HomeMy WebLinkAbout1206 Dutch Dr Technical - BuildingTECHNICAL
Permit
Address
ct -552
Project description New 5 iv�i�- Fwu1,
&dna,
Date the permit was finaled 10
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Date
Company Name
Address
City
State
File Location
MECAWind Version 2 0 2 2 per ASCE 7 -05
Developed by MECA Enterprises Inc Copyright 2009 www mecaenterprises com
Basic Wind Speed(V)
Structural Category
Natural Frequency
Importance Factor
Alpha
At
Am
Cc
Epsilon
Slope of Roof
Ht Mean Roof Ht
RHt Ridge Ht
OH Roof Overhang at Eave=
2
Bldg Length Along Ridge
Wall
Leeward Walls
Side Walls
Elev Kz
ft
27 00 1 14
25 00 1 13
20 00 1 08
,15 00 1 03
10 00 1 03
5 00 1 03
6/9/2009 Project No 09126
ZENOVIC ASSOCIATES INC Designed By SRH
301 EAST 6TH STREET SUITE 1 Description SFR FOR HOAGLAND
PORT ANGELES Customer Name HOAGLAND
WA Proj Location LOT 10 JUAN DE FUCA BLUFFS PO
\Zen- server \data \Active Projects \09126 HOAGLAND \ENGR \Structual \WIND LOADING wnd
Kzt
Roof Location
0 70
1 00 24 83
1 00 24 50
1 00 23 57
1 00 22 42
1 00 22 42
1 00 22 42
Windward Min Cp
Windward Max Cp
Leeward Perp to Ridge
Overhang Top (Windward)
Overhang Top (Leeward)
Overhang (Windward only)
User Input
100 00 mph
II
N/A
1 00
11 50
0 09
0 11
0 15
0 13
4 12
23 00 ft
27 00 ft
00 ft
0 50
Data
Structure Type
Exposure Category
Flexible Structure
Kd Directional Factor
Zg
Bt
Bm
1
Zmin
Slope of Roof(Theta)
Type of Roof
Eht Eave Height
Roof Area
58 00 ft Bldg Width Across Ridge=
Main Wind Force Resisting System MWFRS)
Figure 6 -5 Internal Pressure Coefficients for Buildings, GCpi
Enclosed Bldg +GCpi 0 18 Enclosed Bldg -GCpi -0 18
Figure 6 -6 External Pressure Coefficients
Cp Loads on Main Wind -Force Resisting Systems(Method 2)
MWFRS -Wall Pressures Perpendicular to Ridge
Cp +GCpi(paf) GCpi(psf)
qz Windward Wall---
psf +GCpi -GCpi
12 54
12 31
11 68
10 90
10 90
10 90
Cp +GCpi(psf)
0 48
-0 04
0 57
0 48
0 57
0 80
14 61
18 71
21 23
21 01
20 37
19 59
19 59
19 59
-14 20
-5 17
16 05
-9 85
11 70
15 88
-5 92
-10 02
Total Shear Moment
-GCpi Kip K -ft
27 15
26 92
26 29
25 51
25 51
25 51
3 15 3 15
10 96 25 82
18 58 72 27
25 98 137 21
33 37 220 65
40 77 322 58
Note 1) Total Leeward GCPi Windward GCPi
2) Shear and Moment are sum of forces (Leeward +Windard) acting on bldg
GCpi(psf)
5 51
3 53
7 35
9 85
-11 70
15 88
Building
D
No
0 85
700 00 ft
1 07
0 80
650 00 ft
7 00 ft
18 43 Deg
Hipped
19 00 ft
1995 00 ft^
48 00 ft
MWFRS -Wall Pressures Parallel to Ridge
Wall
Leeward Walls -0 46
Side Walls -0 70
Elev KZ Kzt qz Windward Wall Total Shear Moment
ft pef +GCpi -GCpi -GCpi Kip K -ft
27 00 1 14 1 00 24 83 12 54
25 00 1 13 1 00 24 50 12 31
20 00 1 08 1 00 23 57 11 68
15 00 1 03 1 00 22 42 10 90
10 00 1 03 1 00 22 42 10 90
5 00 1 03 1 00 22 42 10 90
Note 1) Total Leeward GCPi Windward GCPi
2) Shear and Moment are sum of forces (Leeward +Windard) acting on bldg
Roof Dist from Windward Edge
0 0 ft to 11 5 ft
11 5 ft to 23 0 ft
23 0 ft to 46 0 ft
46 0 ft to 58 0 ft
1 0 52
2 -0 69
3 -0 47
4 -0 42
5 -0 45
6 -0 45
1E 0 78
2E -1 07
3E -0 67
4E -0 62
1T
2T
3T
4T
Cp +GCpi(pef) GCpi(psf)
13 75 -5 06
18 71 -10 02
21 23 26 29 2 52 2 52
21 01 26 07 8 78 20 69
20 37 25 43 14 88 57 90
19 59 24 65 20 80 109 90
19 59 24 65 26 72 176 70
19 59 24 65 32 63 258 28
Cp +GCpi(psf) GCpi(paf)
0 90 -22 82
0 90 -22 82
-0 50 -14 61
-0 30 -10 50
-14 13
-14 13
-5 92
-1 81
Low Rise Bldg Provisions per Fig 6 -10 MWFRS Transverse Direction
Building GCpf +GCpi -GCpi qh Min P Max P
Surface psf psf psf
0 18 -0 18 24 15 8 21 16 91
0 18 -0 18 24 15 -21 01 -12 32
0 18 -0 18 24 15 -15 70 -7 00
0 18 -0 18 24 15 -14 49 -5 80
0 18 -0 18 24 15 -15 21 -6 52
0 18 -0 18 24 15 -15 21 -6 52
0 18 -0 18 24 15 14 49 23 18
0 18 -0 18 24 15 -30 19 -21 49
0 18 -0 18 24 15 -20 53 -11 83
0 18 -0 18 24 15 -19 32 -10 63
2 05 4 23
-5 25 -3 08
-3 92 -1 75
-3 62 -1 45
Low Rise Bldg Provisions per Fig 6 10 MWFRS Longitudinal Direction
Building GCpfj +GCpi -GCpi qh Min P Max P
Surface psf psf psf
1 0 4 0 18 -0 18 24 15 5 31 14 01
2 -0 69 0 18 -0 18 24 15 -21 01 -12 32
3 -0 37 0 18 -0 18 24 15 -13 28 -4 59
4 -0 29 0 18 -0 18 24 15 -11 35 -2 66
5 -0 45 0 18 -0 18 24 15 -15 21 -6 52
6 -0 45 0 18 -0 18 24 15 -15 21 -6 52
1E 0 61 0 18 -0 18 24 15 10 38 19 08
2E -1 07 0 18 -0 18 24 15 -30 19 -21 49
3E -0 53 0 18 -0 18 24 15 -17 15 -8 45
4E -0 43 0 18 -0 18 24 15 -14 73 -6 04
1T 1 33 3 50
2T -5 25 -3 08
3T
4T
3 32 -1 15
2 84 -0 66
ZENOVIC ASSOCIATES,
301 EAST 6TH STREET SUITE
PORT ANGELES, WA
INC.
1
PROJECT HOAGLAND RESIDENCE
CLIENT HOAGLAND
JOB 09126
DATE. 6/11/2009
SINGLE ANCHOR BOLT PULLOUT STRENGTH (LRFD)
USER INPUT
BOLT DIA. 9 (in)
THREADS PER INCH Nt
F'
AB ULTIMATE STRENGTH
EMB. DEPTH
CONCRETE STRENGTH
CRACKED CONC. ANALYSIS
Fut (psi)
H (in)
Fc (psi)
Y/N
o 580O0
;!22
-2500
Y1
ek
38
r
'48
SUPPL. REINFORCEMENT
EDGE DISTANCE 1
EDGE DISTANCE 2
EDGE DISTANCE 3
EDGE DISTANCE 4
ASD LOAD
LOAD TYPE
Y/N
C1 (in)
C2 (in)
C3 (in)
C4 (in)
Tservice (Ib)
WIND /SEISMIC
0
cl
c2
X48;
1
W114D:j
AB CROSS SECTIONAL AREA
MAXIMUM PROJECTED AREA
ACTUAL PROJECTED AREA
MINIMUM EDGE
MAXIMUM EDGE
EDGE MODIFICATION FACTOR
CRACKED CONC. MOD. FACTOR
CRACKED CONC. MOD FACTOR
MODIFIED EMB. DEPTH
STRENGTH REDUCTION FACTOR
CRACKED CONCRETE STRENGTH
AB STEEL STRENGTH
CONCRETE BREAKOUT STRENGTH
PULLOUT STRENGTH
SIDE BLOWOUT STRENGTH
FACTORED LOAD
Ase (inA2) 0.61
Ano (inA2) 4356
An (inA2) 1056
Cmin (in) 8 CHECK BLOWOUT
Cmax (in) 48
'Y2 0 77
'F3 1
'P4 1
H'ef (in) 22.00
4) 0.85
Nb (Ib) 138185
RNs (Ib) 2 0 ACI318 D -3
$Ncb (Ib) 22003 ACI318 D-4
4,Npn (Ib) 7 ACI318 D -12
4,Nsb (Ib) 48211 AC1318 D -15
Nua (Ib) 418 �Nr o i,o/i
ZENOVIC ASSOCIATES,
301 EAST 6TH STREET SUITE
PORT ANGELES, WA
INC.
1
PROJECT HOAGLAND
CLIENT HOAGLAND
JOB It 09126
DATE. 6/11/2009
RESIDENCE
SINGLE ANCHOR BOLT PULLOUT STRENGTH (LRFD)
BOLT DIA.
THREADS PER INCH
AB ULTIMATE STRENGTH
EMB. DEPTH
CONCRETE STRENGTH
CRACKED CONC. ANALYSIS
SUPPL. REINFORCEMENT
EDGE DISTANCE 1
EDGE DISTANCE 2
EDGE DISTANCE 3
EDGE DISTANCE 4
ASD LOAD
LOAD TYPE
USER INPUT
0 (in)
Nt
Fut (psi)
H (in)
Fc (psi)
Y/N
Y/N
C1 (in)
C2 (in)
C3 (in)
C4 (in)
Tservice (Ib)
WIND /SEISMIC
1
121
580001
18
25001
`Y
NI
81
8i
363
0
ci
cz
36
9925]
'WINDJ
AB CROSS SECTIONAL AREA
MAXIMUM PROJECTED AREA
ACTUAL PROJECTED AREA
MINIMUM EDGE
MAXIMUM EDGE
EDGE MODIFICATION FACTOR
CRACKED CONC. MOD FACTOR
CRACKED CONC. MOD FACTOR
MODIFIED EMB. DEPTH
STRENGTH REDUCTION
CRACKED CONCRETE STRENGTH
AB STEEL STRENGTH
Ase (inA2) 0 66
Ano (inA2) 2916
An (inA2) 864
Cmin (in) 8
Cmax (in) 36
'P2 0 79
'P3 1
'P4 1
H'ef (in) 18.00
FACTOR 4) 0 75
Nb (Ib) 98903
4)Ns (Ib) 28842 AC1318 D -3
CONCRETE BREAKOUT STRENGTH 4)Ncb (Ib) 17339 AC /318 D-4
PULLOUT STRENGTH 4)Npn (Ib) 47124 ACI318 D -12
SIDE BLOWOUT STRENGTH
FACTORED LOAD
4)Nsb (Ib) N/A ACI318 D -15
Nua (Ib) 15880 OK
BOISE' Single 5 -1/8" x 7 -1/2" BOISE GLULAMTm 24F -V4 /DF Roof Beam1RBO1
BC CALL® 2.0 Design Report US 1 span 1 No cantilevers 1 0/12 slope Thursday June 11 2009 14 47
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA BLUFFS
City State, Zip: PORT ANGELES, WA
Customer*
Code reports: ICBO 5745, LA 01365
BO, 5 -1/2"
DL 1,282 Ibs
SL 2,074 Ibs
Load Summary
Tag Description
1
2
3
Controls Summary
Pos. Moment
End Shear
Total Load Defl.
Live Load Defl.
Max Defl.
Span Depth
Notes
Page 1 of 1
Value
11,050 ft -Ibs
-4 189 Ibs
L/316 (0.274
L/508 (0.17
0.274"
11.5
Bearing Supports Dim. (L x W)
BO Wall /Plate 5-1/2' x 5-1/8'
B1 Wall/Plate 5-1/2" x 5-1/8'
Load Type
Conc. Pt. (Ibs)
Conc. Pt. (Ibs)
Conc. Pt. (Ibs)
Value
3,355 Ibs
4 199 Ibs
Design meets Code minimum (L/180) Total Toad deflection criteria.
Design meets Code minimum (L/240) Live load deflection criteria.
Design meets arbitrary (1 Maximum load deflection criteria.
12
08 -00-00
Total Horizontal Product Length 08-00 -00
Ref.
Left
Left
Left
°I° Allowable Duration
100.0% 115%
53.6% 115%
57.0%
47.2%
27 4%
n/a
Allow
Support
19.0%
23.8%
Live
Start End 100%
02 -00 -00 02 -00 -00
04 -00 -00 04 -00 -00
06 -00 -00 06 -00 -00
Case
3
3
3
3
3
Allow
Member
18.3%
22.9%
Span
1 Internal
1 Right
1
1
1
1
Material
Douglas Fir
Douglas Fir
Cautions
For roof members with slope (1/4)/12 or Tess final design must ensure that ponding instability
will not occur
For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow
surcharge load.
File Name: BEAMS AND HEADERS
Description: RB01
Specifier SRH
Designer
Company ZENOVIC ASSOCIATES, INC.
Misc:
Dead Snow Wind Roof Live
90% 115%
180 300
1,875 3,125
750 1,250
B1 5 -1/2"
DL 1,598 Ibs
SL 2,601 lbs
133% 125% Trib.
n/a
n/a
n/a
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALL®, BC FRAMER® AJSTM'
ALLJOIST® BC RIM BOARDTM' BCI®
BOISE GLULAM T" SIMPLE FRAMING
SYSTEM® VERSA- LAM VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
r
e �Y
1
,,}S
.ea.
..:r.�
.3f� -fi r,`C$'m:
BOISE' Single 5 -1/8" x 7 -1/2" BOISE GLULAMTm 24F -V4 /DF Roof Beam1RBO1
BC CALL® 2.0 Design Report US 1 span 1 No cantilevers 1 0/12 slope Thursday June 11 2009 14 47
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA BLUFFS
City State, Zip: PORT ANGELES, WA
Customer*
Code reports: ICBO 5745, LA 01365
BO, 5 -1/2"
DL 1,282 Ibs
SL 2,074 Ibs
Load Summary
Tag Description
1
2
3
Controls Summary
Pos. Moment
End Shear
Total Load Defl.
Live Load Defl.
Max Defl.
Span Depth
Notes
Page 1 of 1
Value
11,050 ft -Ibs
-4 189 Ibs
L/316 (0.274
L/508 (0.17
0.274"
11.5
Bearing Supports Dim. (L x W)
BO Wall /Plate 5-1/2' x 5-1/8'
B1 Wall/Plate 5-1/2" x 5-1/8'
Load Type
Conc. Pt. (Ibs)
Conc. Pt. (Ibs)
Conc. Pt. (Ibs)
Value
3,355 Ibs
4 199 Ibs
Design meets Code minimum (L/180) Total Toad deflection criteria.
Design meets Code minimum (L/240) Live load deflection criteria.
Design meets arbitrary (1 Maximum load deflection criteria.
12
08 -00-00
Total Horizontal Product Length 08-00 -00
Ref.
Left
Left
Left
°I° Allowable Duration
100.0% 115%
53.6% 115%
57.0%
47.2%
27 4%
n/a
Allow
Support
19.0%
23.8%
Live
Start End 100%
02 -00 -00 02 -00 -00
04 -00 -00 04 -00 -00
06 -00 -00 06 -00 -00
Case
3
3
3
3
3
Allow
Member
18.3%
22.9%
Span
1 Internal
1 Right
1
1
1
1
Material
Douglas Fir
Douglas Fir
Cautions
For roof members with slope (1/4)/12 or Tess final design must ensure that ponding instability
will not occur
For roof members with slope (1/2)/12 or less final design must account for Rain -on -Snow
surcharge load.
File Name: BEAMS AND HEADERS
Description: RB01
Specifier SRH
Designer
Company ZENOVIC ASSOCIATES, INC.
Misc:
Dead Snow Wind Roof Live
90% 115%
180 300
1,875 3,125
750 1,250
B1 5 -1/2"
DL 1,598 Ibs
SL 2,601 lbs
133% 125% Trib.
n/a
n/a
n/a
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALL®, BC FRAMER® AJSTM'
ALLJOIST® BC RIM BOARDTM' BCI®
BOISE GLULAM T" SIMPLE FRAMING
SYSTEM® VERSA- LAM VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
BOISE'
•BC CALC® 2.0 Design Report US
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA
City State, Zip: PORT ANGELES, WA
Customer
Code reports: ESR -1336
Single 11 -7/8" BCI® 60 -2.0 DF Joist J01
2 spans 1 Right cantilever 1 0/12 slope Thursday June 11 2009 14:52
16' OCS 1 Repetitive 1 Glued nailed construction
File Name: BEAMS AND HEADERS
Description: J01
BLUFFS Specifier S
Designer
Company ZENOVIC ASSOCIATES, INC.
Misc:
c
`"Ytr r '�i 9.`�.v
F
a
BO
LL 400 Ibs
DL 93 Ibs
15-00 -00
Total Horizontal Product Length 19 -00-00
p 9 04 -00-00
B1 5-1/2"
LL 642 Ibs
DL 160 Ibs
Load Summary Live
Tag Description Load Type Ref. Start End 100%
Dead Snow Wind Roof Live
90% 115% 133% 125% OCS
1 Standard Load Unf. Area (psf) Left 00 00 00 19 00 00 40
Controls Summary Value Allowable Duration Case Span
10 16'
Disclosure
Pos. Moment 1,822 ft -Ibs 29.2% 100% 14 1 Internal Completeness and accuracy of input must
Neg. Moment -533 ft-Ibs 8.6% 100% 16 1 Right be verified by anyone who would rely on
End Reaction 490 Ibs 40.5% 100% 14 1 Left output as evidence of suitability for
Int. Reaction 772 Ibs 24 1% 100% 1 1 Right Particular application. Output here based
Cont. Shear 520 Ibs 31 1% 100% 1 1 Right on building code accepted design
Total Load Defl. L/1,066 (0.169") 14 1 Properties and analysis methods.
169"
22.5% Installation of BOISE engineered wood
Live Load Defl. 01,289 (0.14 37.3% 14 1 products must be in accordance with
Total Neg. Defl. -0 118' 23.5% 14 2 Cantilever current Installation Guide and applicable
Max Defl. 0 169' 16.9% 14 1 building codes. To obtain Installation Guide
Span Depth 152 n/a 1 or ask questions, please call
(800)232 -0788 before installation.
Allow Allow BC CALM, BC FRAMER® AJSTM'
Bearing Supports Dim. (L x W) Value Support Member Material ALLJOIST® BC RIM BOARDTM' BCI®
BO Hanger Load n/a 493 Ibs Unspecified n/a Hanger
B1 Wail /Plate 5-1/2' x 2 -5/16" 802 Ibs 10.1% n/a Douglas Fir
Cautions
BOISE GLULAMTM' SIMPLE FRAMING
SYSTEM VERSA- LAM VERSA -RIM
PLUS® VERSA -RIM®,
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
Design assumes Top and Bottom flanges to be restrained at cantilever
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live Toad deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Composite El value based on 23/32" thick sheathing glued and nailed to joist.
'age 1 of 1
Single 5 -1/8" x 18" BOISE GLULAMTM 24F -V4 /DF Floor Beam1FBO1
BC CALM 2.0 Design Report US 1 span I No cantilevers 1 0/12 slope Thursday June 11 2009 15:00
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA BLUFFS
City State, Zip: PORT ANGELES, WA
Customer'
Code reports: ICBO 5745, LA 0 1365
Live Load Defl.
Max Defl.
Span Depth
Bearing Supports Dim. (L x W)
BO Wall /Plate 3 -1/2' x 5-1/8"
B1 Wall /Plate 4 -1/4 x 5-1/8'
Notes
Design meets Code minimum (L/240)
Design meets Code minimum (L/360)
Design meets arbitrary (1 Maximum
Page 1 of 1
U369 (0.763
0.987"
15.7
97 4%
98.7%
n/a
Value
7 749 Ibs
7 789 Ibs
Allow
Support
69.1%
57.2%
Total load deflection criteria.
Live load deflection criteria.
load deflection criteria.
File Name: BEAMS AND HEADERS
Description: FB01
Specifier SRH
Designer
Company ZENOVIC ASSOCIATES, INC.
1
1
Allow
Member
66.5%
55.0%
1
1
1
1
Material
Douglas Fir
Douglas Fir
o utput as evi dence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALM, BC FRAMER® AJST"A,
ALLJOIST® BC RIM BOARDT" BCI®
BOISE GLULAMT" SIMPLE FRAMING
SYSTEM® VERSA- LAM VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
sp•.
.y,.
E ta:
f
�4_.
ap,.' n.
1 ...s..
c
B0, 3 -1/2"
LL 5,984 Ibs
DL 1 764 Ibs
2400 -00
Total Horizontal Product Length 24-00 -00
B1 4-1/4"
LL 6,016 Ibs
DL 1 773 Ibs
Load Summary
Tag Description
Load Type
Ref. Start
End
Live
100%
Dead Snow Wind
90% 115% 133%
Roof Live
125% Trib.
1 Standard Load
Controls Summary
Value
Unf. Area (psf)
Allowable
Left 00 00 00
Duration
24 00 00
Case
40
Span
10
Disclosure
12 06 00
of input must
would rely on
Pos. Moment
End Shear
44,612 ft Ibs 85.1%
6,589 Ibs 40.4%
100%
100%
1
1
1 Internal
1 Left
Completeness and accuracy
b verified by anyone who
Single 5 -1/8" x 18" BOISE GLULAMTM 24F -V4 /DF Floor Beam1FBO1
BC CALM 2.0 Design Report US 1 span I No cantilevers 1 0/12 slope Thursday June 11 2009 15:00
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA BLUFFS
City State, Zip: PORT ANGELES, WA
Customer'
Code reports: ICBO 5745, LA 0 1365
Live Load Defl.
Max Defl.
Span Depth
Bearing Supports Dim. (L x W)
BO Wall /Plate 3 -1/2' x 5-1/8"
B1 Wall /Plate 4 -1/4 x 5-1/8'
Notes
Design meets Code minimum (L/240)
Design meets Code minimum (L/360)
Design meets arbitrary (1 Maximum
Page 1 of 1
U369 (0.763
0.987"
15.7
97 4%
98.7%
n/a
Value
7 749 Ibs
7 789 Ibs
Allow
Support
69.1%
57.2%
Total load deflection criteria.
Live load deflection criteria.
load deflection criteria.
File Name: BEAMS AND HEADERS
Description: FB01
Specifier SRH
Designer
Company ZENOVIC ASSOCIATES, INC.
1
1
Allow
Member
66.5%
55.0%
1
1
1
1
Material
Douglas Fir
Douglas Fir
o utput as evi dence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALM, BC FRAMER® AJST"A,
ALLJOIST® BC RIM BOARDT" BCI®
BOISE GLULAMT" SIMPLE FRAMING
SYSTEM® VERSA- LAM VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
Single 5 -1/8" x 12" BOISE GLULAMTm 24F -V4 /DF Floor Beam1FB02
BC CALC® 2.0 Design Report US 1 span I No cantilevers 1 0/12 slope Thursday June 11 2009 15:02
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA BLUFFS
City State, Zip: PORT ANGELES, WA
Customer'
Code reports: ICBO 5745, LA 01365
BO, 3 -1/2"
LL 3,825 Ibs
DL 1,068 Ibs
Load Summary
Tag Description
1 Standard Load
Controls Summary
Pos. Moment
End Shear
Total Load Defl.
Live Load Defl.
Max Defl.
Span Depth
Bearing Supports
BO WaII /Plate
B1 Wall/Plate
Notes
Page 1 of 1
Value
17,245 ft -Ibs
4,050 Ibs
U353 (0.494
L/452 (0.386
0.494
14.5
Dim. (L. x W)
3 -1/2' x 5-1/8'
3 -1/2' x 5-1/8"
Total Horizontal Product Length 15-00-00
L oad Type Ref. Start
Unf. Area (psf) Left 00 00 00
Allowable Duration
701% 100%
37.3% 100%
68.0%
79.7%
49 4%
n/a
Value
4,893 Ibs
4,893 Ibs
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets Code minimum (L1360) Live Toad deflection criteria.
Design meets arbitrary (1 Maximum Toad deflection criteria.
File Name: BEAMS AND HEADERS
Description: FB02
Specifier SRH
Designer
Company' ZENOVIC ASSOCIATES INC.
Misc:
End
15 -00 -00
Case Span
1 1 Internal
1 1 Left
1 1
1 1
1 1
1
Allow Allow
Support Member Material
n/a 42.0% Unspecified
n/a 42.0% Unspecified
Live Dead Snow Wind
100% 90% 115% 133%
40 10
B1 3 -1/2"
LL 3,825 Ibs
DL 1,068 Ibs
Roof Live
125% Trib.
12 -09 -00
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALC®, BC FRAMER® AJST""
ALLJOIST® BC RIM BOARDTM' BCI®
BOISE GLULAMTM' SIMPLE FRAMING
SYSTEM® VERSA -LAM®, VERSA -RIM
PLUS® VERSA -RIM
VERSA- STRAND VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
BOISE" Single
BC CALC® 2.0 Design Report US
Build 285
Job Name: 09126
Address: LOT 10 JUAN DE FUCA
City State, Zip: PORT ANGELES, WA
Customer
Code reports: ICBO 5745, LA 01365
3 -1/8" x 9" BOISE GLULAMTM 24F -V4 /DF Floor Beam1FBO3
1 span I No cantilevers 1 0/12 slope Thursday June 11 2009 15:04
File Name: BEAMS AND HEADERS
Description: FB03
BLUFFS Specifier SRH
Designer
Company ZENOVIC ASSOCIATES, INC.
Misc:
4 ,.s:r n u u. n x �i
.a..: t= >.e ..rsK
u
M, `.y uds-, .t., ;a ny.. ..ate: ::ti o ..w. rr u„ n nw C M o c n i
w'- NA1
+ski b.r r a.0 .e�,` ..a n.a A¢
w. .-K .,e... �'o.. vil`_., a1F'.�.''o "1'i�r .rW......
BO, 3 -1/2"
LL 2,211 Ibs
DL 582 Ibs
08 -08-01 i<
B1 3 -1/2"
LL 2,211 Ibs
DL 582 Ibs
Total Horizontal Product Length 08 -08-01
Load Summary Live Dead Snow Wind Roof Live
Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib.
1 Standard Load Unf. Area (psf) Left 00 00 00 08 08 01 40 10 12 09 00
Controls Summary Value Allowable Duration Case Span Disclosure
Pos. Moment 5,433 ft -Ibs 64 4% 100% 1 1 Internal Completeness and accuracy of input must
End Shear 2,123 Ibs 42.7% 100% 1 1 Left be verified by anyone who would rely on
Total Load Defl. L/510 (0.193 47.0% 1 1 output as evidence of suitability for
Live Load Defl. L/645 (0.153 55.8% 1 1 particular application. Output here based
Max Defl. 0.193' 19.3% 1 1 on building code- accepted design
Span Depth 11.0 n% 1 properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
Allow Allow current Installation Guide and applicable
Bearing Supports Dim. (L x W) Value Support Member Material building codes. To obtain Installation Guide
BO Wall /Plate 3 -1/2' x 3 -1/8" 2,794 Ibs n/a 39.3% Unspecified or ask questions, please call
B1 WaII /Plate 3 -1/2" x 3 -1/8' 2,794 Ibs n/a 39.3% Unspecified (800)232 0788 before installation.
BC CALC®, BC FRAMER® MST"'
Notes ALLJOIST® BC RIM BOARD BC1®
Design meets Code minimum (L/240) Total load deflection criteria. BOISE GLULAMTM' SIMPLE FRAMING
Design meets Code minimum (L/360) Live load deflection criteria. PYV LAM VERSA RIM
PLUS® M® VERSA RIM®,
Design meets arbitrary (1 Maximum load deflection criteria. VERSA STRAND®, VERSA STUD® are
trademarks of Boise Wood Products,
L.L.C.
'age 1 of 1
by Weyerha
TJ -Beam® 6.35 Serial Number
User 2 6/17/2009 1 PM
Page 1 Engine Version: 6.35.0
Member Slope: 0/12 Roof SlopeO /12
All dimensions are horizontal
SUPPORTS:
Input
Width
1 Timberstrand LSL Beam 1.50"
2 Timberstrand LSL Beam 1.50"
-User specified custom detail for support:
DESIGN CONTROLS:
Maximum
Shear (lbs) 425
Moment (Ft -Lbs) 1574
Live Load Defl (in)
Total Load Defl (in)
PROJECT INFORMATION:
Copyright O 2009 by iLevel Federal Way, WA.
TimberStrand® is a registered trademark of iLevel
1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Bearing
Length
Hanger
Hanger
1 2.
0
Design Control
412 1915
1574 1972
0.146 0.392
0.242 0.587
6
LOADS:
Analysis is for a Header (Flush Beam) Member Tributary Load Width: 1
Primary Load Group Snow (psf): 0.0 Live at 115 duration, 0.0 Dead
Vertical Loads:
Type Class Live
Tapered(plf) Snow(1 15) 0.0 To 62.5
Uniform(ptf) Snow(1 15) 62.5
Result
Passed (22
Passed (80
Passed (11969)
Passed (L/583)
12'
Dead Location Application Comment
0.0 To 37.5 0 To 4' Replaces
37.5 4' To 10' Replaces
Vertical Reactions (Ibs) Detail
Live /Dead/Uplift/Total
254/172/0/425
246/168/0/414
Custom Detail
Custom Detail
a
Product Diagram is Conceptual.
Other
Custom Accessory
Custom Accessory
Location
Lt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
VIA Tt 7
S-744 X I
17 2cta v L A- Sptho
14," 1 &k
5'e7xgs
2,� N
Deflection Criteria: STANDARD(LL:U360,TL:U240).
Bracing(Lu): All compression edges (top and bottom) must be braced at 10' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability
The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase.
Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis.
Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
IMPORTANT! The analysis presented is output from software developed by (Level 'Level® warrants the sizing of its products by this software will be
accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and
stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate.
-Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability
THIS ANALYSIS FOR 'Level® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with
2001 NDS methodology
Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
OPERATOR INFORMATION:
Scott Headrick
Zenovic Assoc.
301 East 6th St. #1
Port Angeles, WA 98362
Phone 360.417.0501
scott@zenovic.net
LOADING INFO.
VERT. LOAD
2
HORIZ. REACTION
P
(lb)
M
(ft-lb)
1 +(FE'F) f
c (F,EIF')
Fe
cEIF'
L/x
F' =F
2c ([1
c
199
BENDING CALC
0.28
OK
l
LOADING INFO.
VERT. LOAD
MOMENT
HORIZ. REACTION
P
(lb)
M
(ft-lb)
(lb)
53:
1274.2
274
COMBINED LOADING CALC.
DEFLECTION
0.29
OS
4 (in)
1.13
AXIAL LOAD CALC
L/x
0.04
OK
(in/in)
199
BENDING CALC
0.28
OK
}AXIAL COMPRESSION AND COMBINED LOADING CALC.
PROJECT HOAGLAND RESIDENCE
CLIENT HAOGLAND
JOB 09126
DESCRIPTION: STUD WALL 19' HT
DATE: 6/12/2009
TRIB. AREA
(ft.)
MEMBER INFO.
NO. MEMBERS
MEMBER
WIDTH
TOTAL AREA SECTION UNBRACED
DEPTH OF MEMBER MODULUS OF
MODULUS LENGTH
COMP DESIGN BENDING DESIGN
UNBRACED) ELASTICITY
STRENGTH VALUE
A
(sq. in)
S
(in^3)
L
(in)
d
(in)
Fc
(Ps0
Fb
(Psl)
E
(Psi)
16.5 1 15.13 I/ `;223.6
s'�:. 3000:° xa "2720
ADJUSTMENT FACTORS
WIND FACTOR
CD
:tn1 1:33'3= "T
Cfu
CM
1
C I
Ct
Cr
CL
Cc
CF
Cf
CV
CP
0.11
P
TABLULATED VALUES(SEE SHEET 2)
Kce
;0:41 4
C
BUCKLING COEF
Ke
COMPUTED VALUES
lb(Ps)
1011
F•b(psi) Fb(psi)
3617.6 3617.6
fc(ps,)
15
F'c(Psi)
3990
K E
FcE
430
J�b
�f' 1 0
ZENOVIC AND ASSOCIATES, INC.
301 EAST 6TH STREET SUITE 1
PORT ANGELES, WA 98382
NO. MEMBERS
SIZE
SUMMARY
2
-b
2
h
6
Ib/ft ^2
Pc(psi)
425
TABLULATED VALUES(SEE SHEET 2)
WIND FACTOR
CD
2 ,2
Kce
1 +(F.EIF'�
1 +(F.E /F')
Fa/F..]
F' =F.X
1
c
OK
1
1...
19.6:.',
TABLULATED VALUES(SEE SHEET 2)
WIND FACTOR
CD
BUCKLING COEF
Kce
C
Ke
0.418
.:1 0.8 .s'.
ADJUSTMENT FACTORS
WIND FACTOR
CD
CM
Ct
CL
CF
CV
P
243
Llx
0.07
OK
1
1...
19.6:.',
Cfu
CI
Cr
Cc
Cf
CP
0.11
LOADING INFO.
VERT. LOAD
MOMENT
HORIZ. REACTION
P
(lb)
M
(ft-lb)
(lb)
S 253
1129.8
243
COMBINED LOADING CALC.
DEFLECTION
0.54
QS
d (in)
2.00
AXIAL LOAD CALC
Llx
0.07
OK
(fin)
112
BENDING CALC
0.50
OK
AXIAL COMPRESSION AND COMBINED LOADING CALC
PROJECT HOAGLAND RESIDENCE
CLIENT HAOGLAND
JOB 09126
DESCRIPTION: STUD WALL 19' HT
DATE: 6/12/2009
TRIB. AREA
(8.)
"1.33
MEMBER INFO.
NO. MEMBERS
MEMBER
WIDTH
w
(87.)
1.5•
TOTAL AREA SECTION UNBRACED DEPTH OF MEMBER MODULUS OF COMP DESIGN BENDING DESIGN
MODULUS LENGTH (UNBRACED) ELASTICITY STRENGTH VALUE
A
(s9• In)
S
(inA3)
L
(in)
d
(in)
E Fe
(psi) (Psi)
Fb
(psi)
8.25
7.56 1:
5.5 I*r 1700000 1. 1000. :1:.
COMPUTED VALUES
Po(ps0
1793
F'b(psi) F'b(psl)
3617.6
3617.6
(Psi)
31
re(psi)
3990
K�E X E
FcE— y.-/TI
FeE
430
fb
F'bh —V /F.E151 0
ZENOVIC AND ASSOCIATES, INC.
301 EAST 6TH STREET SUITE 1
PORT ANGELES, WA 98382
NO. MEMBERS
SIZE
SUMMARY
b
2
h
6
Ib/ftA2
F'c(ps9
425