16D-040 Beam Design Calc amd Allowable Soil PressureCOMPANY PROJECT
WoodWorks® 202 N MAIN STREET NORTHAMPTON
B-1 FIRST FLOOR BEAM FIVE SPAN
CONT
SOftWARE 1'011 WOOD ()l!.HCN B_1 ABOVE BASEMENT.wwb
LOADS: ( lbs, psf, or plf)
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Partial Area 10.00(10.38)* 0.00 21.00 No
2 Dead Partial Area 10.00(17.75)* 21.00 37.00 No
3 Dead Partial Area 10.00(11.75)* 37.00 42.00 No
4 Live Partial Area 40.00(10.38)* 0.00 21.00 Yes
5 Live Partial Area 40.00(17.75)* 21.00 37.00 Yes
6 Live Partial Area 40.00(11.75)* 37.00 42.00 Yes
7 Dead Point 518 0.50 No
8 Dead Point 1149 24.00 No
10 Dead Point 3165 42.00 No
11 Live Point -186 0. 50. Yes
12 Live Point -608 9.00 Yes
13 Live Point 2178 0.50 Yes
14 Live Point 6233 9.00 Yes
15 Live Point 11972 24.00 Yes
16 Live Point 2556 42.00 Yes
*Trlbutary Wldth (ft)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) · C'
D.. D.. D.. t...:l. ' 0' 8'-6" 17' (_ 25'-6" )
Dead 887 1120 1244 I~
Live 3525 10059 7008 17892
Total 4412 11180 8252 20476
Bearing:
LC number 23 13 24 15
Length 1.1 2.5 1.7 4.8
Cb 1. 00 1.15 1. 22 1. 08
LVL n-ply, 2.2E, 3400Fb, 1-3/4x9-1/2", 3-Piys
Self Weight of 14.37 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
This section FAILS the design check·
WARNING: This section violates the following design criteria: Shear;
SECTION vs. DESIGN CODE NDS-2001: ( lbs, lbs-ft, or in )
Criterion Analysis Value Value Analysis/
fv = 439
fb 175B
fb 2013
Shear
Bending(+)
Bending(-)
Live Defl'n
Total Defl'n
0.12 L/816
0.14 L/704
ADDITIONAL DATA:
FACTORS: F
Fb'+ 3400
Fb'-3400
Fv' 285
Fcp' 750
E' 2.2
CD
1. 00
1. 00
1. 00
million
CM Ct
1. 00
1. 00
1. 00
1. 00
-1. 00
Fv'
Fb'
Fb'
0.28
0.43
CL
1. 000
1. 000
285.--fv/Fv'
3649 fb/Fb'
3649 fb/Fb'
cv
L/360
L/240
Cfu
1. 03
1. 03
Cr
1. 04
1. 04
Cfrt
1. 00
1. 00
1. 00
1. 00
1. 00
Bending(+): LC#24 D+L (pattern: LL L), M = 11567 lbs-ft
Bending(-): LC#15 D+L (pattern: L LL ), M = 13250 lbs-ft
Ci
Shear LC#15 D+L (pattern: L-LL-), V = 15300, V design= 14600 lbs
Deflection: LC#23 D+L (pattern: L-L L) EI= 275.07e06 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)
(Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span)
.. · ~--r~
~-1q'
~--
D.. D..
34' 42'-6"
1882 3333
6913 4211
8796 7544
28 23
1.9 1.9
1.20 1. 00
,.
COMPANY PROJECT
WoodWorks® 202 N MAIN STREET NORTHAMPTON
B-1 FIRST FLOOR BEAM FIVE SPAN
CONT
SOfTWARE FOR WOOD Of:SICN B_1 ABOVE BASEMENT.wwb
LOADS: ( lbs, psf, or plf)
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Partial Area 10.00(10.38)* 0.00 21.00 No
2 Dead Partial Area 10.00(17.75)* 21.00 37.00 No
3 Dead Partial Area 10.00(11.75)* 37.00 42.00 No
4 Live Partial Area 40.00(10.38)* 0.00 21.00 Yes
5 Live Partial Area 40.00(17.75)* 21.00 37.00 Yes
6 Live Partial Area 40.00(11.75)* 37.00 42.00 Yes
7 Dead Point 518 0.50 No
8 Dead Point 1149 24.00 No
10 Dead Point 3165 42.00 No
11 Live Point -186 0.50 Yes
12 Live Point -608 9.00 Yes
13 Live Point 2178 0.50 Yes
14 Live Point 6233 9.00 Yes
15 Live Point 11972 24.00 Yes
16 Live Point 2556 42.00 Yes
*Tributary Width (ft)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
D. D. D. D.
0' 8'-6" 17' 25'-6"
Dead 919 1213 1323 2663
Live 3525 10059 7008 17892
Total 4444 11272 8331 20555
Bearing:
LC number 23 13 24 15
Length 1.0 1.3 1.0 2.8
Cb 1. 00 1.28 1. 42 1.14
LVL n-ply, 2.2E, 3400Fb, 1-3/4x9-1/2", 5-Piys
Self Weight of 23.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: ( lbs, lbs-ft, or in )
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 264 Fv' = 285 fv/Fv' = 0.93
Bending(+) fb = 1054 Fb' = 3649 fb/Fb' = 0.29
Bending(-) fb = 1213 Fb' = 3649 fb/Fb' = 0.33
Live Defl'n 0.07 = <L/999 0.28 = L/360 0.26
Total Defl'n 0.09 = <L/999 0.43 = L/240 0.21
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci en
Fb'+ 3400 1. 00 -1. 00 1. 000 1. 03 -1. 04 1. 00 --
Fb'-3400 1. 00 -1. 00 1. 000 1. 03 -1. 04 1. 00 --
Fv' 285 1. 00 -1. 00 ----1. 00 -1. 00
Fcp' 750 --1. 00 - ---1. 00 - -
E' 2.2 million -1. 00 ----1. 00 --
Bending(+): LC#24 = D+L (pattern: LL L), M = 11562 lbs-ft
Bending(-): LC#15 = D+L (pattern: L LL ), M = 13305 lbs-ft
Shear : LC#15 = D+L (pattern: L-LL-), V = 15341, V design= 14633 lbs
Deflection: LC#23 = D+L (pattern: L-L L) EI= 275.07e06 1b-in2/ply
Total Deflection= 1.50(Dead Load Deflection) +Live Load Deflection.
LC#
24
15
15 -
23
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All 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)
-
D.
34'
1975
6913
8888
28
1.0
1. 38
D.
42'-6"
3365
4211
7576
23
1.2
1. 00
c=J j~ ______ VV __ o_o_d_VV_o_r_k_s_® __ S_iz_e_r ________ s_o_F_TW __ A_R_E_F_o_R_w_o_o_o __ o_ES_I_G_N ______ ~
8_1 ABOVE BASEMENT.wbg
Critical Results
WoodWorks® Sizer 2004
REACTION [lbs]
Maximum ...
Uplift: 0
Bearing: 20476
f412
0'
SHEAR [lbs]
+V max: 5176 -v max: -15300
V design: -14600
Load Combination #15:
0'
tllBO
8'-6"
D+L (pattern: L_LL_)
8'-6"
Design shear < maximum due to notching or
BENDING [lbs-ft]
+M max: 11567
Load Combination #24: D+L (pattern: _LL_L)
-M max: -13250
Load Combination #15: D+L (pattern: L_LL_)
0'
DEFLECTION [in]
Max Live: 0.12
Max Total: 0.14
8'-6"
Load Combination #23: D+L (pattern: L_L_L)
0' 8'-6"
ts252
l476
17' 25'-6"
17'
11567
17' 25'-6"
17' 21'-3" 25'-6"
Mar. 10, 2016 20:40:44
ts796 754~
34' 42'-6"
'~
34' 42'-6"
of support.
34' 42'-6"
34' 42'-6"
COMPANY PROJECT
WoodWorks® 202 N MAIN STREET NORTHAMPTON
SECOND FLOOR BEAM.wwb
LOADS: ( lbs, psf, or plf)
.'iOHWAIU f·OR WOOO Dt:HCN
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Partial Area 10.00(10.38)* 0.00 21.00 No
2 Dead Partial Area 10.00(17.75)* 21.00 37.00 No
3 Dead Partial Area 10.00(11.75)* 37.00 42.00 No
4 Live Partial Area 40.00(10.38)* 0.00 21.00 Yes
5 Live Partial Area 40.00(17.75)* 21.00 37.00 Yes
6 Dead Partial Area 40.00(11.75)* 37.00 42.00 No
*Trlbutary Wldth (ft)
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0' 9' 24'
Dead 518 1149 4129
Live 2178 6233 11972
Uplift 186 608
Total 2696 7382 16102
Bearing:
LC number 7 5 8
Length 1.0 1.0 2.7
Cb 1. 00 1. 36 1.14
LVL n-ply, 2.2E, 3400Fb, 1-3/4x11-7/8", 4-Piys
Self Weight of 23.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: ( lbs, tbs-ft, or in )
Criterion
Shear
Bending(+)
Bending(-)
Live Defl'n
Total Defl'n
Analysis Value
fv = 154
fb 1812
fb 1908
0.42 L/519
0.68 L/315
ADDITIONAL DATA:
FACTORS: F CD CM Ct
Fb'+ 3400 1. 00 1. 00
Fb'-3400 1. 00 1. 00
Fv' 285 1. 00 1. 00
Fcp' 750 1. 00
E' 2.2 million 1. 00
Design
Fv'
Fb'
Fb'
0.60
0.90
CL
1. 000
1. 000
Value
285
3539
3539
L/360
L/240
cv Cfu
1. 00
1. 00
fv/Fv'
fb/Fb'
fb/Fb'
Cr
1. 04
1. 04
Bending(+): LC# 7 D+L (pattern: L L), M = 24849 lbs-ft
Bending(-): LC# 8 D+L (pattern: LL), M = 26165 lbs-ft
Cfrt Ci en
1. 00
1. 00
1. 00 1. 00
1. 00
1. 00
Shear LC# 8 D+L (pattern: =LL), V = 9448, V design = 8555 lbs
Deflection: LC# 7 D+L (pattern: L L) EI= 537.25e06 lb-in2/ply
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
LC#
7
8
8
7
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All 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.
42'
3165
2556
5721
7
1.1
1. 00
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. BUlL T-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
Wood Works® 202 N MAIN STREET NORTHAMPTON
SECOND FLOOR BEAM 21 FET.wwb
LOADS: { lbs, psf, or plf)
Load Type Distribution
1 Dead Point
2 Live Point
3 Dead Partial Area
4 Live Partial Area
*Trlbutary Wldth (ft)
SOftWMll' FOR WOOD fJF..HCN
Design Check Calculation Sheet
Sizer 2004
Magnitude Location [ft] Pattern
Start End Start End Load?
1605 11.00 No
2019 11.00 No
10.00 (7.00)* 0.00 11.00 No
40.00 (7.00)* 0.00 11.00 No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
Dead 1597
Live 3235
Total 4832
Bearing:
LC number 2
Length 1.0
LVL n-ply, 2.2E, 3400Fb, 1-3/4x12-1/2", 4-Piys
Self Weight of 25.22 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
ADDITIONAL DATA:
FACTORS: F CD CM Ct
Fb'+ 3400 1. 00 1. 00
Fv' 285 1. 00 1. 00
CL cv Cfu
1. 000 0.99
Cr
1. 04
Cfrt
1. 00
1. 00
Cn LC#
2
1. 00 2
Fcp' 750 1. 00 1. 00
E' 2.2 million 1. 00 1. 00 2
Bending(+): LC# 2 D+L, M = 30445 lbs-ft
Shear LC# 2 D+L, V = 4832, V design 4450 lbs
Deflection: LC# 2 D+L EI= 626.62e06 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.
21'
1307
1864
3171
2
1.0
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. BUlL T-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
WoodWorks® 202 N MAIN STREET NORTHAMPTON
SECOND FLOOR BEAM 17 _5 FET.wwb
SOfTWARE FOR WOOD OF..HCN
Design Check Calculation Sheet
Sizer 2004 t< t L~O_A __ D~S_:_(_I_bs_,_P_sf~,_or_p_l_f) ______ ~------------~--------------~-----. '· -----
Location [ft] Pattern
Start End Load?
Distribution Load Type Magnitude
Start End
1 Dead
2 Live
Point
Point
422
1872
15.00 No
15.00 No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0'
Dead 113
Live 267
Total 380
Bearing:
LC number 2
Length 1.0
LVL n-ply, 2.2E, 3400Fb, 1-3/4x11-7/8", 1-ply
Self Weight of 5.99 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: ( lbs, lbs-ft, or in )
Criterion
Shear
Bending(+)
Live Defl'n
Total Defl'n
Analysis Value
fv = 145
fb 1467
0.28 L/749
0.41 L/511
ADDITIONAL DATA:
FACTORS: F CD CM Ct
Fb'+ 3400 1. 00 1. 00
Fv' 285 1. 00 1. 00
Fcp' 750 1. 00
E' 2.2 million 1. 00
Design
Fv'
Fb'
0.58
0.88
CL
1. 000
Value
285
3403
L/360
L/240
cv Cfu
1. 00
Bending(+): LC# 2 D+L, M = 5027 lbs-ft
fv/Fv'
fb/Fb'
Cr
1. 00
Shear LC# 2 D+L, V = 2019, V design 2013 lbs
Deflection: LC# 2 D+L EI= 537.25e06 lb-in2
Cfrt Ci
1. 00
1. 00
1. 00
1. 00
Total Deflection= 1.50(Dead Load Deflection) +Live Load Deflection.
Cn
1. 00
LC#
2
2
2
(D=dead L=live S=snow W=wind I=irnpact 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.
17'-6"
414
1605
2019
2
1.5
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. BUlL T-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY PROJECT
WoodWorks® 202 N MAIN STREET NORTHAMPTON
SECOND FLOOR BEAM 10 FET.wwb
LOADS: ( lbs, psf, or plf)
Design Check Calculation Sheet
Sizer 2004
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Full Area 10.00 (7.25)* No
2 Snow Full Area 40.00 (7 .25) * No
*Tr1butary W1dth (ft)
0'
Dead 422
Live 1450
Total 1872
Bearing:
LC number 2
Length 1.0
LVL n-ply, 2.2E, 3400Fb, 1-3/4x11-7/8", 2-Piys
Self Weight of 11.98 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC;
SECTION vs. DESIGN CODE NDS-2001: ( lbs, lbs-ft, or in )
Criterion
Shear
Bending(+)
Live Defl'n
Total Defl'n
Analysis Value
fv = 54
fb 683
0.06 <L/999
0.09 <L/999
ADDITIONAL DATA:
FACTORS: F CD CM Ct
Fb'+ 3400 1.15 1. 00
Fv' 285 1.15 1. 00
Fcp' 750 1. 00
E' 2.2 million 1. 00
Design
Fv'
Fb'
0.33
0.50
CL
1. 000
Value
328
3914
L/360
L/240
cv Cfu
1. 00
Bending(+): LC# 2 = D+S, M = 4681 lbs-ft
Cr
1. 00
Shear LC# 2 = D+S, V = 1872, V design 1502 lbs
Deflection: LC# 2 = D+S EI= 537.25e06 lb-in2/ply
Cfrt Ci
1. 00
1. 00
1. 00
1. 00
Total Deflection= 1.50(Dead Load Deflection) + Live Load Deflection.
Cn
1. 00
LC#
2
2
2
(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.
10'
422
1450
1872
2
1.0
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. BUlL T-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
May 11,2016
Mr. Chuck Miller
Joslad & Associates, P.C.
83 Superior A venue
Indian Orchard, MA 01151
Ph (413) 222-1044. Fax (413) 786-4758
Assistant Building Commissioner.
City OfNorthampton
212 Main Street
Northampton, MA 01060
Ref: 202 North Main Street, Northampton, MA 01060
Soil Bearing Pressure Requirement
Dear Sir:
Per you request regarding the allowable soil bearing pressure use for the foundation sizing
for the above referenced proposed building, I am herby writing to let know that based on
my observation of the soil profile at the proposed building location ( sand, gravel, silt, clay)
during the construction of 206 North Main Street, the allowable soil bearing pressure is in
the range of 2500 to 4000 psf. .
A 2500 psf being use is more of a very conservative assumption.
Sincerely,
SHALLOW FOUNDATIONS
Table 4.1. Presumptive allowable bearing pressures for spread footing foundations. (Modified after U.S. Depart·
ment of the Navy, 1982)
Allowable Bearing Pressure (tsf)
Type of Bearing Material
Massive crystalline
igneous and metamorphic
rock: graphite, diorite,
basalt, gneiss, thoroughly
cemented conglomerate
(sound condition allows
minor cracks)
Foliated metamorphic rock:
slate, schist (sound
condition allows minor cracks)
Consistency in Place
Very hard, sound rock
Hard sound rock
Sedimentary rock: hard cemented Hard sound rock
shales, siltstone, sandstone,
limestone without cavities
Weathered or broken bedrock of
any kind exept highly
argillaceous rock (shale)
Compaction shale or other
highly argillaceous rock
in sound condition
Well-graded mixture of fine-
and coarse-grained soil:
glacial till, hardpan,
boulder clay (GW-GC, GC,SC)
Gravel, gravel-sand mixtures,
boulder-gravel mixtures (GW,GP,
SW, SP)
Coarse to medium sand, sand
with little gravel. (SW,SP)
Fine to medium sand, silty or
clayey medium to coarse sand
(SW, SM, SC)<
Fine sand,'silty or clayey
medium tb fine sand (SP,SM,SC)
Homogeneous inorganic clay, sandy
or silty clay (CL,CH)
Inorganic silt, sandy or clayey
silt, varved silt-clay-fine sand
(ML,MH)
Medium hard rock
Medium hard rock
Very dense
Very dense
Medium dense to dense
Loose
Very dense
Medium dense to
dense
Loose
Very dense
Medium dense to
dense
Loose
Very dense
medium dense to
dense
Loose
Very stiff to hard
Medium stiff to
stiff
Soft
Very stiff to hard
Medium stiff to
stiff
Soft
60 to 100
30 to 40
15 to 25
8 to 12
8 to 12
8 to 12
6 to 10
4 to 7
2 to 6
4 to 6
2 to 4
1 to 3
3 to 5
2 to 4
1 to 2
3 to 5
2 to 4 '
1 to 2
3 to 6
1 to 3
0.5 to 1
2 to 4
1 to 3
0.5 to 1
Note: These values should be used with service (or
unfactored) loads.
.n.ecommenaea vaJ.ue
for Use
80
35
20
10
10
10
7
5
3
4
3
1,5
3 e
1.5
3
2.5
1.5
4
2
0,5
3
1.5
0.5