HomeMy WebLinkAboutB4-1147 ENGR LTR 7-23-04.PDFSent By: Taylor and Vi.ola Structural Eng; 828-322-1801; Jul-23-04 7:51AM;
To: DAVID E LOOPER At: 3241289
Page 1 /1
W11*14114#11i WRINW11PLUM
UUMMIMAN
W Clark Rowe
PO Box 3224
HickoM NC 28603
ell
Per your request we visited the above referenced site and reviewed the LVL beams in question -
Beam 81 is a single 11 7/8"M that spans approximately 9'-0". This bow Supports roof and,
ceiling load.
Beam B2 is a double 16"M that spans approximately 17'-W'. This beam supports roof and
ceiling load as well as the end reaction of Beam 01.
Both beams will support the loads imposed on them according to the North Carolina Standard
Building Code and am therefore acceptable to this office.
if you have any questions or need fieher assistance, please call us.
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TAYWR & VIOLA STRU% ENGMEM P.C.
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James S. Tate, PE
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M BC CALC@ 2003 DESIGN REPORT - US Tuesday, July 20, 2004 13:
BOLSE'
Ililouble 1 3/4" x 16" VERSA -LAM@ 3100 SP File Name: BC CALC Project: RB02
Job Name: Description:
Address: Specifier:
City, State, Zip: , Designer: PM
Customer: Company: HICKORY TRUSS
Code reports: ICBO 5512, NER 629 Misc:
_J
12
I_ Load - 25 psf 120 psf Tributary 11-000-001 1
General Data
Version: US Impend;
Member Type:
Roof Beam
Number of Spans:
1
Left Cantilever:
No
Right Cantilever:
No
Slope:
0/12
Tributary:
11 -00-00
Live Load: 25 psf
Dead Load: 20 psf
Partition Load: 0 psf
Duration: 115
Disclosure
ulo
who would rely on the output as
evidence of suitability for a
particular application. The output
above is based upon building
code -accepted design properties
and analysis methods. Installation
of BOISE engineered wood
products must be in accordance
with the current Installation Guide
and the applicable building codes.
To obtain an Installation Guide or if
(800)232-0788 before beginning
prod not i nstal la tio n.
AJS Tm are trademarks of
Boise Cascade Corporation.
Load Summary
ID Description Load Type Ref. Start End
S Standard Load Unf. Area Left 00-00-00 17-02-00
jwmm*MF��
Moment
22694 ft-lbs
Neg. Moment
0 ft-lbs
End Shear
5121 lbs
Total Load Defl,
U404 (0,509')
Live Load Deft,
U749 (0.275")
Max Defl.
0.509"
Left 04-00-00 04-00-00
% Allowable
Duration
52.8%
115%
n/a
100%
41 A%
115%
44.5%
48A%
50.9%
Notes
Design meets Code minimum (L/180) Total load deflection criteria.
Design meets Code minimum (L/360) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 2".
Minimum bearing length for 61 is 1-5/8".
Member Slope = 0, consider drainage.
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min
Talue
Trib.
Dur.
25 pat
11-00-00
115%
20 psf
11-00-00
90%
1013 lbs
n/a
115%
836 lbs
n/a
90%
Load Case Span Locati
2 1 -11 1
I - Left
end bearing + 1/2 intermediate bearing
Connection Diagram
Consult project design professional of record or BOISE technical representative for connection design
Member has no side loads.
Concentrated loads are not considered in side load analysis.
Connectors are: 16d Sinker Nails
a 2"
b 3"
c 4"
d 12"
K
7D I
BC CALC@ 2003 DESIGN REPORT - US Tuesday, July 20, 2004 13:
Single 1 3/4" x 11 7/8" VERSA -LAM@ 3100 SP File Name: BC CALL Project: RB01
Job Name: LOOPER / BLDG. 235 Description:
Address: Specifier:
City, State, Zip: , Designer: PM
Customer: Company- HICKORY TRUSS
Code reports: ICBO 5512, NER 629 Misc:
12
7Tributary----- - --
T S to nda rd Load - 25 psf 120 psf 0"0�66_T --®
80
BI
1013 lbs LL
1013 lbs L
836 lbs DL
836 lbs D
Total Horizontal Length - 09-00-00
General Data
Load Summary
Version: US Imperial
ID Description Load Type Ref. Start End Type
Value Trib. Dur.
S Standard Load Unf, Area Left 00-00-00 09-00-00 Live
25 psf 09-00-00 115%
Member Type: Roof Beam
Dead
20 psf 09-00-00 90%
Number of Spans: 1
Left Cantilever: No
Controls Summary
Right Cantilever: No
Control Type Value % Allowable Duration
Load Case Span Location
Moment 4160 ft-lbs 34,0% 115%
2 1 - Internal
Slope: 0/12
Neg. Moment 0 ft-lbs n/a 100%
Tributary: 09-00-00
End Shear 1442 Ins 312% 115%
2 1, Left
Total Load Dell, L1870 (0. 124') 207%
2 1
Live Load Defl. L11 588 (0.068") 22.7%
2 1
Max Dell. 0A24" 12A%
2 1
Live Load: 25 psf
Dead Load: 20 psf
Notes
Partition Load: 0 psf
Design meets Code minimum (L/180) Total load deflection criteria.
Duration: 115
Design meets Code minimum (U360) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Disclosure
Minimum bearing length for BO is 1-1/2".
The completeness and accuracy of
Minimum bearing length for B1 is 1-112".
the input must be verified by anyone
Member Slope = 0, consider drainage.
who would rely on the output as
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
evidence of suitability for a
particular application. The output
above is based upon building
code -accepted design properties
and analysis methods. Installation
of BOISE engineered wood
products must be in accordance
with the current Installation Guide
and the applicable building codes.
To obtain an Installation Guide or if
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALC(R), BC FRAMER(@, BCIO,
BC RIM BOARD-, BC OSB RIM
BOARD TM, BOISE GLULAMT-,
VERSA -LAW, VERSA RIM@,
VERSA -RIM PLUS@,
VERSA-STRANDT-,
VERSA-STUDO, ALLJOISTO and
AJS TM are trademarks of
B else Cascade Corporation..