs
000 ft
0
s
0.000 ft 0.000 ft
0.000 ft 0.000 ft
...distance -3.000 ft
.
.
Summary
Beam Design OK
Span= 3.67f , Left Cant= 3
.00ft, Beam Width = 3.500in x De
pth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0
.614 ; 1
Maximum Shear * 1.5
5.4 k
Maximum Moment
10.8 k-ft
7 k-ft
17
Allowable
11.8 k
Allowable
.
Max. Positive Moment
0.00 k-ft
at 0.00
0 ft Shear:
@ Left
@ Right
3.63 k
2.94 k
Max. Negative Moment
-3.05 k-ft
at 0.000 ft
Max @ Left Support
-10.85 k-ft
Camber:
@ Left
@ Center
0.056 in
0.007in
Max @ Right Support
0.00 k-ft
@ Right
O.000in
Max. M allow
17.65
Reactions...
582.14 psi
fb 1
fv
131.01 psi
Left DL 1.88 k
Max
6.60k
,
Fb 2,575.47 psi
Fv
285.00 psi
Right DL -0.81 k
Max
-2.94 k
Deflections
Center Span... Dead Load
Total Load
Left Cantilever... u Dead Load
i
7 otal Load
134 in
-0
Deflection
0.005 in
0.005 in
542 ft
1
Deflection
Length/Deft
n
-0.037
1,925.0
.
539.0
...Location
1.542 ft
.
...Length/Deft
9,068.0
9,067.96
Right Cantilever...
Camber ( using 1.5 ` D.L. Defl )
Deflection
0.000 in
0.000 in
@ Center
0.007 in
...Length/Deft
0.0
0.0
@ Left
0.056 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 21.924 Le
Cf 1.000 Rb
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
6.178 ft
8.479
Max Moment
3.05 k-ft
10.85 k-ft
0.00 k-ft
@ Left Support
5.45 k
19.105 in2
285.00 psi
6.60 k
-2.94 k
Sxx 82.259 in3
Cl 0.994
Sxx Read
14.14 in3
50.53 in3
0.00 in3
@ Right Support
4.40 k
15.456 in2
285.00 psi
rage
5b roofiecw: Calculations
Area 41.563 in2
Allowable fb
2,584.51 psi
2,575.47 psi
2,600.00 psi
Bearing Length Req'd 2.516 in
Bearing Length Req'd 1.119 in
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences
Dsgnr: Date
Description : Building #5, Unit #5B
Scope :
V-5t333
Job # 5500.02
11:35AM, 11 JAN 06
User: KW-0606238, Ver 5.8.0,
(c)1983-2003 ENERCALC En(
neering Software
Bm #12 & 12.1
General Timber Beam
Page 2
5b roof. acw:Calculations
Description
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
-10.85 k-ft
2.97 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
-10.85k-ft
2.97 k
0.0000 in
95(331-t
Vail Front Door Residences Title : Vail Front Door Residences Job # 5500.02
Building #5 Dsgnr: Date: 11:35AM, 11 JAN 06
Unit #5B Description : Building #5, Unit #5B
Scope :
Rev: 580004
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1
(c)1983-2003 ENERCALC Engineering Software 5b roof.ecw:Calculations
Description Bm #13
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Micro
Lam: 3.5x11.875
Center Span
19.33 ft .....Lu 2.00 ft
Beam Width
3.500 in
Left Cantilever
4.50ft .....Lu 4.50 ft
Beam Depth
11.875 in
Right Cantilever
3.75 ft .....Lu 3.75 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow
2,600.0 psi
Load Dur. Factor
1.000
Fv Allow
285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow
750.0 psi
Wood Density
35.000 pcf
E
1,900.0 ksi
Full Length Uniform Loads
Center DL 30.00 #/ft LL 100.00 #/ft
Left Cantilever DL 105.00 #/ft LL 335.00 #/ft
Right Cantilever DL 105.00 #/ft LL 335.00 #/ft
Beam Design OK
Span= 19.33ft, Left Cant= 4.50ft, Right Cant= 3.75ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.317 : 1
Maximum Moment
5.6 k-ft
Maximum Shear *
1.5
3.0 k
Allowable
17.5 k-ft
Allowable
11.8 k
Max. Positive Moment
5.56 k-ft
at
9.775 ft Shear:
@ Left
1.97 k
Max. Negative Moment
-1.17 k-ft
at
0.000 ft
@ Right
1.64 k
Max @ Left Support
-4.56 k-ft
Camber:
@ Left
0.008 in
Max @ Right Support
-3.16 k-ft
@ Center
0.075in
Max. M allow
17.55
Reactions...
@ Right
0.024in
fb 810.72 psi
fv
71.27 psi
Left DL 0.92 k
Max
3.57 k
Fb 2,559.90 psi
Fv
285.00 psi
Right DL 0.80 k
Max
3.15 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.050 in
-0.388 in
Deflection
0.005 in
-0.268 in
...Location
9.994 ft
9.665 ft
...Length/Deft
21,556.3
403.4
...Length/Deft
4,643.3
597.28
Right Cantilever...
Camber ( using 1.5
D.L. Defl )
Deflection
0.016 in
0.222 in
@ Center
0.075 in
...Length/Deft
5,743.9
406.1
@ Left
0.008 in
@ Right
0.024 in
Stress Caics
Bending Analysis
Ck 21.924
Le 9.266 ft
Sxx
82.259 in3 Area
41.563 in2
Cf 1.000
Rb 10.384
CI
0.994
Max Moment
Sxx Redd
Allowable fb
@ Center
5.56 k-ft
25.80 in3
2,584.51 psi
@ Left Support
4.56 k-ft
21.36 in3
2,559.90 psi
@ Right Support
3.16 k-ft
14.79 in3
2,568.01 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.96 k
2.46 k
Area Required
10.394 in2
8.614 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
3.57 k
Bearing Length Req'd
1.361 in
Max. Right Reaction
3.15 k
Bearing Length Req'd
1.198 in
Vail Front Door Residences
Building #5
Unit #5B
P15635
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
KW-0606238, Ver 5.8.0, 1-Dec-2003
M-2003 ENERCALC Enaineerina Software
Description Bm #13
Query Values
M, V, & D @ Specified Locations
@ Center Span Location =
@ Right Cant. Location =
@ Left Cant. Location =
General Timber Beam
Moment
0.00 ft -4.56 k-ft
0.00 ft -4.56 k-ft
0.00 ft -4.56 k-ft
Page 2
5b roof.ecw:Calculations
Shear
Deflection
1.43 k
0.0000 in
1.43 k
0.0000 in
1.43 k
0.0000 in
Ow
Vail Front Door Residences Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Building #5 Description : Building #5, Unit #5B
Unit #5B
Scope :
Rev: 580004 Page 1
User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam 5b roof.ecw:Calculations
(c)1983-2003 ENERCALC Engineering Software
Description Bm #14
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
MicroLam: 5.25x11.87
Beam Width
5.250 in
Beam Depth
11.875 in
Member Type
Manuf/So.Pine
Bm Wt. Added to
Loads
Load Dur. Factor
1.000
Beam End Fixity
Pin-Pin
Wood Density
35.000pcf
Point Loads
Center Span
10.33 ft .....Lu
Left Cantilever
ft .....Lu
Right Cantilever
ft ...Lu
Truss Joist - MacMillan, MicroLam 1.9 E
Fb Base Allow
2,600.0 psi
Fv Allow
285.0 psi
Fc Allow
750.0 psi
E
1,900.0 ksi
vcau ~vu..
Live Load 7,300.0 Ibs Ibs Ibs Ibs
...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft
Summary
ySpan=~10.33ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
M Stress Ratio 0.809 ; 1
2.00 ft
0.00 ft
0.00 ft
Ibs IDs lull
Ibs Ibs Ibs
0.000 ft 0.000 ft 0:000 ft
CLA
Maximum Moment 21.6 k-ft Maximum Shear * 1.5
Allowable 26.7 k-ft Allowable
k ft at 6 983 ft Shear:
Max. Positive Moment
Max. Negative Moment
21.56 -
0.00 k-ft at
10.330 ft
Max @ Left Support
0.00 k-ft
Max @ Right Support
0.00 k-ft
Max. M allow
26.67
Reactions...
fb 2,097.02 psi
fv 156.77 psi
Left DL
Fb 2,593.50 psi
Fv 285.00 psi
Right DL
Camber:
0.79 k
1.57 k
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
Beam Design OK
9.8 k
17.8 k
3.14k
6.52 k
0.000 in
0.083 i n
0.000 in
3.14k
6.52 k
Deflections
Center Span...
Dead Load
Deflection
-0.056 in
...Location
5.620 ft
...Length/Deft
2,230.8
Camber ( using 1.5 * D.L. DO )
@ Center
0.083 in
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Total Load
Left Cantilever...
-0.231 in
Deflection
5.620 ft
...Length/Deft
537.13
Right Cantilever...
Deflection
...Length/Deft
Ck 21.924 Le 4.118 ft
Cf 1.000 Rb 4.615
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
Max Moment
21.56 k-ft
0.00 k-ft
0.00 k-ft
@ Left Support
4.71 k
16.530 in2
285.00 psi
3.14 k
6.52 k
Sxx 123.389 in3
Cl 0.997
Sxx Reo'd
99.77 in3
0.00 in3
0.00 in3
@ Right Support
9.77 k
34.294 in2
285.00 psi
Bearing Length Req'd
Bearing Length Req'd
i Load
Total Load
0.000 in
0.000 in
0.0
0.0
0.000 in
0.000 in
0.0
0.0
Area 62.344 in2
Allowable fb
2,593.50 psi
2,600.00 psi
2,600.00 psi
0.798 in
1.655 in
Vail Front Door Residences
Building #5
Unit #5B
A~~63-7
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #56
Scope :
f
User: KW-0606238, Very-8.0, 1-Dec-2003 General Timber Beam Page 2
(c)1"ev:9634003""
ENERCALC Encineerinc Software 5b roof. ecw:Calculations
Description Bm #14
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
3.14 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Q Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Vail Front Door Residences
Building #5
Unit #5B
Steel Beam Design
Scope :
User: KW-0606238, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software
Description Hdr #1
Page 1
5b roof.ecw:Calculations
General Information
Steel Section : W10X22
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #513
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Pinned-Pinned
Fy 50.OOksi
Load Duration Factor 1.00
Center Span
4.50 ft Bm Wt. Added to Loads
Elastic Modulus 29,000.0 kst
Left Cant.
0.00 ft LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
4.50 ft
Point Loads
Note! Short Term Loads Are WIND Loads.
#1
#2 #3 #4
#5 46 #7
Dead Load 4.600
k
Live Load 15.100
k
Short Term
k
Location 2.250
ft
>ummary
Beam OK
Static Load Case Governs Stress
Using: W1 OX22 section, Span = 4.50ft, Fy = 50.Oksi
End Fixity = Pinned-Pinned, Lu = 4.50ft, LDF = 1.000
Actual
Allowable
Moment 22.218 k-ft
63.800 k-ft
Max. Deflection
-0.019 in
fb : Bending Stress 11.492 ksi
33.000 ksi
Length/DL Def!
12,082.8: 1
fb J Fb 0.348:1
Length/(DL+LL Defl)
2,850.4: 1
Shear 9.900 k
48.816 k
fv : Shear Stress 4.056 ksi
20.000 ksi
fv / Fv 0.203 : 1
Force & Stress Summary
<<-- These columns are Dead + Live Load placed as noted »
DL
LL LL+ST LL
LL+ST
Maximum
Only
@ Center @ Center @ Cants
@ Cants
Max. M +
22.22 k-ft
5.23
22.22
k-ft
Max. M -
k-ft
Max. M @ Left
k-ft
Max. M @ Right
k-ft
Shear @ Left
9.90 k
2.35
9.90
k
Shear @ Right
9.90 k
2.35
9.90
k
Center Defl.
-0.019 in
-0.004
-0.019
Left Cant DO
0.000in
0.000
0.000
Right Cant Def]
0.000 in
0.000
0.000
...Query DO @
0.000 ft
0.000
0.000
-0.019
0.000
0.000
0.000
0.000 0.000 in
0.000 0.000 in
0.000 0.000 in
0.000 0.000 in
Reaction @ Left 9.90 2.35 9.90 9.90 k
Reaction @ Rt 9.90 2.35 9.90 9.90 k
Fa calc'd per Eq. E2-1, K'L/r < Cc
I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy
Section Properties W1OX22
Depth
Web Thick
Width
Flange Thick
Area
Rt
Values for LRFD Design....
J
Cw
10.170 in
0.240 in
5.750 in
0.360 in
6.49 in2
1.510 in
0.240 in4
275.00 in6
Weight
Ixx
lyy
Sxx
Syy
R-xx
R-yy
Zx
Zy
K
22.04 #/ft
118.000 in4
11.400 in4
23.200 in3
3.970 in3
4.270 in
1.330 in
26.000 in3
6.100 in3
0.660 in
I`<-5731
Vail Front Door Residences
Title : Vail Front Door Residences Job # 5500.02
11 JAN 06
Date: 11:35AM
,
Dsgnr:
Building #5
Description : Building #5, Unit #5B
Unit #5B
Scope
Rev: 580004
User: KW-0606238, ver 5.8.0, 1-Dec-2003
Page 1
General Timber Beam 5b roof ecw:Calculations
(c)1983-2003 ENERCALC Engineering Software
Description Hdr #2
2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
de Ref: 1997/2001 NDS
C
General Information
,
o
Section Name MicroLam: 5.25x11.87
Center Span
3.25 ft .....Lu 1.75 ft
Lu 0.00 ft
ft
Beam Width
5.250 in
Left Cantilever
Lu 0.00 ft
ft
Beam Depth
11.875 in
Right Cantilever
Truss Joist - MacMilla
MicroLam 1.9 E
n
Member Type
Added to Loads
Bm Wt
Manuf/So.Pine
,
Fb Base Allow 2,600.0 psi
.
Load Dur. Factor
1.000
Fv Allow
285.0 psi
0 psi
750
Beam End Fixity
Pin-Pin
Fc Allow
E
.
900.0 ksi
1
Wood Density
35.000 pcf
,
Live Loady 12,800.0 Ibs Ibs Ibs Ibs
...distance 1.750 ft 0.000 ft 0.000 ft 0.000 ft
Summary
Span= 3.25ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin Pin
M Q+' ss Ratio 0.761 : 1
Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft
Beam Design OK
ax e
Maximum Moment 13.5 k-ft Maximum Shear * 1.5
Allowable 26.7 k-ft Allowable
k ft t 1 755 ft Shear:
Max. Positive Moment
Max. Negative Moment
13.46 - a
0.00 k-ft at
0.000 ft
Max @ Left Support
0.00 k-ft
Max @ Right Support
0.00 k-ft
Max. M allow
26.68
Reactions...
fb 1,309.36 psi
fv 216.95 psi
Left DL
Fb 2,594.34 psi
Fv 285.00 psi
Right DL
Camber:
1.82 k
2.12 k
@ Left
@ Right
@ Left
@ Center
@ Right
Max
Max
13.5 k
17.8 k
7.73 k
9.02 k
0.000 in
0.005 in
0.000 in
7.73 k
9.02 k
L
Deflections
Center Span...
Dead Load
Total Load
Deflection
-0.003 in
-0.015 in
...Location
1.664 ft
1.664 ft
...Length/Deft
11,263.3
2,646.34
Camber ( using 1.5 * D.L. Defl )
@ Center
0.005 in
@ Left
0.000 in
@ Right
0.000 in
Left Cantilever...
Dead Load
Total Load
Deflection
0.000 in
0.000 in
...Length/Deft
0.0
0.0
Right Cantilever...
Deflection
0.000 in
0.000 in
...Length/Deft
0.0
0.0
Stress Calcs
z
Bending Analysis
Ck 21.924 Le
3.604 ft
Sxx 123.389 in3
Area 62.344 1n2
Cf 1.000 Rb
4.317
Max Moment
Cl 0.998
Sxx Redd
Allowable fb
@ Center
13.46 k-ft
62.27 in3
2,594.34 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
@ Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
11.60 k
13.53 k
Area Required
40.696 in2
47.458 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
73 k
7
Bearing Length Req'd
1.964 in
Max. Left Reaction
Max. Right Reaction
.
9.02 k
Bearing Length Req'd
2.290 in
P-JI Ltv
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
Hew 560004 Page 2 56
User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam
(c179A3-9003 FNFRCALC Fnninaarinn Snftware 5b roof.emCalculations
Description Hdr #2
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k.-ft
7.73 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Nt,V15''$1
Vail Front Door Residences
Building #5
Unit #5B
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
General Timber Beam
Description Hdr #3
Page 1
5b roof.ecw:Calculations
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name MicroLam:5.25x11.87
-,._r_. -
Center Span 3.50 ft .....Lu 3.50 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, MicroLam 1.9 E
Bm Wt. Added to Loads
Fb Base Allow 2,600.0 psi
Load Dur. Factor
1.000
Fv Allow 285.0 psi
Beam End Fixity
Pin-Pin
Fc Allow 750.0 psi
Wood Density
35.000 pcf
E 1,900.0 ksi
Point Loads
Dead Load 4,000.0 Ibs
Ibs
Ibs Ibs
Ibs
Ibs los
Live Load 11,000.0 lbs
Ibs
Ibs Ibs
Ibs
Ibs Ibs
...distance 1.750 ft
0.000 ft
0.000 ft 0.000 ft 0.000
ft 0.000 ft 0.000 ft
Summary
Beam Design OK
Span= 3.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin
Max Stress Ratio
0.635 : 1
Maximum Moment
13.1 k-ft Maximum Shear
1.5
11.3 k
Allowable
26.6 k-ft Allowable
17.8 k
Max. Positive Moment
13.15 k-ft
at 1.750 ft _ Shear:
@ Left
7.53 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
7.53 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.007in
@ Right
0.000in
Max. M allow
26.61
Reactions...
fb 1,278.71 psi
fv
181.09 psi Left DL 2.03 k
Max
7.53 k
Fb 2,588.23 psi
Fv
285.00 psi Right DL 2.03 k
Max
7.53 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever.,.
Dead Load
Total Load
Deflection
-0.004 in
-0.017 in
Deflection
0.000 in
0.000 in
...Location
1.750 ft
1.750 ft
...Length/Deft
0.0
0.0
...Length/Deft
9,391.6
2,519.60
Right Cantilever...
Camber ( using 1.5 * D.L. DO
Deflection
0.000 in
0.000 in
@ Center
0.007 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
~
Bending Analysis
Ck 21.924
Le 7.207 ft
Sxx
123.389 in3 Area
62.344 in2
Cf 1.000
Rb 6.105
Cl
0.995
Max Moment
Sxx Req'd
Allowable fb
@ Center
13.15 k-ft
60.96 in3
2,588.23 psi
@ Left Support
0.00 k-ft
0.00 in3
2,600.00 psi
Q Right Support
0.00 k-ft
0.00 in3
2,600.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
11.29 k
11.29 k
Area Required
39.613 in2
39.613 in2
Fv: Allowable
285.00 psi
285.00 psi
Bearing @ Supports
Max. Left Reaction
7.53 k
Bearing Length Req'd
1.911 in
Max. Right Reaction
7.53 k
Bearing Length Req'd
1.911 in
Vail Front Door Residences
Building #5
Unit #5B
User: KW-0606238, Ver5.8.0, 1-Dec-200:
(c)1983-2003 ENERCALC Engineering Sc
Description Hdr #3
III--l"PO 7~
Title : Vail Front Door Residences Job # 5500.02
Dsgnr: Date: 11:35AM, 11 JAN 06
Description : Building #5, Unit #5B
Scope :
General Timber Beam Page 2
5b roof. ecw:Calculations
uuery values
-
M, V, & D @ Specified Locations
. n. _
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
7.53 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
The Chalets at the Lodge at Vail
Building E
(M & N #5500.02)
Building #6 Calculations
See Building #2 for Calculations of Building #6