36-367 (2) COMPANY PROJECT
Whetstone Engineering Zagorski Residence
%%'ood\/\/o r ks® Sep. 20, 2012 11:11 Emerson Way
1 Northampton, MA
St* fSMARI TOH WOOL, Di11t;,v Kohl Construction
WLHDR R -5.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( Ibs, psf, or pif )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(16.50)* No
sl Snow Full Area 30.00(16.50)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
o v
0' 6'
Dead 616 616
Live 1485 1485
Total 2101 2101
Bearing:
LC number 2 2
Length 1.00 1.00
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x7 -1/4 ", 2 -Plys
Self Weight of 7.31 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 99 Fv' = 328 fv /Fv' = 0.30
Bending( +) fb = 1233 Fb' = 3462 fb /Fb' = 0.36
Live Defl'n 0.06 = <L/999 0.20 = L/360 0.32
Total Defl'n 0.11 = L/683 0.30 = L/240 0.35
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2850 1.15 - 1.00 0.986 1.07 - 1.00 1.00 - - 2 ^'Uf
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 -
E' 2.0 million - 1.00 - - - - 1.00 - - 2 /
Bending( +): LC# 2 = D +S, M = 3151 lbs -ft
Shear : LC# 2 = D +S, V = 2101, V design = 1678 lbs
Deflection: LC# 2 = D +S EI= 111e06 lb -in2 /ply '1, } 4
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) p
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all pays.
COMPANY PROJECT
I1 S %%'ood\J\/o �� U Whetstone Engineering Zagorski Residence
ep. 20, 2012 11:11 Emerson Way
Northampton, MA
SorfWAet roe WOOD Of SIGN Kohl Construction
WLHDR R -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or pif )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(16.50)* No
sl Snow Full Area 30.00(16.50)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
A p
0' 8'
Dead 829 829
Live 1980 1980
Total 2809 2809
Bearing:
LC number 2 2
Length 1.07 1.07
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x9 -1/4 ", 2 -Plys
Self Weight of 9.33 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 105 Fv' = 328 fv /Fv' = 0.32
Bending( +) fb = 1351 Fb' = 3301 fb /Fb' = 0.41
Live Defl'n 0.10 = L/971 0.27 = L/360 0.37
Total Defl'n 0.16 = L/596 0.40 = L/240 0.40
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC #`
Fb'+ 2850 1.15 1.00 0.972 1.04 1.00 1.00 2 \* �$q,
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 p c$G
Fcp' 750 - - 1.00 - - - - 1.00 ROBERT T. n �
E' 2.0 million - 1.00 - - - - 1.00 - - 2 '
" LEET
Bending( +): LC# 2 = D +S, M = 5619 lbs -ft STRUCTURAL
Shear : LC# 2 = D +S, V = 2809, V design = 2268 lbs 28942
Deflection: LC# 2 = D +S EI= 231e06 lb -in2 /ply ?.:41110
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. C,
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) F $ °I(?NAL.E
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
e Whetstone Engineering Zagorski Residence
%VoodVVo r k ° Sep. 20, 2012 11:08 ( J Northampton, MA
tivren,nuu<ie 15,001i Kohl Construction
WLHDR 2 -3.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
di Dead Full Area 12.00(15.00)* No
sl Snow Full Area 30.00(15.00)* No
D2 Dead Full UDL 64.0 No
L1 Live Full Area 40.00 (6.50)* No
D3 Dead Full Area 12.00 (6.50)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 0
0' 6' -6"
Dead 1077 1077
Live 1731 1731
Total 2807 2807
Bearing:
LC number 3 3
Length 1.07 1.07
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x9 -1/4 ", 2 -Plys
Self Weight of 9.33 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 99 Fv' = 328 fv /Fv' = 0.30
Bending( +) fb = 1097 Fb' = 3322 fb /Fb' = 0.33
Live Defl'n 0.05 = <L/999 0.22 = L/360 0.21
Total Defl'n 0.09 = L/870 0.32 = L/240 0.28
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2850 1.15 - 1.00 0.978 1.04 - 1.00 1.00 - - 3
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 3
Fcp' 750 - - 1.00 - - - - 1.00 ;. i 4r _
E' 2.0 million - 1.00 - - - - 1.00 - - 3
Bending ( +) : LC4 3 = D +.75 (L +S) , M = 4562 lbs -ft ; URAL)
Shear : LC# 3 = D +.75(L +S), V = 2807, V design = 2142 lbs * a ,
Deflection: LC# 3 = D +.75(L +S) EI= 231e06 lb-in2/ply
i y
.7/ •' •
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. tPt air
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
tit %%'oodV\/o rk ® Whetstone Engineering Zagorski Residence
Sep. 20, 2012 11:10 Emerson Way
Northampton, MA
tif,) /:WAN / FOR WOO 0 F}¢__19t:.N Kohl Construction
WLHDR 2 -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00 (9.00)* No
sl Snow Full Area 30.00 (9.00)* No
D2 Dead Full UDL 64.0 No
L1 Live Full Area 40.00 (1.00)* No
D3 Dead Full Area 12.00 (1.00)* No
L2 Live Point 8222 9.00 No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
� o
0' 10' -6"
Dead 1039 1039
Live 2102 7257
Total 3141 8297
Bearing:
LC number 3 2
Length 1.00 2.11
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x9 -1/4 ", 3 -Pays
Self Weight of 14.0 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 251 Fv' = 285 fv /Fv' = 0.88
Bending( +) fb = 1952 Fb' = 3071 fb /Fb' = 0.64
Live Defl'n 0.25 = L /511 0.35 = L/360 0.70
Total Defl'n 0.36 = L/346 0.52 = L/240 0.69 t
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# S K� .46
Fb'+ 2850 1.00 - 1.00 1.000 1.04 - 1.04 1.00 - - 2 q ' 4
Fv' 285 1.00 1.00 1.00 1.00 2 � ' ROBERT T. 0
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 2.0 million - 1.00 - - - - 1.00 - - 3 LEET
• STRUCTURAL
Bending( +): LC# 2 = D +L, M = 12177 lbs -ft 38942
Shear : LC# 2 = D +L, V = 8297, V design = 8113 lbs
Deflection: LC# 3 = D +.75(L +S) EI= 231e06 lb -in2 /ply °Ip 4;'Q O
Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. 4t. ' : S!4NAL �M
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
Whetstone Engineering Zagorski Residence
Se p. 20, 2012 11:05 Emerson Way
%%' oo d V\ I orks Northampton, MA
S) ,,.,, YOR w, 100 Of SIGN Kohl Construction
WLHDR 1 -2.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
di Dead Full Area 12.00 (9.00)* No
L1 Live Full Area 40.00 (9.00)* No
d2 Dead Full Area 7.00 (9.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
A A
0' 10' -6"
Dead 947 947
Live 1890 1890
Total 2837 2837
Bearing:
LC number 2 2
Length 1.08 1.08
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x9 -1/4 ", 2 -Plys
Self Weight of 9.33 plf automatically included in loads;
Lateral support: top= full, bottom= full; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 112 Fv' = 285 fv /Fv' = 0.39 '
Bending( +) fb = 1790 Fb' = 2953 fb /Fb' = 0.61
Live Defl'n 0.21 = L/590 0.35 = L/360 0.61
Total Defl'n 0.37 = L/337 0.52 - L/240 0.71
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# �i
Fb'+ 2850 1.00 - 1.00 1.000 1.04 - 1.00 1.00 - - 2�
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 - 71' ' " - i
Fcp' 750 - - 1.00 - - - - 1.00 - - ' '',v
E' 2.0 million - 1.00 - - - - 1.00 - - 2 F . ] ,' -;
Bending( +): LC# 2 = D +L, M = 7446 lbs -ft '' 4
Shear : LC# 2 = D +L, V = 2837, V design = 2420 lbs _,
Deflection: LC# 2 = D +L EI= 231e06 lb -in2 /ply'.; " ',,
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ° +t,w� s L t
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
a
�,.. . COMPANY PROJECT
Whetstone Engineering Zagorski Residence
W oodvVorks Northampton, MA
sur: waae rz�s wortur +utn Kohl Construction
WLHDR 1 -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
sl Snow Point 8000 0.75 No
dl Dead Point 1411 2.00 No
11 Live Point 2380 2.00 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 0
0' 4'
Dead 729 729
Live 6500 2017
Total 7229 2747
Bearing:
LC number 4 3
Length 2.75 1.05
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 2 -Plys
Self Weight of 11.98 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv* = 204 Fv' = 328 fv * /Fv' = 0.62
Bending( +) fb = 798 Fb' = 3226 fb /Fb' = 0.25
Live Defl'n 0.01 = <L/999 0.13 - L/360 0.09
Total Defl'n 0.02 = <L/999 0.20 = L/240 0.08
*The effect of point loads within a distance d of the support
has been included as per NDS 3.4.3.1
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2850 1.15 - 1.00 0.983 1.00 - 1.00 1.00 - - 3 / ,�v 4ss+0
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 4
Fcp' 750 - - 1.00 - - - - 1.00 f ROBERT T. °'w
E' 2.0 million - 1.00 - - - 1.00 - - 3 LEET
Bending ( +) : LC# 3 = D +.75 (L +S) , M = 5470 lbs -ft ;` iRuf TURAL
Shear : LC# 4 = D +S, V = 7229, V design* = 5644 lbs 3 ?942
Deflection: LC# 3 = D +.75(L +S) ET= 488e06 lb -in2 /ply ;reg`x. �a
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W=wind I= impact C= construction CLd=concentrated) - .
(Ali LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
fit Whetstone Engineering Zagorski Residence
%VoodV MI6 Northampton, MA
`$1frw n{Pf tfni W001) 111 ilGA, Kohl Construction
FLSHBM 2 -6.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00 (9.00)* No
si Snow Full Area 30.00 (9.00)* No
D2 Dead Full UDL 64.0 No
L1 Live Full Area 40.00 (1.50)* No
D3 Dead Full Area 12.00 (1.50)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
L\
0 ' 13'
Dead 1313 1313
Live 1755 1755
Total 3068 3068
Bearing:
LC number 4 4
Length 1.17 1.17
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 2 -Plys
Self Weight of 11.98 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 94 Fv' = 328 fv /Fv' = 0.29
Bending( +) fb = 1455 Fb' = 2963 fb /Fb' = 0.49
Live Defl'n 0.18 - L/878 0.43 = L/360 0.41
Total Defl'n 0.38 = L/413 0.65 = L/240 0.58
ADDITIONAL DATA: /
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# t E ,4,
Fb'+ 2850 1.15 - 1.00 0.903 1.00 - 1.00 1.00 - - 4 /it, `
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 4 e
Fcp' 750 - - 1.00 - - - - 1.00 - - re� e r A 3
E' 2.0 million - 1.00 - - - - 1.00 - - 4
Bending( +): LC# 4 = D+S, M = 9971 lbs -ft xT� 1RAL +
Shear : LC# 4 = D +S, V = 3068, V design = 2601 lbs „
Deflection: LC# 4 = D +S EI= 488e06 lb -in2 /ply , � ,,.. ,, ((' � �3 ✓^ - ' � f
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. 4�. 'Cr "
#4,/
(D =dead L =live S -snow W =wind I= impact C= construction CLd= concentrated) . .Z4 d,
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
e Whetstone Engineering Zagorski Residence
%Vood'A/orks°
Sep. 20, 2012 11:09 Emerson Way
Northampton, MA
s«rrwaeirou MUM) rsrsxcnr Kohl Construction
FLSHBM 2 -5.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
di Dead Full Area 12.00 (7.00)* No
L1 Live Full Area 40.00 (7.00)* No
D3 Dead Full Area 12.00(13.00)* No
D2 Dead Full UDL 64.0 No
D4 Dead Full Area 10.00(14.00)* No
S1 Snow Full Area 30.00(14.00)* Yes
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 p
0' 12' 13' -6"
Dead 2728 3508
Live 3116 3987
Total 5844 7495
Bearing:
LC number 8 3 0
Length 1.48 1.53 0.00
Cb 1.00 1.25 0.00
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -718 ", 3 -Plys
Self Weight of 17.97 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 121 Fv' = 328 fv /Fv' = 0.37
Bending( +) fb = 1683 Fb' = 3346 fb /Fb' = 0.50
Bending( -) fb = 108 Fb' = 3411 fb /Fb' = 0.03
Deflection:
Interior Live 0.16 = L/884 0.40 = L/360 0.41
Total 0.38 = L/383 0.60 = L/240 0.63
Cantil. Live 0.06 = L/282 0.10 = L /180 0.64
Total 0.15 = L/123 0.15 = L /120 0.97
ADDITIONAL DATA: , 4
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# + S / ESN 4g
Fb'+ 2850 1.15 - 1.00 0.981 1.00 - 1.04 1.00 - - 8 ' cyo
Fb'- 2850 1.15 - 1.00 1.000 1.00 - 1.04 1.00 - - 3 * ROBERT T. f ".
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 3
Fcp' 750 1.00 1.00 LEET
E' 2.0 million - 1.00 - - - - 1.00 - - 8 STRUCTURAL
Bending( +): LC# 8 = D +.75(L +S) (pattern: Ss), M = 17302 lbs -ft 38942
1 1 t , tatate
Bending(-): lbs
-ft
LC# 3 = D +.75(L +S), V = 6014,
Shear design = 5038 lbs FE $, A t .
Deflection: LC# 8 = D +.75(L +S) (pattern: Ss) EI= 488e06 lb -in2 /ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D -dead L =live S =snow W -wind I= impact C= construction CLd= concentrated)
(A11 LC's are listed in the Analysis output)
(Load Pattern: s =S /2, X -L +S or L +C, =no pattern load in this span)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
ff
COMPANY PROJECT
® Whetstone Engineering Zagorski Residence
ill %%tood\iVo r k s Sep. 20, 2012 11:04 Emerson Way
J Northampton, MA
+,)P.' A Ain MR WOOD ,JtRIGIV Kohl Construction
FLSHBM 2 -4.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( Ibs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
di Dead Full Area 12.00 (7.00)* No
L1 Live Full Area 40.00 (7.00)* No
D2 Dead Full UDL 64.0 No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
A
0' 17'
Dead 1411 1411
Live 2380 2380
Total 3791 3791
Bearing:
LC number 2 2
Length 1.00 1.00
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 3 -Plys
Self Weight of 17.97 plf automatically included in loads;
Lateral support: top= full, bottom= full; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 81 Fv' = 285 fv /Fv' = 0.28
Bending( +) fb = 1567 Fb' = 2967 fb /Fb' = 0.53
Live Defl'n 0.36 = L/568 0.43 = L/480 0.84
Total Defl'n 0.68 = L /300 0.85 = L/240 0.80
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# .4V
Fb'+ 2850 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - - - 1.00 -
pa
E' 2.0 million - 1.00 - - 1.00 - 2 ! ,`
Bending ( +) : LC# 2 = D +L, M = 16111 lbs -ft < + ;+ r it.
Shear : LC# 2 = D +L, V = 3791, V design = 3349 lbs 38`)42 , .
Deflection: LC# 2 = D +L EI= 488e06 lb -in2 /ply , p
Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. �" o
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) g ;iAl
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
Whetstone Engineering Zagorski Residence
1 i %bood\/Vo rks Sep. 20, 2012 11:08 Emerson Way
l \J Northampton, MA
SOHWARIAORWOOOMIWN Kohl Construction
FLSHBM 2 -3.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or pif )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(13.00)* No
L1 Live Full Area 40.00(13.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
A
0' 13' -6"
Dead 1215 1215
Live 3510 3510
Total 4725 4725
Bearing:
LC number 2 2
Length 1.00 1.00
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 4 -Plys
Self Weight of 23.96 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 73 Fv' = 285 fv /Fv' = 0.26
Bending( +) fb = 1163 Fb' = 2967 fb /Fb' = 0.39
Live Defl'n 0.20 = L/814 0.45 = L/360 0.44
Total Defl'n 0.30 = L/536 0.67 = L/240 0.45
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2850 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 '.e
Fcp' 750 - - 1.00 - - - - 1.00
E' 2.0 million 1.00 1.00 2 -I N
t ROBERT T. 91
Bending( +): LC# 2 = D +L, M = 15946 lbs -ft
LEET
Shear : LC# 2 = D +L, V = 4725, V design = 4032 lbs t STRUCTURAL
Deflection: LC# 2 = D +L EI= 488e06 lb -in2 /ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. eh 38942
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) ;� 4 43
(All LC's are listed in the Analysis output) g, CO'
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
t Whetstone Engineering Zagorski Residence
%Voodv\/o Mks Sep. 20, 2012 11:07
Works Northampton, MA
5,01 WARP FON WlrotrneNit:8 Kohl Construction
FLSHBM 2 -2.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(13.00)* No
L1 Live Full Area 40.00(13.00)* No
d2 Dead Full Area 7.00(13.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0
0' 11' -6"
Dead 1524 1524
Live 2990 2990
Total 4514 4514
Bearing:
LC number 2 2
Length 1.15 1.15
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 3 -Plys
Self Weight of 17.97 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 90 Fv' - 285 fv /Fv' = 0.32
Bending( +) fb = 1262 Fb' = 2914 fb /Fb' = 0.43
Live Defl'n 0.14 = L/988 0.38 = L/360 0.36
Total Defl'n 0.25 = L /560 0.58 = L/240 0.43
ADDITIONAL DATA: /
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2850 1.00 - 1.00 0.982 1.00 - 1.04 1.00 - - 2
Fv' 285 1.00 - 1.00 - - 1.00 - 1.00 2
Fcp' 750 - - 1.00 - - 1.00 rw P ,
E' 2.0 million - 1.00 - - - - 1.00 - - 2 a r V''..
Bending ( +) : LC# 2 = D +L, M - 12976 lbs -ft
Shear : LC# 2 = D +L, V = 4514, V design = 3737 lbs s „
Deflection: LC# 2 = D +L EI= 488e06 lb -in2 /ply AL
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. `�'
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) SR��kCyt�`
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
Whetstone Engineering Zagorski Residence
%Vood 1 Sep. 20, 2012 11:09 Emerson Way
Northampton, MA
'.#» 7WARI10k4Vt >o1 Kohl Construction
FLSHBM 2 -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(13.00)* No
L1 Live Full Area 40.00(13.00)* No
D3 Dead Full Area 12.00(13.00)* No
S1 Snow Point 3068 14.00 No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 0
0' 12' -6" 14'
Dead 2069 2634
Live 3203 5635
Total 5273 8269
Bearing:
LC number 2 3 0
Length 1.00 1.20 0.00
Cb 1.00 1.31 0.00
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 4 -Plys
Self Weight of 23.96 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 83 Fv' = 285 fv /Fv' = 0.29
Bending( +) fb = 1185 Fb' = 2967 fb /Fb' = 0.40
Bending( -) fb = 363 Fb' = 3412 fb /Fb' = 0.11
Deflection:
Interior Live 0.14 - <L/999 0.42 = L/360 0.34
Total 0.28 = L/539 0.63 = L/240 0.44
Cantil. Live 0.05 = L/342 0.10 = L /180 0.53 /
Total 0.10 = L/173 0.15 = L /120 0.69
ADDITIONAL DATA: SI " " W"
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC # / +r,4 N t{ 884 c
Fb'+ 2850 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2 `tom . 4 G
Fb' - 2850 1.15 - 1.00 1.000 1.00 - 1.04 1.00 - - 4 " ..'', ROBERT T. 11
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 LEFT 4
Fcp' 750 - - 1.00 - - - - 1.00 - - STRUCTURAL
E' 2.0 million - 1.00 - - 1.00 - - 2 i 38942
Bending(-I-): LC# 2 - D +L, M = 16240 lbs -ft � 4 1SSpf4C�
Bending(-): LC# 4 = D +S, M = 4980 lbs ft !-N* 0°
Shear : LC# 2 = D +L, V = 5427, V design = 4580 lbs .f
Deflection: LC# 2 = D +L EI= 488e06 lb -in2 /ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
Whetstone Engineering Zagorski Residence
I %%' ood V Vorks Northampton, MA
40P :WA8f I,OR WOOF)IVUGh. Kohl Construction
FLSHBM 1 -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(15.00)* No
L1 Live Full Area 40.00(15.00)* No
d2 Dead Full Area 7.00(13.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
I o I
0 ' 8' 20' -6"
Dead 613 3852 1459
Live 1273 7999 3029
Total 1886 11851 9487
Bearing:
LC number 2 2 2
Length 1.00 2.63 1.14
Cb 1.00 1.14 1.00
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x11 -7/8 ", 3 -Plys
Self Weight of 17.97 plf automatically included in loads;
Lateral support: top= full, bottom= full; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 138 Fv' = 285 fv /Fv' = 0.49
Bending( +) fb = 1101 Fb' = 2967 fb /Fb' = 0.37
Bending( -) fb = 1300 Fb' = 2967 fb /Fb' = 0.44
Live Defl'n 0.12 = <L/999 0.42 = L/360 0.29
Total Defl'n 0.21 = L/719 0.63 = L/240 0.33
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fb'+ 2850 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2
Fb'- 2850 1.00 - 1.00 1.000 1.00 - 1.04 1.00 - - 2
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 / 1 M w
Fcp' 750 1.00 1.00 Rz ''..:']-,7]-, `( ' "
E' 2.0 million - 1.00 - - - - 1.00 - - 2 . ", .: " 7 t �.. •
,
Bending( +): LC# 2 = D +L, M = 11324 lbs -ft � .. � r,
Bending(-): LC# 2 = D +L, M = 13362 lbs ft ids .' - L
Shear : LC# 2 = D +L, V = 6625, V design = 5745 lbs ' 42
Deflection: LC# 2 = D +L EI= 488e06 lb -in2 /ply a oa sEe ,,
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. `F " �..0*
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) �°'
(All LC's are listed in the Analysis output) ,
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
%Vood\A/orks° Whetstone Engineering Zagorski Residence
Sep. 20, 2012 11:07 Emerson Way
Northampton, MA
, ■OF r wn Rr IOW W001) stUGN Kohl Construction
BM 2 -1.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00 (4.00)* No
sl Snow Full Area 30.00 (4.00)* No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0' 17
Dead 527 527
Live 1020 1020
Total 1547 1547
Bearing:
LC number 2 2
Length 1.00 1.00
LVL n -ply, 2.0E, 2850Fb, 1- 314x9 -1/4 ", 3 -Plys
Self Weight of 14.0 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 43 Fv' = 328 fv /Fv' = 0.13
Bending( +) fb = 1054 Fb' = 3531 fb /Fb' = 0.30
Live Defl'n 0.33 = L/626 0.57 = L/360 0.57
Total Defl'n 0.58 = L/352 0.85 = L/240 _ 0.68
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# t �
Fb'+ 2850 1.15 - 1.00 1.000 1.04 - 1.04 1.00 - - 2 !eL a�$d
Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 4 4%,
Fcp' 750 - - 1.00 - - - - 1.00 - - - � 40 ROBERT T. " �
E' 2.0 million - 1.00 - - - - 1.00 - - 2 LEET "'
Bending ( +) : LC# 2 = D +S, M = 6575 lbs -ft STRUCTURAL
Shear : LC# 2 = D +S, V = 1547, V design = 1407 lbs 38942
Deflection: LC# 2 = D +S EI= 231e06 lb -in2 /ply 4 p
2 rSTE 1 �
Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. pr �
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) ' Wg041 f 119
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
a Whetstone Engineering Zagorski Residence
f %%' ood V v ' o n r k Sep. 20, 2012 11:06 Emerson Way
1 J Northampton, MA
SQf;WARt FOR WOOL InVGN Kohl Construction
BM 1 -2.wwb
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pat -
Start End Start End tern
dl Dead Full Area 12.00(15.00)* No
L1 Live Full Area 40.00(15.00)* No
d2 Dead Point 1524 3.50 No
d3 Dead Point 1215 3.50 No
12 Live Point 2990 3.50 No
13 _Live Point 3560 3.50 No
*Tributary Width (ft)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 0
0' 17'
Dead 4014 2403
Live 10301 6449
Total 14315 8851
Bearing:
LC number 2 2
Length 2.73 1.69
LVL n -ply, 2.0E, 2850Fb, 1- 3/4x18 ", 4 -Plys
Self Weight of 36.31 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 :
Criterion Analysis Value Design Value Analysis /Design
Shear fv = 156 Fv' = 285 fv /Fv' = 0.55
Bending( +) fb = 1523 Fb' = 2804 fb /Fb' = 0.54
Live Defl'n 0.26 = L/769 0.57 = L/360 0.47
Total Defl'n 0.42 = L/489 0.85 = L/240 0.49
ADDITIONAL DATA: /
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# ,,,, i
Fb'+ 2850 1.00 - 1.00 1.000 0.95 - 1.04 1.00 - - 2 �f RO, "' �•f8 T s
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 `4%. y11
Fcp' 750 1.00 1.00 '' / iBE
E' 2.0 million - 1.00 - - - - 1.00 - - 2
{ �' r�� LEFT RT r
di
Bending ( +) : LC# 2 = D +L, M = 47973 lbs -ft .A STRUCTURAL
Shear : LC# 2 = D +L, V - 14315, V design = 13091 lbs '' 3$942
Deflection: LC# 2 = D +L EI= 1701e06 lb -in2 /ply ,�
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. i 6- 4 4. /STER
(D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) 44" S Ak10*
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your
local SCL manufacturer.
3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
4. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
U N F
6 I September 20, 2012
Structural & Civil Engineering C
P.O.B. 881, Wendell, MA 01379 tel/fax 978 -544 -8000
rleet@wildblue.net
Fred Meyer
Kohl Construction
31 Campus Plaza Road
Hadley MA 01035
RE: Zagorski Residence Engineered Wood Components; Project #12102
Mr. Meyer:
Enclosed are the design calculations for the structural members of the Zagorski single
family residence on Emerson Way in Northampton, MA. They are labeled as BM 1 -2, BM 2 -1,
FLSHBM 1 -1, FLSHBM 2 -1, FLSHBM 2 -2, FLSHBM 2 -3, FLSHBM 2 -4, FLSHBM 2 -5, FLSHBM
2 -6, WLHDR 1 -1, WLHDR 1 -2, WLHDR 2 -1, WLHDR 2 -3, WLHDR R -1 and WLHDR R -5 in plans
by Kohl construction entitled, "ZAGORSKI RESIDENCE ", dated 08/24/2012.
Please call if you have any questions regarding this project.
Sincerely,
/
• Robert Leet, P.E.
t OF OAg
Encl. c ROBERT T. � ";
0
LEFT
STRUCTURAL
38942
p 4 rO/STF O�4�
Af s s /ON AL 04"
- 3(01
Kohl Construction
www.KohlConstruction.com
31 Campus Plaza Road, Hadley, MA 01035 ph (413) 256 -0321
ix (413) 256 -0130
Transmittal
To: Chuck Miller RECEIVED LFrom: Richard Lloyd OCT -
OF BUILDING INSPECTIONS
NORTHAM
Date: 10/02/12
Re: Zagaorski Project, 151 Emerson Way
COMMENTS:
Chuck -
Please find attached the design calculations for the structural
members of the Zagaorski single family residence at 151
Emerson Way. They are stamped and signed by Robert Leet
of Whetstone Engineering.
Thanks -
RD Lloyd 41 1 4 ""'""■•■■,,, o ,..
Project Manager