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12/25/2005
WIND02 v1-02
Detailed Wind Load Design (Method 2) per ASCE 7-02
Description: Cronauer 4-Plex
Analvsls by: Zenovic & Associates, December 2005
User Input Data Calculated Parameters
Structure Type Building Importance Factor 1
Basic Wind Speed M 100 mph Non-Hurricane, Hurricane (v=85-100 mph) & Alaska
Struc Category (I, II, III, or IV) II Table 6-2 Values
Exposure (B, C, or D) C !Alpha = 9.500
Struc Nat Frequency (n1) 1 Hz Izg = 900.000
Slope of Roof (Theta) 33.69 Deg
Type of Roof Gabled
Kd (Directonality Factor) 0.85
Eave Height (Eht) 9.00 ft
Ridge Height (RHt) 30.00 ft
Mean Roof Height (Ht) 24.00 ft
Width Perp. To Wind Dir (B) 78.00 ft At= 0.105
Width Para!. To Wind Dir (L) 48.00 ft Bt= 1.000
DamDina Ratio (beta) 0.01 Am= 0.154
Red values should be changed only through "Main Menu" Bm= 0.650
Calculated Parameters Cc= 0.200
Type of Structure 1= 500.00 ft
HeighULeast Horizontal Dim I 0.50 Epsilon = 0.200
Flexible Structure No Zmin= 15.00 ft
Gust Factor Category I: Rigid Structures - Simplified Method
Gust1 IFor rigid structures (Nat Freq > 1 Hz) use 0.85 I 0.851
Gust Factor Category II: Rigid Structures - Complete Analysis
Zm Zmin 15.00 ft
Izm Cc * {33/z)^0.167 0.2281
Lzm 1*{zm/33)^Epsilon 427.06 ft
Q {1/{1 +0.63*{{Min{B,L)+Ht)/Lzm)^0.63))^0.5 0.9109
Gust2 0.925*((1 +1.7*lzm*3.4*Q)/(1 +1.7*3.4*lzmD 0.8781
Gust Factor Summary
G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85
Copyright 2002 - MECA Enterprises, Inc.
www.mecaconsulting.com
Page No. 1 of 5
WIND02 v1-02
Detailed Wind Load Design (Method 2) per ASCE 7-02
6.5.12.2.1 Desian Wind Pressure - Buildinas of All Heiahts
Elev Kz Kzt qz Pressure (Ib/ft^2)
Windward Wall*
ft Iblft^2 +GCpl -GCpl
30 0.98 1.00 21.37 10.86 18.20
24 0.94 1.00 20.39 10.20 17.54
20 0.90 1.00 19.63 9.67 17.02
15 0.85 1.00 18.47 8.89 16.23
Fia 6-5 Internal Pressure Coefficients for Buildinas. Gcpi
Condition Gcpi
Max + Max-
Open Buildings 0.00 0.00
Partially Enclosed Buildings 0.55 -0.55
Enclosed BuildinQs 0.18 -0.18
Enclosed Buildings 0.18 -0.18
Copyright 2002 - MECA Enterprises, Inc.
www.mecaconsulting.com
12/25/2005
Page NO.2 of 5
B
WIND02 v1-02
Detailed Wind Load Design (Method 2) per ASCE 7-02
Fiaure 6-6 - External Pressure Coefficients, CD
Loads on Main Wind-Force Resisting Systems (Method 2)
h
z
I
L
Variable Formula Value Units
Kh 2.01 *(Htlzg)^(2/Alpha) 0.94
Kht Topographic factor (Fig 6-4) 1.00
Qh .00256*M^2*I*Kh*Kht*Kd 20.39 psf
Khcc Comp & Clad: Table 6-3 Case 1 0.94
Qhcc .00256*V^2*I*Khcc*Kht*Kd 20.39 psf
Wall Pressure Coefficients, Cp
Surface I CD
Windward Wall (See Fiaure 6.5.12.2.1 for Pressures) I 0.8
Roof Pressure Coefficients, Cp
Roof Area (sQ. ft.) I 3,744
Reduction Factor I 0.80
Calculations for Wind Normal to 78 ft Face Cp Pressure (pst)
'Additional Runs may be req'd for other wind directions +GCpl -GCpl
Leeward Walls (Wind Dir Normal to 78 ft wall) -0.50 -12.34 -5.00
Leeward Walls (Wind Dir Normal to 48 ft wall) . -0.38 -10.17 -2.83
Side Walls -0.70 -15.80 -8.46
Roof - Wind Normal to Ridge CTheta>=10) - for Wind Normal to 78 ft face
Windward - Min Cp -0.20 -7.14 0.20
Windward - Max Cp 0.27 1.08 8.42
Leeward Normal to Ridge -0.60 -14.07 -6.73
Overhang Top (Windward) -0.20 -3.47 -3.47
Overhang Top (Leeward) -0.60 -10.40 -10.40
Overhang Bottom (Applicable on Windward only) 0:80 12.56 12.56
Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 48 ft face
Dist from Windward Edge: 0 ft to 48 ft - Max Cp -0.18 -6.79 0.55
Dist from Windward Edge: 0 ft to 12 ft - Min Cp -0.90 -19.27 -11.93
Dist from Windward Edge: 12 ft to 24 ft - Min Cp -0.90 -19.27 -11.93
Dist from Windward Edge: 24 ft to 48 ft - Min Cp -0.50 -12.34 -5.00
Dist from Windward Edge: > 48 ft -0.30 -8.87 -1.53
* Horizontal distance from windward edge
Copyright 2002 - MECA Enterprises, Inc.
www.mecaconsulting.com
12/25/2005
"
'r- i5
IJ,
./
Page NO.3 of 5
REINFORCED CONCRETE/MASONRY DESIGN - ALTERNATE METHOD Sheet _1_ of _1_
ZENOVIC AND ASSOCIATES Job No.
519 SOUTH PEABODY STREET, SUITE 22
Port Angeles, WA 98362
MATERIAL PROPERTIES: (Only for Nonnal Wt Concrete I Masonry without inspection)
MATERIAL: c ( C or M )
fm I fe = 2500 psi
Fs= 40 ksi
E= 2880952 psi
n= 10.1
MEMBER #' ,~ -
DESCRIPTION: 6' Retaining Wall
LOCATION:
b= 24 in REINFORCING: SIZE: 4
d= 5.75 in NO. BARS: 1
As= 0.20
APPLIED MOMENT: 15120 Ib-in
19.3 k-ft Design Moment = 15120 Ib-in
Stress Level: 133%
DESIGN CONSTAN1 p= 0.001449 k= 0.156287 j = 0.9479045
STRESSES: fm I fe = 257.2 psi Fm I Fe = 1496 psi OK
fs= 13.9 ksi Fs = 26.6 ksi OK
MEMBER # I
DESCRIPTION: 8' Retaining Wall
LOCATION:
b= 12 in REINFORCING: SIZE: 5
d= 5.75 in NO. BARS: 1
As = 0.31
APPLIED MOMENT: 35840 Ib-in
64 k-ft Design Moment = 35840 Ib-in
Stress Level: 133%
DESIGN CONSTAN1 p= 0.004493 k= 0.255861 j = 0.9147131
STRESSES: fm/fe= 772.0 psi Fm I Fe = 1496 psi OK
fs= 22.0 ksi Fs= 26.6 ksi OK
MEMBER #
DESCRIPTION: 9' Braced Basement Wall
LOCATION:
b= 12 in REINFORCING: SIZE: 4
d= 5.75" in NO. BARS: 1
As = 0.20
APPLIED MOMENT: 1'9641.5 Ib-in
27.6 k-ft Design Moment = 19641.5 Ib-in
Stress Level: 133%
DESIGN CONSTAN1 p= 0.002899 k= 0.212564 j = 0.9291453
STRESSES: fm/fc= 501.3 psi Fm I Fe = 1496 psi OK
fs= 18.4 ksi Fs= 26.6 ksi OK
I
I
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<<:I ~M.:.....
TJ-Bea~6.20 Serial Number: 7004012143
USer. 2 12130120057:07:46 tW.
Page 1 Engine Version: 6.20.16
Kitchen Bay Header
31/2" X 7 1/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: 0/12 Roof Slope0/12
J
J
I
~
L
~
I
l'
All dimensions are horizontal.
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 14'
Primary Load Group - Snow (pst): 25.0 Live at 115 % duration, 17.0 Dead
SUPPORTS:
Input
Width
1 Stud wall 3.50"
2 Stud wall 3.50"
Bearing
Length
1.50"
1.50"
Vertical Reactions (Ibs)
Live/Dead/UpliWT otal
1225/854/0/2079
1225/854/0/2079
Detail
Other
By Others
By Others
None
None
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 1980 -1547 1848
Moment (Ft-Lbs) 3300 3300 3341
Live Load Defl (in) 0.087 0.222
Total Load Defl (in) 0.148 0.333
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 7' ole 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 NOS 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.
Control
Passed (84%)
Passed (99%)
Passed (U915)
Passed (U539)
Location
Rt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NOS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
PROJECT INFORMATION:
Paul Cronauer
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settinqs\KATE WADDELL\Desktop\Draftinq Solutions\Cronauer - 05-066\Kitchen bay header.sms
r-
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e ~ ~~~~
T.J.B81~6.20 Serial Number: 7004012143
User: 1 12129120056:06:21 PM
Page I Engine Version: 6.20.16
Floor Joists
9 1/2" T JI@ 210 @ 16" olc
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
I
~
0-
12' ".
1
~
LOADS:
Ana/ysi:> is for a Joist Member.
Primal') Load Group - Residential -living Areas (pst): 40.0 live at 100 % duration, 20.0 Dead
~
Product Diagram is Conceptual.
SUPPORTS:
Input Bearing Vertical Reactions Detail Other
Width Length (Ibs)
Live/Dead/Uplift/T otal
1 8M wall 5.50" 4.25" 334/16710/501 A3:Rim 1 Ply 1 1/4" x 91/2" 0.8E TJ-Strand Rim
Board Board@
2 GIUBm or solid sawn lumber 5.13" 3.88" 333/166/0/499 A3:Rim 1 Ply 1 1/4" x 91/2" 0.8E T J-Strand Rim
beam Board Board@
-cAllTICN, Reou""" bead"" length(s) ex<eed!he min;"um shown in"e TJ Buildets gu"e to"",'9" family ..._, """'",,",ons. limils, End
supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners.
-See T J SPECIFIER'S 1 BUILDERS GUIDE for detai/(s): A3: Rim Board
Shear (Ibs)
Vertical Reaction (Ibs)
Moment (Ft-lbs)
live load Defl (in)
Total Load Defl (in)
T JPro
Design
-465
471
1388
0.130
0.195
44
Control
1330
1330
2860
0.295
0.589
30
Control
Passed (35%)
Passed (35%)
Passed (49%)
Passed (U999+)
Passed (L/723)
Passed
Location
Rt. end Span 1 under Floor loading
Bearing 2 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STANDARD(ll:U480, Tl:U240).
-Delle,"on ana'ys~ ~ based on "'mposile a_ W;.. Si",,1e leye, of 1!l132" Pane~ (20" Span Ra'",,) GLUED & NA'lED WOOd decking.
-Bmci",,(lul' All "'mp....~n edges (top and tiottom) must tie 'moed at 4' 6" ole un'ess detailed othe_. Prope, altachmen' and POSition'ng of
lateral bracing is required to achieve member stability.
T J-Pro RAriNG SYSTEM
-The TJ-Pro Rating Systam value provldas additional 000' """"""anee 'nfo..ation and ~ 00"'" on a GLUED & NAILED 1!l132" Panele (20" Span
Rating) de"",,". The ",n'rom"" span is sUppoded !>y beams. Additiona' "'''''emOOns to,..~ m,,,,, indude, Ceiling _ None. A slructum' ana~s' of
the deck has not been performed by the program. Comparison Value: 1.31
PROJECT 'NFORMA TION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'ROurke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone : (360) 417-5615
COpyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-Be~ are registered trademarks of Trus Joist.
e-I Joist-,Pro. and TJ-Pro. are trademarks of Trus Joist.
~~~--
T J-Ileam<lll6.20 Serial Number. 7004012143
Uljer. 2 12/29120058:23:47 PM
Page 1 Engine Version: 6.20.16
Upper Level Window Headers
2 Pes of 1 1/2" x 71/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: 0/12 Roof SIope0l12
J
~~
L
J~
~
5. 6"
~
All dimensions are horizontal.
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 14'
Primary Load Group - Snow (pst): 25.0 Live at 115 % duration, 17.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/UpliftIT otal
1 Trimmers 3.00" 1.50" 963/669/0/1631 By Others None
2 Trimmers 3.00" 1.50" 963/66910/1631 By Others None
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 1557 -1125 1584
Moment (Ft-Lbs) 2044 2044 2645
Live Load Defl (in) 0.039 0.175
Total Load Defl (in) 0.067 0.262
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top arid bottom) must be braced at 5' 6" ole 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 NOS 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.
-Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered.
-Design assumes adequate continuous lateral support of the compression edge.
Control
Passed (71%)
Passed (77%)
Passed (U999+)
Passed (U947)
location
Rt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NOS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
-Note: See T J SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settings\KATE WADDELL\Desktop\Draftinq Solutions\Cronauer - 05-066\Upper Level Window Headers.sms
l
t:) ~l~.....
TJ-Beam<l!l6.20 Serial Number. 7004012143
uSer. 2 12/29120058:19:03 PM
Page 1 Engine Version: 6.20.16
Garage Door Header
3 1/2" X 11 1/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J .,&.
ff]~
,
~ 9' 9"
....
L
~~
I
~
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 6'
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 20.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Uniform(plt) Snow(1.15) 63.0 43.0 0 To 9' 9" Adds To
Point(lbs) Snow(1.15) 125 210 l' 3"
Point(lbs) Snow(1.15) 125 210 8' 6"
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail other
Width Length Live/Dead/UpliftIT otal
1 Stud wall 3.50" 1.78" 1602/1050/0/2652 By Others None
2 Stud wall 3.50" 1.78" 1602/1050/0/2652 By Others None
-See T J SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 2573 -2068 2868
Moment (Ft-Lbs) 5632 5632 6806
Live Load Defl (in) 0.085 0.314
Total Load Defl (in) 0.137 0.471
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 9' 9" olc 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.
Control
Passed (72%)
Passed (83%)
Passed (U999+)
Passed (U826)
Location
Rt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analYSis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settings\KATE WADDELL\Desktop\Drafting Solutions\Cronauer - OS-066\Garage Door Heacter.sms
~ '1iWe?!....
T J-BeamGll 6.20 Serial Number. 7004012143
User. 2 12/2912005 8: 13:25 PM
Page 1 Engine Version: 6.20.16
Lower Level Window Headers
2 Pes of 1 1/2" x 71/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J
~~
'-
J~
~
5.6..
~
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 6' 3"
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 20.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Uniform(plt) Floor(1.00) 0.0 90.0 0 To 5' 6" Adds To Wall Loading
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/UpliftJT otal
1 Trimmers 3.00" 1.50" 688/605/0/1293 By Others None
2 Trimmers 3.00" 1.50" 688/605/0/1293 By Others None
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 1234 -891 1378
Moment (Ft-Lbs) 1620 1620 2300
Live Load Detl (in) 0.028 0.175
Total Load Detl (in) 0.053 0.262
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6" ole 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 assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered.
Control
Passed (65%)
Passed (70%)
Passed (U999+)
Passed (U999+)
Location
Rt. end Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
-Note: See T J SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settings\KATE WADDELL\Desktop\Drafting Solutions\Cronauer - OS-066\Lower Level Window Hdrs.sms
-
BOISEw
BC CALC@ 9 DESIGN REPORT - US
Thursday, December 29, 2005 20:08
Single 91/2" Bel@450-1.9 OF
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ICC ESR (Pending)
File Name: BC CALC Project: J01
Description:
Specifier:
Designer:
Company:
Misc:
ccrIIIT~J l l l U l_l CJ_l~ ]~LIlJ
1
i.__ IIrDJ
1
BO,1-3/4"
LL 333 Ibs
DL 83 Ibs
General Data
Version:
US Imperial
Member Type:
Number of Spans:
Left Cantilever:
Right Cantilever:
Joist
1
No
No
Slope:
OC Spacing: 16"
Repetitive: Yes
Construction Type: Glued
Disclosure
The completeness and accuracy of
the input must be verified by anyone
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
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALC@, BC FRAMER@, BCI@,
BC RIM BOARD1loI, BC OSB RIM
BOARD1loI, BOISE GLULAM1loI,
VERSA-LAM@, VERSA-RIM@,
VERSA-RIM PLUS@,
VERSA-STRAND1loI,
VERSA-STUOO, ALLJOIST@ and
AJS1loI are trademarks of
Boise Cascade Corporation.
Page 1 of 1
Total of Horizontal Design Spans = 12-06-00
Load Summary
10 Description load Type Ref. Start End
1 Standard Load Unf. Area Left 00-00-00 12-06-00
Type
Live
Dead
Value
40 psf
10 psf
Controls Summary
Control Type Value
Pos. Moment 1302 ft-Ibs
End Reaction 412 Ibs
Total Load Defl. L/764 (0.196")
Live Load Defl. U955 (0.157")
Max Def!. 0.196"
Span I Depth 15.8
% Allowable
44.8%
40.2%
31.4%
50.2%
19.6%
nla
Duration
100%
100%
load Case
1
1
1
1
1
B1, 1-3/4"
LL 333 Ibs
DL 83 Ibs
OCS
16"
16"
Our.
100%
90%
Span location
1 - Internal
1 - Left
1
1
1
1
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 1-3/4".
Minimum bearing length for B1 is 1-3/4".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
I
I
t:) ~k!l.....
T J-Beafl1l!) 6.20 Serial Number. 7004012143
uSer. 2 12129120056:04:08 PM
Page 1 Engine Version: 6.20.16
Floor Beam
5 1/8" X 10 1/2" Classic Glulam™ (24F - V4 OF)
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J
L
ID
,
~
L
~~
14'10"
'4
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 11' 6"
Primary Load Group - Residential - Living Areas (pst): 40.0 Live at 100 % duration, 20.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/UpliftIT otal
1 Plate on masonry wall 5.50" 2.39" 3412/1803/0/5214 By Others None
2 Wood column 5.50" 1.57" 3412/1803/0/5214 By Others None
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear (Ibs) 4980 -4277 8610 Passed (50%) Rt. end Span 1 under Floor loading
Moment (Ft-Lbs) 17637 17637 18834 Passed (94%) MID Span 1 under Floor loading
Live Load Defl (in) 0.468 0.472 Passed (U363) MID Span 1 under Floor loading
Total Load Defl (in) 0.716 0.708 Passed (U237) MID Span 1 under Floor loading
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 10" ole unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above.
-The analysis presented is appropriate for Classic Glulam TM beams by Weyerhaeuser.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
TJ-Beam@ is a registered trademark of Trus Joist.
Classic Glulam~ is a trademark of Weyerhaeuser.
C:\Documents and Settinqs\KATE WADDELL\Desktop\Draftinq Solutions\Cronauer - 05-066\Floor Beam.sms
RETAINING WALL DESIGN
'PROJECT:
CLIENT:
CRONAUER
CRONAUER
.'1"::::::::::1:
ZENOVIC & ASSOCIATES, INC.
519 S. PEABODY ST. SUITE #22
PORT ANGELES. WA. 98362
JOB #: 05241
SOIL PROPERTIES
DENSITY =
COEF. FRICTION =
BEARING CAPACITY=
ACTIVE SP =
PASSIVE SP =
WALL TYPE:
120 PCF WIDTH INCREASE = 0% PER FT
0.25 X DL DEPTH INCREASE = 0% PER FT
1500 PSF
35 PCF
150 PCF (DEPTH FROM TOP OF WALL FOR KEY)
BASEMENT RETAINING WALL
WALL DIMENSIONS
STEM HEIGHT =
RETAINED EARTH =
STEM THICKNESS =
FOOTING DIMENSIONS
LENGTH OF TOE =
LENGTH OF HEEl =
TOTAL WIDTH =
THICKNESS =
FOOTING DEPTH =
6FT
5.50 FT
8 IN
DENSITY =
150 PCF
12 IN
12 IN
32 IN
8 IN
12 IN
KEY DEPTH =
KEY WIDTH =
HEEL TO KEY =
o IN
o IN
o IN
DENSITY =
150 PCF
INCREASE FOR DEPTH =
INCREASE FOR WIDTH =
MAXIMUM SOIL BEARING CAPACITY =
o PSF
o PSF
1500 PSF
ADDITIONAL GRAVITY LOADS TO WALL
MINIMUM VERTICAL LOAD TO WALL =
MAXIMUM VERTICAL LOAD TO WALL =
o PLF
o PLF
CRITICAL CONDITION =
OVERTURN
1 (1 FOR MIN or 2 MAX)
STABILITY CALCULATIONS
COMPONENl WT X WX
BACKFILL 660 2.17 1430
STEM 600 1.33 800
FOOTING 267 1.33 356
KEY 0 2.67 0
OTHER 0 1.33 0
TOTAL 1527 2586
SLIDING:
FRICTION =
SP FOOTING =
SP KEY =
TOTAL
MOMENTS AND SHEARS
FOOTING MOMENTS:
TOE (BOT STL) =
HEEL (TOP STL) =
OTM= 1367.944
RM= 2586
FOS= 1.89 ~ OK
e= 0.535771 FT
BEARING LENGTH = 2.39
MAXIMUM SP = 1276 ~ OK
MINIMUM SP = 0
382
67 LATERAL FORCE =
o
382 SLIDING FOS =
f':'l &.\1'~'
') 1.\" 1>.(' ()
~L\e '
I
638 LB-FT
330 LB-FT
~ .~;;-,
, Q ~'\ 1
C~ ~ ~;0j'~
665
0.57 ~ NG
If
V VI ~)Y ~ l-
WALLL: H V M
0.0 529 971
1.4 397 409
2.8 265 121
4.1 132 15
\ 5.5 0 0
,\
v
RETAINING WALL DESIGN
. PROJECT:
CLIENT:
CRONAUER
CRONAUER
J::l::!: I::: ::
ZENOVIC & ASSOCIATES, INC.
519 S. PEABODY ST. SUITE #22
PORT ANGELES, WA. 98362
JOB #: 05241
SOIL PROPERTIES
DENSITY =
COEF. FRICTION =
BEARING CAPACITY=
ACTIVE SP =
PASSIVE SP =
WALL TYPE:
120 PCF WIDTH INCREASE = 0% PER FT
0.25 X DL DEPTH INCREASE = 0% PER FT
1500 PSF
35 PCF
150 PCF (DEPTH FROM TOP OF WALL FOR KEY)
BASEMENT RETAINING WALL
WALL DIMENSIONS
STEM HEIGHT =
RETAINED EARTH =
STEM THICKNESS =
FOOTING DIMENSIONS
LENGTH OF TOE =
LENGTH OF HEEL =
TOTAL WIDTH =
THICKNESS =
FOOTING DEPTH =
8FT
7.50 FT
81N
18 IN
18 IN
44 IN
8 IN
12 IN
DENSITY =
150 PCF
KEY DEPTH =
KEY WIDTH =
HEEL TO KEY =
o IN
o IN
o IN
DENSITY =
150 PCF
INCREASE FOR DEPTH =
INCREASE FOR WIDTH =
MAXIMUM SOIL BEARING CAPACITY =
ADDITIONAL GRAVITY LOADS TO WALL
MINIMUM VERTICAL LOAD TO WALL =
MAXIMUM VERTICAL LOAD TO WALL =
CRITICAL CONDITION =
o PSF
o PSF
1500 PSF
o PLF
o PLF
OVERTURN
STABILITY CALCULATIONS
1 (1 FOR MIN or 2 MAX)
COMPONENl WT X WX
BACKFILL 1350 2.92 3938
STEM 800 1.83 1467
FOOTING 367 1.83 672
KEY 0 3.67 0
OTHER 0 1.83 0
TOTAL 2517 6076
SLIDING:
FRICTION =
SP FOOTING =
SP KEY =
TOTAL
MOMENTS AND SHEARS
FOOTING MOMENTS:
TOE (BOT STL) =
HEEL (TOP STL) =
629
67 LATERAL FORCE =
o ~)t. \ 'l"'104-l-
629 ..t()-c, SLIDING FOS =
-z.; () 0). "l
+c, e.. -'0'<-' f()/l...o 1 ~
,.4e\'1
I
1638 LB-FT
1013 LB-FT
~ - (
"t\~ t 1'\ D.
OTM= 3177.249
RM= 6076
FOS= 1.91 ~ OK
e= 0.681357 FT
BEARING LENGTH = 3.46
MAXIMUM SP = 1456 ~ OK
MINIMUM SP = 0
1167
0.54
~ NG
WALLL: H V M
0.0 984 2461
1.9 738 1038
3.8 492 308
5.6 246 38
7.5 0 0
\l (j C
ri''5el't v
~ ~..n ( .
lc1 v -
l:- tr;; e. .
RETAINING WALL DESIGN
PROJECT:
CLIENT:
CRONAUER
CRONAUER
:.':/.'!:!/lI!t:
ZENOVIC & ASSOCIATES, INC.
519 S. PEABODY ST. SUITE #22
PORT ANGELES, WA. 98362
JOB #: 05241
SOIL PROPERTIES
DENSITY =
COEF. FRICTION =
BEARING CAPACITY=
ACTIVE SP =
PASSIVE SP =
WALL TYPE:
120 PCF WIDTH INCREASE = 10% PER FT
0.25 X DL DEPTH INCREASE = 0% PER FT
1500 PSF
35 PCF
150 PCF (DEPTH FROM TOP OF WALL FOR KEY)
BASEMENT RETAINING WALL
WALL DIMENSIONS
STEM HEIGHT =
RETAINED EARTH =
STEM THICKNESS =
FOOTING DIMENSIONS
LENGTH OF TOE =
LENGTH OF HEEL =
TOTAL WIDTH =
THICKNESS =
FOOTING DEPTH =
10 FT
9.50 FT
8 IN
18 IN
36 IN
62 IN
12 IN
12 IN
DENSITY =
150 PCF
KEY DEPTH =
KEY WIDTH =
HEEL TO KEY =
o IN
o IN
o IN
DENSITY =
150 PCF
INCREASE FOR DEPTH =
INCREASE FOR WIDTH =
MAXIMUM SOIL BEARING CAPACITY =
ADDITIONAL GRAVITY LOADS TO WALL
MINIMUM VERTICAL LOAD TO WALL =
MAXIMUM VERTICAL LOAD TO WALL =
CRITICAL CONDITION =
OVERTURN
o PSF
625 PSF
2125 PSF
o PLF
o PLF
STABILITY CALCULATIONS
1 (1 FOR MIN or 2 MAX)
COMPONENl WT X WX
BACKFILL 3420 3.67 12540
STEM 1000 1.83 1833
FOOTING 775 2.58 2002
KEY 0 5.17 0
OTHER 0 1.83 0
TOTAL 5195 16375
SLIDING:
FRICTION =
SP FOOTING =
SP KEY =
TOTAL
MOMENTS AND SHEARS
FOOTING MOMENTS:
TOE (BOT STL) =
HEEL (TOP STL) =
1299
75 LATERAL FORCE =
I
o >I 11~"
1299,1 I, f( 11 SLIDING FOS =
'];.4 D.~
.q.~ Q ~ ,; t r t/ o.r . J Ii et -fJ./ \ (.
I
2091 LB-FT
4447 LB-FT
.Ir'<t
I \ .
j ~\ l\
\ r'lSr: lj o,e,
\. rtse I)~().e,
OTM= 6752.813
RM= 16375
FOS= 2.42 +- OK
e= 0.731051 FT
BEARING LENGTH = 5.17
MAXIMUM SP = 1859 +- OK
MINIMUM SP = 152
1929
t!
NG
0.67
+-
~I
o ~~2
b iA~. C\
J;?,8 .
1____ -'l v' 6 ,{ .
U J.5~1t'
~
WALLL: H V M
0.0 1579 5001
2.4 1185 2110
4.8 790 625
7.1 395 78
9.5 0 0
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12/25/2005
WIND02 v1-02
Detailed Wind Load Design (Method 2) per ASeE 7-02
Description: Cronauer 4-Plex
Analvsls by: Zenovic & Associates. December 2005
User Input Data
Structure Type Building
Basic Wind Speed M 100 mph
Struc Category (I, II, III, or IV) II
Exposure (B, C, or D) C
Struc Nat Frequency (n1) 1 Hz
Slope of Roof (Theta) 33.69 Deg
lType of Roof Gabled
Kd (Directonality Factor) 0.85
Eave Height (Eht) 9.00 ft
Ridge Height (RHt) 30.00 ft
Mean Roof Height (Ht) 24.00 ft
Width Perp. To Wind Dir (B) 78.00 ft
Width Para/. To Wind Dir (L) 48.00 ft
DampinQ Ratio (beta) 0.01
Red values should be changed only through "Main Menu"
Calculated Parameters
Type of Structure
Height/Least Horizontal Dim I 0.50
Flexible Structure I No
Calculated Parameters
Importance Factor 1
Non-Hurricane, Hurricane (v=85-100 mph) & Alaska
Table 6-2 Values
Alpha = 9.500
7g = I 900.000
~t= 0.105
Bt = 1.000
[Am = 0.154
Bm= 0.650
Cc= 0.200
1= 500.00 ft
Epsilon = 0.200
Zmin= 15.00 ft
Gust Factor Category I: Rigid Structures. Simplified Method
Gust1 IFor rigid structures (Nat Freq > 1 Hz) use 0.85 0.85
Gust Factor Category II: Rigid Structures. Complete Analysis
~m Zmin 15.00 ft
Izm Cc * (33/z)^0.167 0.2281
Lzm 1*(zm/33)^Epsilon 427.06 ft
Q (1/(1 +0.63*((Min(B, L)+Ht)/Lzm)^0.63))^0.5 0.9109
Gust2 0.925*((1 +1. 7*lzm*3.4*Q)/(1 +1. 7*3.4*lzm)) 0.8781
Gust Factor Summary
G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used I 0.851
Copyright 2002 - MECA Enterprises, Inc.
www.mecaconsulting.com
Page No. 1 of 5
WIND02 v1-02
Detailed Wind Load Design (Method 2) per ASCE 7-02
6.5.12.2.1 Desian Wind Pressure - Buildinas of All Heiahts
Elev Kz Kzt qz Pressure (Iblft^2)
Windward Wall.
ft Ib/ft^2 +GCpi -GCpi
30 0.98 1.00 21.37 10.86 18.20
24 0.94 1.00 20.39 10.20 17.54
20 0.90 1.00 19.63 9.67 17.02
15 0.85 1.00 18.47 8.89 16.23
Fia 6-5 Internal Pressure Coefficients for Buildinas. GCDi
Condition Gcpi
Max + Max-
Open Buildings 0.00 0.00
Partially Enclosed Buildings 0.55 -0.55
Enclosed Buildings 0.18 -0.18
Enclosed Buildings 0.18 -0.18
Copyright 2002 - MECA Enterprises, Inc.
www.mecaconsulting.com
12/25/2005
Page NO.2 of 5
I
B
WIND02 v1-02
Detailed Wind Load Design (Method 2) per ASCE 7-02
Fiaure 6-6 - External Pressure Coefficients. CD
Loads on Main Wind-Force Resisting Systems (Method 2)
h
..
I
L
Variable Formula Value Units
Kh 2.01 *(Htlzg)^(2/Alpha) 0.94
Kht Topographic factor (Fig 6-4) 1.00
Qh .00256* (V)^2*I*Kh*Kht*Kd 20.39 psf
Khcc Comp & Clad: Table 6-3 Case 1 0.94
Qhcc .00256*V^2*I*Khcc*Kht*Kd 20.39 psf
Wall Pressure Coefficients, Cp
Surface I Cp
Windward Wall (See Fioure 6.5.12.2.1 for Pressures) I 0.8
Roof Pressure Coefficients, Cp
Roof Area (Sq. ft.) I 3,744
Reduction Factor I 0.80
Calculations for Wind Nonnal to 78 ft Face Cp Pressure (pst)
Additional Runs may be req'd for other wind directions +GCpi -GCpl
Leeward Walls (Wind Dir Normal to 78 ft wall) -0.50 -12.34 -5.00
Leeward Walls (Wind Dir Normal to 48 ft wall) . -0.38 -10.17 -2.83
Side Walls -0.70 -15.80 -8.46
Roof - Wind Normal to Ridoe (Theta>=10) - for Wind Normal to 78 ft face
Windward - Min Cp -0.20 -7.14 0.20
Windward - Max Cp 0.27 1.08 8.42
Leeward Normal to Ridge -0.60 -14.07 -6.73
Overhang Top (Windward) -0.20 -3.47 -3.47
Overhang Top (Leeward) -0.60 -10.40 -10.40
Overhano Bottom (Applicable on Windward only) 0:80 12.56 12.56
Roof - Wind Parallel to Ridae (All Theta) - for Wind Normal to 48 ft face
Dist from Windward Edge: 0 ft to 48 ft - Max Cp -0.18 -6.79 0.55
Dist from Windward Edge: 0 ft to 12 ft - Min Cp -0.90 -19.27 -11.93
Dist from Windward Edge: 12 ft to 24 ft - Min Cp -0.90 -19.27 -11.93
Dist from Windward Edge: 24 ft to 48 ft - Min Cp -0.50 -12.34 -5.00
Dist from Windward Edge: > 48 ft -0.30 -8.87 -1.53
* Horizontal distance from windward edge
Copyright 2002 - MECA Enterprises, Inc.
www.mecaconsulting.com
12/25/2005
,
is 15
I
/
Page No. 3 of 5
REINFORCED CONCRETE/MASONRY DESIGN - ALTERNATE METHOD Sheet _1_ of _1_
ZENOVIC AND ASSOCIATES Job No.
519 SOUTH PEABODY STREET, SUITE 22
Port Angeles, WA 98362
MATERIAL PROPERTIES: (Only for Nonnal Wt Concrete I Masonry without inspection)
MATERIAL:; c ( C or M )
fm I fe = 2500 psi
Fs= 40 ksi
E= 2880952 psi
n= 10.1
MEMBER #!
DESCRIPTION: 6' Retaining Wall
LOCATION:
b= 24 in REINFORCING: SIZE: 4
d= 5.75 in NO. BARS: 1
As= 0.20
APPLIED MOMENT: 15120 Ib-in
19.3 k-ft Design Moment = 15120 Ib-in
Stress Level: 133%
DESIGN CONSTANl p= 0.001449 k= 0.156287 j = 0.9479045
STRESSES: fm I fe = 257.2 psi Fm I Fe = 1496 psi OK
fs = 13.9 ksi Fs= 26.6 ksi OK
MEMBER # I
DESCRIPTION: 8' Retaining Wall
LOCATION:
b= 12 in REINFORCING: SIZE: 5
d= 5.75 in NO. BARS: 1
As = 0.31
APPLIED MOMENT: 35840 Ib-in
64 k-ft Design Moment = 35840 Ib-in
Stress Level: 133%
DESIGN CONSTANl p= 0.004493 k= 0.255861 j = 0.9147131
STRESSES: fm I fe = 772.0 psi Fm I Fe = 1496 psi OK
fs= 22.0 ksi Fs = 26.6 ksi OK
MEMBER # .-to.< ....
DESCRIPTION: 9' Braced Basement Wall
LOCATION:
b= 12 in REINFORCING: SIZE: 4
d= 5.75 in NO. BARS: 1
As= 0.20
APPLIED MOMENT:, 19641.5 Ib-in
27.6 k-ft Design Moment = 19641.5 Ib-in
Stress Level: 133%
DESIGN CONSTANl p= 0.002899 k= 0.212564 j = 0.9291453
STRESSES: fm/fe= 501.3 psi Fm I Fe = 1496 psi OK
fs= 18.4 ksi Fs= 26.6 ksi OK
<<:l ~Z~....
_ T J-Beamll> 6.20 Serial Number: 7004012143
User. 2 1213012oo57:07:461>N.
Page 1 Engine Version: 6.20.16
Kitchen Bay Header
3 1/2" X 71/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: 0112 Roof SIope0l12
J
J
,
~
7'
L
~
I
4
All dimensions are horizontal.
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 14'
Primary Load Group - Snow (pst): 25.0 Live at 115 % duration, 17.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail
Width Length Live/Dead/UpliftlTotal
1 Stud wall 3.50" 1.50" 1225 I 854 I 0 I 2079 By Others
2 Stud wall 3.50" 1.50" 1225 I 854 I 0 I 2079 By Others
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
Other
None
None
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 1980 -1547 1848
Moment (Ft-Lbs) 3300 3300 3341
Live Load Defl (in) 0.087 0.222
Total Load Defl (in) 0.148 0.333
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 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.
Control
Passed (84%)
Passed (99%)
Passed (U915)
Passed (U539)
Location
Rt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J teChnical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
PROJECT INFORMATION:
Paul Cronauer
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settings\KATE WADDELL\Desktop\Drafting Solutions\Cronauer - 05-066\Kitchen bay header.sms
. A.......-~~
eCiJ ~~Bwina.
T..J.Bea~6.20 Serial Number: 7004012143
User: / 12129120058:06:21 PM
Page I Engine Version: 6.20.16
Floor Joists
9 1/2" T JI@ 210 @ 16" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
I
~
0.
12'6"
1
~
LOAOS:
Analysi> is for a Joist Member.
Primal) Load Group - Residential-living Areas (pst): 40.0 live at 100 % duration, 20.0 Dead
o!.
Product Diagram is Conceptual.
SUPPORTS:
Input Bearing Vertical Reactions Detail Other
Width Length (Ibs)
Live/Dead/Uplift/T otal
1 SMwal/ 5.50" 4.25" 334/167/0/501 A3:Rim 1 Ply 11/4" x 91/2" 0.8E TJ-Strand Rim
Board Board@
2 Gluam or solid sawn lumber 5.13" 3.88" 333/166/0/499 A3:Rim 1 Ply 1 1/4" x 91/2" 0.8E TJ-Strand Rim
bean Board Board@
.cAUTIO<, Requ'''''' bearing Ie".th(,) exceed the m'""',"m ,'- '" the T J Bu'~e', .u~e to, 'mgle faml~ -de"",,' appl'celio.... Umlts, EOd
supports. 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners.
-See T J SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
Shear (/bs)
Vertical Reaction (/bs)
Moment (Ft-Lbs)
live Load Defl (in)
Total Load Defl (in)
T JPro
DESIGN CONTROLS:
Maximum
471
471
1388
Design
-465
471
1388
0.130
0.195
44
Control
1330
1330
2860
0.295
0.589
30
Control
Passed (35%)
Passed (35%)
Passed (49%)
Passed (U999+)
Passed (L/723)
Passed
Location
Rt. end Span 1 under Floor loading
Bearing 2 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STANDARD(LL:U480,TL:U240).
-llefIec1jon '.a."" · based on compos" actio" - "".Ie ~ye.- of 19132" Pa..., (20" Spao Rati".) GLUED & NAILED WOOd deck'ng
-B..cing(l"', All ""m.,..,,,,,, edges (top and bottom) m"" be boaced a'4' 0" oIc ""Ies, detailed __. Pmpe, attachme"' aod pas,lio"'". of
lateral bracing is required to achieve member stability.
T J.Pro RATING SYSTEM
-The T J-I'ro -.. S"tam va'ue P"",~e' add"o".' Iloo, ",,",,""aoco 'ofonnalioo aOd i, ba,ed on . GLUED & NAILED 19132" Pao.~ (20" Spa"
Ra'".) decking. The """homng "'." ~ '"PP<>rted by beam,. Addilio"", """,~e..'o", to, this ..,". '"cl",'", Ceiling _ No"e. A 8lruct".., ao.,,,i, of
the deck has not been performed by the program. Comparison Value: 1.31
PROJECT INFORMATION:
Cronauer 4-P/ex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
COPY~ight C 2005 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-8ea~ are registered trademarks of Trus Joist.
e-I Joist-,Pro. and TJ-Pro. are trademarks of Trus Joist.
t:::I""ldt-.
T J-Beam<!> 6.20 Serial Number. 7004012143
'User: 2 1212912005 6:23:47 PM
Page 1 Engine Version: 6.20.16
Upper Level Window Headers
2 Pes of 1 112" x 7 114" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: 0112 Roof SIope0l12
J
~~
L
J~
"
5' 6"
~
All dimensions are horizontal.
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 14'
Primary Load Group - Snow (pst): 25.0 Live at 115 % duration, 17.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail other
Width Length Live/Dead/UpliftIT otal
1 Trimmers 3.00" 1.50" 963/669/0/1631 By Others None
2 Trimmers 3.00" 1.50" 963/669/0/1631 By Others None
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 1557 -1125 1584
Moment (Ft-Lbs) 2044 2044 2645
Live Load Defl (in) 0.039 0.175
Total Load Defl (in) 0.067 0.262
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6" olc 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.
-Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered.
-Design assumes adequate continuous lateral support of the compression edge.
Control
Passed (71%)
Passed (77%)
Passed (U999+)
Passed (U947)
Location
Rt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
-Note: See T J SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright Q 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settings\KATE WADDELL\Desktop\Draftinq Solutions\Cronauer - 05-066\Upper Level Window Headers.sms
~~l~.....
T J-Be~ 6.20 Serial Number: 7004012143
. User: 2 12/29120058:19:03 PM
Page 1 Engine Version: 6.20.16
Garage Door Header
3112" X 11114"1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J .a.
[!]~
,
" 9.9..
...
L
~~
,
~
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 6'
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 20.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Uniform(plt) Snow(1.15) 63.0 43.0 0 To 9' 9" Adds To
Point(lbs) Snow(1.15) 125 210 l' 3"
Point(lbs) Snow(1.15) 125 210 8'6"
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/UpliftIT otal
1 Stud wall 3.50" 1.78" 1602/1050 I 0 12652 By Others None
2 Stud wall 3.50" 1.78" 1602/1050/0/2652 By Others None
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 2573 -2068 2868
Moment (Ft-Lbs) 5632 5632 6806
Live Load Defl (in) 0.085 0.314
Total Load Defl (in) 0.137 0.471
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 9' 9" ole 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.
Control
Passed (72%)
Passed (83%)
Passed (U999+)
Passed (U826)
Location
Rt. end Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NOS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright Q 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settings\KATE WADDELL\Desktop\Drafting Solutions\Cronauer - 05-066\Garage Door Header.sms
t:) ~l~.....
r J-Bearm!l6.20 Serial Number: 7004012143
User. 2 12/2912005 8: 13:25 PM
Page 1 Engine Version; 6.20.16
Lower Level Window Headers
2 Pes of 1 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J
~~
L
~~
~
5' 6"
~
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 6' 3"
Primary Load Group - Residential- Living Areas (psf): 40.0 Live at 100 % duration, 20.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Unifonn(plf) Floor(1.00) 0.0 90.0 0 To 5' 6" Adds To Wall Loading
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/UpliftfTotal
1 Trimmers 3.00" 1.50" 688/605/0/1293 By Others None
2 Trimmers 3.00" 1.50" 688 / 605 / 0 /1293 By Others None
-See T J SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control
Shear (Ibs) 1234 -891 1378
Moment (Ft-Lbs) 1620 1620 2300
Live Load Defl (in) 0.028 0.175
Total Load Defl (in) 0.053 0.262
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 6" 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 assumes continuous member. Lap joints, splices and finger joints significantly reduce member perfonnance and have not been considered.
Control
Passed (65%)
Passed (70%)
Passed (U999+)
Passed (U999+)
Location
Rt. end Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and
assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the perfonnance of
solid sawn lumber materials.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above.
-Note: See T J SPECIFIER'S 1 BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
C:\Documents and Settinqs\KATE WADDELL\Desktop\Draftinq Solutions\Cronauer - OS-066\Lower Level Window Hdrs.sms
. -
BOISEN
BC CALC@ 9 DESIGN REPORT - US
Thursday, December 29,200520:08
Single 9 1/2" Bel@ 450-1.9 OF
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ICC ESR (Pending)
File Name: BC CALC Project: J01
Description:
Specifier:
Designer:
Company:
Misc:
BO, 1-3/4"
LL 333 Ibs
DL 83 Ibs
General Data
Version:
US Imperial
Member Type:
Number of Spans:
Left Cantilever:
Right Cantilever:
Joist
1
No
No
Slope:
OC Spacing: 16"
Repetitive: Yes
Construction Type: Glued
Disclosure
The completeness and accuracy of
the input must be verified by anyone
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
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALC@, BC FRAMER@, BCI@,
BC RIM BOARD'N, BC OSB RIM
BOARD'N, BOISE GLULAM""',
VERSA-LAM@, VERSA-RIM@,
VERSA-RIM PLUS@,
VERSA-STRANDlM,
VERSA-STUOO, ALLJOIST@ and
AJS'N are trademarks of
Boise Cascade Corporation.
Page 1 of 1
Total of Horizontal Design Spans = 12-06-00
Load Summary
10 Description Load Type Ref.
1 Standard Load Unf. Area Left
Start End Type
00-00-00 12-06-00 Live
Dead
Value
40 psf
10 psf
Controls Summary
Control Type Value
Pos. Moment 1302 ft-Ibs
End Reaction 412 Ibs
Total Load Defl. L/764 (0.196")
Live Load Defl. U955 (0.157")
Max Defl. 0.196"
Span / Depth 15.8
% Allowable
44.8%
40.2%
31.4%
50.2%
19.6%
n/a
Duration
100%
100%
Load Case
1
1
1
1
1
81,1-3/4"
LL 333 Ibs
DL 83 Ibs
oes
16"
16"
Our.
100%
90%
Span Location
1 - Internal
1 - Left
1
1
1
1
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 1-3/4".
Minimum bearing length for B1 is 1-3/4".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
~~za:--
. T J-Bea~ 6.20 Serial Number: 7004012143
User: 2 12/29120058:04:08 PM
Page 1 Engine Version: 6.20.16
Floor Beam
5 1/8" X 10 1/2" Classic Glulam™ (24F - V4 OF)
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J
L
Iil
I
~
L
~
14' 10"
'4
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 11' 6"
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 20.0 Dead
SUPPORTS:
1 Plate on masonry wall
2 Wood column
Input
Width
5.50"
5.50"
Bearing
Length
2.39"
1.57"
Vertical Reactions (Ibs)
Live/Dead/UpliftIT otal
3412/1803/0/5214
3412/1803/0/5214
Detail
Other
By Others
By Others
None
None
-See T J SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear (Ibs) 4980 -4277 8610 Passed (50%) Rt. end Span 1 under Floor loading
Moment (Ft-Lbs) 17637 17637 18834 Passed (94%) MID Span 1 under Floor loading
live Load Defl (in) 0.468 0.472 Passed (U363) MID Span 1 under Floor loading
Total Load Defl (in) 0.716 0.708 Passed (U237) MID Span 1 under Floor loading
-Deflection Criteria: STANDARD(LL:U360,TL:U240).
-Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 10" ole unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J 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 a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-THIS ANAL VSIS FOR TRUS JOIST PRODUCTS ONL V! PRODUCT SUBSTITUTION VOIDS THIS ANAL VSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above.
-The analysis presented is appropriate for Classic Glulam 1M beams by Weyerhaeuser.
PROJECT INFORMATION:
Cronauer 4-Plex
Port Angeles, WA
OPERATOR INFORMATION:
Annie O'Rourke
Prudential Drafting Solutions
PO Box 1246
Port Angeles, WA 98362
Phone: (360) 417-5615
Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business
TJ-Beam@ is a registered trademark of Trus Joist.
Classic Glulam~ is a trademark of Weyerhaeuser.
C:\Documents and Settinqs\KATE WADDELL\Desktop\Draftinq Solutions\Cronauer - 05-066\Floor Beam.sms
RETAINING WALL DESIGN
PROJECT:
CLIENT:
CRONAUER
CRONAUER
.I,'I,',',',',',','!.'},'
ZENOVIC & ASSOCIATES, INC.
519 S. PEABODY ST. SUITE #22
PORT ANGELES, WA. 98362
JOB #: 05241
SOIL PROPERTIES
DENSITY =
COEF. FRICTION =
BEARING CAPACITY=
ACTIVE SP =
PASSIVE SP =
WALL TYPE:
120 PCF WIDTH INCREASE = 0% PER FT
0.25 X DL DEPTH INCREASE = 0% PER FT
1500 PSF
35 PCF
150 PCF (DEPTH FROM TOP OF WALL FOR KEY)
BASEMENT RETAINING WALL
WALL DIMENSIONS
STEM HEIGHT =
RETAINED EARTH =
STEM THICKNESS =
FOOTING DIMENSIONS
lENGTH OF TOE =
lENGTH OF HEEL =
TOTAL WIDTH =
THICKNESS =
FOOTING DEPTH =
6FT
5.50 FT
8 IN
12 IN
12 IN
32 IN
8 IN
12 IN
DENSITY =
150 PCF
KEY DEPTH =
KEY WIDTH =
HEEL TO KEY =
o IN
o IN
o IN
DENSITY =
150 PCF
INCREASE FOR DEPTH =
INCREASE FOR WIDTH =
MAXIMUM SOil BEARING CAPACITY =
ADDITIONAL GRAVITY lOADS TO WALL
MINIMUM VERTICAL LOAD TO WALL =
MAXIMUM VERTICAL lOAD TO WALL =
CRITICAL CONDITION =
o PSF
o PSF
1500 PSF
o PlF
o PLF
OVERTURN
STABILITY CALCULATIONS
1 (1 FOR MIN or 2 MAX)
COMPONENl WT X WX
BACKFILL 660 2.17 1430
STEM 600 1.33 800
FOOTING 267 1.33 356
KEY 0 2.67 0
OTHER 0 1.33 0
TOTAL 1527 2586
SLIDING:
FRICTION =
SP FOOTING =
SP KEY =
TOTAL
MOMENTS AND SHEARS
FOOTING MOMENTS:
TOE (BOT STL) =
HEEL (TOP STL) =
382
67 LATERAL FORCE =
o
382 SLIDING FOS =
f J I &"11111
').,1.\"1).(' U
~L\e
I
638 LB-FT
330 LB-FT
~ "J\;),
ill \JI.\ )
/.A '^ ~}'1"Jv'""
C e \Jv'
OTM= 1367.944
RM= 2586
FOS= 1.89 ~ OK
e= 0.535771 FT
BEARING LENGTH = 2.39
MAXIMUM SP = 1276 ~ OK
MINIMUM SP = 0
665
0.57 ~ NG
WALLL: H V M
0.0 529 971
1.4 397 409
2.8 265 121
4.1 132 15
, 5.5 0 0
,\
,If
y vi I J'I 0; (.
~
RETAINING WALL DESIGN
. PROJECT:
CLIENT:
CRONAUER
CRONAUER
:: :1:: :; :; ;: I:
ZENOVIC & ASSOCIATES, INC.
519 S. PEABODY ST. SUITE #22
PORT ANGELES, WA. 98362
JOB #: 05241
SOIL PROPERTIES
DENSITY =
COEF. FRICTION =
BEARING CAPACITY=
ACTIVE SP =
PASSIVE SP =
WALL TYPE:
120 PCF WIDTH INCREASE = 0% PER FT
0.25 X DL DEPTH INCREASE = 0% PER FT
1500 PSF
35 PCF
150 PCF (DEPTH FROM TOP OF WALL FOR KEY)
BASEMENT RETAINING WALL
WALL DIMENSIONS
STEM HEIGHT =
RETAINED EARTH =
STEM THICKNESS =
FOOTING DIMENSIONS
LENGTH OF TOE =
LENGTH OF HEEL =
TOTAL WIDTH =
THICKNESS =
FOOTING DEPTH =
8FT
7.50 FT
8 IN
18 IN
18 IN
44 IN
8 IN
12 IN
DENSITY =
150 PCF
KEY DEPTH =
KEY WIDTH =
HEEL TO KEY =
o IN
o IN
o IN
DENSITY =
150 PCF
INCREASE FOR DEPTH =
INCREASE FOR WIDTH =
MAXIMUM SOIL BEARING CAPACITY =
ADDITIONAL GRAVITY LOADS TO WALL
MINIMUM VERTICAL LOAD TO WALL =
MAXIMUM VERTICAL LOAD TO WALL =
CRITICAL CONDITION =
o PSF
o PSF
1500 PSF
o PLF
o PLF
OVERTURN
STABILITY CALCULATIONS
1 (1 FOR MIN or 2 MAX)
COMPONENl WT X WX
BACKFILL 1350 2.92 3938
STEM 800 1.83 1467
FOOTING 367 1.83 672
KEY 0 3.67 0
OTHER 0 1.83 0
TOTAL 2517 6076
SLIDING:
FRICTION =
SP FOOTING =
SP KEY =
TOTAL
MOMENTS AND SHEARS
FOOTING MOMENTS:
TOE (BOT STL) =
HEEL (TOP STL) =
629
67 LATERAL FORCE =
o f- ,,0- \ '/'" 1-4:~
629 v,.f()-C- SLIDING FOS =
..c, e.. V "'0,(" fl)a..~"'1"l~
,4 e\'t
I
1638 LB-FT
1013 LB-FT
! 1'\. C.(
~..., t .
OTM= 3177.249
RM= 6076
FOS= 1.91 ~ OK
e= 0.681357 FT
BEARING LENGTH = 3.46
MAXIMUM SP = 1456 ~ OK
MINIMUM SP = 0
1167
0.54
~ NG
WALLL: H V M
0.0 984 2461
1.9 738 1038
3.8 492 308
5.6 246 38
7.5 0 0
\\,') C
k S e \'Z v
~ _.0 (',
~ t" e. l~vt v. .
.
RETAINING WALL DESIGN
PROJECT:
CLIENT:
CRONAUER
CRONAUER
/:/::J/fl:t:::
ZENOVIC & ASSOCIATES, INC.
519 S. PEABODY ST. SUITE #22
PORT ANGELES, WA. 98362
JOB #: 05241
SOIL PROPERTIES
DENSITY =
COEF. FRICTION =
BEARING CAPACITY=
ACTIVE SP =
PASSIVE SP =
WALL TYPE:
120 PCF WIDTH INCREASE = 10% PER FT
0.25 X DL DEPTH INCREASE = 0% PER FT
1500 PSF
35 PCF
150 PCF (DEPTH FROM TOP OF WALL FOR KEY)
BASEMENT RETAINING WALL
WALL DIMENSIONS
STEM HEIGHT =
RETAINED EARTH =
STEM THICKNESS =
FOOTING DIMENSIONS
LENGTH OF TOE =
LENGTH OF HEEL =
TOTAL WIDTH =
THICKNESS =
FOOTING DEPTH =
10 FT
9.50 FT
8 IN
DENSITY =
150 PCF
18 IN
36 IN
62 IN
12 IN
12 IN
KEY DEPTH =
KEY WIDTH =
HEEL TO KEY =
o IN
o IN
o IN
DENSITY =
150 PCF
INCREASE FOR DEPTH =
INCREASE FOR WIDTH =
MAXIMUM SOIL BEARING CAPACITY =
o PSF
625 PSF
2125 PSF
ADDITIONAL GRAVITY LOADS TO WALL
MINIMUM VERTICAL LOAD TO WALL =
MAXIMUM VERTICAL LOAD TO WALL =
o PLF
o PLF
CRITICAL CONDITION =
OVERTURN
1 (1 FOR MIN or 2 MAX)
STABILITY CALCULATIONS
COMPONENl WT X WX
BACKFILL 3420 3.67 12540
STEM 1000 1.83 1833
FOOTING 775 2.58 2002
KEY 0 5.17 0
OTHER 0 1.83 0
TOTAL 5195 16375
SLIDING:
FRICTION =
SP FOOTING =
SP KEY =
TOTAL
MOMENTS AND SHEARS
FOOTING MOMENTS:
TOE (BOT STL) =
HEEL (TOP STL) =
OTM= 6752.813
RM= 16375
FOS = 2.42 ~ OK
e= 0.731051 FT
BEARING LENGTH = 5.17
MAXIMUM SP = 1859 ~ OK
MINIMUM SP = 152
1299
75 LATERAL FORCE =
o >I 11~ L
1299,1 l 'f(11'SLlDINGFOS=
.J.l} 2>4 D" v
.y.~ ~r,ftb oJ. /1'1 er -1/.1\,
I
2091 LB-FT
4447 LB-FT
I/'~ .
i \, I'
\ r\5f 4 O,e,
\.
1+56' l)vo.C,
~ cui
t! () ~ L ""/~
~ NG
1929
0.67
WALLL: H V M
0.0 1579 5001
2.4 1185 2110
4.8 790 625
7.1 395 78
9.5 0 0
, f- r,1\ jJ\;
l/fi(\
JoSe .
~ - /)V\{),C-
J.;e'v
e-.
I) ~
I (- I ~ lA 1)(.1.:0