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Structural Calculations
RAMS-HORN LODGE REMODEL
LOT A, BLOCK 3, VAIL VILLAGE FILING 5
VAIL, COLORADO
10/14/2009
T. Boyle Engineering, lnc.
�650 Fallridge Road, Unit C-2
Vail, Colorado 81657
970/476-2170
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O143 e. meadow drive suiTe 390
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�143 e. meadow drive suite 390
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vail, colorado 81657
970/476-2170
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D 143 e. meadow drive suite 390
Ocrossroads shopping center
vail, colorado 81657
9701476-2170
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D143 e. meadow drive suite 390
�crossroads shopping cenfer
vail, colorado 81657
970/476-2170
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Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:03 PM
Proiect: ELLIS REMODEL - Location: F- 1
Summary:
A992-50 W 12x14 x 7.5 FT
Section Adequate By: 618.0% Controlling Factor: Moment
Center Span Deflections:
Dead Load:
Live Load:
Totai Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam onlv, suppo�t capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Properties for: W 12x14/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66'Fy:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinp Web Heiqht to Thickness Ratio for Fv=.4"Fy:
Critical Web Stress Ratio:
Shear Bucklinq Coefficient:
Allowable Shear Stress:
Design Requirements Comparison:
Controtlinq Moment:
6.0 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
7.5 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Ine�tia (Deflection): Ireq=
1=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-6=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
U
U
wL-2=
wD-2=
BSW=
wT-2=
0.00 I N
0.01 IN = U7511
0.02 I N = U5461
700 LB
293 LB
993 LB
0.53 I N
2800 LB
1015 LB
3815 LB
0.53 IN
7.5 FT
1.33 FT
7.5 FT
480
360
0 PLF
0 PLF
14 PLF
14 PLF
PL1-2= 3500 LB
PD1-2= 1203 LB
X1-2= 6.0 FT
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
W BR=
AW B R=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Cv=
kv=
Fv=
M=
50
29000
11.90
0.20
3.97
0.23
0.53
88.60
14.90
0.96
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
IN
8.82
9.19
59.50
90.51
1.33 FT
2.5 FT
33.0 KSI
57.25
53.74
0.0
5.34
18.76 KSI
5707 FT-LB
40975 FT-LB
3815 LB
42971 LB
5.84 IN4
88.60 IN4
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:06 PM
Project: ELLIS REMODEL - Location: F- 2
Summary:
A992-50 W 12x35 x 21.0 FT
Section Adequate By� 17 8% Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Point Load 2
Live Load:
Dead Load:
Location (From left end of span):
Point Load 3
Live Load:
Dead Load:
Location (From left end of span):
Point Load 4
Live Load:
Dead Load:
Location (From left end of span):
Properties for: W 12x35/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowabie Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinp Unbraced Lenqth for Fb=.66*Fy:
Allowable Bendinp Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
U
L/
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PD1-2=
X1-2=
PL2-2=
PD2-2=
X2-2=
PL3-2=
PD3-2=
X3-2=
PL4-2=
PD4-2=
X4-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
WBR=
AW BR=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Fv=
0.37 IN
0.23 IN = L/1102
0.59 I N = L/424
3820 LB
6619 LB
10439 LB
0.82 IN
4830 LB
7526 LB
12356 LB
0.82 IN
21.0 FT
1.33 FT
21.0 FT
480
360
250 PLF
500 PLF
35 PLF
785 PLF
200 LB
107 LB
5.0 FT
1000 LB
951 LB
9.0 FT
200 LB
90 LB
11.5 FT
2000
1762
17.0
50
29000
12.50
0.30
6.56
0.52
0.82
285.00
45.60
1.75
6.31
9.19
41.67
90.51
1.33
5.88
33.0
38.2
53.74
20.0
LB
LB
FT
KSI
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
FT
FT
KSI
KSI
M= 61722 FT-LB
10.5 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr= 125400 FT-LB
Controllinq Shear: V= 12356 LB
21.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
By: Tim
Project: ELLIS REMODEL - Location: F-
Nominal Shear Strenpth:
Moment of Inertia (Deflection):
Paqe: 3
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:06 PM
2
Vr=
Ireq=
1=
75000 LB
241.91 IN4
285.00 IN4
Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:10 PM
Prolect� ELLIS REMODEL - Location: F- 3
Summary:
A992-50 W 12x14 x 14.5 FT
Section Adequate By: 45.1 °/a Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenpth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From teft end of span):
Properties for: W 12x14/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66"Fy:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4'Fy:
Critical Web Stress Ratio:
Shear Bucklinq Coefficient:
Aliowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
6.67 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At left support of span 3(Riqht Span)
Critical shear created by combining afl dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
B L-A=
LL-Rxn-B=
DL-Rxn-6=
TL-Rxn-B=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
L/
L/
wL-2=
wD-2=
BSW=
wT-2=
0.22 I N
0.11 IN = U1518
0.33 I N = U522
2066 LB
4037 LB
6103 LB
0.53 IN
1897 LB
3916 LB
5813 LB
0.53 IN
14.5 FT
1.33 FT
14.5 FT
480
360
225 PLF
500 PLF
14 PLF
739 PLF
PL1-2= 700 LB
PD1-2= 500 LB
X1-2= 5.5 FT
Fy=
E_
d=
tw=
bf=
tf=
k=
I x=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Cv=
kv=
Fv=
M=
50
29000
11.90
0.20
3.97
0.23
0.53
88.60
14.90
0.96
KSI
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
8.82
9.19
59.50
90.51
1.33 FT
2.5 FT
33.0 KSI
57.25
53.74
0.0
5.34
18.76 KSI
22862 FT-LB
40975 FT-LB
6103 LB
42971 LB
61.07 IN4
88.60 IN4
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
BV: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:11 PM
Prolect: ELLIS REMODEL - Location: L- 1
Summary:
A36 C4x4.5 x 3.5 FT
Section Adequate By: 902.9% Controlling Factor: Moment
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Defiect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: C4x4.5/A36
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Fianpe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
F�anqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenpth:
Limitinq Unbraced Lenqth for Fb=.6`Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable Bendinp Stress:
Web Heiqht to Thickness Ratio:
Limitinp Web Heiqht to Thickness Ratio for Fv=.4`Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
B L-A=
LL-Rxn-6=
DL-Rxn-6=
TL-Rxn-B=
BL-6=
L2=
Lu2-Top=
Lu2-Bottom=
L/
L/
wL-2=
wD-2=
BSW=
wT-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
FBR=
AFBR=
WBR=
AW BR=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Limit=
Fv=
fuH
1.75 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
3.5 Ft from left support of span 3(Ripht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
0.00 1 N
0.00 IN = L/10535
0.01 I N = L/6139
219 LB
157 LB
375 LB
0.75 I N
219 LB
157 LB
375 LB
0.75 IN
3.5 FT
0.0 FT
3.5 FT
480
360
125 PLF
85 PLF
5 PLF
215 PLF
36
29000
4.00
0.13
1.58
0.30
0.75
3.65
1.83
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
2.67
10.83
32.00
106.67
0.0 FT
5.41 FT
1.0
21.6 KSI
27.26
63.33
14.4 KSI
328 FT-LB
3294 FT-LB
375 LB
7200 LB
0.21 tN4
3.65 IN4
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:12 PM
Prolect: ELLIS REMODEL - Location: L- 2
Summary:
A36 C4x4.5 x 9.0 FT
Section Adequate By: 50.2°/a Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam onlv, support capacity not checked):
Center Span Ripht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Ripht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: C4x4.5/A36
Yield Stress:
Modulus of Elasticity:
Deqth:
Web Thickness:
Flanqe Width:
Fianqe Thickness:
Distance to Web Toe of Fiilet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
Flanpe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinp Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.6'Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4"Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
5.58 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-6=
TL-Rxn-6=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
U
U
wL-2=
wD-2=
BSW=
wT-2=
0.09 I N
0.11 IN = U1007
0.20 I N = U541
292 LB
249 LB
541 LB
0.75 IN
307 LB
268 LB
574 LB
0.75 IN
9.0
0.0
9.0
480
360
FT
FT
FT
PLF
PLF
PLF
PLF
PL1-2= 200 LB
PD1-2= 176 LB
X1-2= 6.0 FT
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Ripht-1-2=
TRD-Right-l-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-Riqht-2-2=
TRD-Right-2-2=
A-2-2=
B-2-2=
C-2-2=
Fy=
E_
d=
tw=
bf=
tF=
k=
Ix=
Sx=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Limit=
Fv=
and live foads on span(s) 2
M=
53
40
53
40
0.0
6.0
6.0
27
20
27
20
6.0
9.0
3.0
36
29000
4.00
0.13
1.58
0.30
0.75
3.65
1.83
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
2.67
10.83
32.00
106.67
0.0 FT
5.41 FT
1.0
21.6 KSI
27.26
63.33
14.4 KSI
1501 FT-LB
Pape: 7
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:12 PM
Project: ELLIS REMODEL - Location: L- 2
Nominal Moment Strength: Mr= 3294 FT-LB
Controllinq Shear: V= 574 LB
9.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenpth: Vr= 7200 LB
Moment of Inertia (Deflection): Ireq= 2.43 IN4
1= 3.65 IN4
Multi-Loaded Beam( AISC 9th Ed ASD 1 Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:14 PM
Proiect: ELLIS REMODEL - Location: L- 3
Summary:
A36 C4x4.5 x 7.0 FT
Section Adequate By: 25.2% Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: C4x4.5/A36
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanpe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.6"Fy w/ Cb:
Moment Gradient Bendinp Coefficient:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heipht to Thickness Ratio for Fv=.4'Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinp Moment:
3.29 Ft from left support of span 2(Center Span)
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-6=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
L/
L/
wL-2=
wD-2=
BSW=
wT-2=
0.09 IN
0.10 IN = U872
0.19 IN = U451
592 LB
555 LB
1147 LB
0.75 IN
615 LB
575 LB
1191 LB
0.75 IN
7.0
0.0
7.0
480
360
FT
FT
FT
PLF
PLF
PLF
PLF
PL1-2= 300 LB
PD1-2= 274 LB
X1-2= 1.5 FT
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
Fy=
E_
d=
tw=
bf=
tF=
k=
Ix=
Sx=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Limit=
Fv=
�
Critical moment created by combining all dead loads and live toads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
7.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
165
150
165
150
1.5
7.0
5.5
36
29000
4.00
0.13
1.58
0.30
0.75
3.65
1.83
PLF
PLF
PLF
PLF
FT
FT
FT
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
2.67
10.83
32.00
106.67
0.0 FT
5.41 FT
1.0
21.6 KSI
27.26
63.33
14.4 KSI
2218 FT-LB
3294 FT-LB
1191 LB
7200 LB
2.91 IN4
3.65 IN4
Multi-Loaded Beam( AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:15 PM
Prolect: ELLIS REMODEL - Location: L- 4
Summary:
A36 MC4x13.8 x 21.0 FT (3.5 + g+ 9.5)
Section Adequate By: 108.2% Controlling Factor: Moment of Inertia
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Right Span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Desian For Uplift Loads (includes Uplift Factor of Safetv)
Bearinq Lenpth Required (Beam only, support capacity not checked)
Center Span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only,
Center Span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam oniy,
Right End Reactions (Support D):
Live Load:
Dead Load:
Total Load:
support capacity not checked):
support capacity not checked):
Bearinq Lenqth Required (Beam only, support capacity not checked)
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center Span Lenpth:
Center Span Unbraced Lenpth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Riqht Span Lenqth:
Riqht Span Unbraced Lenpth-Top of Beam:
Ripht Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
DLD-Riqht=
LLD-Riqht=
TLD-Right=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
Rxn-A-min=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
B L-C=
LL-Rxn-D=
DL-Rxn-D=
TL-Rxn-D=
BL-D=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
L3=
Lu3-Top=
Lu3-Bottom=
L/
L/
0.00 IN
-0.01 IN = L/7201
-0.01 IN = L/5370
0.01 IN
0.04 IN = U2364
0.05 IN = L/1835
0.06 IN
0.09 IN = L/1213
0.15 I N = U749
302 LB
-12 LB
290 LB
-327 LB
1.00 I N
1456 LB
991 LB
2447 LB
1.00 I N
2608 LB
2095 LB
4703 LB
1.00 I N
686 LB
498 LB
1184 LB
1.00 IN
1.5
3.5
0.0
3.5
8.0
0.0
8.0
9.5
0.0
9.5
480
360
FT
FT
FT
FT
FT
FT
FT
FT
FT
wL-1= 100 PLF
wD-1= 75 PLF
BSW= 14 PLF
wT-1= 189 PLF
wL-2= 0 PLF
wD-2= 0 PLF
BSW= 14 PLF
wT-2= 14 PLF
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-Riqht-2-2=
TRD-Right-2-2=
A-2-2=
200
185
200
185
0.0
4.0
4.0
290
200
290
200
4.0
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
Paqe: 10
Multi-Loaded Beamj AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:16 PM
Project: ELLIS REMODEL - Location: L- 4
Load End:
Load Lenqth:
Riqht Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total �oad:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: MC4x13.8/A36
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanpe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.6*Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable Bendinq Stress:
Web Heipht to Thickness Ratio:
Limitinp Web Heiqht to Thickness Ratio for Fv=.4'Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
8-2-2= 8.0 FT
C-2-2= 4.0 FT
wL-3= 0 PLF
wD-3= 0 PLF
BSW= 14 PLF
wT-3= 14 PLF
PL1-3= 150 LB
PD1-3= 130 LB
X1-3= 4.0 FT
TRL-Left-1-3=
TRD-Left-1-3=
TRL-Riqht-1-3=
TRD-Right-1-3=
A-1-3=
B-1-3=
C-1-3=
TRL-Left-2-3=
TRD-Left-2-3=
TRL-Riqht-2-3=
TRD-Right-2-3=
A-2-3=
B-2-3=
G2-3=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
FBR=
AFBR=
W BR=
AWBR=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Li m it=
Fv=
M=
Over riqht support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2, 3
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2, 3
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
290
200
220
200
0.0
4.0
4.0
145
100
145
100
4.0
9.5
5.5
36
29000
4.00
0.50
2.50
0.50
1.00
8.85
4.43
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
KSI
KSI
IN
IN
IN
IN
IN
IN4
IN3
2.50
10.83
8.00
106.67
8.0 FT
14.47 FT
1.0
21.6 KSI
6.0
63.33
14.4 KSI
-3811 FT-LB
7974 FT-LB
2466 LB
28800 LB
4.25 IN4
8.85 IN4
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:17 PM
Prolect: ELLIS REMODEL - Location: L- 5
Summary:
A36 MC4x13.8 x 21.0 FT (6 + 9.5 + 5.5)
Section Adequate By: 140.1 °/a Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Right Span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked)
Center Span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Right End Reactions (Support D):
Live Load:
Dead Load:
Total Load:
Desiqn For Uplift Loads (Includes Uplift Factor of Safetv)
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Riqht Span Lenpth:
Ripht Span Unbraced Lenpth-Top of Beam:
Riqht Span Unbraced Lenqth-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Riqht Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: MC4x13.8/A36
Yiefd Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanpe Thickness:
Distance to Web Toe of Fillet:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
DLD-Riqht=
LLD-Riqht=
TLD-Right=
LL-Rxn-A=
D L-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-6=
TL-Rxn-B=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
LL-Rxn-D=
DL-Rxn-D=
TL-Rxn-D=
Rxn-D-min=
BL-D=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
L3=
Lu3-Top=
Lu3-Bottom=
U
L/
0.00 I N
0.02 IN = U2977
0.03 IN = U2637
0.05 I N
0.08 IN = U1408
0.13 I N = L/896
0.00 I N
-0.02 IN = U3483
-0.02 I N = L/3196
728 LB
403 LB
1131 LB
1.00 IN
2425 LB
1902 LB
4326 LB
1.00 IN
2380 LB
1846 LB
4226 LB
1.00 IN
682 LB
339 LB
1020 LB
-38 LB
1.00 I N
1.5
6.0
0.0
6.0
9.5
0.0
9.5
5.5
0.0
5.5
480
360
FT
FT
FT
FT
FT
FT
FT
FT
FT
wL-1= 264 PLF
wD-1= 200 PLF
BSW= 14 PLF
wT-1= 478 PLF
wL-2= 264 PLF
wD-2= 200 PLF
BSW= 14 PLF
wT-2= 478 PLF
wL-3= 264 PLF
wD-3= 200 PLF
BSW= 14 PLF
wT-3= 478 PLF
Fy=
E_
d=
tw=
bf=
tf=
k=
36
29000
4.00
0.50
2.50
0.50
1.00
KSI
KS I
IN
IN
IN
IN
IN
Pape: 12
Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:18 PM
Project: ELLIS REMODEL - Location: L- 5
Moment of Inertia About X-X Axis: Ix=
Section Modulus About X-X Axis: Sx=
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio: FBR=
Ailowable Flanqe Buckling Ratio: AFBR=
Web Bucklinq Ratio: WBR=
Allowable Web Bucklinq Ratio: AWBR=
Controllinq Unbraced Lenpth: Lb=
Limitinq Unbraced Lenqth for Fb=.6"FV w/ Cb: Lu=
Moment Gradient Bendinq Coefficient: Cb=
Allowable Bendinq Stress: Fb=
Web Heiqht to Thickness Ratio: h/tw=
Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit=
Allowable Shear Stress: Fv=
Design Requirements Comparison:
Controllinq Moment: M=
Over riqht support of span 1(Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
8.85 IN4
4.43 IN3
2.50
10.83
8.00
106.67
6.0 FT
14.47 FT
1.0
21.6 KSI
6.0
63.33
14.4 KSI
-3321 FT-LB
7974 FT-LB
2339 LB
28800 LB
3.55 I N4
8.85 IN4
Multi-Loaded Beam� AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:19 PM
Project: ELLIS REMODEL - Location: L- 6
Summary:
A36 MC4x13.8 x 21.0 FT (10.5 + 10.5)
Section Adequate By: 96.9% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinp Lenqth Required (Beam only, support capacity not checked):
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenpth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span Lenqth:
Center span Unbraced Lenpth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: MC4x13.8/A36
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.6"Fy w/ Cb:
Moment Gradient Bendinp Coefficient:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4`Fy:
Allowable Shear Stress:
Design Repuirements Comparison:
Controllinp Moment:
Over riqht support of span 1(Left Span)
Critical moment created by combining all
Nominal Moment Strength:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
B L-A=
LL-Rxn-6=
DL-Rxn-6=
TL-Rxn-B=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu 1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
U
U
wL-1=
wD-1=
BSW=
wT-1=
wL-2=
wD-2=
BSW=
wT-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
FBR=
AFBR=
W BR=
AW B R=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Limit=
Fv=
M=
dead loads and live loads on span(s) 1, 2
Mr=
0.06 IN
0.11 IN = L/1122
0.18 IN = U718
0.06 I N
0.11 IN = U1122
0.18 IN = U718
689 LB
566 LB
1255 LB
1.00 I N
1969 LB
1887 LB
3856 LB
1.00 IN
689
566
1255
1.00
1.5
10.5
0.0
10.5
10.5
0.0
10.5
480
360
150
130
14
294
150
130
14
294
36
29000
4.00
0.50
2.50
0.50
1.00
8.85
4.43
LB
LB
LB
IN
FT
FT
FT
FT
FT
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
KS I
KS I
IN
IN
IN
IN
IN
IN4
IN3
2.50
10.83
8.00
106.67
10.5 FT
14.47 FT
1.0
21.6 KSI
6.0
63.33
14.4 KSI
-4049 FT-LB
7974 FT-LB
Project:
Paqe: 14
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:19 PM
ELLIS REMODEL - Location: L- 6
Controllinq Shear:
At left support of span 3(Riqht Span)
Critical shear created by combining all dead
Nominal Shear Strenqth:
Moment of Inertia (Deflection):
V=
loads and live loads on span(s) 1, 2
Vr=
Ireq=
1=
1928 LB
28800 LB
4.43 IN4
8.85 IN4
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:21 PM
Project: ELLIS REMODEL - Location: L-1
Summary:
A36 C4x4.5 x 3.5 FT
Section Adequate By: 902.9% Controlling Factor: Moment
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Repuired (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenpth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: C4x4.5/A36
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinp Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinp Unbraced Lenqth for Fb=.6"Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4`Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
1.75 Ft from left support of span 2(Center Span)
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-6=
TL-Rxn-B=
BL-6=
L2=
Lu2-Top=
Lu2-Bottom=
L/
L/
wL-2=
wD-2=
BSW=
wT-2=
Fy=
E_
d=
tw=
bf=
tF=
k=
Ix=
Sx=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Limit=
Fv=
�
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinp Shear: V=
3.5 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
0.00 I N
0.00 IN = U10535
0.01 IN = L/6139
219 LB
157 LB
375 LB
0.75 IN
219 LB
157 LB
375 LB
0.75 IN
3.5 FT
0.0 FT
3.5 FT
480
360
125 PLF
85 PLF
5 PLF
215 PLF
36
29000
4.00
0.13
1.58
0.30
0.75
3.65
1.83
KS I
KS I
IN
IN
IN
IN
IN
IN4
IN3
2.67
10.83
32.00
106.67
0.0 FT
5.41 FT
1.0
21.6 KSI
27.26
63.33
14.4 KSI
328 FT-LB
3294 FT-LB
375 LB
7200 LB
0.21 IN4
3.65 IN4
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:22 PM
Proiect: ELLIS REMODEL - Location: LOFT JOISTS
Summary:
A36 C4x4.5 x 8.75 FT
Section Adequate By: 140.1 % Controliing
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Factor: Moment of Inertia
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: C4x4.5/A36
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanpe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinp Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
A�lowable Web Bucklinq Ratio:
Controliinq Unbraced Lenqth:
Limitinq Unbraced Lenpth for Fb=.6*Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowabie Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4�Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
DLD-Center= 0.06 IN
LLD-Center= 0.07 IN = U1590
TLD-Center= 0.12 IN = L/864
LL-Rxn-A= 232
DL-Rxn-A= 195
TL-Rxn-A= 427
BL-A= 0.75
LL-Rxn-B= 232
DL-Rxn-B= 195
TL-Rxn-B= 427
BL-6= 0.75
L2= 8.75
Lu2-Top= 0.0
Lu2-Bottom= 8.75
U 480
L/ 360
wL-2= 53
wD-2= 40
BSW= 5
wT-2= 98
Fy=
E_
d=
tw=
bf=
tF=
k=
Ix=
Sx=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lu=
Cb=
Fb=
h/tw=
h/tw-Li m it=
Fv=
M=
4.375 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
36
29000
4.00
0.13
1.58
0.30
0.75
3.65
1.83
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
PLF
PLF
PLF
PLF
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
2.67
10.83
32.00
106.67
0.0 FT
5.41 FT
1.0
21.6 KSI
27.26
63.33
14.4 KSI
933 FT-LB
3294 FT-LB
427 LB
7200 LB
1.52 IN4
3.65 IN4
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:25 PM
Prolect: ELLIS REMODEL - Location: S- 1
Summary:
A992-50 W 10x22 x 16.0 FT
Section Adequate By: 100.4% Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinp Lenqth Required (Beam only, support capacity not checked):
Center Span Ripht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenpth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Properties for: W 10x22/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Proqerties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanpe Buckling Ratio:
Web Bucklinq Ratio:
Atlowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66"Fy:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4"Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
14.72 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
16.0 Ft from left support of span 3(Riqht Span)
Criticai shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
B L-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-B=
BL-6=
L2=
Lu2-Top=
Lu2-Bottom=
L/
U
wL-2=
wD-2=
BSW=
wT-2=
0.13 IN
0.14 IN = U1398
0.27 IN = L/721
1299 LB
1277 LB
2576 LB
0.66 IN
10749 LB
9715 LB
20464 LB
1.29 IN
16.0 FT
1.33 FT
16.0 FT
480
360
53 PLF
40 PLF
22 PLF
115 PLF
PL1-2= 11200 LB
PD1-2= 10000 LB
X1-2= 14.75 FT
Fy=
E_
d=
tw=
bf=
tf=
k=
I x=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Fv=
M=
50
29000
10.20
0.24
5.75
0.36
0.66
118.00
23.20
1.53
KSI
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
7.99
9.19
42.50
90.51
1.33 FT
5.15 FT
33.0 KSI
39.5
53.74
20.0 KSI
25463 FT-LB
63800 FT-LB
20464 LB
48960 LB
58.89 IN4
118.00 IN4
Multi-Loaded Beam j AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:28 PM
Proiect: ELLIS REMODEL - Location: S- 2
Summary:
A992-50 W 10x26 x 24.5 FT (14 + 4+ 6.5)
Section Adequate By: 0.4% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Right Span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam oniy, support capacity not checked):
Center Span Ripht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Desiqn For Uplift Loads (Includes Uplift Factor of Safetv)
Bearinq Lenqth Required (Beam only, support capacity not checked):
Right End Reactions (Support D):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Riqht Span Lenqth:
Riqht Span Unbraced Lenqth-Top of Beam:
Riqht Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Ripht Dead Load:
Load Start:
Load End:
Load Lenqth:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
DLD-Riqht=
LLD-Riqht=
TLD-Right=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
Rxn-C-min=
BL-G-
LL-Rxn-D=
DL-Rxn-D=
TL-Rxn-D=
BL-D=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
L3=
Lu3-Top=
Lu3-Bottom=
L/
L/
wL-1=
wD-1=
BSW=
wT-1=
0.06 IN
0.07 IN = L/2493
0.12 IN = L/1357
-0.01 IN
-0.01 IN = L/5487
-0.02 I N = L/3040
0.01 IN
0.01 I N = U7975
0.02 I N = L/4441
1178 LB
1078 LB
2256 LB
0.74 IN
23334 LB
18648 LB
41982 LB
1.19 IN
3439 LB
-3629 LB
-190 LB
-10924 LB
0.00 IN
3455 LB
2950 LB
6405 LB
0.74 I N
1.5
14.0
1.33
14.0
4.0
1.33
4.0
6.5
1.33
6.5
480
360
0
0
26
26
FT
FT
FT
FT
FT
FT
FT
FT
FT
PLF
PLF
PLF
PLF
PL1-1= 16000 LB
PD1-1= 13000 LB
X1-1= 12.0 FT
TRL-Left-1-1= 0
TRD-Left-1-1= 0
TRL-Riqht-1-1= 200
TRD-Right-1-1= 150
A-1-1= 0.0
B-1-1= 14.0
C-1-1= 14.0
wL-2= 0
wD-2= 0
BSW= 26
wT-2= 26
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
TRL-Left-1-2= 200 PLF
Paqe: 19
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:29 PM
Project: ELLIS REMODEL - Location: S- 2
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Riqht Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Ripht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Ripht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: W 10x26/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanpe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinp Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66'Fy:
Limitinq Unbraced Lenqth for Fb=.6"Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable fb per ASD Eqn F1-6:
Allowable fb per ASD Eqn F1-7:
Allowable fb per ASD Eqn F1-8:
Elastic Limit of ASD Eqn F1-6:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4"Fy:
Allowable Shear Stress:
Design Repuirements Comparison:
Controllinq Moment:
Over riqht support of span 1(Left Span)
Critical moment created by combining all
Nominal Moment Strength:
Controllinq Shear:
TRD-Left-1-2= 150
TRL-Riqht-l-2= 300
TRD-Right-1-2= 138
A-1-2= 0.0
B-1-2= 4.0
C-1-2= 4.0
wL-3= 0
wD-3= 0
BSW= 26
wT-3= 26
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
PL1-3= 3100 LB
PD1-3= 3000 LB
X1-3= 5.0 FT
TRL-Left-1-3=
TRD-Left-1-3=
TRL-Riqht-1-3=
TRD-Right-1-3=
A-1-3=
B-1-3=
C-1-3=
TRL-Left-2-3=
TRD-Left-2-3=
TRL-Riqht-2-3=
TRD-Right-2-3=
A-2-3=
B-2-3=
G2-3=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
WBR=
AW BR=
Lb=
Lc=
Lu=
Cb=
F1-6=
F1-7=
F1-8=
EL1-6=
Fb=
h/tw=
h/tw-Li m it=
Fv=
M=
dead loads and live loads on span(s) 1, 2
Mr=
V=
14.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
300
138
400
160
0.0
5.0
5.0
0
0
66
22
3.0
6.5
3.5
50
29000
10.30
0.26
5.77
0.44
0.74
144.00
27.90
1.55
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
6.56
9.19
39.62
90.51
14.0 FT
5.17 FT
8.22 FT
1.0
14.04 KSI
14.4 KSI
17.61 KSI
13.01 FT
17.61 KSI
36.23
53.74
20.0 KSI
-40763 FT-LB
40934 FT-LB
29584 LB
Nominal Shear Strenpth: Vr= 53560 LB
Moment of Inertia (Deflection): Ireq= 38.21 IN4
1= 144.00 IN4
Multi-Loaded Beam j AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:32 PM
Project: ELLIS REMODEL - Location: S- 3
Summary:
A992-50 W 10x12 x 17.0 FT
Section Adequate By: 96.2% Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenpth:
Center Span Unbraced Lenpth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: W 10x12/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gvration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinp Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66"Fy:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4"Fy:
Al�owable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
L/
U
wL-2=
wD-2=
BSW=
wT-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
Fy=
E_
d=
tw=
bf=
tF=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
WBR=
AW BR=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Fv=
M=
9.69 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
17.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Irep=
1=
0.11 IN
0.18 IN = L/1127
0.29 IN = L/706
850 LB
541 LB
1391 LB
0.51 IN
1700 LB
980 LB
2680 LB
0.51 IN
17.0 FT
1.33 FT
17.0 FT
480
360
0 PLF
0 PLF
12 PLF
12 PLF
0
0
300
155
0.0
17.0
17.0
50
29000
9.87
0.19
3.96
0.21
0.51
53.80
10.90
0.98
PLF
PLF
PLF
PLF
FT
FT
FT
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
IN
9.43
9.19
51.95
90.51
1.33 FT
2.81 FT
32.83 KSI
49.74
53.74
20.0 KSI
8858 FT-LB
29823 FT-LB
2680 LB
37506 LB
27.43 IN4
53.80 IN4
Multi-Loaded Beam( AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:35 PM
Prolect: ELLIS REMODEL - Location: TH - 1
Summary:
A992-50 W 10x22 x 25.0 FT (9 + 16)
Section Adequate By: 55.9% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Desipn For Uplift Loads (Includes Uplift Factor of Safetv)
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenpth Required (Beam only, support capacity not checked):
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinq Lenpth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenpth:
Left Sqan Unbraced Lenqth-Top of Beam:
Left Sqan Unbraced Length-Bottom of Beam:
Center span Lenqth:
Center span Unbraced Lenpth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: W 10x22/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanpe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1!3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66*Fy:
Limitinq Unbraced Lenqth for Fb=.6"Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable fb per ASD Eqn F1-6:
Allowable fb per ASD Eqn F1-7:
Allowable fb per ASD Eqn F1-8:
Elastic Limit of ASD Eqn F1-6:
Allowable Bendinq Stress:
Web Height to Thickness Ratio:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
Rxn-A-min=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
U
U
wL-1=
wD-1=
BSW=
wT-1=
wL-2=
wD-2=
BSW=
wT-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
I x=
Sx=
rt=
FBR=
AFBR=
WBR=
AW BR=
Lb=
Lc=
Lu=
Cb=
F1-6=
F1-7=
F 1-8=
EL1-6=
Fb=
h/tw=
-0.01 IN
-0.02 I N = U6088
-0.02 I N = L/4342
0.08 I N
0.09 IN = L/2175
0.17 IN = L/1162
1351 LB
586 LB
1937 LB
-360 LB
0.66 IN
5507 LB
5374 LB
10881 LB
0.66 I N
2218
2090
4308
0.66
1.5
9.0
1.33
9.0
16.0
1.33
16.0
480
360
330
300
22
652
330
300
22
652
50
29000
10.20
0.24
5.75
0.36
0.66
118.00
23.20
1.53
7.99
9.19
42.50
90.51
16.0
5.15
6.76
1.0
7.47
10.74
12.68
12.84
12.68
39.5
LB
LB
LB
IN
FT
FT
FT
FT
FT
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
�N
FT
FT
FT
KSI
KS I
KSI
FT
KS I
Pape: 22
Multi-Loaded Beam� AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:35 PM
Project: ELLIS REMODEL - Location: TH - 1
Limitinq Web Heiqht to Thickness Ratio for Fv=.4"Fy: h/tw-Limit=
Allowable Shear Stress: Fv=
Design Requirements Comparison:
Controllinq Moment: M=
Over left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At left support of span 3(Riqht Span)
Critical shear created by combining ail dead loads and live loads on span(s) 1, 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
53.74
20.0 KSI
-15730 FT-LB
24522 FT-LB
6199 LB
48960 LB
36.56 IN4
118.00 IN4
Multi-Loaded Beam( AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:38 PM
Project: ELLIS REMODEL - Location: TH - 2
Summary:
A992-50 W 10x26 x 22.0 FT (18 + 4)
Section Adequate By: 44.9% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only,
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only,
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
support capacity not checked):
support capacity not checked):
Desiqn For Uplift Loads (Includes Uplift Factor of Safetv)
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenpth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span Lenqth:
Center span Unbraced Lenqth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: W 10x26/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanpe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinp Unbraced Lenpth for Fb=.66*Fy:
Limitinq Unbraced Lenqth for Fb=.6`Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable fb per ASD Eqn F1-6:
Allowable fb per ASD Eqn F1-7:
Allowable fb per ASD Eqn F1-8:
Elastic Limit of ASD Eqn F1-6:
Allowable Bendinq Stress:
Web Height to Thickness Ratio:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-6=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
Rxn-C-min=
BL-C=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
U
L/
wL-1=
wD-1=
BSW=
wT-1=
0.09 IN
0.10 IN = L/2234
0.19 IN = L/1129
0.00 I N
0.00 IN = L/10325
-0.01 I N = L/5420
2363 LB
2327 LB
4690 LB
0.74 I N
7008 LB
6923 LB
13931 LB
0.74 IN
630 LB
-2078 LB
-1448 LB
-4812 LB
0.00 IN
1.5
18.0 FT
1.33 FT
18.0 FT
4.0 FT
1.33 FT
4.0 FT
480
360
330 PLF
300 PLF
26 PLF
656 PLF
wL-2= 330 PLF
wD-2= 300 PLF
BSW= 26 PLF
wT-2= 656 PLF
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Lu=
Cb=
F1-6=
F1-7=
F1-8=
EL1-6=
Fb=
h/tw=
50
29000
10.30
0.26
5.77
0.44
0.74
144.00
27.90
1.55
6.56
9.19
39.62
90.51
18.0
5.17
8.22
1.0
1.44
8.71
13.69
13.01
13.69
36.23
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
IN
FT
FT
FT
KS I
KS I
KSI
FT
KSI
Paqe: 24
Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:38 PM
Project: ELLIS REMODEL - Location: TH - 2
limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit=
Allowable Shear Stress: Fv=
Design Requirements Comparison:
Controllinq Moment: M=
Over riqht support of span 1(Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
18.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
53.74
20.0 KSI
-21976 FT-LB
31838 FT-LB
7125 LB
53560 LB
45.91 IN4
144.00 IN4
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:41 PM
Prolect• ELLIS REMODEL - Location: TH - 3
Summary:
A992-50 W 10x22 x 25.75 FT (13.2 + 12.5)
Section Adequate By: 38.0% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenpth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span Lenpth:
Center span Unbraced Lenqth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: W 10x22/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanpe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinp Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66�Fy:
Limiting Unbraced Length for Fb=.6"Fy w/ Cb:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
B L-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
L/
U
wL-1=
wD-1=
BSW=
wT-1=
wL-2=
wD-2=
BSW=
wT-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Ripht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
G1-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Lu=
0.06 IN
0.08 IN = L/1884
0.14 IN = L/1134
0.02 I N
0.05 IN = L/2791
0.07 IN = U2046
3464 LB
2912 LB
6375 LB
0.66 IN
8970 LB
8359 LB
17329 LB
0.66 IN
2342
1662
4004
0.66
1.5
13.25
1.33
13.25
12.5
1.33
12.5
480
360
600
538
22
1160
0
0
22
22
600
538
350
300
0.0
12.5
12.5
50
29000
10.20
0.24
5.75
0.36
0.66
118.00
2320
1.53
7.99
9.19
42.50
90.51
13.25
5.15
6.76
LB
LB
LB
IN
FT
FT
FT
FT
FT
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
FT
FT
FT
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
IN
FT
FT
FT
Paqe: 26
Multi-Loaded Beam( AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:41 PM
Project: ELLIS REMODEL - Location: TH - 3
Moment Gradient Bendinq Coefficient: Cb=
Allowable fb per ASD Eqn F1-6: F1-6=
Allowable fb per ASD Eqn F1-7: F1-7=
Allowable fb per ASD Eqn F1-8: F1-8=
Elastic Limit of ASD Eqn F1-6: EL1-6=
Allowable Bendinq Stress: Fb=
Web Heiqht to Thickness Ratio: h��=
Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit=
Allowable Shear Stress: Fv=
Design Requirements Comparison:
Controllinq Moment: N1=
Over riqht support of span 1(Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
13.25 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
1.0
15.59 KSI
15.66 KSI
15.32 KSI
12.84 FT
15.66 KSI
39.5
53.74
20.0 KSI
-21938 FT-LB
30273 FT-LB
9341 LB
48960 LB
37.46 IN4
118.00 IN4
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boy�e , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:44 PM
Project: ELLIS REMODEL - Location: TH - 4
Summary:
A992-50 W10x19 x 21.0 FT (13 + 8)
Section Adequate By: 0.6% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Totai Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenpth Required (Beam only, support capacity not checked)
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Desiqn For Uplift Loads (Includes Uplift Factor of Safetv)
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenpth-Top of Beam:
Left Sqan Unbraced Length-Bottom of Beam:
Center span Lenqth:
Center span Unbraced Lenqth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: W 10x19/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gvration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanpe Bucklinq Ratio:
Al�owable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66'Fy:
Limitinq Unbraced Lenpth for Fb=.6"Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable fb per ASD Eqn F1-6:
Allowable fb per ASD Eqn F1-7:
Allowable fb per ASD Eqn F1-8:
Elastic Limit of ASD Eqn F1-6:
Allowable Bendinq Stress:
Web Height to Thickness Ratio:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
D L-Rxn-A=
TL-Rxn-A=
B L-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
0.07 IN
0.09 IN = U1785
0.16 I N = L/984
-0.01 IN
-0.02 I N = L/4815
-0.03 IN = L/3668
3296 LB
2939 LB
6235 LB
0.70 IN
8429 LB
7487 LB
15916 LB
0.70 IN
LL-Rxn-C= 2309
DL-Rxn-C= 968
TL-Rxn-C= 3277
Rxn-C-min= -336
BL-C= 0.70
FS= 1.5
L1= 13.0
Lu1-Top= 1.33
Lu1-Bottom= 13.0
L2= 8.0
Lu2-Top= 1.33
Lu2-Bottom= 8.0
U 480
U 360
wL-1= 600
wD-1= 538
BSW= 19
wT-1= 1157
LB
LB
LB
LB
IN
FT
FT
FT
FT
FT
FT
PLF
PLF
PLF
PLF
wL-2= 638 PLF
wD-2= 500 PLF
BSW= 19 PLF
wT-2= 1157 PLF
Fy=
E_
d=
tw=
bf=
tF=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Lu=
Cb=
F 1-6=
F1-7=
F1-8=
EL1-6=
Fb=
h/tw=
50
29000
10.20
0.25
4.02
0.40
0.70
96.30
18.80
1.04
5.09
9.19
40.80
90.51
13.0
3.6
5.19
1.0
-3.49
7.54
11.98
8.75
11.98
37.64
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
IN
FT
FT
FT
KSI
KS I
KS I
FT
KS I
Paqe: 28
Multi-Loaded Beam( AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:44 PM
Project: ELLIS REMODEL - Location: TH - 4
Limitinq Web Heiqht to Thickness Ratio for Fv=.4`Fy: h/tw-Limit=
Allowable Shear Stress: Fv=
Design Requirements Comparison:
Controliinp Moment: M=
Over riqht support of span 1(Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
13.0 Ft from left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
53.74
20.0 KSI
-18657 FT-LB
18761 FT-LB
8956 LB
51000 LB
35.22 IN4
96.30 IN4
Multi-Loaded Beamf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boy�e , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:47 PM
Prolect: ELLIS REMODEL - Location: TH - 5
Summary:
A992-50 W 10x30 x 33.0 FT (13 + 20)
Section Adequate By: 5.5% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinp Lenqth Required (Beam only, support capacity not checked):
Center span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam onlv, support capacity not checked):
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S.:
Beam Data:
Left Span LenQth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span LenQth:
Center span Unbraced Lenqth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Center span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Properties for: W 10x30/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression F�ange + 1/3 of Web:
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-6=
TL-Rxn-6=
BL-6=
-0.01 IN
0.05 IN = U2935
0.06 I N = L/2660
0.16 IN
0.21 IN = U1152
0.37 IN = U654
3123 LB
2082 LB
5206 LB
0.81 IN
10691 LB
10446 LB
21137 LB
0.81 IN
LL-Rxn-C= 3322
DL-Rxn-C= 2772
TL-Rxn-C= 6094
BL-C= 0.81
FS= 1.5
L1= 13.0
Lu1-Top= 1.33
Lu1-Bottom= 13.0
L2= 20.0
Lu2-Top= 1.33
Lu2-Bottom= 20.0
U 480
U 360
wL-1= 533
wD-1= 500
BSW= 30
wT-1= 1063
wL-2=
wD-2=
BSW=
wT-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-Riqht-2-2=
TRD-Right-2-2=
A-2-2=
B-2-2=
C-2-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
LB
LB
LB
IN
FT
FT
FT
FT
FT
FT
PLF
PLF
PLF
PLF
0 PLF
0 PLF
30 PLF
30 PLF
533 PLF
500 PLF
533 PLF
500 PLF
0.0 FT
5.0 FT
5.0 FT
533 PLF
500 PLF
300 PLF
208 PLF
5.0 FT
20.0 FT
15.0 FT
50
29000
10.50
0.30
5.81
0.51
0.81
170.00
32.40
1.56
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
Paqe: 30
Multi-Loaded Beam( AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:47 PM
Prolect: ELLIS REMODEL - Location: TH - 5
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio: FBR=
Ailowable Flanpe Buckling Ratio: AFBR=
Web Bucklinq Ratio: WBR=
Allowable Web Bucklinq Ratio: AWBR=
Controllinq Unbraced Lenqth: Lb=
Limitinq Unbraced Lenqth for Fb=.66`Fy: Lc=
Limitinp Unbraced Lenqth for Fb=.6`Fy w/ Cb: Lu=
Moment Gradient Bendinq Coefficient: Cb=
Allowable fb per ASD Eqn F1-6: F1-6=
Allowable fb per ASD Eqn F1-7: F1-7=
Allowable fb per ASD Eqn F1-8: F1-8=
Elastic Limit of ASD Eqn F1-6: EL1-6=
Allowable Bendinq Stress: Fb=
Web Heiqht to Thickness Ratio: h/tw=
Limitinq Web Heiqht to Thickness Ratio for Fv=.4`Fy: h/tw-Limit=
Allowable Shear Stress: Fv=
Design Requirements Comparison:
Controllinq Moment: M=
Over left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At left support of span 3(Riqht Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
5.70
9.19
35.00
90.51
20.0 FT
5.2 FT
9.41 FT
1.0
-5.48 KSI
7.16 KSI
14.11 KSI
13.11 FT
14.11 KSI
31.6
53.74
20.0 KSI
-36099 FT-LB
38097 FT-LB
11451 LB
63000 LB
93.60 IN4
170.00 IN4
Multi-Loaded Beamj AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:49 PM
Proiect: ELLIS REMODEL - Location: TH - 6
Summary:
A992-50 W 10x22 x 16.5 FT
Section Adequate By: 106.4% Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Properties for: W 10x22/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanpe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinp Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66"Fy:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4"Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
8.25 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads
Nominal Moment Strength:
Controllinq Shear:
At left support of span 3(Riqht Span)
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-6=
TL-Rxn-6=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
v
L/
wL-2=
wD-2=
BSW=
wT-2=
Fv=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
WBR=
AW BR=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Fv=
and live loads on span(s) 2
M=
Mr=
V=
Critical shear created by combining all dead loads and live loads on span(s) 2
Nominal Shear Strenqth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
0.12 IN
0.15 IN = U1354
0.27 IN = L/743
2475 LB
2038 LB
4513 LB
0.66 I N
2475 LB
2038 LB
4513 LB
0.66 IN
16.5 FT
1.33 FT
16.5 FT
480
360
300 PLF
225 PLF
22 PLF
547 PLF
50
29000
10.20
0.24
5.75
0.36
0.66
118.00
23.20
1.53
KS I
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
7.99
9.19
42.50
90.51
1.33 FT
5.15 FT
33.0 KSI
39.5
53.74
20.0 KSI
18615 FT-LB
63800 FT-LB
4513 LB
48960 LB
57.18 IN4
118.00 IN4
Multi-Loaded Beam� 2003 International Buildinq Code (01 NDS) j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:50 PM
Prolect: ELLfS REMODEL - Location: TH - 7
Summary:
( 2) 1.75 IN x 11.875 IN x 18.0 FT ! 1.9E Microllam - Trus Joist
Section Adequate By: 15.2% Controllinq Factor: Moment of Inertia / Depth Required 11.33 In
" Laminations are to be fully connected to provide uniform transfer of loads to all members
Center Span Deflections:
Dead Load: DLD-Center=
Live Load: LLD-Center=
Total Load: TLD-Center=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearinq Lenqth Repuired (Beam only, support capacity not checked): BL-A=
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only, support capacity not checked): BL-B=
Beam Data:
Center Span Lenqth: L2=
Center Span Unbraced Lenqth-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor: Cd=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: L/
Center Span Loading:
Uniform Load:
Live Load: wL-2=
Dead Load: wD-2=
Beam Self Weight: BSW=
Total Load: wT-2=
Point Load 1
Live Load: PL1-2=
Dead Load: PD1-2=
Location (From left end of span): X1-2=
Properties For: 1.9E Microllam- Trus Joist
0.24 I N
0.28 IN = L/766
0.52 I N = L/415
2583 LB
2011 LB
4595 LB
1.75 I N
417 LB
422 LB
839 LB
0.32 IN
18.0 FT
1.33 FT
18.0 FT
1.00
480
360
0 PLF
0 PLF
13 PLF
13 PLF
3000 LB
2200 LB
2.5 FT
Bendinq Stress: Fb= 2600 PSI
Shear Stress: Fv= 285 PSI
Modulus of Elasticity: E= 1900000 PSI
Stress Perpendicular to Grain: Fc_perp= 750 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2594 PSI
Adjustment Factors: Cd=1.00 CI=1.00 CF=1.00
Fv': Fv'= 285 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment:
2.52 Ft from left support of span 2(Center Span)
Critical moment created by combining alf dead loads and live loads on span(s) 2
Controllinq Shear:
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
M= 11433 FT-LB
V= 4583 LB
Section Modulus (Moment): Sreq=
Area (Shear):
Moment of Inertia (Deflection):
S=
Areq=
A=
I req=
1=
52.90 IN3
82.26 IN3
24.12 IN2
41.56 IN2
423.99 IN4
488.41 IN4
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:52 PM
Proiect: ELLIS REMODEL - Location: TH - 8
Summary:
A992-50 W 10x17 x 24.5 FT (12 + 6+ 6.5)
Section Adequate By: 23.5% Controlling Factor: Moment
Left Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Deflections:
Dead Load:
Live Load:
Tota� Load:
Right Span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Desiqn For Uplift Loads (Includes Uplift Factor of Safetv)
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Left End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearinp Lenqth Required (Beam onlv, support capacity not checked):
Center Span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
Bearinp Lenqth Required (Beam only, support capacity not checked):
Right End Reactions (Support D):
Live Load:
Dead Load:
Total Load:
Desiqn For Uplift Loads (Includes Uplift Factor of Safetvl
Bearinq Lenqth Required (Beam only, support capacity not checked):
Dead Load Upiift F.S.:
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Ripht Span Lenqth:
Riqht Span Unbraced Lenqth-Top of Beam:
Riqht Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenpth:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
DLD-Left=
LLD-Left=
TLD-Left=
DLD-Center=
LLD-Center=
TLD-Center=
DLD-Riqht=
LLD-Riqht=
TLD-Right=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
Rxn-A-min=
BL-A=
LL-Rxn-B=
DL-Rxn-6=
TL-Rxn-B=
BL-6=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
LL-Rxn-D=
DL-Rxn-D=
TL-Rxn-D=
Rxn-D-min=
BL-D=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
L3=
Lu3-Top=
Lu3-Bottom=
U
U
wL-1=
wD-1=
BSW=
wT-1=
TRL-Left-1-1=
TRD-Left-1-1=
TRL-Riqht-1-1=
TRD-Right-1-1=
A-1-1=
B-1-1=
C-1-1=
wL-2=
wD-2=
BSW=
wT-2=
-0.02 IN
-0.04 IN = U3599
-0.06 I N = L/2465
0.02 IN
0.03 I N = L/2420
0.05 IN = U1548
0.00 IN
-0.01 IN = U6741
0.01 IN = U5886
325 LB
-85 LB
239 LB
-582 LB
0.63 IN
17397 LB
11606 LB
29003 LB
0.63 IN
10027 LB
7170 LB
17197 LB
0.63 IN
1406 LB
631 LB
2037 LB
-482 LB
0.63 IN
1.5
12.0
1.33
12.0
6.0
1.33
6.0
6.5
1.33
6.5
480
360
FT
FT
FT
FT
FT
FT
FT
FT
FT
0 PLF
0 PLF
17 PLF
17 PLF
0 PLF
0 PLF
200 PLF
100 PLF
0.0 FT
12.0 FT
12.0 FT
0 PLF
0 PLF
17 PLF
17 PLF
PL1-2= 20000 LB
PD1-2= 14100 LB
X1-2= 1.5 FT
Multi-Loaded
By: Tim Boyle , Boyle
Project: ELLIS REMODEL - Location: TH - 8
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Riqht Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenpth:
Properties for: W 10x17/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanpe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Paqe: 34
Beamf AISC 9th Ed ASD j Ver: 7.01.09
Engineering, inc. on: 10-15-2009 : 4:03:52 PM
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanpe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66*Fy:
Limitinq Unbraced Lenqth for Fb=.6`Fy w/ Cb:
Moment Gradient Bendinq Coefficient:
Allowable fb per ASD Eqn F1-6:
Aflowable fb per ASD Eqn F1-7:
Allowable fb per ASD Eqn F1-8:
Elastic Limit of ASD Eqn F1-6:
Allowable Bendinq Stress:
Web Heiqht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4'Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Controllinq Moment:
Over riqht support of span 1(Left Span)
Critical moment created by combining all
Nominal Moment Strength:
Controllinq Shear:
At left support of span 2(Center Span)
TRL-Left-1-2= 200
TRD-Left-1-2= 100
TRL-Riqht-1-2= 300
TRD-Right-1-2= 140
A-1-2= 0.0
B-1-2= 6.0
C-1-2= 6.0
wL-3= 0
wD-3= 0
BSW= 17
wT-3= 17
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
PL1-3= 3100 LB
PD1-3= 3000 LB
X1-3= 3.0 FT
TRL-Left-1-3=
TRD-Left-1-3=
TRL-Riqht-l-3=
TRD-Right-1-3=
A-1-3=
B-1-3=
C-1-3=
TRL-Left-2-3=
TRD-Left-2-3=
TRL-Riqht-2-3=
TRD-Right-2-3=
A-2-3=
B-2-3=
C-2-3=
Fv=
E_
d=
tw=
bf=
tf=
k=
I x=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Lu=
Cb=
F1-6=
F1-7=
F 1-8=
EL1-6=
Fb=
h/tw=
h/tw-Limit=
Fv=
►�0
dead loads and live Ioads on span(s) 1, 2
Mr=
V=
Critical shear created by combining all dead loads and live loads on span(s) 1, 2
Nominal Shear Strenpth: Vr=
Moment of Inertia (Deflection): Ireq=
1=
300
140
350
158
0.0
3.0
3.0
0
0
66
22
3.0
6.5
3.5
50
29000
10.10
0.24
4.01
0.33
0.63
81.90
16.20
1.02
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
KSI
KSI
IN
IN
IN
IN
IN
IN4
IN3
IN
6.08
9.19
42.08
90.51
12.0 FT
3.59 FT
4.37 FT
1.0
0.83 KSI
8.55 KSI
10.92 KSI
8.59 FT
10.92 KSI
39.33
53.74
20.0 KSI
-11937 FT-LB
14740 FT-LB
26706 LB
48480 LB
19.04 IN4
81.90 IN4
Multi-Loaded Beamf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:54 PM
Proiect: ELLIS REMODEL - Location: TH - 9
Summary:
A992-50 W 10x12 x 17.0 FT
Section Adequate By: 51.7% Controlling Factor: Moment of Inertia
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Se�f Weight:
Total Load:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live �oad:
Riqht Dead Load:
Load Start:
Load End:
Load Lenpth:
Properties for: W 10x12/A992-50
Yield Stress:
Modulus of Elasticity:
Depth:
Web Thickness:
Flanqe Width:
Flanqe Thickness:
Distance to Web Toe of Fillet:
Moment of Inertia About X-X Axis:
Section Modulus About X-X Axis:
Radius of Gyration of Compression Flanqe + 1/3 of Web:
Design Properties per AISC Steel Construction Manual:
Flanqe Bucklinq Ratio:
Allowable Flanqe Buckling Ratio:
Web Bucklinq Ratio:
Allowable Web Bucklinq Ratio:
Controllinq Unbraced Lenqth:
Limitinq Unbraced Lenqth for Fb=.66*Fy:
Allowable Bendinq Stress:
Web Heipht to Thickness Ratio:
Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy:
Allowable Shear Stress:
Design Requirements Comparison:
Contro�linq Moment:
9.35 Ft from left support of span 2(Center Span)
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-6=
DL-Rxn-B=
TL-Rxn-B=
BL-6=
L2=
Lu2-Top=
Lu2-Bottom=
L/
L/
wL-2=
wD-2=
BSW=
wT-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Riqht-l-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
G1-2=
Fy=
E_
d=
tw=
bf=
tf=
k=
Ix=
Sx=
rt=
FBR=
AFBR=
W BR=
AW BR=
Lb=
Lc=
Fb=
h/tw=
h/tw-Limit=
Fv=
M=
Critical moment created by combining all dead loads and live loads on span(s) 2
Nominal Moment Strength: Mr=
Controllinq Shear: V=
At riqht support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
0.12 IN
0.25 IN = U814
0.37 IN = U546
1366 LB
674 LB
2040 LB
0.51 IN
2170 LB
1060 LB
3230 LB
0.51 IN
17.0 FT
1.33 FT
17.0 FT
480
360
0 PLF
0 PLF
12 PLF
12 PLF
66 PLF
22 PLF
350 PLF
158 PLF
0.0 FT
17.0 FT
17.0 FT
50
29000
9.87
0.19
3.96
0.21
0.51
53.80
10.90
0.98
KSI
KS I
IN
IN
IN
IN
IN
IN4
IN3
IN
9.43
9.19
51.95
90.51
1.33 FT
2.81 FT
32.83 KSI
49.74
53.74
20.0 KSI
11337 FT-LB
29823 FT-LB
3230 LB
Nominal Shear Strenqth: Vr= 37506 LB
Moment of Inertia (Deflection): Irep= 35.47 IN4
1= 53.80 IN4
Floor Joistj 2003 International Buildinq Code (05 NDS)1 Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:55 PM
Prolect: ELLIS REMODEL - Location: LEVEL 2- 1
Summary:
TJI 360 / 11.875 - Trus Joist x 16.0 FT (c� 16 O.C.
Section Adequate By: 39.6% Controllinq Factor: Allowable Deflection
" I-loists were Preliminarily desiqned usinq the ioist manufacturers published values.
If the desiqn does not match the actual joist loadinq or span conditions in any way,
contact the loist manufacturer for design verification.
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinp Lenpth Required (Beam only, support capacity
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity
Joist Data:
Center Span Lenpth:
Floor sheathinq applied to
Live Load Duration Factor:
Live Load Defiect. Criteria:
Total Load Deflect. Criteria:
Center Span Loadinq:
Uniform Floor Loading:
Live Load:
Dead Load:
Total Load:
not checked):
notchecked)
top of joists-top of joists fully braced.
Total Load Adlusted for Joist Spacing:
Properties For: TJI 360 / 11.875- Trus Joist
Depth:
Moment Capacity:
Shear Capacity:
EI:
End Reaction Capacity:
Comparisons With Required Sections:
Control�inq Moment:
Adjusted Moment Capacity:
Controllinq Shear:
Adiusted Shear Capacity:
EI Required:
EI:
Maximum End Reaction:
Adjusted Reaction Capacity:
DLD-Center= 0.16 IN
LLD-Center= 0.22 IN = L/879
TLD-Center= 0.38 IN = L/502
LL-Rxn-A= 427 LB
DL-Rxn-A= 320 LB
TL-Rxn-A= 747 LB
BL-A= 1.75 IN
LL-Rxn-B= 427 LB
DL-Rxn-B= 320 LB
TL-Rxn-6= 747 LB
BL-B= 1.75 IN
L2= 16.0 FT
Cd= 1.00
L/ 480
U 360
LL-2= 40.0 PSF
DL-2= 30.0 PSF
TL-2= 70.0 PSF
wT-2= 93 PLF
D= 11.875 IN
Mcap= 6180 FT-LB
Vcap= 1705 LB
E1= 419000000 LB-IN2
Rcap= 1080 LB
M=
Mcap-adj=
V=
Vcap-adl=
EI-req=
E1=
Rmax=
Rcap-adj=
2987
6180
747
1705
300189200
419000000
747
1080
FT-LB
FT-LB
LB
LB
LB-IN2
LB-IN2
LB
LB
Floor Joistj 2003 International Residential Code (01 NDS) j Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:56 PM
Prolect: ELLIS REMODEL - Location: LEVEL 3- 1
Summary:
TJI 360 / 11.875 - Trus Joist x 18.0 FT (c� 16 O.C.
Section Adequate By: 1.0°/a Controllinq Factor: Allowable Deflection
' I-loists were Preliminarilv desiqned usinq the loist manufacturers published values.
If the desiqn does not match the actual joist loadinq or span conditions in any way,
contact the ioist manufacturer for design verification.
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Lenqth Required (Beam only, support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Joist Data:
Center Span Lenqth:
Floor sheathinq applied
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loadinp:
Uniform Floor Loading:
Live Load:
Dead Load:
Total Load:
to top of joists-top of joists fully braced.
Total Load Adlusted for Joist Spacing:
Properties For: TJI 360 / 11.875- Trus Joist
Depth:
Moment Capacity:
Shear Capacity:
EI:
End Reaction Capacity:
Comparisons With Required Sections:
Controllinq Moment:
Adjusted Moment Capacity:
Controllinp Shear:
Adlusted Shear Capacity:
EI Required:
EI:
Maximum End Reaction:
Adjusted Reaction Capacity:
DLD-Center=
LLD-Center=
TLD-Center=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-6=
TL-Rxn-B=
BL-B=
L2=
Cd=
U
U
LL-2=
DL-2=
TL-2=
wT-2=
D=
Mcap=
Vcap=
E1=
Rcap=
M=
Mcap-adj=
V=
Vcap-adj=
EI-req=
E1=
Rmax=
Rcap-adj=
0.25 IN
0.34 IN = U636
0.59 I N = L/364
480 LB
360 LB
840 LB
1.75 IN
480 LB
360 LB
840 LB
1.75 IN
18.0 FT
1.00
480
360
40.0 PSF
30.0 PSF
70.0 PSF
93 PLF
11.875 IN
6180 FT-LB
1705 LB
419000000 LB-IN2
1080 LB
3780
6180
840
1705
414812500
419000000
840
1080
FT-LB
FT-LB
LB
LB
LB-IN2
LB-IN2
LB
LB
Floor Joistj 2003 International Residential Code (01 NDS) � Ver: 7.01.09
By: Tim Boyle , Boyle Engineering, Inc. on: 10-15-2009 : 4:03:57 PM
Proiect: ELLIS REMODEL - Location: LEVEL 3- 2
Summary:
TJI 210 / 11.875 - Trus Joist x 15.0 FT (� 16 O.C.
Section Adequate By: 18.3% Controllinq Factor: Allowabie Deflection
" �-loists were Preliminarily desiqned usinq the joist manufacturers published values.
If the desiqn does not match the actual loist loadinp or span conditions in any way,
contact the ioist manufacturer for design verification.
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinp Lenqth Required (Beam only, support capacity
Center Span Riqht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity
Joist Data:
Center Span Lenqth:
Floor sheathinq applied
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loadinp:
Uniform Floor Loading:
Live Load:
Dead Load:
Total Load:
not checked):
not checked):
to top of joists-top of joists fully braced.
Total Load Adjusted for Joist Spacing:
Properties For: TJI 210 / 11.875- Trus Joist
Depth:
Moment Capacity:
Shear Capacity:
EI:
End Reaction Capacity:
Comparisons With Required Sections:
Controllinp Moment:
Adjusted Moment Capacity:
Controllinq Shear:
Adlusted Shear Capacity:
EI Required:
EI:
Maximum End Reaction:
Adjusted Reaction Capacity:
DLD-Center= 0.18 IN
LLD-Center= 0.24 IN = L/745
TLD-Center= 0.42 IN = L/426
LL-Rxn-A= 400 LB
DL-Rxn-A= 300 LB
TL-Rxn-A= 700 LB
BL-A= 1.75 IN
LL-Rxn-6= 400 LB
DL-Rxn-B= 300 LB
TL-Rxn-B= 700 LB
BL-B= 1.75 IN
L2= 15.0 FT
Cd= 1.00
L/ 480
L/ 360
LL-2= 40.0 PSF
DL-2= 30.0 PSF
TL-2= 70.0 PSF
wT-2= 93 PLF
D=
Mcap=
Vcap=
E1=
Rcap=
M=
Mcap-adi=
V=
Vcap-ad1=
EI-req=
E1=
Rmax=
Rcap-adj=
11.875
3620
1655
283000000
980
2625
3620
700
1655
239301100
283000000
700
980
IN
FT-LB
LB
LB-IN2
LB
FT-LB
FT-LB
LB
LB
LB-IN2
LB-IN2
LB
LB
Columnf AISC 9th Ed ASD � Ver: 7.01.09
By: Tim Boyle , Boyle Enpineerinq, Inc. on: 10-15-2009 : 4:03:58 PM
Prolect: ELLIS REMODEL - Location: MAX LEVEL 1 INT. COLUMN
Summary:
HSS 3 x 3 x 3/8 x 9.0 FT /ASTM A500-GR.B-46
Section Adequate By: 11.3%
Vertical Reactions:
Live:
Dead:
Total:
Axial Loads:
Live Loads:
Dead Loads:
Column Self Weight:
Total Loads:
Eccentricity (X-X Axis):
Eccentricity (Y-Y Axis):
Co�umn Data:
Lenqth:
Maximum Unbraced Lenqth (X-X Axis):
Maximum Unbraced Length (Y-Y Axis):
Column End Condition:
Column Bendinq Coefficient:
Properties for:HSS 3 x 3 x 3/8/A500-GR.B-46
Steel Yield Strenqth:
Modulus of Elasticity:
Column Section: (X-X Axis):
Column Section: (Y-Y Axis):
Co�umn Wali Thickness:
Area:
Moment of Inertia (X-X Axis):
Moment of Inertia (Y-Y Axis):
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Radius of Gvration (X-X Axis):
Radius of Gyration (Y-Y Axis):
Column Compression Calculations:
KUr Ratio (X-X Axis):
KUr Ratio (Y-Y Axis):
Controllinq Direction for Compression Calculations:
Column Slenderness Ratio:
Allowable Compressive Stress:
Compressive Stress:
Vert-LL-Rxn= 22000 LB
Vert-DL-Rxn= 20104 LB
Vert-TL-Rxn= 42104 LB
PL= 22000 LB
PD= 20000 LB
CSW= 104 LB
PT= 42104 LB
ex= 0.00 I N
ey= 0.00 IN
L= 9.0 FT
Lx= 9.0 FT
Ly= 9.0 FT
K= 1.0
Cm= 1.0
Fy=
E_
dx=
dy=
t=
A=
Ix=
IY=
Sx=
Sy=
rx=
rY=
KLx/rx=
KLy/ry=
Cc=
Fa=
fa=
46
29000
3.00
3.00
0.349
3.39
3.78
3.78
2.52
2.52
1.06
1.06
101.9
101.9
(Y-Y Axis)
111.6
14010
12420
KSI
KS I
IN
IN
IN
IN2
IN4
IN4
IN3
IN3
IN
IN
PSI
PSI
Columnf AISC 9th Ed ASD j Ver: 7.01.09
By: Tim Boyle , Boyle Enqineerinq. Inc. on: 10-15-2009 : 4:04:00 PM
Project: ELLIS REMODEL - Location: MAX LEVEL 2 INT. COLUMN
Summary:
HSS 3 x 3 x 1/4 x 9.0 FT /ASTM A500-GR.B-46
Section Adequate By: 41.5%
Vertical Reactions:
Live:
Dead:
Total:
Axial Loads:
Live Loads:
Dead Loads:
Column Self Weight:
Total Loads:
Eccentricity (X-X Axis):
Eccentricity (Y-Y Axis):
Column Data:
Lenqth:
Maximum Unbraced Lenqth (X-X Axis):
Maximum Unbraced Length (Y-Y Axis):
Column End Condition:
Column Bendinq Coefficient:
Properties for:HSS 3 x 3 x 1/4/A500-GR.B-46
Steel Yield Strenqth:
Modulus of Elasticity:
Column Section: (X-X Axis):
Column Section: (Y-Y Axis):
Co�umn Wall Thickness:
Area:
Moment of Inertia (X-X Axis):
Moment of Inertia (Y-Y Axis):
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Radius of Gyration (X-X Axis):
Radius of Gyration (Y-Y Axis):
Column Compression Calculations:
KL/r Ratio (X-X Axis):
KL/r Ratio (Y-Y Axis):
Controllinq Direction for Compression Calculations:
Column Slenderness Ratio:
Allowable Compressive Stress:
Compressive Stress:
Vert-LL-Rxn= 11200 LB
Vert-DL-Rxn= 10075 LB
Vert-TL-Rxn= 21275 LB
PL= 11200 LB
PD= 10000 LB
CSW= 75 LB
PT= 21275 LB
ex= 0.00 IN
ey= 0.00 IN
L= 9.0 FT
Lx= 9.0 FT
Ly= 9.0 FT
K= 1.0
Cm= 1.0
Fy=
E_
dx=
dy=
t=
A=
ix=
IY=
Sx=
Sy=
rx=
rY=
KLx/rx=
KLy/ry=
Cc=
Fa=
fa=
46
29000
3.00
3.00
0.233
2.44
3.02
3.02
2.01
2.01
1.11
1.11
97.3
97.3
(Y-Y Axis)
111.6
14917
8719
KSI
KSI
iN
IN
IN
�N2
IN4
IN4
IN3
IN3
IN
IN
PSI
PSI
2003 IECC
COMcheck Software VPrsio�n 3.6.0
Envelope Compliance
Section 1: Project Information
Project Type: Addition
Project Title : Rams-Horn Lodge
Construction Site:
Lot A, Block 3, Vail Village 5th Filing
416 Vail Valley Drive
Vail, CO 81657
Owner/Agent:
Section 2: General Information
Building Location (for weather data): Vail, Colorado
Climate Zone: 15
Heating Degree Days (base 65 degrees F): 9248
Cooling Degree Days (base 65 degrees F): 44
Vertical Glazing / Wall Area Pct.: 33%
Activitv Tvpe(s)
O�ce
Corridor, Restroom, Support Area
Storage, Industrial and Commercial
Lobby - Other
Section 3: Requirements Checklist
Envelope PASSES: Design 3% better than code.
.- -.
Component NamelDescription
� � � D V �
D
�,��; - }� �D���
,e�' � ���,�� �
��� "��l �
a���� �� Vaif
�
�t . �
, �
,: `� �x�, , _
Floor Area
64
4868
546
1692
Roof: All-Wood JoisURafter/Truss
Above Grade Exterior Wall: Metal Frame, 16" o.c.
Windows: Wood Frame:Double Pane, Clear, SHGC 0.52
Glass Door: Glass, Clear, SHGC 0.52
Door: Solid
100% BG Basement Wall: Solid Concrete or Masonry <= 8",
Furring: Metal, Wall Ht 9.0, Depth B.G. 9.0
80% BG Basement Wall: Solid Concrete or Masonry <= 8", Furring:
Metal, Wall Ht 9.0, Depth B.G. 7.2
50% BG Basement Wall: Solid Concrete or Masonry <= 8", Furring:
Metal, Wall Ht 9.0, Depth B.G. 4.5
Windows: Wood Frame:Double Pane, Clear, SHGC 0.52
Stair Tower 1: Solid Concrete or Masonry <= 8", Furring: Metal, Wall
Ht 50.0, Depth B.G. 8.5
Windows: Wood Frame:Double Pane, Clear, SHGC 0.52
Slab on Grade Floor: Slab-On-Grade:Unheated, Continuous
Floor Above Unconditioned Space: Lobby - Other (1692 sq.ft.)
Des ig ne r/Contractor:
AEC
PO Box 8489
40801 US 6 8 24, Suite 214
Avon, CO 81620
(970)-748-8520
Gross Area Cavity
or Perimeter R-Value
10546 30.0
22715 25.0
5247 ---
2614 ---
259 ---
1901 11.0
243 11.0
811 11.0
65 ---
1351 0.0
30 ---
451 ---
405 ---
Cont.
R-Value
14.0
0.0
10.0
10.0
10.0
14.0
10.0
(a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements.
Proposed
U-Factor
0.024
0.108
0.400
0.400
0.400
0.061
Project Title: Rams-Horn Lodge
Data filename: P:\Current Projects�28873 - Rams Horn Renovation\Calculations\COMcheck\28873 Ram's Horn
COMcheck.cck
0.061
0.061
0.400
0.063
0.400
0.026
Budget
U-Factor
0.045
0.064
0.520
0.520
0.108
0.087
0.087
0.087
0.520
0.087
0.520
0.040
Report date: 04/27/09
Page 1 of 9
Air Leakage, Component Certification, and Vapor Retarder Requirements:
� 1. All joints and penetrations are caulked, gasketed or covered with a moisture vapor-permeable wrapping material installed in accordance
with the manufacturer's installation instructions.
� 2. Windows, doors, and skylights certified as meeting leakage requirements.
� 3. Component R-values & U-factors labeled as certified.
� 4. Insulation installed according to manufacturer's instructions, in substantial contact with the surface being insulated, and in a manner that
achieves the rated R-value without compressing the insulation.
� 5. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers.
� 6. Cargo doors and loading dock doors are weather sealed.
� 7. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed; or (ii) installed inside an appropriate air-tight assembly with a
0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material.
� 8. Building entrance doors have a vestibule equipped with closing devices.
Exceptions:
Building entrances with revolving doors.
Doors that open directly from a space less than 3000 sq. ft. in area.
� 9. Vapor retarder installed.
Section 4: Compliance Statement
Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications
and oth�r calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2003 IECC
requirements in COMcheck Version 3.6.0 and to comply with the mandatory requirements in the Requirements Checklist.
�Y�,R CR���,�✓ �% r.- r- _�� ��/2 7/0 �
Name - Title Signa Date
Project Title: Rams-Horn Lodge Report date: 04/27/09
Data filename: P:\Current Projects\28873 - Rams Horn Renovation\Calculations\COMcheck\28873 Ram's Horn
COMcheck.cck Page 2 of 9
2003 IECC
C4Mc/��eck Software VQrsion 3.fi3O
Interior Lighting Compliance
Certificate
Section 1: Project Information
Project Type: Addition
Project Title : Rams-Horn Lodge
Construction Site:
Lot A, Block 3, Vail Village 5th Filing
416 Vail Valley Drive
Vail, CO 81657
Owner/Agent:
Section 2: General Information
Building Use Description by: Activity Type
Activitv Tvpe(s)
Office
Corridor, Restroom, Support Area
Storage, Industrial and Commercial
Lobby - Other
Section 3: Requirements Checklist
Interior Lighting:
Floor Area
64
4868
546
1692
� 1. Total proposed watts must be less than or equal to total allowed watts.
Allowed Watts Proposed Watts Complies
7796 6876 YES
� 2. Exit signs 5 Watts or less per side.
Exterior Lighting:
� 3. Efficacy greater than 45 lumens/W.
Exceptions:
Designer/Contractor:
AEC
PO Box 8489
40801 US 6& 24, Suite 214
Avon, CO 81620
(970)-748-8520
Specialized lighting highlighting features of historic buildings; signage; safety or security lighting; low-voltage landscape lighting.
Controls, Switching, and Wiring:
� 4. Independent controls for each space (switch/occupancy sensor).
Exceptions:
Areas designated as security or emergency areas that must be continuously illuminated.
Lighting in stairways or corridors that are elements of the means of egress.
� 5. Master switch at entry to hotel/motel guest room.
� 6. Individual dwelling units separately metered.
� 7. Each space provided with a manual control to provide uniform light reduction by at least 50%.
Exceptions:
Only one luminaire in space;
An occupant-sensing device controls the area;
The area is a corridor, storeroom, restroom, public lobby or guest room;
Areas that use less than 0.6 Watts/sq.ft.
Project Title: Rams-Horn Lodge
Data filename: P:\Current Projects\28873 - Rams Hom Renovation\Calculations\COMcheck\28873 Ram's Horn
COMcheck.cck
Report date: 04/27/09
Page 3 of 9
� 8. Automatic lighting shutoff control in buildings larger than 5,000 sq.ft.
Exceptions:
Areas with only one luminaire, corridors, storerooms, restrooms, or public lobbies.
� 9. Photocell/astronomical time switch on exterior lights.
Exceptions:
Lighting intended for 24 hour use.
� 10.Tandem wired one-lamp and three-lamp ballasted luminaires (No single-lamp ballasts).
Exceptions:
Electronic high-frequency ballasts; Luminaires on emergency circuits or with no available pair.
Section 4: Compiiance Statement
Compliance Statement: The proposed lighting design represented in this document is consistent with the building plans, specifications and
other calculations submitted with this permit application. The proposed lighting system has been designed to meet the 2003 IECC, Chapter 8,
requirements in COMcheck Version 3.6.0 and to comply with the mandatory requirements in the Requirements Checklist.
�r r �
D��.k � (s��� — � � �,� , . ,�.�� y � � �� q
Name - Title Signature Date
Project Title: Rams-Hom Lodge Report date: 04/27/09
Data filename: P:\Current Projects\28873 - Rams Hom Renovation\Calculations\COMcheck�28873 Ram's Horn
COMcheck.cck Page 4 of 9
2003 IECC
COMcheck Software VPrsion 3.6.0
Interior Lighting Application
Worksheet
Section 1: Allowed Lighting Power Calculation
A
Area Category
Office
Corridor, Restroom, Support Area
Storage, Industrial and Commercial
Lobby - Other
Allowance: Decorative / Fix. ID: E
B
Floor Area
l�)
sa
4868
546
1692
708(a)
c
Allowed
Watts/ft2
1.1
0.9
0.8
1.3
1
Total Allowed Watts =
(a) Area claimed must not exceed the illuminated area permitted for this allowance type.
(b) Allowance is (B x C) or the actual wattage of the fixtures given in Section 2, whichever is less.
Section 2: Proposed Lighting Power Calculation
A
Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast
Office (64 sq.ft.)
Compact Fluorescent 1: A: Triple 4-pin 32W / Electronic
Corridor, Restroom, Support Area (4868 sq.ft.)
Linear Fluorescent 2: F1: 48" T8 32W / Electronic
Linear Fluorescent 4: H1: 48" T8 32W / Electronic
Linear Fluorescent 3: H2: 48" T8 32W / Electronic
Compact Fluorescent 4: L: Triple 4-pin 13W / Electronic
Compact Fluorescent 1: A: Triple 4-pin 32W / Electronic
Storage, Industrial and Commercial (546 sq.ft.)
Linear Fluorescent 2: F1: 48" T8 32W / Electronic
Linear Fluorescent 1: F2: 48" T8 32W / Electronic
Linear Fluorescent 2: S2: 24" T8 17W / Electronic
Lobby - Other (1692 sq.ft.)
Compact Fluorescent 1: A: Triple 4-pin 32W / Electronic
Halogen 1: C: Halogen MR-16 35W /--
Halogen 2: D: Halogen MR-16 35W /--
Incandescent 1: E: Incandescent 60W
Linear Fluorescent 1: F2: 48" T8 32W / Electronic
Linear Fluorescent 1: G: LED stepliqht / Other
Section 3: Compliance Calculation
D
Allowed Watts
(B x C)
70
4381
437
2200
708(b)
7796
B C D E
Lamps/ # of Fixture (C X D)
Fixture Fixtures Watt.
1 4 26
1 11 34
1 1 31
2 19 62
1 48 13
1 44 26
1 3 34
2 2 67
2 17 13
1 26 26
1 18 35
1 2 35
5 3 300
2 10 67
1 6 3
Total Proposed Watts =
104
374
31
1178
624
1144
102
134
221
676
630
70
900
670
18
6876
If the Total Allowed Watts minus the Total Proposed Watts is greater than or equal to zero, the building complies.
Total Allowed Watts = 7796
Total Proposed Watts = 6876
Project Compliance = 920
. �- . ..- ..-
�._....,_.,.,.,__._�..._� ..._. � _,._,_�,� ��—
Project Title: Rams-Horn Lodge Report date: 04/27/09
Data filename: P:\Current Projects\28873 - Rams Horn Renovation\Calculations\COMcheck\28873 Ram's Horn
COMcheck.cck Page 5 of 9
2003 IECC
COMchecic Software Versian 3.6.0
Mechanical Compliance Certificate
Section 1: Project Information
Project Type: Addition
Project Title : Rams-Horn Lodge
Construction Site:
Lot A, Block 3, Vail Village 5th Filing
416 Vail Valley Drive
Vail, CO 81657
Owner/Agent:
Section 2: General Information
Building Location (for weather data): Vail, Colorado
Climate Zone: 75
Heating Degree Days (base 65 degrees F): 9248
Cooling Degree Days (base 65 degrees F): 44
Section 3: Mechanical Systems List
Designer/Contractor:
AEC
PO Box 8489
40801 US 6& 24, Suite 214
Avon, CO 81620
(970)-748-8520
uantit Svstem Type 8 Description
1 Entry Fan Coil: Heating: Hydronic or Steam Coil, Hot Water / Cooling: Split System, Capacity <54 kBtu/h,
Air-Cooled Condenser / Single Zone
6 Cabinet Unit Heaters: Heating: Unit Heater, Hot Water
6 Basement Hydronic Baseboard: Heating: Radiant Heater, Hot Water / Single Zone
2 Heating/DHW Boilers: Heating: Hot Water Boiler, Capacity >=600 kBtu/h, Gas
Section 4: Requirements Checklist
Requirements Specific To: Entry Fan Coil :
� 1. Equipment minimum efficiency: Split System: 10.0 SEER
� 2. Balancing and pressure test connections on all hydronic terminal devices
Requirements Specific To: Cabinet Unit Heaters :
� 1. Balancing and pressure test connections on all hydronic terminal devices
Requirements Specific To: Basement Hydronic Baseboard :
� 1. Balancing and pressure test connections on all hydronic terminal devices
Requirements Specific To: Heating/DHW Boilers :
� 1. Equipment minimum efficiency: Boiler Thermal Efficiency >= 75% Et
� 2. Newly purchased heating equipment meets the efficiency requirements - used equipment must meet 80% Et @ maximum capacity
� 3. Systems with multiple boilers have automatic controls capable of sequencing boiler operation
� 4. Hydronic heating systems comprised of a single boiler and >500 kBtu/h input design capacity include either a multistaged or modulating
burner
Generic Requirements: Must be met by all systems to which the requirement is applicable:
� 1. Load calculations per 2001 ASHRAE Fundamentals
� 2. Plant equipment and system capacity no greater than needed to meet loads
Pro'ect Titl g
� � e: Rams-Hom Lod e Report date: 04/27/09
Data filename: P:\Current Projects�28873 - Rams Horn Renovation\Calculations\COMcheck\28873 Ram's Hom
COMcheck.cck Page 6 of 9
- Exception: Standby equipment automatically off when primary system is operating
- Exception: Multiple units controlled to sequence operation as a function of load
� 3. Minimum one temperature control device per system
� 4. Minimum one humidity control device per installed humidification/dehumidification system
� 5. Automatic Controls: Setback to 55 degrees F(heat) and 85 degrees F(cool); 7-day clock, 2-hour occupant override, 10-hour backup
- Exception: Continuously operating zones
- Exception: 2 kW demand or less, submit calculations
� 6. Automatic shut-off dampers on exhaust systems and supply systems with airflow >3,000 cfm
� 7. Outside-air source for ventilation; system capable of reducing OSA to required minimum
� 8. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8
insulation between ducts and the building exterior when ducts are part of a building assembly
- Exception: Ducts located within equipment
- Exception: Ducts with interior and exterior temperature difference not exceeding 15 degrees F.
� 9. Ducts sealed - longitudinal seams on rigid ducts; transverse seams on all ducts; UL 181A or 1818 tapes and mastics
- Exception: Continuously welded and locking-type longitudinal joints and seams on ducts operating at static pressures less than 2
inches w.g. pressure classification
� 10. Mechanical fasteners and sealants used to connect ducts and air distribution equipment
� 11. Hot water pipe insulation: 1 in. for pipes <=1.5 in. and 2 in. for pipes >1.5 in. Chilled water/refrigeranUbrine pipe insulation: 1 in. for
pipes <=1.5 in. and 1.5 in. for pipes >1.5 in. Steam pipe insulation: 1.5 in. for pipes <=1.5 in. and 3 in. for pipes >1.5 in.
- Exception: Piping within HVAC equipment.
- Exception: Fluid temperatures between 55 and 105 degrees F.
- Exception: Fluid not heated or cooled.
- Exception: Runouts <4 ft in length.
� 12.Operation and maintenance manual provided to building owner
� 13. Balancing devices provided in accordance with IMC 603.15
� 14.Thermostatic controls have 5 degrees F deadband
- Exception: Thermostats requiring manual changeover between heating and cooling
- Exception: Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the
authority having jurisdiction.
� 15. Hot water distribution systems >=300 kBtu/h must have one of the following: a) controls that reset supply water temperature by 25% of
supply/return delta T b) mechanical or electrical adjustable-speed pump drive(s) c) two-way valves at all heating coils d) multiple-stage
pumps e) other system controls that reduce pump flow by at least 50% based on load - calculations required
� 16.Stair and elevator shaft vents are equipped with motorized dampers
� 17.Three-pipe systems not used
Section 5: Compliance Statement
Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications
and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2003 IECC
requirements in COMcheck Version 3.6.0 and to comply with the mandatory requirements in the Requirements Checklist.
/�-' ! ' �i � �'f�/1/!A!�-�� �� � ,—�-_`"� � Z %/�
Name - Title � Signa r�� � Date
U
Project Title: Rams-Horn Lodge Report date: 04/27/09
Data filename: P:\Current Projects\28873 - Rams Horn Renovation\Calculations\COMcheck\28873 Ram's Horn
COMcheck.cck Page 7 of 9
2003 IECC
COMcheck Software Version 3.6.0
Mechanical Requirements
Description
The following list provides more detailed descriptions of the requirements in Section 4 of the Mechanical Compliance
Certificate.
Requirements Specific To: Entry Fan Coil :
1. The specified heating and/or cooling equipment is covered by ASHRAE 90.1 Code and must meet the following minimum efficiency: Split
System: 10.0 SEER
2. Hydronic heating and cooling coils must be equipped with a way to pressure test connections and measure and balance water flow and
pressure.
Requirements Specific To: Cabinet Unit Heaters :
1. Hydronic heating and cooling coils must be equipped with a way to pressure test connections and measure and balance water flow and
pressure.
Requirements Specific To: Basement Hydronic Baseboard :
1. Hydronic heating and cooling coils must be equipped with a way to pressure test connections and measure and balance water flow and
pressure.
Requirements Specific To: Heating/DHW Boilers :
1. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency:
Boiler Thermal Efficiency >= 75% Et
2. The specified heating equipment is covered by Federal minimum efficiency requirements. New equipment of this type can be assumed to
meet or exceed ASHRAE 90.1 Code requirements for equipment efficiency. Used equipment must meet 80% Et @ maximum capacity.
3. Systems with multiple boilers have automatic controls capable of sequencing the operation of the boilers.
4. Hydronic heating systems comprised of a single boiler and >500 kBtu/h input design capacity include either a multistaged or modulating
bumer.
Generic Requirements: Must be met by all systems to which the requirement is applicable:
1. Design heating and cooling loads for the building must be determined using procedures in the ASHRAE Handbook of Fundamentals or
an approved equivalent calculation procedure.
2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing
both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible, within
available equipment options.
- Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment
must be automatically controlled to be off when the primary equipment and/or system is operating.
- Exception: Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are
provided with controls to sequence operation of the units as the load increases or decreases.
3. Each heating or cooling system serving a single zone must have its own temperature control device.
4. Each humidification system must have its own humidity control device.
5. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria: a) capable
of setting back temperature to 55 degrees F during heating and setting up to 85 degrees F during cooling, b) capable of automatically
setting back or shutting down systems during unoccupied hours using 7 different day schedules, c) have an accessible 2-hour occupant
override, d) have a battery back-up capable of maintaining programmed settings for at least 10 hours without power.
- Exception: A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously.
- Exception: A setback or shutoff control is not required on systems with total energy demand of 2 kW (6,826 Btu/h) or less.
6. Outdoor-air supply systems with design airFlow rates >3,000 cfm of outdoor air and all exhaust systems must have dampers that are
automatically closed while the equipment is not operating.
7. The system must supply outside ventilation air as required by Chapter 4 of the International Mechanical Code. If the ventilation system is
designed to supply outdoor-air quantities exceeding minimum required levels, the system must be capable of reducing outdoor-air flow to
the minimum required levels.
8. Air ducts must be insulated to the following levels: a) Supply and return air ducts for conditioned air located in unconditioned spaces
(spaces neither heated nor cooled) must be insulated with a minimum of R-5. Unconditioned spaces include attics, crawl spaces,
Project Title: Rams-Horn Lodge
Data filename: P:\Current Projects\28873 - Rams Horn Renovation\Calculations\COMcheck\28873 Ram's Hom
COMcheck.cck
Report date: 04/27/09
Page 8 of 9
unheated basements, and unheated garages. b) Supply and return air ducts and plenums must be insulated to a minimum of R-8 when
located outside the building. c) When ducts are located within exterior components (e.g., floors or roofs), minimum R-8 insulation is
required only between the duct and the building exterior.
- Exception: Duct insulation is not required on ducts located within equipment.
- Exception: Duct insulation is not required when the design temperature difference between the interior and exterior of the duct or
plenum does not exceed 15 degrees F.
9. All joints, longitudinal and transverse seams, and connections in ductwork must be securely sealed using weldments; mechanical
fasteners with seals, gaskets, or mastics; mesh and mastic sealing systems; or tapes. Tapes and mastics must be listed and labeled in
accordance with UL 181A or UL 181 B.
- Exception: Continuously welded and locking-type longitudinal joints and seams on ducts operating at static pressures less than 2
inches w.g. pressure classification.
10. Mechanical fasteners and seals, mastics, or gaskets must be used when connecting ducts to fans and other air distribution equipment,
including multiple-zone terminal units.
11. All pipes serving space-conditioning systems must be insulated as follows: Hot water piping for heating systems: 1 in. for pipes <=1
1/2-in. nominal diameter, 2 in. for pipes >1 1/2-in. nominal diameter. Chilled water, refrigerant, and brine piping systems: 1 in. insulation
for pipes <=1 1/2-in. nominal diameter, 1 1/2 in. insulation for pipes >1 1/2-in. nominal diameter. Steam piping: 1 1/2 in. insulation for
pipes <=1 1/2-in. nominal diameter, 3 in. insulation for pipes >1 1/2-in. nominal diameter.
- Exception: Pipe insulation is not required for factory-installed piping within HVAC equipment.
- Exception: Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55
degrees F and 105 degrees F.
- Exception: Pipe insulation is not required for piping that conveys fluids that have not been heated or cooled through the use of fossil
fuels or electric power.
- Exception: Pipe insulation is not required for runout piping not exceeding 4 ft in length and 1 in. in diameter between the control valve
and HVAC coil.
12. Operation and maintenance documentation must be provided to the owner that includes at least the following information: a) equipment
capacity (input and output) and required maintenance actions b) equipment operation and maintenance manuals c) HVAC system
control maintenance and calibration information, including wiring diagrams, schematics, and control sequence descriptions; desired
or field-determined set points must be permanently recorded on control drawings, at control devices, or, for digital control systems, in
programming comments d) complete narrative of how each system is intended to operate.
13. Each supply air outlet or diffuser and each zone terminal device (such as VAV or mixing box) must have its own balancing device.
Acceptable balancing devices include adjustable dampers located within the ductwork, terminal devices, and supply air diffusers.
14. Thermostats controlling both heating and cooling must be capable of maintaining a 5 degrees F deadband (a range of temperature
where no heating or cooling is provided).
- Exception: Deadband capability is not required if the thermostat does not have automatic changeover capability between heating and
cooling.
- Exception: Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the
authority having jurisdiction.
15. Hot water space-heating systems with a capacity exceeding 300 kBtu/h supplying heated water to comfort conditioning systems must
include controls that automatically reset supply water temperatures by representative building loads (including return water temperature)
or by outside air temperature.
- Exception: Where the supply temperature reset controls cannot be implemented without causing improper operation of heating,
cooling, humidification, or dehumidification systems.
- Exception: Hydronic systems that use variable flow to reduce pumping energy.
16. Stair and elevator shaft vents must be equipped with motorized dampers capable of being automatically closed during normal building
operation and interlocked to open as required by fire and smoke detection systems. All gravity outdoor air supply and exhaust hoods,
vents, and ventilators must be equipped with motorized dampers that will automatically shut when the spaces served are not in use.
- Exception: Gravity (non-motorized) dampers are acceptable in buildings less than three stories in height above grade.
- Exception: Ventilation systems serving unconditioned spaces.
17. Hydronic systems that use a common return system for both hot water and chilled water must not be used.
Project Title: Rams-Horn Lodge Report date: 04/27/09
Data filename: P:\Current Projects�28873 - Rams Horn Renovation\Calculations\COMcheck�28873 Ram's Horn COMcheck.cck Page 9 of 9
��wONE
'�'e�hr�ic�# D�ta
At 73°F E23°C) and 50% relative humiditY
Chemical basis
Water-based intumescent acrylic dispersion
Density
A�prox 1 5 qlcm'
Cotor
Red
Working time
Approx 20-30 min.
Guring time
A�prox 2 mm / 3 days
Shore A Hardness
Approx 50
Movement capability
Approx 5%
Intumescent Activation
A rox 482°F 250°C
Expansion rate (unrestricted):
Up to 3-5 times original volume
Temperature resistance {cured}
—40°F to 212°F (-40°C to 100°C3
Application tempera#ure
41 °F to i 04°F (5°C to 4D°C�
Surface burning characteristics
(ASTM E 84-96}
Fiame Spread: 0
Smoke Development 5
Sound transmission classif�catian
(ASTM E 9U-99) 56
A�r�Yovels
ICBO Evaluatian Service, Enc.
ReQort No. 547i
Catifarnia State fire Marshal
ListinA No 4485-1200:108
Ciiy of New York
MEA 326-96-M Vol. IU
Tested in acaordance with
• UL 1479
• ASTA+i E 814
• ASTM E 84
Intemationally tested and ap�roved
S61Fj FlLI, VWD OA CAVIII' MAlER1kL
�+�[' Eo FOAUSE�NTHHOUGN•PENEfAA710N
�/t FlRE5fOP SYSTEMS
C m r � SfE UL RNE RESISTANCE OSFEGTQRY
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APPAOVED
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6116tEM QOfAP0.TisLE
� latest produci information :
wuvw.us.hilfi.com
� ordering infnrmation see page:
f�Y'J���■
Hign Performance
Intumescen# Firestop
Seatant
$ystem Adva�rtage / Customer Benefits
� • Protects'inost typicaE firest�p
; penetration applications
� Easy to work with and fast cleanup
+ Can be repenetrated when laying
' new cables
� Can be painted '
NI`..T�
Produci descripfion
• Intumeseent (expands when exposed to fire) firestop sealant
that helps protect combustible antl non-combustib{e peneira-
tions for up ta 4 haurs fire rating
Productfeaiures
• Smoke, gas and water resisiant after materiai has cured
• Contains no halogen, solvents or asbestos
• High fire rating pro �,� ��,
� bVater based, easy n , _��, �G !�' � ��4 - � �
Areas oi applicatio U ?
• Steel, copper and �ipes
• Insulated stee! and p�rer pipes
• Ca6le buntlles � �� ; '
• Closed or vented p�ast�e piges
• NVAC penetrations � � .? `v'�' •'„ ; r �- ..::, "',
For use with . __._ .. _.a.�. _ _.. _
• Concrete, masonry, drywall and wootl floor assemblies
• Wafl and iioor assemblies rated up to 4 hours
Examples
• Sealing araund plastic pipe penetrations in fire rated
canstruction
• Sea3ing around combustible antl non-combustibke
penetrations in fire rated eonstruction
���;�
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instaliation ins%uc#ions for FS-ONE
Opening hiotice about appruvals
1. Ciean t�e opening. Surfaces to which FS-ONE will be • Check that the penetration has been sealed accarding io
applied sh�ultl be cieaned of loose debris, dirt, oil, the specified drawing in the UL Fire Resistance Directory
moisture, frost and wax. Structures supporting or Hilfi Firestop Manual. For fuRher advice, please
penetratkng items musf be instalied in c�mpliance wi#h contact Hliti customer service. Refer to Hifii product
local building and electrical standards, fiterature and UL fire resistan�e directory for speciflc�
appiication details.
Application af frestop seala�
2, Instal! the prescribed backfilling material type and depth
to �btain the desired rating {ii required). Leave sufficient
depih for applying FS-ONE.
3. Application ot firestop sealant; Apply FS-ONE to the
required depth in ortler to ohtain the tlesiretl fire rating.
Make sure FS-ONE contacts all su�#aces to provide
maximum adhesion. For appfication of FS-ONE use a
stantlard caulking gun, foil pack gun, bulk loader and
bulk gun. WfTh FS-ONE buckets, Graco type sealant
pumps may De used. (Contact pump manufacturer far
proper selection),
4. Smoolhing of firestop seaiant: To compleie ihe seai, tovl
immed(ately to g+ve a smooth appearance, Excess
sealant, prior to curing, can be cleanetl away from
adjacent surfaces and toois with water.
5. Leave complete8 seal undisturbed for 48 hours.
6. For malntenance reasons, a penetratio� seal could be
permanently marked with an identificaiion plate. In such
a casa, mark the idsntificafion plate and fasten it in a
visible pasltion next to the sea(.
`;� � pi.:..
�
r �; �
i. Clean opening. 2 Pack minera! 3. Apply FS-QMf.
v�ool. (If reqairedJ
�;
/
Not for use...
• Nigh movemenk expans{on jo'snts
• l7nderwater
• Qn materiafs where oi1, plasticizers or soivents may
bleed i.e. lmpregnated wood, oil based seais, green or
partiaily vulcanized rubber
• In any penetration oiher than those specificaily
described in this manual or the Eest reports
Safety presautions
• Before handling, read ihe product and Material Safsty
Data Sheet for detailetl use and health information
� Keep out of reach of chiidren
• Wear suitable g{oves and eye protection
Storage
• Stwe oniy in the originai packaging in a Iocatian
protected from moisture at temperaTures tieiwean
40°F {5°C) and 86°F (30°C)
• Obse�ve expiration date on the pacicaging
4. Smooth FS-DNf. 5, Leave compieted 8. Fasten identrfi-
sea! undisturbed for caflon plate (if
48 hours. �equired).
� i. Clean opening. Z Pack minera! 3. Appiy FS-ONE. 4. Smooth FS-ONE. 5. Leave completed 6. Fasten fden6lica-
v�ooL pf requi�edJ seal undistu�b�d for tion plafe (if
48 hnurs. requiredJ,
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How to use this
setection chart
t. IdenUfy the penetrating item (metal pige,
cable trays, insulated meta! pipe, etc.}
2. identify the base material being pene-
trated (wood, concrete or gypsum}.
3. Match th2 two items within the selection
chart to itlentifiy the approved liilti
UVOPL SysTem
Basa
Material Penetrating ttem
> ���t��( d�8�11�1l�S
Bau
Mstarlel PanelnlinE Ilem
> Plastic and Glass
l�ax 1 PFX (closed a venledJ ' ` ,, �� Concrete or
�taz.2 pyc;nas,cavC{crossdorventca) �'� ..� concrete block
n�ax. a� Pvc, cwc �uosed or veMe.� �; , f,� Gypsum
�"'~^--..--... �� �
�'`"� Wood
�F�re
Rating _
�
�-.-----
� SU5lMI I DBDUI I S0�
WA 1196
Seaiant I
Deoth Sea
Blank;Opening {Max. 4" sieeued opening} '- 3 Hr� F5 657.Fire Slock ,� C-AJ-4055 ':> `4#
Biank Opening (Ntax. 4" un-sleeved vpening) 3 Hr CP 618 Putly Stick . C AJ-0058 3/4 49
-� � .
, , , ,
°-. BEank Opening (Max 7' uri=sleeved openi�g) � < 2 Hr ,. ; FS-ONE.Intumescent Firestop. SEalant ;: ; C Ad 0070 1%2" 50
` �' M�. 24 x 12" openmg 3 Hr CP 637 firestop Mortar C AJ OD82 2" 51
�� �, ., " � 3 Hr `' CP 618;putt St�ck i � , C AJ-0086 1;';' 52
�,' � Blank Opening (Max 6' `un-sieeved opening) y.
' ���� 2 Hr FS-�NE Intumescent Firestop Sealant C-AJ-0090 1/4" 53
�"' �✓�.� Biank Opening {Max. 6" diameter opening)
,� � r�:�
� '(optionai sleeve) ' ;' C BJ D022 '' 54
��,
��`" ���� Max 24" x 12' openmg ' 2.Nr F5 657 Fire Bl�k`
� �� 25", 4, or 6' cast m place FErestap Dev�ce 2 Hr CP 68D Cast-In Dev�ce wit� CP 6i 8 Puity SElck F A 0005 ' 55
` `,� 2.5'; 4', or 6" cast �n piaee Firestop.Device ';,`, : 3 Hr ;,' CP 680'Gast-ln Device with;CP 818 Putty 5t�ck F A OOA6 �" �56
,� Blank Opening (Max, 6" un-sleeved opening} 2 Hr CP 604 Self-Leveling Firestop Seaiant F-A-0008 1/4" 57
> �Vle$�1 ��jBe _ , .
... ..,._. ....:.; ...�...-. ..-�:... ..�_�'�.' .. . ::':�:', '..:': l� �.f:i'.i.1(1 ..'I-M�1' `.:�.R�
Max. 6" steel, cast iron, steel conduit,
or max. 4" EMT
M�, 2�' steei,,;cast iron,, max fi"'copper, ::
steei'conduit or max 4' ENJT (optional sleeV
Max,10" steel or cast iron, max. 4" copper,
steei conduit or EMf (includes Holiow
Core Concrete)
_... _ .
Max. 2" steel, cast iron, conduit, or EMT
3 Hr FS-ONE Iniumescent Firestop Seaiant,
CP 606 Flexibis Firestop Sealant,
CP 601 S Elastomeric �irestop Sealant, or
CP 604 Selfi-Leveling Firestop Seaiant
3 Hr FS-ONE lntumescent Eirestop Sealant
(�op or underside)
3 Hr , CP 618 Putfy Stick
C-AJ-115D j 1/4" � 59
C-AJ-1184 ( 1" j 61
C AJ 1226 �=/4" 63 , , ;;:
C-AJ-1277 3IG" : 64 ,
� ,,,v,. ..., ,..� ,. . .. ...:,: _ _.. _ .
` Max. 30" steel, cast iron, ma�c. 6" copper, 2 Hr FS-ONE Intumescent Firestop Sealant C-AJ-1291 1l2" 6G
steel canduit, or max 4' EMT . �
Max; 8" afuminur� tabing �optional•sleeve) ,; 2 Hr ;: �S ONE Intumeseent �irestop 5ealant C AJ 1342 '�" '67
Max. i"tlexibEe stsel conduit 2 Hr FS-ONElntumescen�Firestop Sealant C-AJ-1346 1/2 68
�J�ax: 8' steel,;cast �ron, max 4.',copper �ondu�t 3 Nr ' CP 606 Fiexible Firestap Sealant C AJ'1372 1/4' 69
or EMT (opt'ional sieeve} ' � ,.. ' ' , . . , .! � , . ' . .. .' , .. ;�`
Max. 30' steel, cast iron, maY, 6" Copper, 2 Hr ' FS-ONE lntumescent Firestop Sealant C-AJ-1380 1/2" 7(�
steel conduit, or max• 4" EMT (aptiona! sieeve)
" Refer to UL System.
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�,� � Matetial PenetraGng ltem
. > Metai Pipe (Continue�
66
68
70
i.com
or EMT (optioaai sleeve} .
��ax. 4" steei, cast iron, copper, steel cantluit,
or E#�T {optiona! sleeve}
M� 30'; steel cast �ron, maic. 6" copper, ;,: ;
steel coriduit, or max 4 EMT
Max. 30" steei, cast iron, max. 6' copper,
steel contluit, or max. 4" EMT (sleeved}
Max, 6";steel, cas# iron, steei. conduit,:;or
n�ax 4"?EMT,(Hollow Core�Goncrete) ,;
Max, 4° steel, cast iron, stee( conduit,
or EMT (Nollow Core Concrete}
Max. 6" steel, cast iron, copper, steei conduit, or
rnax. 4" EMT (includ2s Concrete over Mefal Deck)
Max. 30" steel, cast iroa, max. 6" copper, stee!
conduit, or max. 4" EMT (optionai sleeve)
(includes Conerete over Metai Deck}
nAar �f1". etaal �racY irnn'ifiav R' r.nnnP.t' RYP.f
over Metal beck) ,� , ,
Max.1-1/2" brass piping with waste
ove►flow tub fiitings
Max.1-1/2 bras,s p�pmg with waste overfiaw
tub fitti[tgs � ". , ,
Nom. 3" or 4" stsel or cast iron pipe
w/ cast iron aerator fitting
Fre
Rating
Sealant
System I �epth See
3 Nr FS-ONE {ntumescent Firestop Sealant or GAJ-1421 1/4°, 72
CP 604 Self-Leveling Firestop Sealant �
;'3 Hr, CP 604 Self Level3ng Firestop Seaiant :"i .> C AJ 1425 7/4"' 73
�
; �.•: i > : x
, 2 Hr CP 606 Flexible �irestop Sealant C-AJ-1435 1/2" 74 �
r.
c
, . ..,, , , ,. ,:.,., <: >; _ _ . : _ :_ ,_::; �,� z
� . CP 61;8 �'iCestop Putty Stick . �':
2 Hr FS-ONE Intumescent Firestop Ssalant
2 Hr ` I CP 680 Cast-In Device
(
�, 2 Hr ��S-OtdE Intumescent Firestap Seaianf
; 2 Hr ' FS ��NE Intumescent F�restop;Sealan
3 Hr CP 68i Tub Box Kit
, n ��.. _ nn r�4�.T.�.L. D....'flii-. ... . ..
3 Hr CP 680 Cast-in Device w/ Aerator Adapter
C-BJ-1046 � 3/4" I . 76
F-A-1016 ! " I 78
�-A-1028 � 1/2°' � 80
F-A-1037 � * � 82
F-B-1009 . . ; �` , ^ .84 �
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c
F E 1004 "` j 85; �
,
_ : s
.,... . .. �
_ • � —
—
�r�> Y�� Ma�c. 30" steel, cast iron, man. 6" copper, 1 or 2 Hr FS ONE Intumescent Firestop Sealant W-J-1067 5/8' 8fi �
��� k, stael conduit or max 4" EINT
��`` ��9� 6"; steel, copper steeE,conduit ar 4 Hr FS ONE Intumescent Firsstop :Sealant ; W,1 1 �6$ 7 1�? � 87'
"' ;�`�:�' i�a:�s'" max. 4`': EMT pipe {sleevetl) , , _
>y" , ,,,�, , `. .... .
Max. 4" steel, cast Iron copper steeE condu�t or EMT 1 or 2 Hr CP 620 Fire Foam W J 1123 4 3/4 88
�� " Ma�c: 4": steel; cast iron, copper, steel conduit, or EMf ;' 1 or,2 Hr. , CP 806 Flexible Firesiop Sealant W J-1-t 24 5/8' 89
��� , '�� R� Max. 30" steei, Cast iron, max. 6" copper, steel 2 Hr CP 6fl6 Fiexible Firestop Sealant W-J-1128 i-1/4" 90 `
��.• ��' �� conduit, ar max. 4' EMT �
�� ;'�� Max 30" steel cast iron, max fi" copper 1 or 2 Hr , FS ONE Intumescerit Firesiop Sealant .;. W L-1054 5/8. 91; _
� � ' ��� stee! eondult or'max 4' EMT , , . _. �
�..
,
: ,,, ; . . ; :: ;
;.�' r� � Max.16° steei or max 4" capper 2 Hr FS QNE Intumescent Firestop Seaiant W L-7058 1/G' 92 �
y� ;: :_ fs�'� Max, 30' steel cast iron; max. 6" copper 1 or 2. Eir FS-ONE.Intumescer�t Firestop;Sealant . �' W L 1164 5/8" 83' _
�:r , s� steel condu�t� or;max. 4" E�ifT (sieeved) � , . ' 1,174' , �
�, h,. �:%� Max. 6" steei, capRer, steel conduit, or 4 Hr FS-ONE Intumescent Firestop Sealani W-L-1165 1-1/2" 94 �
�.,...._ ;'
;�-;;,.;.� � max. 4" EMT (sleeved)
" Refer to UL Sysiem.
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Base
Ffre
RaKng
> Metat Pipe (Contirtued)
'=� � Max. 4" EMT or steel conduit 1 or 2 Hr CP 618 PuEty Stick
,� �, ' � Max. 8" steel, cast iron, max. 6" steeE eonduit, 1 or 2 Nr F5-ONE intumescent Firestop 5ealant
� �:�,�-r���� .
�;� ,,� �..�r� max 4" copper or EM7 (Shaft Wali)
�; ;, ��; �. Niax, 8" steei, cast iron, max. 6" steei conduit, ' 1 or 2 Hr FS-ONE iniumescent Flrestop Sealant, CP 601 S
:, �� ',r,
�,'�`�. -•��.�3�"- ma�c 4° copper or EMT (Shaft Wall} FS Sealant or CP 606 FEexible FS Sealant
�'` �� •¢''��• ��'L � 1 1 or 2 Hr FS-ONE intumescent Firestop Seaiant
�
�-� Max. 2 tlex�ble aluminum or steel condu t
�.�;
�,� Max, 4" steel, cast iran, copper, steel conduii, a EMT 4 fir fS-ONE lniumescent Firestop Sealant
,�'�'
��,'• Max. 4" steei, cast iron, copper, steeE conduit, or EMT 1 or 2!ir CP 620 Fire Foam
r: ,
�`�I' Max. 4" stee4, cast iron, copper, steel conduit, or EMT 1 or 2 Hr CP 606 flexible Firestop Sealant
�:�. ;
�� Max. 30" steel, cast iran, max. 6" copper, 2 Hr CP 606 Flexibie �irestop Sealant
�
�••�y.• steel conduit, or max. 4" EMT
Max. 4° steel, cast iran, copper, steef conduit or EMf 1 or 2 Hr FS-ONE intumescent Firestop Sealant
{Chase Wa11 Requirec�
��°�x. 8" steel , cast iron, steel conduit, max. Q" EMT, 1 or 2 Hr �S-ONE Intumescent Firestop Sealant
� max, 2" fiexible steel contluit (Chase Wall Optional}
t:x�. 4" sfeel, copper, steei conduit ar EMT 1 Hr CP 606 Flexlble Firestop Seaiant
;Chase Wall Require[�
tvla�c. 4" steel, capper, steei conduit or EMT 1 Hr CP 620 Fire Foam
(Chase Wal! Required)
> Plastic and GEass Pi�e
Max. 4" PVC or CPVC (closed or vented} 3 Hr
FS-ONE Intumes�ent Firestop Sealant
w/Rstaining Collar
UV-L-1266 1-1/2" 9?:
W-L-1243 5/8" 98
W-L-1252 1" ' 99
W-L-1289 4-3/4"" 100
W-L-1290 5/8" � t Ot!,
W-�,-i297 1-1/4" 102
Max. 2" ENi 3 Hr FS•ONE Intumescent Firestop Sealant �:-H�-�uy� � � �r
; Max. 6" PUC, CPVC, FRPP or ABS (closed or vented) 3 Hr CP 6421643 Firestop Collar C-AJ-21 D9 "': 108
„ Mau. 6'" PUC, CPUC, FRPP or ABS (ciosed or venTed} 3 Nr CP 642/643 Firestop Coilar GAJ-2t 10 ` �fl9
� �� �:r� (optional sieeve) ;
�",. a� � P��ax. 6" glass pipe (ciosed or vented� (optional sleeve) 3 Hr FS-ONE Intumescsnt Firestap 5ealant C-AJ-2i 18 3/4" 113:
�'�° �""'�'` r 2 Hr FS-ONE lniumescent Firestop Sealant C-AJ-2167 2" 112
;�, ��» .�,��� P��ax. 2" PVC or CPVC (cEosed or vented)
a f� '(,ncludes Mollow Core Concrete)
� Max.1" Palyethylene (P� Tubing 2 Hr FS-ONE {ntumesceni Firestop SeaEant C-AJ-2170 1-1/2" , 113;
�� Max. 6" PVOF or max. 4° PP 3 Hr CP 642/643 Firesto� Collar C-AJ-2217 ' 114.
� ��'� Max. 2" PUC, CPVC, FRPP or AB$ (closed or vented) 3 Hr FS-ONE intumescent Firestop Ssalant C-AJ-2220 2-1/2" - 115
'`' .,� Max. 6" PVC, CPVC, FRPP or ABS (ciased or vented) 2 Nr CP 642/643 Firestop Coilar C-A,l-2271 116
�, X;�� .,�s�"� Nam. 6" fibergiass (ERP} pipe : 2 Hr CP fi42 Firestop CoNar C-AJ-2272 *, 117:
�` °�"�k� P�1ax. 4" PVC, ABS, or CPUC {clossd or ventec� 2 Hr CP 645 Firestop Wrap Strip w/ FS-ONE C-AJ-2294 1 � s
os a�' � Max. 8" PVC or CPVC (ciosed or vented} 3 Hr CP 845 Firestop Wrap Strip GAJ-2305 " 1� 9,
� ,�
��4'' "q ;,;� Max. 3" PVC or CPVC (ciosed system) 3 Hr FS-ONE Intumescent Eirestop Sealant C-AJ-2335 1/2" 120
���° �� �Jlax, 4" PUC, ABS, or CPVC (clased or vented} 3 Hr CP 645 Firestop Wrap SVip w/ Retaining Collar GAJ-2336 " � 2�i
`� ,
u'�,��� �� s`, (opt�ona! pipe coupiin9) N :
:- �, ��';� '�`� fviax. 4" ASS (c�osed or ventec� 3 Hr CP 645 Firestop Wrap Strip C-AJ-2337 � 22
���.. ;:;�' P�lax. 3" PVC, ABS, or GPVC (cEosed or ventedj 3 Hr CP 845 �irestop Wrap Str{p C-A.l-2342 Y � 23
`��`..
- �� Max, 4" PVC, ABS, or CPVC (closed or vented� 3 Hr CP 645 Eirestop Wrap Strip w/ Retaining Coilar C-AJ-2343 � 29
;��: � ��iax, 6" PVC, ABS, or CPVC (closed or ventedj 3 Hr CP 6A5 Firestop Wrap Strip w/ Retair�ing Coliar GAJ-2371 ' �?�
'' � ����' � 3 Hr CP 645 Firestop Wrap Strip C-AJ-2372 ' � 2E
��. "` ��ax. 3' PVC or CPVC (ciosed or vented)
t%
y'�� "` P�iax. 4" PVC or CWC {closed or vente� 2 Hr CP fi45 F�estop Wrap Strip w/ CP 620 Fre Foam C-AJ-2392 ' j? r
� ,.� �,
����' `� f�'° Max. 3" PUC or CPVC {ciosed or ventec� 2 Hr CP 645 Firestop Wrap Strip C-BJ•2011 ' ��r
�.
, (Holiow Care Concrete) --
* Refer to UL System.
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Base
Fire
RaUng
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Deoth See
� > Plastic a�d Glass Pipe (Continued}
95 ` ' i. Maz. 4" PVC or CPVC (closed or vented} 2 Hr CP 645 Firestap Wrap Strip C-BJ-2012 "
96
� �:. i�;ollow Core Concrete)
� �j� �;��x. 2" PVC or CPUC (cfosed or ventetl} 2 Hr CP 645 Firestop Wrap Strip GB,t-2013 '
g� � ` '� ` I �allow Core Concrete) ,
�;
98
99
� o0
101
102
103
104
105
106
107
108
109
111
112
113
114
115
116
117
1i8
119
320
121
122
123
124
125
126
127
128
.C6R1
129
130
��`�` �� r-.� Uax. 2" PVC, CPVC, or RNC (ciosed piping system} 2 Nr FS-ONE Intumescent FiresEop Sealant C-BJ-2014 * 131
��',�;F �� �� (Noilow Core Concrete) ' '
"� ;��,�� ti�ax, 6" PVC, CPVC, FRPP or ABS (closed or vented) 2 Hr CP 642/643 Firestop Collar C-BJ-2021 ` 132
��a" � � � `�;� (H011ow Core Cancrete)
� '� �� :`���1ax, 6" PVC, CPVC, FRPP, or ABS (closed or vented) 2 Hr CP 642/643 Firestop Coflar F-A-2025 * 133
��E� ��;,
����� %� 4j �Concrete over Matai Deck)
�,� �� P,�ax. 6" PVC or CPUC (closetl or vented) 2 Hr CP fi80 Cast-in Device f-A-2053 ' 135
�, a a.:
� ", � � � ;inciudes Cos�crete over Metai Dec4�
�'�' ��` P�fax. 6" PVC ar CPVC (closed ar vented) 3 Hr CP 660 Cast-In Device F-A-2054 136
����� � �� (`,r,cludes Concrete over Metal Deck) � � � � �
��t' � ����" ^�1�x, 2" PVC or CPVC (closed or vented) 2 Hr FS-ONE Intumescent Firestop Sealant F-A-2058 2-1/2" 137
� ��,
r,s���' " ��cludes Concrete over Metal Deck)
�}+�, ��°� �`�:�ax. 4" ABS, nom. 6" FRPP {closed ar ventedj 2 Hr CP 680 Cast-in Oevice F-A-2065 " 138
��,��` Q � �,+ciudes Conerete over Mefa! Decl�
�i,, �;j �.1ax. 4" ABS, max. 6" FRPP (closed or vented) 3 Hr CP 680 Cast-In Devfce F-A-2066 ' 139
''�` �� '^ ' ��'' ( �cludes Concre#e over Metal Deck)
�
• ,� �,1�. 4" PVC, CPVC, or ABS (closed or ventetl) 2 Hr CP 645 Firestop Wrap Strip '��A-2067 i40
���1s � �� . � � , �
r;«,.+ � i�,'oncrete over Meta► peck)
�;e�� Ma�. 3" PVC, ABS, or CPVC (clased or vented} 2 Hr CP 645 Firestop Wrap Strip F-A-2068 ' 141
���. .��r. ��
��f"� `'�� `,oncrate aver Metal Deck)
�,� ?:
��°_ �! :om. 4" PVC or ABS with closei flange 3 Hr CP 680 Cast-In Device F-A-2071 ' i 42
�,, z�;�,�� :r�cludes Concrete over Metal Deck) '
�x� : R�r�,'�� �lom, 4" PVC w3th closet fiange 2 Nr CP 6A3 Firestop Collar F-A-2075 ' i43
r� �`�� ��9a�c. 3" PUC, ABS ar CPUC (closed or venied) 3 Nr CP 645 �iresTop Wrap Strip F-A-2089 " 144
�� uf ,��`���� (inciudes Concrete over Metal Deck} k
^ '� v�,,lk Max, 6" PUC or CPVC {ciosed or vented) 2 Hr CP 680 Cast-In Device F-A-2092 145
� /� �����; (inciudes Concrete over Meial f3eck)
�' �`�� Max. 2" PVC with shower drain fi#ting (includes 2 Mr CP 680 Cast-in Device F-A-2093 " 146
�� fr ,�� Concrete over Metal Decl�
� d'
��X;' �t� '.1�. 1-1/2" PVC piping with was#e overtiow tub itgs 3 Hr CP 681 Tub Box Kit F-A-2094 ' 147
°��` ` r'��y� A1az.1-1/2" PVC piping with wasie overflow tub ftgs 3 Hr CP 681 Tub Box Kit : �-A-2095 ` 148
i � 'y
�$ �', .
�u; .om. 4" PUC with cast iron aerator fi�ing 3 Hr CP 680 Cast-In Device w/ Aerator Adapter F-6-2013 * 149
` � " a. �,
� r•' �':1ax 2" PUC or CPVC (c(osed or vented� 1 Hr FS-ONE Intumescent Firestop Seafant : F-E-2005 " 150
�� :� �'� ,� �Concrete Floor/Cei�ing Assembly)
�y � `"� fvlax. 2" PVC or CPUC (closed system) (sleevec� 4 Hr FS-ONE intumescent Firestop Sealant W-J-2057 2"
�'` ��
,�"',��,�� Max. 2" PVC, CPVC, ABS, FRPP, or max.1" PEX 2 Hr CP 645 �irestop Wrap Strip W-J-2071 "
�t��, ��9
� � �; (closetl or vented)
r� � ';� ',iax. 2" PVC or CPVC (ciosed system) 2 Hr FS-ONE Intumescent Firestop Sealant W-J-2072 5/8"
�y 6 ;�':iax. 6" PUC or CFUC (dosed or vented} 4 Hr CP 842/643 Firestop Collar W-J-2091 "
�� �; t:4ax. 3" PUC ar CPUC (closetl or vented� 1 Nr CA 645 Firestop Wrap Strip W-J-2i 01 '
5�;:
?�`� ,��a ��1ax. 2" PVC or CPUC {clased ar vented} 3 or 2!ir FS-ONE Iniumescent Firesiop Ssalant W-J-2108 5/8"
, � � �� ,,^
.� - (sleeve optional� 1-1/4"
�
�' ; Max 12" �iberglass pipe {FRP} (clQSed or vente� 2 Hr CP 645 Firestop Wrap 5trip W-J-2115 "
" Re�er to UL System,
a�breviations: ftgs=fittings
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151
152
153
754
155
156
157
n
Base
Fire
Ratiog
��
5eatant
I Svstem I DePth See
> Plas#ic and Giass Pipe (Gontin�ed
�. '� Max. 2" ENT 1 0� 2 Hr FS-03JE lntumescent Firestop Sealant W-L-2475 5/8"' - 158
��' ��: Max. fi" PVC, CPVC, ABS, FRPP, or max. 4" PVDF 1 or 2 Hr CP 642/643 Firestop Collar W-L-2078 159
'`; ��';`�'� ;:, {dosetl or vente�
fi: , I�: '�'f� Max. 2" PVC or CPVC (closed system) i or 2 Hr FS-ONE Iniumescent �irestop Sealant W-L-2098 5/8"« 1&0
;j�„ }u ' Max. 2" pVC or CPUC {closed or vented) 1 or 2 Hr FS-ONE lntumescent firestop Sealant W-L-2128 5/$"' 181
''�; s�' �:� ;, �,� {sleeve optionai)
�'d�'"`f, �� Max. 2" �iber Optic Eiaceway (knnerduct) or ENT 2 Hr f5-ONE lntumescent Firestop Sealant W-L-2165 i-1/4": i62
"'�' :��': Max. 2" PVC or CPVC (elosed system) (sleeve� 4 Hr FS-ONE Intumescsnt Firestap SeaienT W-L-2184 2" 163
���� �''� Max. 2" PVC oi CPVC (closetl system only) 1 or 2 Hr FS-ONE Intumescertt Firestop Seafani W-L-2186 5/8"` ' 184
s .y:21i�,� �
} � „� (optiona( s{eeve) ` .
i� r• r��' Max.1-1 /2" A8S (closetl or vented) 1 Hr FS-ONE intumescent Firestop Sealant W-L-2196 5/6" 765
=� ,� ,� =' Max. 4" PVC or CPVC (closed or vente� (Shaft WaEly 2 Hr CP 643 �ires#op Collar W-L-2217 "'' 7 66
�'� �` . �- j�' ' Max. 2" PVC, CPUC, ABS, FRPP, or max, 1" PEX 1 or 2 Hr CP 645 Firestop Wrap Strip W-L-2235 * 167
� ,• , ��`'•.
"'� p.� Y• Max. 8" PVC or CPVC (ciosetl or ventetl) i or 2 Nr CP 645 Firestop Wrap Strip wl Retaining Coliar W-L-2236 " 168
{' n� '" �� Max. 2" PUC or CPUC (closetl system) 1 or 2 Hr FS-ONE Intumescent Flrestop Sealant W-L-2244 5/8" 169
�� ��4 M�. 6" PUC or CPVC (closed or ventetl) 4 Hr CP 642/643 Firestop Collar W-L-2295 170
�"�," �'� �� M�. 4" PVC or CPVC {closetl or vented) 1 or 2 Hr FS-ONE Intumescent Firestop Sealant W-1.-2257 ' 171
,;; �;w:� � w/ retaining collar
,r �,,�'``'�`�, �. '
�,r'�„� :� Max; 3" PVC ar CPVC (closed ar ventedj 1 Hr CP 645 �ires#op Wrap Strip W-L-2284 '` 172
;r� ,: . �+ �' '
,,�; �;�; ,l'�.. Max. 4" PVC connecfing to Max. 4" cast iron 2 Hr CP 643 Firestop Co!!ar w/ FS-ONE lntumescent W-L-2292 173
t,'; :;:-vr'.S,
a�,_ _•�, �': ��� within a Shaft Wail Firestop Sealant
Max. 3" PUC, CPUC, ABS, or FRPP {ckosed or �enfed) , 1 or 2 Hr CP 843 Firestap Co11ar F.-C-2025 * 174
( {Chase Wail Required) _ «
; Max. 4" PVC, CPVC, ABS, or FRPP (ciosed or vente�) 1 Hr CP 643 Firestop Collar F-C-2030 175
� (Chase Wall Required)
M�c, 4° PVC or GPVC main with max, 2" PUC o► 1 Hr CP 643 FiresEap Collar with FS,ON£ �-C-2050 * 176
CPUC branch line (closed or veniec� . intumescent Firestop Sealant
(Chase Wall Requiretl) .
Max.1 " PEX (cfosed or vented} {Chase Wail Required) 1 or 2 Hr FS-ONE Intumesceni Firestop Sealant F-G2061 " 177
Max. 2" PUC, ABS, CP11C, FRPP, ENT jcbsed or vented} 1 Nr FS-�NE Intumescent Firestop Sealant : F-C-27 25 '; 1 ZS
(Chase Wa11 Requiretl)
Max. 4" PVC, ABS, or CPVC wi#h max. 3" PVC, ABS, 1 or 2 Hr FS-ONE lntumescent Firestop Sealant F-C-2126 ' 179
or CPUC branch pipe {closed or vente�
{Chase Wali Required)
NEax. 4° PUC, ABS, CPVC (closed or vented} ' : 1 or 2 Hr FS-ONE lntumescent Firestop 5ealant F-G2727 * 18Q
(Chase WaH Required)
Max. 2" PVC, CPVC or ABS {closed or vented} 1 Hr CP 643 Flrestop Collar FG2128 ' 181
(Chase Wa11 Optional)
Max. 2'' PVC or CPVC {closed or vented) i or 2 Hr fS-ONE fntutnescent Firestop Seafant f-G2160 "' 182
(Chase WaII Opiional)
A+iax. 2" PVC or ABS drain fittings with bathtub 1 Hr CP 6Q5 Fitestop Wrap Strip F-G-2189 ' 183
waste/overflow fiitings
Namina! 4" ABS or PVG with claset flange 1 Hr FS-4NE Intumescent Firestop Sealant F-G2203 3/A° 184
Maximum 9-1/2" PVC or ASS drain fittings with 1 Hr FS-ONE lntumescent Firestop Sealant �-C-2204 5/8" 185
bathtub waste/overflow fittings
" Refer to UL System.
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66
67
68
i69
170
(71
172
173
174
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175 ��.
1�•II�.�.T1
Base
> �lasiic and Gtass Pipe (Contfnaeu)
Ma�cimum 1-1/2" PUC orABS tlrain fittings with
�athtub waste/overflow f'sttings
�'�S�c, 1" PEX {ciosed or vented)
�����. 2" PVC, ABS, CPVC {closed or vented)
Max. 4" PVC> CPVC (ciased or vented)
Max. 4" PVC, ABS, CPUC (ciosed or vented)
(Chase Wail �equired)
> Gab(es/Cable
179 �'�1�;�
��. �
�
��;� �
��, �> �
180 �� , �
�-�� ._.�
18� r � yr.
.w_. •.
R � �
182 �
.!�,r�
183 ���,�
�t
184 "f', f
185 � "�``
'�.,
�`{��
— � ��
� Cable bundle (various cables) (optional sleeve}
�, Cable bundfe itelephone cables)
� Cable bundie (various cab(es} (sleevec�
��� Cable bundle (various cables) (optional siseve)
�� Cable bundle (varlous cables) (optional sleeve}
�i;able buntlie (various cables} {optional sieeve)
� Cable bundle (power cables) (PVC sleeve)
�;' Cable Trays (various cables)
;� Cable Trays (various cables)
�� Cable tray (various ca�les)
�� Cable bundie {various cabies} (Hollow Core Concrete)
�� �
r�; Cable bundle {various cables)
�� Cabke bundle {various cabies}
�7 'able buntlle (various cabies} (optional sieeve}
� t;able bundle (various cables) (Concrete Flqor/
� ( "'e�ling Assembly)
�;r�
� !�abie bundle jvarious cables) (optional sleeve)
3�;r ,
�z� Cable bundle (various ca4les) (s{eeved}
�' Cable bundle (various cables} (optiona! sleeve}
��abie bundie {various eables) (optional cable rack) �
�.,
�' Spins Cable 7ray (varfous eables) '
;,.,
� Cable firay (variaus cables)
��
�±� Cable tray (various cabies)
�:�:
.� Fiber opiic cabie iray {fiber optic cabEes}
� Cable bundle (various cabies)
,=- 7 Cable buntlle (various cables} (optionai sleeve)
?! f�: SER Cables
:�% "- Cable bundle (various cables) (op#ionai s(eeve) .
:• ��. Cable bundle (various cables) (optional sleave)
N? `•.f Cable buntlie (various cables) (sieeved)
��r` Cable bundle (various cables) (sieevedj
.,,�.�,
• � :,
� °, ..� Cable bundie (various cabies) (ShaftWall)
_� Cable bundle (variaus cable) (optional cable rack}
�• � y • Cable tray (various cables)
,";� k Spine Cable 7tay (variaus cables)
�.�-: Cable tray (various cables}
Fire
RaEing
1 Hr j CP S45 Firestop Wrap Strip
sealant
System � �epth See
F-G2205 � 1186
1 Hr CP 645 Firestop Wrap Strip F-G2230 ' 187
1 Hr CP 645 Firestop Wrap Sirip w/ Retaining Collar F-C-2231 "` 188
1 Hr CP fi46 Firestop Wrap Strip w/ Retaining Collas F-G2232 " 189
1 Hr CP 606 Fkexible Firestop Seaiant F-G2242 ' 19a
3 Nr
3 Nr
2 Hr
3 Fir
3 Nr
3 Hr
3 Hr
3 Hr
3 Hr
2 Hr
2 Hf
2 Hr
3 Hf
3 Hr
1 Mr
FS-0NE Entumescent Firestop Sealant
CP 618 Puriy Stick
FS 657 Fire Biock, FS-ONE Intumescent
Firestop Sealant and CP 6i8 Puiry Stick
FS-ONE latumescent Firestop Sealant
CP 606 flexible Firestop Seafant
CP 604 Self-Leveling Frestop Sealant
FS 657 Fire Block
CP 637 Firestop Martar
FS 657 Fire Block
CP 620 Fire Foam
FS-ONE fntumescent Firestop Sealant
FS 857 Fire Black
CP 680 Cast-in Device w/ CP 618 Puriy Stick
FS-ONE Intumescent Firestap Sealant
FS-ONE lntumescent Firestop Sealant
2 Nr CA 6i 8 Putty Stick
4 Hr FS-ONE lntumescent Firestop Sealant
2 Nr FS-ONE Intumescent Firestop Sea{ant
2 Hr FS 657 Fire Block
2 Hr FS 657 Fire 81ock
2 Hr fS 657 Fire Block
1 or 2 Hr CP 620 Fre Foam
2 Hr fS 657 Fire Blvck
2 Hr FS 657 Fire Biock
1 or 2 Hr �S-ONE Intumescent Firestop Sealant,
CP 601 S Elastomer�c Firestop Sealant, ar
CP 806 flexible Firastop Sealant
1 or 2 Hr FS-ONE intumescent Firestap Sealant
9 or 2 Hr FS 657 Eire Block
1 or 2 Nr CP 618 Putry Stick
t or 2 Hr CP 61$ Putty Stick
4 Hr FS-ONE Iniumescent Firestop Sealant
1 or 2 Hr FS-ONE kntumescent Firestap Sealan#
1 or 2 Hr FS 657 Fire Bkack
1 or 2 Hr �S 657 Fire BlocEc
1 or 2 Hr FS 657 Fire Slock
1 or 2 Hr CP 62Q Fire Foam __
C-AJ-3095 1/2" 19�
C-AJ-3139 1" 192
C-AJ-3152 "' 193
C-A,i-3180 i/4" 194
C-AJ-318i ` �/2" 195
C-AJ-3193 1/4" 196
C-A,1-3198 "` 197
GAJ-4017 2-1/2" 198
C-AJ-4035 ' 199
C-AJ-4054 5" 200
C-BJ-3024 2" 201
c-�-ao� a � 2oz
F-A-3007 204
F-A-3012 1/2" 205
F-E-3005 ` 206
W-J-3036 5/8" 2Q7
W-J-3050 2" ' 208
W-J-3060 5/8" 209
W-J-3074 * 210
W-J-4016 ' 211
W-J-4029 * 212
W-J-4030 4-3/4"* 213
W-J-60�3 • 2i4
W-J-8018 ` 215
W-l�-3065 5/8° 27 6
W-L-3071 5/8"' 217
W-L-3079 ' 218
W-L-3i 11 5/8" 219
W-L-3112 1° 220
W-L-3139 2" 221
W-L-3361 1" 222
1N-1.-3185 " 223
W-I.-A011 ' 224
W-�.-4019 ' 225
W-L-4034 226
' Refer to �UL System.
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� Cables/Cable nays (Continueuj
. : =��� Gabfe tray (various cabies}
�.; Fiber optic cable tray (fiber opiic cablesj
Cable bundle (various cabies) (Chase Wafl Require�
Cable bundle (varlous cables) (Chasa Wall �ptionai)
Cabie bundle (various cables) (Chase Waii Required)
Cable bundie (varlous cables) (Ghase Wall Required)
> insulaie� Metal Pipe
Max. 2" steal w/ m�c.1" giass iiber insulation
Max. 20" steel, max. 6" capper w/ max, 3" glass
fiber insulation
Max.12" steel, max. 6" copper w/ max. 3" faam
glass insulation '
Max. 4" steel or copper with max, 3/4"
ABlPUC insulation
Max.12" sfeel, max. 6" copper p'spe with m�. 2"
glass fiber insulation (optionai slesve)
Max. } 2^ stsei, m�. fi" copper with max,1 1/2"
glass fiber insuiation (optionai slesve}
Max. 6" stee{ or copper pipe with max. 3" gfass
f€ber insulation (optiQnai sleeve)
�+iax. 24" steel, max. fi" copper w/ 3" mineral
fiber insulation
Max. 24" steel, cast iron, max. 4" copper, EMT, or
max. 6" steek condui[ w/ 3" mineral fiber insulation
installed above and below floor
Max. G" steel or copper pipe w13/4" ABIPUC insulation
Fire
Rating
1 or 2 Nr fS 657 Fire Slock
1 or 2 Nr FS fi57 Fire Bfock
i or 2 Hr FS-ONE In#umescent Firestop Seafant
1 Mr FS-ONE intumescent Firestop 5salant
1 Hr CP 606 F4exihle Firestop Sealani
i Nr CP 620 Fire Foam
e� � � � �'
�I Seaiant I
c,«rom aeoth See
W-L-4038
W-L-6017
F-C-30i 2
F-C-3044
F-C-3071
F-C-3072
* 227
' 228
3/4° 229
" 230
• 231
« _
2 yr FS-0NE Intumesceni Firestop Sealant, C-AJ-5098 1/2" 232
CP 6015 Elastameric Frestop 5ealant,
CP 606 FlexibleFirestop Sea{ant, or
CP 604 Self-Leveling Firestop Sealant
3 Hr FS-ONE Intumescent Firestop Seaiant C-AJ-5061 3/4" 233
2 Nr FS-0NE lntumescent Firestop Sealant C-AJ-5069 3/4" 234
3 Hr � FS-ONE Iniumescent Firestop Sealant
2 Hr FS-ONE Iniumescent Firestop Sealant
2 Nr FS-ONE Intumescent Firestop Sealaat
2 Hr
3 Hr
3 Hr
2 Hr
�'��„��'�,�? Maz. 4" stee! ar copper pipe with nom. 3/4" AB/PVC 2 Hr.
��� ��`�.�. ��,F,�j7 �nsulation {incEudes Concrete over Metaf Deck}
�-`'�.�� ��`�" Max. 4" steei or copper pipe with nom. 3/4" ABIPUC 3 Hr
`� k r� �
�"�� �,� �; insulation (inciudes Cflncrete over Metai Deckj
� ��� Niax, 4" steef or coppei pipe with max, 2" giass f�ber 2 Nr
�; B'b n, insulat+on (inciudes Gonrete over Metai Deck)
�' �
6"'�� *�� ;� Nlax. G" steei ar copper pipe w/ maximum 2" giass 3 Hr
��� ��.�� fiber insulation {includes Concrete over Metai Deck)
���
;�� ��' Max. 4" sfeel or cogper pipe w/ 3/4" AB/PVC 2 Nr
��;; ���r�; �`� insuiation (indudes Concrete over Me#a! Deckj
��� �. �� Max.12" steel, max. 6" copper w/ 1-1/2" glass-fiber 2 Hr
�,x �� �, .: 'kn,�
�..Y ,,�,xK�� -� insuiation (includes Goncrete over Meta! Deck)
^�, `��, Max, 2" stael, copper w/ 1-1/2" glass-fiber i Hr
�,�> ` �� -����.' ��.suiation {Concrete Floor/Ceiiing Assembly}
�� a�; , �
,�� ;sax. 2" steel, coppst w/ 3/4' AB/PVC insuiat+on 1 Mr
�w �; r
•����-�, �� :�oncrete FloorlCeiling Assembiy)
rs s-.�-
` Refer to UL System.
C-AJ-5490 1/4" 235
GAJ-5091 1!2" 23S
GAJ-5096 1" 23?
FS-ONE Intumescer�t Firestop Sealant GAJ-5098 1-1/2" 236
FS-ONE lntumescent Firestap S2alant, or C-AJ-5184 1/2" 239
CP 6015 Efastomeric Firestop Sealant
FS-ONE lntumssceni Firestop Sealant C-AJ-5i 85 1/4" 240
FS-ONE Intumescent Firestop Sealant C-AJ-5198 1/2" 24�
CP 680 Cast-ln Device F-A-5015 "" 242:
CP 6Ba Cast-In Device F-A-5016 ' 243
CP 660 Cast-In Devics F-A-5017 . � 244,
CP 660 Cast-In Device F-A-Sfl� $ � 245
FS-ONE lntumescent Firesfop Sealant F-A-5019 1/2" ` 246.
FS-ONE lntumescent �irestop Sealant F-A-5021 i" 247
FS-ONE Intemescent Firestop 5eaiant F-E-5002 ` 24�
FS-ONE IntumescenT FirestoP Sealant F-E-5004 ' 2`'
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Fire Seaiant
IRating � __ - . . .. , � Ny mho.r � r nchesl Paqe
� In��g���d Ntetal Pipe (Continue�)
_ �,; Max.12" steel, max, 6" copper, steel conduit, or 4 Hr FS-ONE Intumescent Firestop Sea3ant
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max. 4" EMT wEth max,1-1/2" g4ass fber
� ����
�,�,. ,� ;i insulation (s►eeved}
��' ' �� ;; Max. 4" steel, EMT, or steel conduit, max. 2° Copper 1 or 2 Nr FS-ONE Intumescent Firestop Seaiant
° d �'�� w/ 3/4" AB/PVC insulation
'��'- 1 or 2 Nr �S-ONE lntumescent Firestop Sealant
. ���j ��c,12" steel, max. 6" copper, max.4" steel conduit,
��r.,;�.a .. . � .
�� ���` EMf w/ maximum 2" giass-#iber insulat4on
Q�`�,� �� �r �a Max.10" steel pipe with ma�c. 3" thick glass 2 Hr CP 645 Firestop Wrap Strip
���'Su'�
"'�� fiber insulatian
g..�vsJq:i�r: �iti �
`��.�:
"��'" � Max. 4" steel, steel conduit, EMT, or max. 2" copper. 1 or 2 Hr FS-ONE Intumescent firestop SeaEant
�, L`+1 �
•'�.', � �":r� with max, 3/4" AB/PVC insuSation
i� • -
✓;���K ;;",, Max.12" steei, max. 6" capper, max. 4" steel contluit 1 or 2 Hr FS-ONE lntumescent Firestop Sealant
��,. �i� ": or EMT with max. 2" giass fiber insulation
t�:�� �j -, Max.12' steel, fi" copper w/ max. 3' foamglass 1 or 2 Nr �S-ONE intumescent Firestop Sealant
�' i n�;� , ,, � �• Insulation (sleeved) <
�je�„�' .J Max. 20" steel, 6" copper w/ max. 3" glass (iber i ar 2 Nr FS-ONE intumescent Firestop Seafant
��a�;��.�?: .
�`�'�''�� �-r• insulation (optional sieeve)
t .. : .;: �:'�:,
� • f r` Max.12" steel, max. 6" copper, sieei cohduit, or 4 Nr FS-ONE Intumescent FiresTOp Sealant
r,�%�"`.���•� �� �, .
r�' , �;,:� max. 4 EM7 with max.1 •i/2 glass fiber insulation
�'��� ,, Y. �Sieavetl)
,,,' � �` ;
,, {? = r.:� Max.10" steel, max, 4" copper pipe with max. 2" 1 or 2 Hr FS-ONE Intumescent Firestop Sealant
U A •�' � lass fiber insulation
�„ � K
!!;�: � ...,: �e:." 9
`� �' Max,10" steel with max. 3" glass fiber insulation 2 Hr CP 645 �irestop Wrap Sirip
�� �' �. � ;;a
�t `.; ��ja Max.1 " copper w/ 3/4" AB/PVC insulation (Shafi Wa11j 1 or 2 Hr FS-ONE Intumescent Eirestop Sealant
�
�,;:�,' '�� ; Max. i" copper w/ 2" glass-fiber insuiation 1 Hr FS-ONE Intumescent Firestop Sealant
Max 2" steei, copger, sieel conduit or EMT with ma�c• 1 or 2 Hr F5-ONE lniumescent Firestop Sealant
1/2" glass #iber or max, 3/4" AB/PUC insalation
(Chase Wall Rsquired}
Max, 2" copper or steel pipe with max.1-t/2" glass 1 Nr FS•ONE intumescent Firestop Sealant
fiber insulation {Chase Wali Optionaij
Max. 2" copper or steel gipe with max. 3/4" AB/PUC 1 or 2 Hr FS-ONE Intumescent Firestop Sealant
insulatlon (Chase Wail Optiooai}
243 > ���C��BC�I �usways
` �� Electrical Busway
R�� �,;�,
244 "� �:�� Electrical Busway
> M���� DuCts
245 f ��� Max. 32" x 32" sheei metal duct w/o damper
���" �� F��
246 r� �
�� ,. � Max. 30" x 30" shee# metai duct w/o dampsr
�� A 1 Y'^ Y �Y �i
��,�, �ts ,, : �
'' � Max. 48" x 24" sheet mstal duct w/o demper
2A7 �z ���
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�5��� 4
2�s ' �'�''
�s'�;, ��
!� ��� {"�� Max. 20" sp'trai wound duct w/o damper, or 12"
��' a t ' ua
249 ��t�,�,� t '� sheet metal duct
'�; I'?3n', �� �ir'.f'r�
i.f,'� .`v a'�f�,t
. �';�':-�s�;�
` Refer to UL System.
3 Hr � CP 637 FiresTop Mortar
3 Nr FS-ONE Entumescent F+restop Sealant
3 Hr CP 60i S Elastomeric �irestop Sealant or
CP 604 Seif-Leveling Firestop Seaiant
3 Hr CP 606 FEexible Firestop Sea4ant or
FS-ONE intumescent Firesiop Sealant
1 or 2 Hr CP 60iS Elast�meric Firestop Seaiant,
CP 606 Flexibie Firestop Sealant, or
�S-ONE lntumesceot Firestop Sealant
1 ai 2 Hr CP 601S Elastomeric Firestop Sealant,
CP 606 Flexiaie �irestap 5ealant, ar
FS-ONE Iniumescent Firestop Sealant
w-�-5o2a I 2^
W-J-5041 , 5/8" �251
W-J-5042 5/8" 252 �
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W-J-5057 " . 253 C
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W-L-5Q28 ( 5/8" �254
W-�-5029 � 5/8"
W-L-5046 3/4" 256
W-L-5047 1-1 /4" 257
W-L-5073 � 2" {258
W-L-5096 � 5/8" � 259
W-L-5126 " 260
W-L-5143 1" 261
W-L-5144 1-1/2" 262
F-G5�Q4 ' 263
F-C-5036 * 264 {
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F-G5037 ` 265
C-AJ-6006 2-1/2" 266
C-AJ-6017 1" 2fi7
C-AJ-7046 { 1„ �268
GAJ-705i � 1" �269
W-J-7021 � 5/8" (27D
W-J-7022 � 5(8"`
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i Rating {
Base { 7F Ra4inol � HiEH Product Used
> Metai Duc#s (Cor��inue�
�'�_, '-��4 Max, 48" x 24" sbeet metal duct w/o dampsr
�* - •� �, �
�`: ,� .�?:•
f..,.rar.J�'- � � �
C;�..%'--:... x, .?'•'!!:
`-':' '� ��� Max. 20" spirai wound duct w/o damper, or i2"
p�, �, .
. �F<;
. .a-:'.R
� •=-su '- shset metai duct
, �. �'
. . �.
Max. 6" diameter sheet meta! duct {Shaft Wall)
Max, i" x 7" sheei metal tluct (Shaft Wa11j
Max 4" diameter sheet metal duet w/o dampsr
(Ghase Wall Optionaij
Sealant
1 c��>m � Deoih See
1 or 2 Hr -�P 601S E{astomeric Firestop Sealant, W-L-7040 5/8" 272
CP 606 Flexible Firestop Sealant, or
FS-ONE lntumescent Firestop Seaiant
1 or 2 Hr CP 6015 E{astameric Firestop Sea4ant, W-L-7042 5B"� 273
CP 606 Fisxible Firestop Sealant, or
FS-�NE Intumesceni Firestop Sealant
1 ar 2 Hr FS=ONE lntumeseeni Firestop Sealant W-L-7Q68 1" ' 274
t or 2 Hr FS-ONE intumescent Firestap Sealani W-L-7069 1" 275
' 1 Hr FS-Oi�E Intumescent Firestop Sealant F-C-7013 '` 2?6
> lnsalated Meta6 Ducts
�•� Max, 24" x 12" sheet metal du�t w/ �-1/2" 1 or 2 Hr FS-ONE Intumescent Firestop 5eaiant W-J-7029 5/8"` 277
' i ° �, ' -�� glass fiber insulatian . `
,'�� ,�� Max, 6" diameter sheet mstal duct with max.1" 2 Hr FS-ONE Intumescent Firestop Sealant N1��.-7a�8 1'j�4�� 278
�„� '
�� �; � gfass fiber insulation w/o tlampsr (slaeved}
� t�r r�� ; Maz. 24" x 12" sheet metal duct w/ 1-1/2" _
_ �,,��';`, glass fiber insuiation 1 or 2 iir F5-ONE intumescent Firastop Sealant W-L-7059 5!8"' 279
> Large Openie�gs / Malt�ple Pene#rations
� Ma�c,12° steel, max. 4" copper, steel conduit or ENVT
. Max. 4" steei conduit or EMT {one or more)
�'��� Multipke insulated and non-insulated steel
{ ;�a ,��
�p '� antl.copper pipes (max. 3" sFeel/copper)
� J� , �Y �
�� insuiated or non-insulated steel, cast iron, coppsr,
��> , ., � +
,- ,� s�eel conduit or EMT, cable iray or cables
�,>x'�' ���� �,s�ngle or bundietl}
r�
� ;'��� ;�dAC line set
�t x�,� •
�>°-�< .�'�:�<
�"� Steel, cast iron, capper, steef conduit, EMT,
a
�.- ������ �, cable trays
* sulted or non-insulated steel, cast iron, copper,
{�§ �
� ��;'��, mduit, or EMT pipes; cables, PVC piastic pipe
� ��a un-Insuiatetl steel, cast iron, copper, steel conduit
,� ���'�?��� or EMi; fiber optic raceways, ar cable trays
, e ;��s Cable bundie (various cables), ENT, or EMT
���t °� �� Max, t" Steel conduits or EMT (includes Cancrete
���, ` ��
T r� over Metai Deck)
��` �
�` ��� : Max. 2" or 3",Steel conduits or EMT (nciudes
'� ��� ^oncrete ove� Metai Deck)
�t!� '�: � $ �
�,�; ��� P�.�ax. 2" PVC, GPVC, or max.1" EtVT (max. qty = 3)
�,� � �° �� (includes Concrete over Metal Deck}
K:� r ;�"2� �,�ax. 3" steef or copper, EMT P�pe, max. 2" PVC,
3r . .�4 i. . . . . :;� � .
� or cable
r �� Insuiated or non-insulatetl steel, cast iron, copper,
�' � � steel conduit or EMT pipes, cabke tray or cabies
°" (singie or bundied)
Fiber optic cabfe tray, cable buntlle, and ENT
* Refer to UL System.
����������
3 Nr
2 Nr
3 Nr
3 Nr
Cp 637 �irestop Mortar : C-A,l-1140 2-1/2"; 280
CP 620 Fire �oam C-AJ-1388 5" 2II1
F5-ONE Intumescent Firestop Sealant C-AJ-8041, 1/2". 28?
FS fi57 Fite Bio�k C-AJ-8�56 ' 28�
2 Hr FS-ONE lntumesceni Firestop Seaiant C-AJ-8056 ''" 2$?
w/ Rstaining Coilar '
4 Hr CP 637 Firestop Modar C-AJ-8495 4-t12" 285
2 Hr CP 620 Fire Foam
3 Hr FS 657 Fire Block
2 Hr ��5 657 fire Biock
3 Hr CP 680 Cast-In Device
3 Nr CP 860 Cast-In Device
2 Hr CP 680 Cast-!n Device
GAJ-809fi ` 5" 286
C-AJ-8110 ' 289
� F-AJ10�224, ' � 291'
F-A-1023 292
F-A-2103 ' 293
2 Hr FS-�NE Intumescent �irestop Sealant W-J-8004
4 Nr FS 657 fire Biock W-J-8007
2 Hr l fS 657 Fire Block
� t. �wr":�+i
�' �-� , r�;�
1/2". 294
' 295
j W-d-8016 � ' 296
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273
274
275
276
277
278
279
280
281
282
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283
284
285
286
289
242
291
292
293
294
295
296
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. � B�$� . _ n......f...�inn Ifom
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rge Openings / Multipie Penetrations (Cont
��°�' 3nsuited or non-insuiated sieel, cast iron, copper,
��`� conduit, or EMT pipes, cables, PVC plastic pips,
����� flexible canduit, and sheet metal duci
r��^',', ., Cab1e bundle (various cables), steel conduit,
���"� EMT, or ENT
:,;, ,
�:5�;;:�
:s
;'� � Max. i" steel, steef conduit or EMi
� Max. 2" ElNT or steel conduits
�„ ,
Max. 6" stee{, cast iran, steel conduit; max. 3"
t� � copper; max. 4" EMT :
>: : ,
I,�%%�- Max. 6" steei, cast iron, steei conduit; max. 3"
�. ... .
� ���. copper, max. 4" EMT
�� �;� Max, 2" steel conduits ar ElNT
��"`r'� Max. 3" steel ar copper, EMT, 2" PUC, ar cable
"� , lnsulated or nan-insulated steei, copper, sieel
�,. '
.,�;,.� conduit or EMT pipes, plastic pipe, cable tray or
;�� �,a • cables (single dr bundled)
�t Insulated or non-insufated steel, cast iron, copper,
� �' �:�
°�j; steel contluit or EMT pipes, piastic pipe, cabie tray or
� � �'^.
� ��.,.� cables (single or bundled)
�i'f � Insulated or non-insulated steek, cast iron, copper,
�•
,r r� �� conduit, or EMT pipes, cables, PVC plastic pipe,
A.: �� flexibls conduit, and sheet metal tluct
�' � �� �
�%j^ �'.,; Fiber optic cable tray, cable bundle, and ENT
HUAC iine set (Chase Wal! Required}
HVAC line set (Chase WaEI Required)
Muftipfe HUAC Iine set (Chase Walf 4ptional)
> .��19A�S
� �� ��:� Concreie floor to floor joint
�� Concrete floor to floor joint
`J ���
=,a � ��� Cancrete #loor to floor joint
�� s��$,�� Concrete #loo� to floar joint
�' r��L 'y� Cancrete fioor to floor joint
ar
�";� Concrete floor to wali join#
� ��� ' �
� ;oncrete floor to waii joint
�r 4�;,,
� j�� oncrete floor to wal! joint
�����
��:; Conerete fioor to wall j�int
�� -�� Concrete flaor to wall)oint
�}� W�1 Concrete stairs ta concrete vuall or block wail
�Y ,��`� Concrete or block wall to concrete over metal deck
��,� '�� tiracludes roof deck) (top of wali}
�� Concrete or block walf to concrete floor (top-of-wail}
�::a,
" � oncrete or block wal! to cor�crete over metai deck
�>. C
�� �,
�fi� �` � rrl
�,�. � optionaf use of spray-on fireproofing
��`�� `
d�" '� (includes roof decic) (top-of-wali)
�� � �`"� Cnncrete or block wali to concrete over metal deck
(�5�
���. � a , ,
���:_ ` (includes roof deck) {top of wali}
' Refer to UL Systam.
Fire Sealant
Ratirtg I � 5ystem � Depth See
4.... f.nnhecl D7no
1 or 2 Hr CP 624 Fire Foam W-J-801 Z 4-314"` 298
2 Hr FS 657 �ire Block ' W-J-8018 ` 7_15
1 or 2 Hr FS-0NE Intumeseent Firestop Sealani W-L-1095 5/8"* ' 302 �
c
1 Hr FS-ONE Intumescent Firestop Sealant W-L-1176 5/8" 303 �
2 Nr CP 637 Firestop Mortar W-t-1247 • 4-1/2° , 304 �
1 Hr CP fi37 Firestop Martar W-L-1248 4-3/4"' 305
1 or 2 Hr CP 620 Fire Foam W-L-1249 4-314"" 306
2 Hr FS-ONE Intumescent Firestop Seafant W-L-8004 * 307
1 or 2 Hr FS 657 Fire Block W-L-8013 ' 308
i,2,3, �5 657 Fire Slock W-1-8014 ` 31 a
or4Nr
1 or 2 Hr CP 620 Fire Foam W-L-8019 4-314" , 311
1 or 2 Hr FS 657 Fire Biock W-L-8035 * 314
1 Hr CP 643 Firestop Collar F-C-8009 ' 316
1 Nr ES-ONE Intumescent �irestop Sealant �-C-8014 3/4" 317
1 Hr FS-ONE fntumescent Firestop Sealani ' F-C-8026 " 3i 8
3 Hr CP 6015 Elastomeric Firestop Sealant EF-D=1011 1/4" 319
3 Hr CP 606 Flexible Firestop Sealant FF-D-1012 S/2" 320
2 Hr CP 672 Speed Spray FF-0-1013 1/8" 321
3 Hr CP fi72 Spaetl Spray FF-D-1026 1/4" 322
2 iir CP 604 Self-LeveEing Firestop Sealant FF-D-1039 1/2" 323
3 Nr CP 601S Elastomeric Firestop Sealant FW-D-1011 1/4" 324
3 Hr CP 606 �lexi4le Firestop Seafant FW-D-1012 1/2" 325
2 Hr CP 672 Speed Spray FW-D-1013 1/8" 326
3 Nr CP 672 Speed Spray fiW-D-102i . t/4" 327
2 Nr CP 604 Self-Leveling Firestop Sealant FW-D-1 �37 1/2" 328
2 Hr CP 606 Flexible Firestop Sealant FW-D-t043 1/2" 329
2 Hr CP 606 F{exib{e Firestop Seaiant HW-D-0081 1/2" 330
2 Hr � CP 672 Speed Spray j HW-D-0097 � 1/8" � 331
2 Hr CP 672 Speed Spray � HW-D-0098 1/8" 332
2 Hr � CP 606 Fiexible Firestap Sealant ' I HW-D-4155I 7/4" � 333
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�� �io
I Sealant
i s��tPm I Depth See
�
�
> JOIIitS (COI1t1Rtl�d) HW-D-0181 1/8" 334 �
� 4 `'. Concrete or biock wall to concrete over metal deck 2 Hr CP 672 Speed Spray �
,-� w/ optional usa of spray-on fireproofing (top-of-wall} �
� �� _ HW-D-0225 1 /2" 335
'�,a r x��y� { Concrete or block wali ta c�ncrete over meta{ deck 2 Nr CP 606 Flexible Firestop Sealant �,
}'r
�^� ; �� �e' a (top-of-wal!}
HW-D-0256 1l8" 336 ' a
�, :, ;' � Concrete or bfock wa!! to concrete over metal deck 2 Hr CP 672 Speed Spray ,�p,
��� ��' ,�== w s ra -on fire rooiing (top of wali) (I beam/bar
`�� /PY P
� � � ;oist thraugh joint} �
�.; � ;� Cflncrete or block wail to concrete floor (top of wail) 4 Hr CP 601 S Elastomeric Firestap 5ealant HW-D-0261 1l2" 338 � �
� `-�. HW-D-0268 1/2" 339
��; `'"'� Concrete or block waEi to concrete floor or holiow 2 Nr CP 606 Flexibie Firestop Sealant �
k�" �� � core floor (top at waii) ;:
° HW-p 1009 1 /2" 340 : '���'.
��,� � �� Concrete or block wal! to concrete floor (top-of-wafl) 3 Hr CP 606 Fiexible Firestop Sealant ,
►�";*� � � Concrete or bia�lc wall to concrete over metal deck 2 Hr CP 672 Speed 8pray HW-D-1�37 1/B" 341 •;
���' �� ��1 � w/ optional use of spray-on fireproofing (tap Qf wa11) �
�, y�� HW-D-1041 1/8" 342 ; . �
�,� ;�� Cancrete or block wail to conccete over metaf tleck 2 Nr CP 672 Speed Spray
,�� �. �t ;� w/ spray-on fireproofing (tap-of-wai!}
����'sa� ''�� �fireproofing in ffutes)
��'t � i;oncreie or block wall to concrete floor 4 Hr CP 601S Efastomeric �irestop Seaiant NW-0-1042 1/2" 343 ;
��, z�� ` � WW-D-OOi 1/6" 344 ;
�tr �; Concrete wali to wall joint 2 lir CP 672 Speetl 5pray
. "`"�`• 2 Hr CP 606 Flexib(e Firestop Sealant WW-D-003 1/2" 345 :
y,� � ���� Concrete wall io waif jaini �
`� �� �.� Cancrete wall to wap joint 3 Hr CP 60�5 Elastomeric Firestap Seafant WW-D-10i1 1/4" 348
��5"� x� ° 3 Hr CP 606 Fleicible Firestop Sealant WW-D-101 1/2" 347 �
��, , t�� Concrsle wa11 to wali joint
�p� k� . t 7j�'
�� �` `�� Concrete wail to wall joint 4 Hr CP 60iS Elastameric Firestop Sealant WW-D-1D4 1/2" 348
F,�� . a HW-D-0042 1/8,� 349
�� , �; r4 Gypsum waN t� concre#e over metal deck w/ optional 1 or 2 H[ CP 672 Speed Spray
�' v�'"� use of spray-on fireproofing (includes roof decic)
r� y� :.�^
r' � �''„`-o.,s�. �tOD'Of-1Na��
fi f, ��'�",';" Gypsum wa11 to concrete over metai deck
1 or 2 Hr CP 606 Ffexibie Firestop Sealant HW-D-0045 i/2" 350 ,
�"� �:�1', (includes roof deck) (top-of-wail}
:�r .= HW-D-0049 t/8" 351
�'" s�"_��X� Gypsum wal! to concrete over metal deck w/ ogtional 1 or 2 Hr CP 672 Speed Spray :
s�'i `��•: � use o( spray-on �reproofing (includes roof deck) 1
�� 't"�',�f (top-of-walq
f r �.,' HW-0-0077 5/8"* 352
f�"'�Gypsum wali to concrete over metai deck w/ optionai 2 Hr CP 606 �iexible Firestop 5eaianf
''s use of spray-on fireproafing {inclutles roof dec4�
��� � � ��
%�• �r • (tap-of-wali}
NW-D-0083 5/8"` 353 " �
�.c!"� e�:;��'� Gypsum wal! to c9ncrete fioar or hollow core concrete 1 or 2 Hr CP 606 Flexible Firestop Seaiart
..,.r
"r,,,�. ./'�,i (tOp-of-Wail} ,
� HW-0-0085 5/8"' 354
�� Gypsum wail to concrete over metai deck w/ optional 1 or 2 Hr CP 646 Flexi4le Firestop Sealant ;'
������
�%•-�' • use of spray-on �ireproofing (includes roaf deck)
� ,,�, .�,��
;, � `. ;Y`� i!: (top-of-walq ,
, NW-D-0087 1/8" - 355
�, ,'�c �`; � Gypsum wali to concrete Qver metal deck w/ optiona! 1 or 2 Nr CP 672 Speed Spray
'�` .. �""=�� �' use of spray-on fireprooflng (includes roof deck)
'�, �� •.N:� �; y {tap-of-wal� 356
�� "� r 6 sum wail to conerete over metal deck w/ optianal 1 or 2 Hr CP 672 Speed Spray HW-D-0089 1/8"
l�7�'�� YP
�*�'- �'';�; �' use of spray-oh fireproofing {includes roof deck) '
E � �„� �, ;
� *` , , (top-of-wall) `
r, ,�= �� HW-�-Ot06 1/8" 357 '� ' F
.,� `. �r,� Gypsum wafi ta concrete tioor or hollow core concrete 1 or 2 Hr CP 672 Speed Spray % f,
� �,= •...� �,°.' (top-of-wa1!} �'
1 or 2 Nr CP S06 Flexible Firestop Sealant HW-0-Oi54 1/4" 358 �:
'' S`';; ;; Gypsum wall to concrete over metai deck ,����
_ k:; �
U""�` =.,,?!�-�~ {fnciudes roaf deck� {top-oi-walq r � ''
.� . . �
+ Refer to UL System, ����� � ' �� � '
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Base Ranny `` - ;
Material Penetratin Item F HaGn Hilii Prou� :_:
` � .loints (Continued)
, '�� Gypsum wali to concrete over meta{ deck w/optiona! 1 or 2 Hr CP 606 Flexibie Firestop Sealant
��� � use of spray-on fireproofing (inclutles roof deck)
335 � 1 �"',��� �1� {top-of-wail)
*��,�. �"��: Gypsum wali to concrete over metal tleck w/ spray-on 1 ot 2 Hr CP 672 Speed Spray
336 fjJ�(J{„; �� y; fireproofing (tap of wail) (freproof�ng in f[i�tes)
. 7,- J' '.. . .
�' -' �;: �v Gypsum wall to cancrete floar or hof{ow core concrete 1 or 2 Hr CP 606 FEexible Firestop 5ealant
�
� x;�,
F,,,k� � (iop-of-wall)
338 ,� ���,� "� Gypsum wa11 to concrete over metai deck w/ sprayon 1 or 2 Hr CP 672 Speed Spray
339 � f•+�' `''� : fireproofing (top af wall} (beam/bar joist through jointj
� '�"�
;� �� Gypsum wall to underside of steel beam and concrete,l r 2 Hr CP 672 Speed Spray
340 4=�; �,� �• over metal deck w/ spray-on flreproo�ng (top-of-walfj
' 34l r`�.ia;:" ��� Gypsum waii to concrete over metai deck (wail not 1 or 2 Hr CP 672 Speed Spray
; �.� ]�! - �',.4y
342 �l;r�jP. �'� ��� centered under lower plane of tlute)
'
1.'�
343
344
345
346
347
348
349
350
351
352
353
354
355
356
367
> �u�tain Wall JOlnts
Concrete fioor to exterior concre#e panei w/ steel 2 Hr CP 672 Speed Spray
iraming (inciudes vision giass}
� Concrete floor to exterior glass spandrel curtain wall 2 Nr CP 672 Speed Spray
�
w/ aiuminum framing (indudes vision glass)
Concrete fioor to exterior gypsum ci��tain waEl w/ EIFS 2 Nr CP 672 Speed Spray
. µ � iacade (includes vision giass)
Concrete flaar to exteriar gypsum curtain wali 2 Hr Cp 672 Speed Spray
� w/ Stucco facade (includes vision glass)
Concrete floor to exterior gypsum curtain wall 2 Nr CP 672 Speed Spray
w/ stone facade (includes vision glass)
Concrete floor ta exterior gypsum curtain wall 2 Hr CP 672 Speed Spray
w! brick facade (ncludes vision glass)
Concrete ffoor to exterior gypsum cuRain wa1! 2 ttr CP 672 Speed Spray
w/ metal siding (inciudes vision glass}
Concrete flaor ta exterior gypsum curtain wali 2 Hr CP 672 Speed Spray
wl Ef�S facade (inciudes vision giass)
Concrete fioor to exterfor gypsum curtain waU 2 lir CP 672 Speetl Spray
w/ metal siding {inciudes vision gEass) �
Concrete floor to exterior glass spandrei curtain wail 2 Hr CP 664 Self-leve{ing Firestop SeafanE
w/ aluminum framing (inckudes vision glass)
Concrete floor to exterior glass spandrei curtain wall 2 Hr CP 672 Speed Spray
w/ a{uminum framing (includes vision glass}
Concrete fioor to exterior aluminum panel curtain wali 2 Hr CP 604 Self-t,eveiing Firestop Seaiant
w/ aluminum framing (inciudes vision glass)
Concrete floor to e�erior aluminum panei cu�tain wall 2 Nr CP 672 Speed Spray
w/ a�uminum framing (includes vision gfass)
Concrete floor to exterior gran3te panel curtain wa11 2 Hr CP 604 Self-Leveling Firestop Sealant
w/ aluminum framing (inciudes vision glassj
Concrete floor to exterior granite pane! curtain wali 2 Nr CP 672 Speed Spray
w/ alumi�um framing (ncludes vision g(ass)
' Refer to UL System.
Sealant
�enth See
HW-D-61841 5/8" 1359
HW-�-0190� 1/8" j 360
HW-D-0209 5/8" 361 �
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HW-D-02i 6 1 /8" 362 �
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1/8" I 364
1/8" I365
CEJ 244 P 1 1/8" I 366
CEJ 246 P i 1/8" 1369
CEJ 259 P � 1/8" 1372
CEJ 26D P I 1I8" I 376
CE,7 261 P i 1/8" ! 380
CEJ 282 P I 1/8" I 384
CEJ 263 P{ 1/8" � 388
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C£J-264P 1/8" 392 Q°
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CEJ 265 P 1/8" 395 °
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CW-S-2027 1/4° 398 "'
CW-S-2028 � 1/8" � 402
CW-S-2029� 1/4" j406
CW-S-2030� 1/8" �410
CW-S-20311 1/4" �414
CW-S-2032� 1/8" I418
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UL/cUL SYSTEM Nd� C-AJ-1149
ME3AL PIPE THRDUGH CDNCRETE �LDOR/WAI.L nR BL�CK WALL
F-RATING = 2-HR,
T-RATING = 0-NR.
L-RATI �G �AATING AT� 400'F Es 4 TCFM/SQC FM/s�� Fr,
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A, ANY LIGHT4IEIGNSSIFX�D�C�NCRETE�BL�C�K WALL,FLnDR UR WALL (MINIMUM 4-1/2' THICK),
B, ANY UL/UI.0 CLA
z, PENETRATING ITEM TD BE QNE �F THE F[ILLOWING s
A, MAXIMUM IO' NQMIWAL DIAMETER S7EEL AIPE (SCHEAULE 10 OR HEAVIER),
B� MAXIMt4hi 10' NDMINAL DIAMETER CAST IRqN PIPE,
C, MAXIMUM 4' NDMiNAL DIAMEiER C�PPER PIPE,
� D, MAXIMUM 4' N�MINAL DIAMETER STEEI C�NDIlIT, �
E, MAXIMUM 4` NUMINAL DIANlETER EMT.
3, MINIMUM 3' THICKNESS MINERAL WOOL tMIN, 4 PCF DENSITY> TIGNTLY PACKED F�R NUMINAL 4'
DIAMETER (AN11�SNlALLER), RND MINIMUM 4' TWICKNESS MINERAL WOOL (MIN� 4 PCF DENSITY)
TIGNTLY PACKED F'QR PIPES GREATER 3HAN NAMINAL 4' AiAMETER,
4, MINIMUM 1/2' DEPTH HILTDMERIC N IREST�P SEA ANT��QR � P S 04 SELFCLEVELINGEFiREST4P �S��P
SEAI.ANI', CP 601S ELAS
SEALANT.
5, MINIMUM 1/2' BEAD IiILTI FS-�NE INTUMESCENT FIRESTOP SEALANT, CP 606 F�EXIBLE FIRESTD
SEALAN�, QR CP b�lS �LAS�'OMERIC FIRESTflP SEALANT APPLIED AT POINT �F C�NTACT. tNDT
REQUIRED WHEN CP 604 SELF-LEVELING FiRESTBP SEALANT IS USED, IiEM ND, 4�,
1, MAXIMU�I DIAMEiER OF QPENING = 1�`.
2, RI�NULAR SPRCE = MINIMUM 0', MAXIMUM 1-1/4',
3� ������M 1/�EA�ANTN OR CP 501S �ELAST�MERIC �FIRESTDP � EALANT � S� REQUIRED ON IB�T
FIREST�P S
SIDES OF A WALL �ASSEMBLY,
4, L- R A T I N G S � N L Y A PPLY WNEN NFLiI FS-qNE INtUMESCENT FIREST�P SEALANT IS USED
lnsfallation Msfructions tor Ut N0. CAJi 149
STEP 1 PREPARATION; Ail surfaces must be clean, sound, dry and frost free prior to application of firestapping materials.
STEP 2 �A essed from to�Asurfa ek opf{oor o fram boph surfacesrof wall�as�eq�uired po accommada e the required thi kn ss of Firest p Seaiantouid be
rec p
STEP 3 F�ea,ant��inSta�le d on �boUi�sides �To I� the seaVa tftivith a puttY kni e#o push pan p a�Ce and �smo th fi�e su�fac�e. L ave pompleted seal�undi turbed
S
46 hours.
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U.L, SYSTEM Nn, CAJ2217
PLASTIC PIPE THRpUGH C�NCRETE FLn�R/WALL �R BLOCK WALL
F RRTING = 3-HR,
T RATING = fl-HR.
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L CONCREiE FLO�R �R WALL ASSEMBLY (3-NR FIRE-RATINGh
A, LIGHTWEIGHT BR NORMAL WEIGHT C�NCRETE FLQOR �R WRLL (MIN. 4-i/2' THICK>,
$, ANY U,L, CI.ASSi�IED C�NCRETE BLOCK WALL,
2, PENETRATING ITEM TD BE �N� OF THE �OLL�WING (SEE NDTE #3 BELOW)=
A, MAXIMISM 6' NOMINAL DIAME3ER PVDF PLASTIC PIPE.
B, MAXIMUM 4" NOMINAL DIAMETER PP PLASTIC PIPE�
3, MINIMUM 1' DEPTIi HILTI F'S-nNE INTUMESCENT FIRESi'OP SE�LANT. .
4. NILTI CP 642 UR CP 643 FIREST�P COLLAR tSEE TABLE BEL�W).
5, HII.TI P�WDER ACTUATED FASTENERS tX-ZF 27 PINS WiTH WASNERS) DR 1/4' HILTI
KWIK-BDLT iI ANCHORS 70 �ASTEN EACN M011NTING TAB.
Insta!lafian tnstructions for UL N0. CAJ22f7
STEp 1 PREPARATION; All surfaces must be clean, sound, dry antl irast free prior to appiicatian of firestopping materials.
STEP 2 FII�ESTDP SEAIJ�N'T. Ta imp�tle coitl smoke, apply Firestop Sealant within annulus, flush with bottom surface of floar or both surfaces of w�
STEP 3 `!Rt S t0E DE�i'C� :��a�bEn oamounting t bs around�the devi ce and s c�ge to base materaaw t�h recom�me ded fasteners Wall penetlatio
requfre the ipstaila#ion of a firestop devica on both s+dss,
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U.L. SYSTEM NCI. CA,12220
PLASi'IC PIP� THROUGH C�NCRETE FL�OR/WALL. �R BLDCK WALL
F RATING = 3-HR,
T RATING = 0-HR,
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SECTI�N A-A
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1, CQNCRETE FLQOR �R WA�L ASSEMBLY t3-HR FiRE-RATI�IG3�
A. LIGHTWEIGHT nR lVQRMAL WEIGHT CONCRETE FL�DR �R WALL (�IIN. 4-i/Z' THICK).
B. LIGHTWEIGHT DR NORMAI. WEIGHi' C�NCREiE WAL! th�IN. 5' TNiCK),
G ANY U,L. CLASSI�'iED CdNCRETE BLQCK WALL,
2, PENE7RATING ITEM TD BE ONE QF 3HE F�LL�WING (ALSO SEE NQ7E NQ, 3 BELOW>�
A, MAXIMUM 2' NDMINAL DIAMETER PVC PIPE (CELLULAR �R S�LIA CORE).
B. MAXIMllM 2' NOMINAL IIIAMETER ABS PLASTIC PIPE (CELLULAR OR S�I.ID CORE),
C, MAXTMUM 2' NUMINAL DIAMETER F"RPP PLASTIC PiPE,
D. MAXIMIlM 2'' Ni1MINAL DIRMETER CPVC PL�STIC P1PE�
3. MINIMi1M �-!/2' DEPTH HILTI FS-flNE INTU�lESCENT fIRESTm' SEALANT,
N�TES � 1. MAXIFfUM AIAMETER OF �PENING = 4`,
2, ANNULAR SPACE = MINIMUM 1/2', MAXIMUM 1-1/8'.
3, CL�SED �R VENTED PIPING SYSTEMS tPVC, ABS, FRPP = SCNEDULE 40
GPVC = SDR 17).
4, MINIMUM �-1/2' DEPTH HILTI FS-ONE INTUMESCENT FIREST�P SEALRNT
IS REfltlIRED ON BDTH SiDES DF A WALL ASSEMBLY,
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SiEP 1 PREPARATION: Ali surfaces must be clean, sound, dry and frost free prior Co application o# firestopping materials.
' STEP 2 FIRESTOP SEAtANT: Apply #he required depth of Firestop Sealant flush with the top o# the iloor. Wall penetrations require Firestop Sealant fnstalled
flush with both sides. Tool the sealant with a putty knife to push it in place and smooth the surface. leave completed seai undisturbed for
48 haurs.
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UL SYSTEM N�� F--A-2067
PLASTIC PIPE TNROUGH CONCRETE FL��R �VER METAL DECKING
F-RATING = 2-HR,
�'-RAiING = 1/4-HR.
T�P VIEW
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SECTI[1N A-A
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1. LIGHTWEIGHT QR NaRMAL WEIGHT CONCRETE FL�qR (MiN, '-i/2' �HICK? �VER METAI. DECKING
t2-HR, FIR�-RATING),
2, PENETRATING iTEM T� BE ONE OF iHE FOLLDWiNG 4
A, MAXIMIiM 4� ���INAL D AMETER ABS PL ST C PIPE (CELLULAR AR S�LID Cq E).�
B, NlAXIMUM 4
C. MAXIMUM 4' N�MINAL DIAMETER CPVC PLASiIC FIPE.
3, NILTI CP �45 W��FEi2ENCE t1FMTNEtPIPE, ASISPECIFIED IN �TABLE�B� QW YAND�S ID INi��THE
THE �UTER CIRCU
ANNULAR SPACE.
4, MINIMUh! 1/4' AEPTH HILTI �'S-ONE INTUMESCENT FIREST�P SEALANT,
Installafion lnsfructions- for UL N0. FA2067
STEP 1 PREPARATlON; All surfaces must be clean, sound, dry and frost free prior to application of firestap material.
STEP 2 FiRESTOP WRAP 5TR}P: Continuausly wrap the requirad width of CP 645 the specifietl number of times around pipe, hold in place with tape� �"i°
slide into annular space.
STEP 3 FIRESTOP SEALANT: ce a`nd smooth the suprfa ef. FLeavep ompleted seai undisturbed oW48 hour �e of floor assembfy. 1'00l the sealant with p'� "`
knife to push it in pl
14d ��° Saving Lives through innovation & education 1 Hilti Firestop Guide 2003-2004 i 1-80D-879-8U0� I www.
INDEPENDENT TESTING &
INSPECTION 5ERVICES IN . � � � - � `� --
12084 VASEEN CT. � I� ���
CONIFER, COLORADO 80433 V
303-674-7560 €d �=':n� � � � ��
FAX 303-674-7560 "'
� r�uJ"�
TOWN OF VAIL I
June 3, 2009
G.E. Johnson/Starwood Vacation Ownership Timeshare West
218 Riverfront Lane
Avon, CO 81620
Attn: Mr. Andy Sandoval
Project: Ramshorn/Vail, CO
Subject: Special Inspections — Structural Steel Welding and Bolting Pursuant to IBC
Chapter 17
Andy,
ITIS has reviewed the contract document for the referenced project and has prepared the
following proposal for the referenced testing and inspection.
Scope Includes:
A) Field Welding, Visual Inspections and NDT
B) Decking and HAS
C) Field and Shop Bolting
D) Shop Inspection
The projected project schedule indicates approximately ten (10) weeks of field erection
time.
Estimated Costs:
Items A-C: Based on Current Schedule $ 11,950.00
Item C: Shop Inspection in Lincoln, NE — One Shop
Visit to Assure Midwest Steel's Conformance
To AISC, IBC and Project Standards $ 2,193.00
INDEPENDENT TESTING &
INSPECTION SERVICES INC.
12084 VASEEN CT.
CONIFER, COLORADO 80433
303-674-7560
FAX 303-674-7560
G.E. Johnson/ Starwood Vacation Ownership Timeshare West
June 3, 2009
Page 2
Thank you for the opportunity to be of service to you with our proposal of inspection
cost. If successful, we again look forward to being a part of your team in delivering a
cost-effective quality project.
Respectfully submitted,
David L. Sturgeon
President
IBC #1138247-85
ASNT Level III
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HEPWOR'TH - PAWLAK GEO7ECHNICAL
��� 9, zoa9
Rams-Horn Condominium Association
John and Diane Milligan
c/o GE Johnson Construction Company
Attn: Andy Sandoval
PO Box 8809
Avon, CO 81620
Emailed to: Andy Sandovai - sandovaa@GElohnson.com
Subject:
Hepworth-Pawlak Geotechnica[, Inc.
5020 County Road 154
Glemvood Springs, Colorado 8160I
Phone:970-945-7988
Fax:970-945-8454
email: hpgeo�hpgeotech.com
�C�L�C���
D
� 9F �J:� � � (f
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�N O� VAIL
Proposal No.139-09
Proposal to Provide Construction Materials Testing and Inspection Services,
Rams-Horn Lodge Renovation and RedeveIopment, Vail, Coiorado
Dear Mr. Sandoval:
Hepworth-Pawlak Geotechnical, Inc. (HP Geotech} is pleased to present this praposal to
provide construetion rnaterials testing and inspection services for the subject project. This
propasal is based on the informatian provided in your Request for Proposal (RFP) dated June
3, 2009, the construction schedule, and our previous experience with similar projects in the
Vail Valley.
Scope of Services
This proposal includes the following scope of services:
• Soils backfili testing and footing excavation observation,
• Micro pile installation observation,
• Foundation waterproofing observation
� Concrete and masonry steel reinforcement inspection,
• Concrete testing and masonry testing,
• Structural steel and fireproofing inspection, and
• Asphalt pavement testing
Fee Estimate
The estimate presented represents our good faith effort to provide an accurate fee estiznate �or
the expected services. The fee estimate is based on the following anticipated amount of in-
scope field services with related office/laboratory support:
• Soils backfill/footing excavation observation, 16 site visits
(64 field technician hours)
• Micro pile installation observation, 10 site visits, (80 inspector hours),
• Foundation waterproofing observation (8 inspector hours)
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
Rams-Horn Condomininm Association
John & Diane Milligan
c/o GE Johnson Construction Company
3une 9, 2009
Page 2
• Concrete and masonry steel rein.forcement inspection, 12 inspections,
(12 inspector hours)
• Concrete testing, including cylinder pickup, 10 pours (60 field technician hours)
• Masonry abservation and testing, I4 site visits (56 f eId technician houxs)
• Structural steel and fireproofing inspection, 11 site visits {88 inspector hours}
• Asphaltic pavement testing, 4 site visits (I6 field technician hours)
In an effort to provide the most qualified personnel for inspection services on this proj ect we
plan to team with Dave Sturgeon of Independent Testing and Inspection Services for
structuxal welding and high strength boIting inspection and with Doug Young of West Slope
Testing and Inspection for structurai steel and fireproofing inspection. Mr. Sturgeon has
submitted a separate proposal for his services and as such structural welding and high
strength bolting inspeciion is not included in the scope of this proposal.
Oux goal is to provide efficient, timely and cost-effective service. As such we plan to provide
our field services primarily utilizing staff that reside in the Vail area and will not charge
mileage fees for this project. Our services will be invoiced on a time and rnaterials basis in
accordance with the unit costs and other costs presented in this proposal and our current Fee
Schedule, attached for your reference. Please note the attached Terms and Conditions are a
part of this proposal and contain a limitation of liability clause. A breakdown of our fee
estimate is as follows:
Construction Materials Testing and Inspection Fee Esiimate
Micro Pile Installation (Full Time Inspection)
Field Engineer 80 hours at $50
Project ManagementlReview 9 hours at $90
Project Engineer 2 hours at $I30
Word Processing 6 hours at $45
Micro Pile Inspection Estimated Total
Soil Backfill Testing and Footing Eacavation Observation
FieId Technician 64 hours at $45
Project Management/Review 12 hours at $90
Word Processing 4 hours at $45
Laboratory Testing per fee schedule
Soil Backfill and Egcavation Observation Estimated Total
$ 4,400
$ 810
$ 260
$ 270
$ 5,340
$ 2,880
$ I,OSO
$ 180
$ 810
$ 4,950
Rams-Horn Condominium Association
John & Diane Milligan
c/o GE 3ohnson Construction Company
June 9, 2009
Page 3
Foundation Waterproofing Observation
Field Technician 8 hours at $45
Project ManagementlReview 2 hours a# $90
Word Processing 1 hour at $45
Foundation Waterproofmg Estimated Total
Concrete and Masonry Rebar Inspection
Field Inspection 12 houxs at $45
Project Management/Review 4 hours at $90
Word Processing 2 hours at $45
Concrete and Masonry Rebar Estimated Total
Concrete and Masonry Testing
Field Technician
Lab Compression Tests*
Project Management/Review
Word Processing
$ 360
$ 180
$ 45
$ 585
$ S40
$ 360
$ 90
$ 990
1 i 6 hours at $45 $ 5,220
21 sets at $48 $ 1,008
�2 hours at $90 $ 1,080
4 hours at $45 $ 180
Concxete a�ad Masonry Testing Estimated Total $ 7,488
*concrete sampling frequency of 1 set of 4 cylinders per 50 cubic yards of concrete
Structural Steel and Fireproofing Inspection and Testing
Field Inspection 88 honrs at $55
Fireproofing Lab Testing 4 samples at $50
Project ManagementlReview 8 hours at $90
Word Processing 4 hours at $45
Structural Steel and Fireproofng Estimated Toial
Asphaltic Pavement Testing
Field Technician 16 hours at $45
Project Manageznent/Review 3 hours at $90
Word Processing 1 hour at $45
Laboratory Testing per fee schedule
Asphalhc Pavement Testing Estimated Total
Total Fee Esiimate
$ 4,840
$ 200
$ 720
$ 180
$ 5,940
$ 720
$ 270
$ 4S
$ 870
$ 1,905
$27,198
Qualifications of HP Geotech
HP Geotech was founded in Colorado in the spring of 1993 ta provide geotechnical, geologic,
and construction testing and inspection services. We currently have offices in Glenwood
Springs, Silverthorne, Parker, and Colorado Springs. We are pre-approved by the Colorado
State Buildings Program for "as-needed" Geotechnical/Materials Testing/Environmental
services and have successfully provided the requested services for numerous similar projects
Rams-Horn Condominium Association
John & Diane Milligan
c/o GE Johnson Construction Company
June 9, 2009
Page 4
in Western Colorado. The following is a partial iist of similar current and recent projects in
the area where we provided material testing and inspection services. References for our
current projects will be provided upon request.
Current Projects
• VA Hospital, Building 20 Seismic Co�nrections, Grand Junction
• Battlement Fire Station, Parachute
• New Elementary School, Rifle
• High School Additions, Rifle
• Hampton Inn, Rifle
• Snowmass Base Village, Snowmass Vil3age
Recently Completed Projects
• Willows at Vail Lodge, Vail
• Snowcloud Lodge, Bachelor GuIch
• Limelight Lodge, Aspen
• Vail Mountain View Residences, Vail
Riverfront Westin, Avon
Acceptance: If this propasal meets with your approval, you may execute it as a�orm of
Agreement by signing a copy and retuming it to us.
If you have any questions, please contact the undersigned. Thank you for the opportunity of
submitting this proposaI. We look forward to the prospect of working with you.
Sincerely,
HEPW RTH - PAWLAK GEOTECHNICAL, INC.
� '
�+ �
�
James A. Parker, PG, EI, Constructzon Services Pro�ect Manager
Rev. By: Tom Westhoff
Attachments: HP Geotech Construction Observation and Testing Fee Schedule
Terms and Conditions
Accepted this date:
QI
Signed
�
�HEPWORTH-PAWLAK GEOTECHNICAL, INC.
� 5020 County Road 9 S4
Glenwood Springs, Colorado 87609
Phone: 970-945-7988
Fax: 970-945-8454
HEPWORTH-PAWL-AK CE07�CHNICAL e-mail: hpgeo@hpgeotech.com
2009
FEE SCHEDULE
GLEI�FWOOD SPRTNGS
CONSTRUCTION 4BSERVATION ANn NIATE.RiAI,S TESTIlV�G
CONSTRUCTION OBSERVA'�IO1V
Fieid/i..ab Techniciaa - Soils, Concrete, AspbaIt, Masonry, Fireproofing .. .................................................................... $SQ.QQ to $65.OQlhour
Field Teahnician - Piers, Piles .............. .. ..... ...................................................................................................••-......... $65.OQ to $ 75.00/hour
Field Technician -- Coring (includes equipment) . ............................ ........ . ................................................................•--....._.......$90.OU/hour
Field Technician — Windsor Probe Testittg (includes equipment and probes) -••• ...............................................................................$105/hour
Overtime (Over 8 houts per day, Saturday, Sunday and Halidays) ................ ...........................................................1.5 x standazd hourIy rate
ProjectManagement/Review ..........................................................................................................................................•--...-•-•----...�40.00/hour
Engineer (Staff to Principal I.evel) ................................................................................................................................ $90.00 to $180.Ofl/hour
CAD/Drafting . .......-•.-• .................................................................................................................................................................... 560.00/hour
WordProcessing. ....••••••••-••-•--•• ...................................................................................................................................••-••-•.............$55.00/hour
LAB4RATQRY TES'TIl�TG
SOILS
Moisture Content (ASTM D-221� ...........................$10.60
Moisture and Density (Liner Sample) ..........................15.00
Atterberg Limits (ASTM D-4318) ...............................75.00
SweFl•Consolidarion (Std. 3 Points} .............................8Q.00
Umconfiaed Compression (ASTM D-216b} .................80.00
Specific Gravity (ASTIVI D-8S4} .................................80.00
Gradation Analysis (ASTM D-422)
a. 3" through #f200 Sieve ......................................85.00
b. 3" through #4 Sieve ............................•.............56.00
c. #4 through #200 Sieve .................................... .55.00
d. Percent Less than #200 Sieve ...........................30.00
e. Hydrometer Analysis ........................................80.00
Gradadon, i.arge Pit Run Samples .............................. 55.00Ihour
Standard Procror Compaation (A5'I'M D-698) ..._....._ l 10.00
Modified Practor Compaction (ASTM A-I557)........120.00
Hveem Stabilometer'R' Vaiue ...................................325.Q0
ASPHALT
Oil Content Only (ASTM D-63U� .........................$125.00
Oil ContendGradation
(ASTM D-6307 and ASTM D-5444) ...................18Q.00
Specif�a Gravity, Bulk
(ASTM D-I188 and D-2726) .................................30_00
Maximum Theoretical Spec. Gr. (ASTM D-2041) ......75.00
CONCRETE-MASONRY
Cylinder Compression TesE (ASTM C-39)
3"x6" Cylinder ...............................••••---•.............._.$ IU.00
4'k8" G�+linder ......................................................... 12.00
6"x12" G�+linder ........................................................14.00
Trimined Contractor Cast Cylinder .................... 24.00
Conarete Core Compression Test ........................ 24.00
Masosuy Grout Compression Test,
Inc(uding Coring and Trimming ....................30.00Jcore
Mortar L�be Compressioa Test ...................................14.00
Masonry Prism Compression Test
a. Hotlow Cel1 ......................................................95.00
b. Groat Filled ....................................................10S.U0
Unit Weight (4" or 6" G�linder - Dry) .........................15.00
AGGREGATES
Coarse Ag�egate 3" through #8 Sieve {ASTM G136) .... $55.00
Coarse Aggregate Amount Piner #200 (ASTM C-1 f?)....... 30.OQ
Pine Aggregate (with #200 Sieve) . ..... ............... ............... 55.00
Clay Lumps and FriabIa ParticIes (ASTM GI42)
Coarse or �ine Aggregate .............................................. 50.00
Fractured Faces, Coarse Aggregate
{Colorado Procedure 45) ............................................... 60.00
Specific Gravity, Bullc and Appazent
a Coarse (ASTIv1 C-I27) ............................................. 60.00
b. Fine (ASTM C-128) ...... ......................................... 85.00
°lo Salt Content-Sauding Matcrial ........................................ 75.00
FIItEPROUFING
Densiry (ASTM E-605) ............................••--.................... $ SO.QO
Bond Test (ASTM &73� . ............»...................................60.00
OTHER DIRECT CHARGES
Auto or Pickup ............................................................_. 5.76/mile
Out of town living expenses, cammercial travel costs,
equipment rental, freighE, etc . ............................ Cost + 20%
Subconsultant Services/Special Testing ................... Cost + 20%
REMARICS
'i'echnician raies include nucleaz gauge �r other typical fie]d
equipment and are charged portal to portaL A 24-honr notice is
reguested for scheduling of Geid service. Minimum 2 hour trip
charge per day far fieid engineer or technician may be applied.
Proposais for specific projects availableupon reguest
The prices listed ab�ve include up to 3 copies of the report. Late
fes of $30.Q0 or 1.5% per month (whichever is the greater)
charged 30 days from invaice dete plus colEection costs, bank
charges and reasonable attomey's fees.
sams wd conahEoas ou eoct
Fltusive Juuuy I, 2009
rcxn7sa�n caNU��rioNs
STAIWARA OF CARE: Scrvices perfarmcd by HEPWpR7H-PAWLAK GE07ECi31QICAL, ING [aiso refcrrcd to as HP GE07'ECFi)
under this Agreement will be conduc�ed in a manner consistent �vith thos level of care and skill ordinariiy rxercised by members o41he
professiou currentIy practicing undcr similar condilions in �he sarne localc. No warranty� �xprrss or implied, is mnde or intendcd by thc
proposat for consnlung scrvices or by fumishing oro) or written reports of the Fndings made. 1'he clieot mcognizes that subsuriacc
conditions may vasy frem those encountered a; thc IocaGon wherc bvrings, tests or cxploradons are madc by HP GEOTECI3 and tbat the
data, interpretations and rerommendations of IiP CE4TECH are haseH solely upon the data availabla to NP GEOTECH. I�P GEOTECTi
avilt bezespons3le for thosc data, interyretations, and reeommendations, bui sha11 nac be responsibte forihe interprerationsby others of �he
information d�velopcd.
LIMI7'ATTON OF F.iAB]L7TY: 7he client agtees to limit the liability af HP G�07ECii and its emptoyces, Jirectors, o�cers and
subeonsuitan�s (collectiveiy "HP GEoT�CH'� to the client, arising frorri or in any way reIated to Ihe Pmject, the Agrremen� or ►he scrvices
performed, such that tGe total aggrcgatc ti�bility ofHP GE07'ECH t0 the clicnt sholl not exceed the gteacer ofS50,006 or HP C:EOTECH's
total fce teceived for thc services rendered on �his Fmjec� Clien[ heteby rcicascs }3P GEQTECFI from any liebiliry abov� such amaunt,
73�is limitadon oEliabi{ity sh�li appEy fa any and atl claims for rClicf maQe ar �vhich could be madc�
CORPORATE PROTEG7fON: Client apnes its solc and acclusivc rcmedy, if any, for any claim arising aut of the services oS HP
GEOTECFI shatf be againsc 1iEPWpR'CN-PAWLAK GFATECHt�IICAL. R�IC. and not egainst any mdividual employers, o�cers, onmc�s
or directors oFHEPWOR77d-PAWLAK GE07'ECHNICAI, iItiC.
S]TE ACCESS: Unless othenvise agreed, tha clicnt wilF furnish HP GEOTECH with �ight-of-acctss ta the site in order to conduct the
planned exploration. White I]P GEO'FECH wili [ake reasonable precausons to limit damage So tht properiy, it isundarstaod by the client
that in [tie norsnal course of services some damsge may ocenr. the icstaration of which is nat pari of this Agreemeit[ asd shali not be tfte
obligation of HP GFATECH. Unless other�vise apreed, the cUent m71 secnre a1l neeessery approvals, yermits, licenses and consents
nectssary to the parformancc oitheservices hcreundcr.
1TiILi7'IES: In thc puformance of its servic�s, HP CEOTECH wi31 [a3:e reasonabie precautians to avaid damage or injury to subtcrsaneart
sWatures or utiiities. 'fhe cliet�t agrees to hold HP GEOTECJi hermiess and indemnify HP GEOTECFT for any olaims, payments or athu
Gability, iactudi�g attomey's fees �nd cos�s, incurred by HP GEOTECH for any damaoa to svbter,ranenn structures or utilities whicit are
not ca)led to HP GEOTECH's atlention aad cornecdy shown un theplens farnished to HP GE4TECH.
EIATAN'CICIPATED HAZARI�UUS IviATER1ALS: It sh�ll be �he dury of [he o�vner,�the clianc, or thair reptesentadve to advise HP
GEOTECH aF any knowa or suspected hazardous substances which may exist na or ncar any pranisrs upon whicf� serv;ces are to be
perCormed by HP G�C07'ECH's employees, agents or subconlractors. If 1iP GEOTECH observes or srospects the existence of unanticipated
ha7arcto�s materiats during the course of pruviding services, i1P GEO'fECH may at i1s optian terminate further services on thc project and
notify cEient of the condition Services wiU be raumed only afler a renegotiation of sco�a of services and fees. Jn the event tl�ar such
rcne�otiatioe cannot occur to the satisfaction of HP GEO'TEC}i, HP GEOIECH may at its option terminate this conhact.
MOLU or OTHER BIp�,pG3CAL CONi'HMINAN7S (MOBG�: HP GE07'�CH's services do not include determining the presence,
preverttiott ot possibility of MOBC devcloping in the future. Jfthe client is eoneemed ubout MOHC. then � professionat in tAis spcejal
field.of practite should be consulted.
INVOICES: HP GE07ECH wilf submit invoices to the tlitnt montfily and a final bill ugors eompletion ofservices. Unicss orhenviss
noted, {ces m'i! be based on ilse prevailin� Pee Scbedule in effcct when the services are perFotmed. Payment is due upon presenta�ion oi
invoicc and is past dve thirty (30) days from ttte invoice data Cli+�t agrees to pay a latt fee of530.OD or one and one helfpereent (T'h%)
per montE� {whichever is tiie greeterj on past due accounts. Clieat also agsiees to pay, in sddition !o juJgemcnt or settiement sums duc, all
costs and expenses inctvding coun msts, reaso�►abio attom�s fees asrd st�ff time computed uccordixg to HP GE01'ECH's prevailing Fce
Schedule incuaed by HP GEO"FECH relatin& to coilection procedures on overdue nccovnu.
OWNERSHIP Og DOCl1ME�VTS: Ai! reports� plans, specifications, computer files, field date, nola and other documents and inswments
pszpared by HP GEOT�CH as instrumcnts of service shall remain the property ofHP GE07'ECH. HP GEOTECH shall relain all common
law, sG�tutory end othcr reservcd righcs, ineluding thc copyright thereto_
SAMi'LES: HP GE07'ECFI will retain ail soi[ and rock sampfes that are rrarssported ta HP GEOTECH's laboratories until svbmissian af
the projeet reporL Funher storage or tronsfer ofsamples can 6e made at clienYs rxpense ugor� writtcn requcst.
2�iSPLI'TE RESOLi17'fON: Alf claims and disputes betwetn Hf' GEOTEGH and cliant arising out of or in eny way related ro this
Asreemant wlI be submiaed to mediation bcforc and as a condition precedcnt tn othes remedies provided bylativ.
V�NUE: ]f a dispute at Iaw tuiscs re[atcd to the serviccs provided under this Agreetaent then the c1�im will be bnought and triod in a
Couri of compatent jurisdiction in the county where HP GE07ECH's prineipeJ plaee of business is locnted.
i�IO 7'HTRA PARTY BEtYEFICIARtES: iVmbing conmined in �is �eamptt s5a11 creaie a contr�cmai relazionship with or a c�usc of
ac�ioa in Favor of any third pany against either HP GEOTECH or dicnt.
7'E1tM1NATfON: In the event of ttrmination of :hc Agrecmcnt by either p�ty, the client shati wiihin fitteen (15} calendar days of
term'snation pay HP GEO7ECH for alI s�rvfccs rcndered nnd aR reimbu�able costs incurrnd by HP GEOTECF3 up to date of ttrmination, in
aecordunce �vith the payment provisions of this AgrecmenG TIP GE07'&CH s1�aR have no )iabitiEyto th� ctient and t}fe cJient agrecs to make
no ciaim for any de)ay or damage as a raulc ofsnch rermination cavsed by any breach of this Agreement 6y the cliertt.
Effectivc )anuary i, 2009