REVIEWED BLD2024-0257+Structural_Calculations+3.15.2024_11.48.05_AM+4137849RECEIVED BLD2024-0257
Mar 15 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
...............................................ti
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
..............................................:
:ono
CUSTOM DESIGN & ENGINEERING, INC
Structural Calculations
1520 10th PL N
EDMONDS, WA
SS�41VA1.
2/23/2024
Custom Design & Engineering, INC
(425) 268-5946 - kam@cdengr.com
iu
Beam Framing Analysis
Analysis of Bm 1 - (2) 2 x 6 DF #2
w,max = 233.3 IbI
142(
Col
Shear
Moment
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 0 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 11.7 1 0.0 3.8 1 87.5 145.8
0.0
1 Floor/Roof 25.8 1 3.8 0.0 1 193.4 322.4
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1420 lbs D + S (2.4-3)
Min shear = -1420 lbs D + S (2.4-3)
Max moment = 1346 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 3.79 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1420 / 16.50 = 129.12 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 16151 / 15.12 = 1067.85 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.79 ft Combined deflection = -0.052
[D + S (2.4-3)]
Allowed = 3.79 x 12 / 360.0 = 0.126 in.
Allowed (Seismic controled) = 3.79 x 12 / 180.0 = 0.253 in.
Analysis ofBm2-(2)2x6 DF#2
= 233.3 IN
1108
Col
Distributive loads
Bm2-(2)2x6 DF#2
2.96 ft
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 0 - 15.0 25.0 0.0
1 Floor/Roof 0 - 15.0 25.0 0.0
2 Floor/Roof 1 - 15.0 25.0 0.0
3 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 11.7 1 -0.3 0.0 1 87.5 145.8
0.0
1 Floor/Roof 11.7 1 0.0 3.0 1 87.5 145.8
0.0
2 Floor/Roof 25.8 1 3.0 0.0 1 193.4 322.4
0.0
3 Floor/Roof 25.8 1 0.0 -0.3 1 193.4 322.4
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1108 lbs D + S (2.4-3)
Min shear = -1108 lbs D + S (2.4-3)
Max moment = 819 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 2.96 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1108 / 16.50 = 100.74 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 9832 / 15.12 = 650.05 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.96 ft Combined deflection = -0.019
[D + S (2.4-3)]
Allowed = 2.96 x 12 / 360.0 = 0.099 in.
Allowed (Seismic controled) = 2.96 x 12 / 180.0 = 0.197 in.
Analysis of Bm 3 - (2) 2 x 6 DF #2
w,max = 233.3 Ib/(t
Distributive loads
Bm3-(2)2x6 DF#2
2.96 ft
1108 1108
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 0 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 11.7 1 0.0 3.0 1 87.5 145.8 0.0
1 Floor/Roof 25.8 1 3.0 0.0 1 193.4 322.4 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 1108 lbs D + S (2.4-3)
Min shear = -1108 lbs D + S (2.4-3)
Max moment = 819 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis) .
Span = 2.96 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1108 / 16.50 = 100.74 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 9832 / 15.12 = 650.05 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.96 ft Combined deflection = -0.019 [D + S (2.4-3)]
Allowed = 2.96 x 12 / 360.0 = 0.099 in.
Allowed (Seismic controled) = 2.96 x 12 / 180.0 = 0.197 in.
Analysis ofBm4-(2)2x6 DF#2
w,max =165.8 lb/ft
Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/-
---------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
Col
LOC NOTES
--------------------------------
----------------------------------------------------------
0 Floor/Roof 1 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 8.3 0.0 6.3 62.2 103.6 0.0
1 Floor/Roof 8.3 6.3 6.4 62.2 103.6 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 522 lbs D + S (2.4-3)
Min shear = -522 lbs D + S (2.4-3)
Max moment = 820 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis) .
Span = 6.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 522 / 16.50 = 47.43 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 9844 / 15.12 = 650.84 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 6.29 ft Combined deflection = -0.088 [D + S (2.4-3)]
Allowed = 6.29 x 12 / 360.0 = 0.210 in.
Allowed (Seismic controled) = 6.29 x 12 / 180.0 = 0.419 in.
Analysis of Bm 5 - (2) 2 x 8 DF #2
wmax = 515.8 Ibit
Distributive loads
136`.
Col
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/-
---------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
136`.
Col
LOC NOTES
----------------------------------------------------------
0 Floor/Roof 1 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 25.8 1 0.0 5.3 1 193.4 322.4 0.0
1 Floor/Roof 25.8 1 5.3 5.5 1 193.4 322.4 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 1365 lbs D + S (2.4-3)
Min shear = -1365 lbs D + S (2.4-3)
Max moment = 1805 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis) .
Span = 5.29 ft
Area = 21.75 sq.in
Sx = 26.28 sq.in
Ixx = 95.27 sq.in
->Check shear :
fv = 1.5 x V / Area = 1365 / 21.75 = 94.12 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 21660 / 26.28 = 824.17 psi
fb-btm = M x 12 / Sx = 0 / 26.28 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1242 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 5.29 ft Combined deflection = -0.060 [D + S (2.4-3)]
Allowed = 5.29 x 12 / 360.0 = 0.176 in.
Allowed (Seismic controled) = 5.29 x 12 / 180.0 = 0.353 in.
Analysis of Bm 6 - (2) 2 x 8 DF #2
wmax = 515.8 Ibit
Distributive loads
135`.
Col
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/-
---------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
135,
Col
LOC NOTES
----------------------------------------------------------
0 Floor/Roof 1 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 25.8 1 0.0 3.0 1 193.4 322.4 0.0
1 Floor/Roof 25.8 1 3.0 5.3 1 193.4 322.4 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 1355 lbs D + S (2.4-3)
Min shear = -1352 lbs D + S (2.4-3)
Max moment = 1779 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 5.29 ft
Area = 21.75 sq.in
Sx = 26.28 sq.in
Ixx = 95.27 sq.in
->Check shear :
fv = 1.5 x V / Area = 1355 / 21.75 = 93.44 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 21350 / 26.28 = 812.37 psi
fb-btm = M x 12 / Sx = 0 / 26.28 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1242 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 5.29 ft Combined deflection = -0.059 [D + S (2.4-3)]
Allowed = 5.29 x 12 / 360.0 = 0.176 in.
Allowed (Seismic controled) = 5.29 x 12 / 180.0 = 0.353 in.
Analysis of Bm 7 - (2) 2 x 8 DF #2
wmax = 515.8 Ibit
Distributive loads
136,
Col
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/-
---------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
134:
Col
LOC NOTES
----------------------------------------------------------
0 Floor/Roof 1 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
2 Floor/Roof 1 - 15.0 25.0 0.0
3 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 25.8 1 0.0 0.3 1 193.4 322.4
0.0
1 Floor/Roof 25.8 1 0.3 5.1 1 193.4 322.4
0.0
2 Floor/Roof 25.8 1 5.1 5.3 193.4 322.4
0.0
3 Floor/Roof 25.8 1 5.3 5.5 193.4 322.4
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 1342 lbs D + S (2.4-3)
Min shear = -1342 lbs D + S (2.4-3)
Max moment = 1800 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 5.29 ft
Area = 21.75 sq.in
Sx = 26.28 sq.in
Ixx = 95.27 sq.in
->Check shear :
fv = 1.5 x V / Area = 1342 / 21.75 = 92.54 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 21598 / 26.28 = 821.80 psi
fb-btm = M x 12 / Sx = 0 / 26.28 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1242 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 5.29 ft Combined deflection = -0.059
[D + S (2.4-3)]
Allowed = 5.29 x 12 / 360.0 = 0.176 in.
Allowed (Seismic controled) = 5.29 x 12 / 180.0 = 0.353 in.
Analysis of Bm 8 - (2) 2 x 12 DF #2
= 515.8 IN
Distributive loads
Bm8-(2)2x12 DF#2
8.29 ft
Col Col
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
---------------------------------------------------------------------------
No Applied point loads
---------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 25.8 1 0.0 8.3 1 193.4 322.4 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 2139 lbs D + S (2.4-3)
Min shear = -2139 lbs D + S (2.4-3)
Max moment = 4432 ft-lbs D + S (2.4-3)
Min moment = 0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 8.29 ft
Area = 33.75 sq.in
Sx = 63.28 sq.in
Ixx = 355.96 sq.in
->Check shear :
fv = 1.5 x V / Area = 2139 / 33.75 = 95.05 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 53181 / 63.28 = 840.40 psi
fb-btm = M x 12 / Sx = 0 / 63.28 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.00, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb' x CD x CM x CT x CL x CFx CFU x CI x CR = 1035 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 8.29 ft Combined deflection = -0.096 [D + S (2.4-3)]
Allowed = 8.29 x 12 / 360.0 = 0.276 in.
Allowed (Seismic controled) = 8.29 x 12 / 180.0 = 0.553 in.
Analysis of Bm 9 - (2) 2 x 12 DF #2
w,max = 515.8 Iblft
Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/-
---------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
211;
Col
LOC NOTES
--------------------------------
----------------------------------------------------------
0 Floor/Roof 1 - 15.0 25.0 0.0
1 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 25.8 1 0.0 5.8 1 193.4 322.4 0.0
1 Floor/Roof 25.8 1 5.8 8.3 1 193.4 322.4 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 2127 lbs D + S (2.4-3)
Min shear = -2114 lbs D + S (2.4-3)
Max moment = 4386 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis) .
Span = 8.29 ft
Area = 33.75 sq.in
Sx = 63.28 sq.in
Ixx = 355.96 sq.in
->Check shear :
fv = 1.5 x V / Area = 2127 / 33.75 = 94.55 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 52631 / 63.28 = 831.69 psi
fb-btm = M x 12 / Sx = 0 / 63.28 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.00, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1035 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 8.29 ft Combined deflection = -0.095 [D + S (2.4-3)]
Allowed = 8.29 x 12 / 360.0 = 0.276 in.
Allowed (Seismic controled) = 8.29 x 12 / 180.0 = 0.553 in.
Analysis of Bm 10 - (2) 2 x 6 DF #2
Distributive loads
Bm10-(2)2x6 DF#2
3.29 ft
384 384
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 0 - 15.0 25.0 0.0
1 Floor/Roof 0 - 15.0 25.0 0.0
2 Floor/Roof 0 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 11.7 3.3 3.0 87.5 145.8 0.0
1 Floor/Roof 11.7 3.0 0.6 87.5 145.8 0.0
2 Floor/Roof 11.7 0.6 0.0 87.5 145.8 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 384 lbs D + S (2.4-3)
Min shear = -384 lbs D + S (2.4-3)
Max moment = 316 ft-lbs D + S (2.4-3)
Min moment = 0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis) .
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 384 / 16.50 = 34.91 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3791 / 15.12 = 250.66 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.009 [D + S (2.4-3)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 11 - (2) 2 x 6 DF #2
Ustributive loads
Bm77-(2)2x6 DF#2 T
3.29 ft 1
384 384
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 0 - 15.0 25.0 0.0
1 Floor/Roof 0 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 11.7 3.3 2.4 87.5 145.8
0.0
1 Floor/Roof 11.7 2.4 0.0 87.5 145.8
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 384 lbs D + S (2.4-3)
Min shear = -384 lbs D + S (2.4-3)
Max moment = 316 ft-lbs D + S (2.4-3)
Min moment = 0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 384 / 16.50 = 34.91 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3791 / 15.12 = 250.66 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.009
[D + S (2.4-3)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 12 - (2) 2 x 6 DF #2
Distributive loads
Bml2-(2)2x6 DF#2
329ft
384 384
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 0 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 11.7 1 3.3 0.0 1 87.5 145.8 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 384 lbs D + S (2.4-3)
Min shear = -384 lbs D + S (2.4-3)
Max moment = 316 ft-lbs D + S (2.4-3)
Min moment = 0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis) .
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 384 / 16.50 = 34.91 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3791 / 15.12 = 250.66 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.009 [D + S (2.4-3)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 13 - 3.500 x 11.250 LSL 1.55E
PO=1365 lb
= oaop luir
1831
Col
P1=1365lb
P2=1355lb
l l
Distributive loads
Bm 13 - 3.500 x 11.260 LSL 1.55E
10OOft
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
-------------------------------------------------------
0 512 853 0 0 0 1 1.48
1 512 853 0 0 0 1 6.77
2 508 847 0 0 0 1 6.98
-------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
-------------------------------------------------------
3 Wall - 9.2 10.0
4 Floor/Roof 1 - 15.0 25.0 0.0
5 Floor/Roof 11 - 15 0 25 0 0 0
Col
NOTES
---------------------------
From BM 5 from Level 2
From BM 5 from Level 2
From BM 6 from Level 2
---------------------------
6 Floor/Roof 17 - 15.0 0.0 40.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
3 Wall 1 0.0 1.5 1 92.5
4 Floor/Roof 25.8 0.4 1.5 1 193.4 322.4 0.0
5 Floor/Roof 8.6 1 10.0 0.2 1 64.7 107.8 0.0
6 Floor/Roof 8.4 1 0.4 10.0 1 62.8 0.0 167.5
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 3831 lbs D + 0.755 + O.75L (2.4-4)
Min shear = -3467 lbs D + 0.755 + O.75L (2.4-4)
Max moment = 9412 ft-lbs D + 0.755 + O.75L (2.4-4)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 10.00 ft
Area = 39.38 sq.in
Sx = 73.83 sq.in
Ixx = 415.28 sq.in
->Check shear :
fv = 1.5 x V / Area = 3831 / 39.38 = 145.95 psi
F'v = 310 x 1.15 = 356.50 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 112939 / 73.83 = 1529.75 psi
Fb = 2325 psi, CD = 1.15, Cf = 1.01, C1 = 1.00.
Fb' x CD x CF x CL = 2693 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 10.00 ft Combined deflection = -0.257 [D + 0.755 + O.75L (2.4-4)]
Allowed = 10.00 x 12 / 360.0 = 0.333 in.
Allowed (Seismic controled) = 10.00 x 12 / 180.0 = 0.667 in.
Analysis of Bm 14 - (2) 2 x 10 DF #2
POF1=55691lb
Distributive loads •
Bm16-6x10 DF#2
3.29 ft
420 5105
Col col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
---------------------------------------------------------------------------------
0 503 838 0 0 0 0.21 From BM 7 from Level 2
1 1041 894 1344 0 0 0.00 From BM 15 from Level 1
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
2 Floor/Roof 17 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
2 Floor/Roof 8.4 1 2.8 2.8 1 62.8 0.0 167.5
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 798 lbs D + 0.755 + 0.75L (2.4-4)
Min shear = -3053 lbs D + 0.755 + 0.75L (2.4-4)
Max moment = 2261 ft-lbs D + 0.755 + 0.75L (2.4-4)
Min moment = 0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 27.75 sq.in
Sx = 42.78 sq.in
Ixx = 197.86 sq.in
->Check shear :
fv = 1.5 x V / Area = 3053 / 27.75 = 165.03 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 27137 / 42.78 = 634.31 psi
fb-btm = M x 12 / Sx = 0 / 42.78 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1138 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.013 [D + 0.755 + 0.75L (2.4-4)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 15 - 3.500 x 11.250 LSL 1.55E
P1=2139 b P3=2127lb
PO=17 lb P2=2139 lb
�I �I 1I 2t ibrn
Col
Shear
Moment
Col
Table
1 -
Point load
table
LOAD
D
S
L
W+/-
E+/-
LOC
NOTES
-----------------------------------------------------------------------------------
0
507
845
0
0
0 1
2.27
From BM 6 from Level 2
1
503
839
0
0
0 1
4.50
From BM 7 from Level 2
2
17
3
41
0
0 1
4.77
1 From BM 44 from Level 1
-------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D
S
L
ID HEIGHT
----------------------------------------------------------
3 Floor/Roof 1 - 15.0
25.0
0.0
4 Floor/Roof 8 - 15.0
0.0
40.0
5 Floor/Roof 8 - 15.0
0.0
40.0
6 Floor/Roof 11 - 15.0
25.0
0.0
7 Floor/Roof 17 - 15.0
0.0
40.0
8 Floor/Roof 17 - 15.0
0.0
40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from
to
D
S
WIDTH loc
loc
-----------------------------------------------------------------
3 Floor/Roof 25.8 2.3
4.5 1
193.4
322.4
4 Floor/Roof 7.7 9.2
4.8
57.5
0.0
5 Floor/Roof 7.7 4.8
3.7 1
57.5
0.0
6 Floor/Roof 8.6 3.0
0.0 1
64.7
107.8
7 Floor/Roof 8.4 0.0
4.8 1
62.8
0.0
8 Floor/Roof 8.4 1 4.8
9.4 1
62.8
0.0
-----------------------------------------------------------------
(1) From loc and to loc are load segments
starting
and ending
measured from the left of the beam
->Computed moments and shears (Factored)
.
Max shear = 3695 lbs D
+ 0.75S
+ 0.75L
(2.4-4)
Min shear = -2719 lbs D
+ 0.75S
+ 0.75L
(2.4-4)
Max moment = 9767 ft-lbs D
+ 0.75S
+ 0.75L
(2.4-4)
Min moment = -0 ft-lbs
D +
S (2.4-3)
->Beam properties (2D xy axis)
Span = 9.58 ft
Area = 39.38 sq.in
Sx = 73.83 sq.in
Ixx = 415.28 sq.in
->Check shear :
fv = 1.5 x V / Area = 3695 / 39.38
= 140.76
psi
F'v = 310 x 1.15 = 356.50 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 117208 / 73.83
= 1587.58
psi
Fb = 2325 psi, CD = 1.15, Cf =
1.01, C1
= 1.00.
Fb' x CD x CF x CL = 2693 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
L
0.0
153.3
153.3
0.0
167.5
167.5
Deflection span 0, Length = 9.58 ft Combined deflection = -0.235 [D + 0.75S + 0.75L (2.4-4)]
Allowed = 9.58 x 12 / 360.0 = 0.319 in.
Allowed (Seismic controled) = 9.58 x 12 / 180.0 = 0.639 in.
Analysis of Bm 16 - 6 x 10 DF #2
SW Grid 2
Col
Bm 18 - 3.500 x 11.260 LSL 1.55E
7.92 fl
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
-------------------------------------------------------
0 1796 1906 1740 0 0 0.00
1 546 713 317 0 0 0.00
-------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
=1039.8 Ib/I
Col
NOTES
---------------------------
I From BM 17 from Level 1
1 From BM 37 from Level 1
---------------------------
----------------------------------------------------------
2 Floor/Roof 8 - 15.0 0.0 40.0
3 Floor/Roof 9 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
2 Floor/Roof 7.7 1 3.0 3.0 1 57.5 0.0
3 Floor/Roof 3.5 1 3.0 3.0 1 25.9 0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 444 lbs D + 0.75S + 0.75L (2.4-4)
Min shear = -5405 lbs D + 0.75S + 0.75L (2.4-4)
Max moment = 1351 ft-lbs D + 0.75S + 0.75L (2.4-4)
Min moment = 0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 50.88 sq.in
Sx = 78.43 sq.in
Ixx = 362.75 sq.in
->Check shear :
fv = 1.5 x V / Area = 5405 / 50.88 = 159.35 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 16214 / 78.43 = 206.73 psi
fb-btm = M x 12 / Sx = 0 / 78.43 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.02, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1056 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
L
153.3
69.2
ueriection span u, Lengtn = j.z`o tt uomiolnea aeriection = -u.uUJ (ll + u./.7S + u./SL (L.4-4)J
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 17 - 3.500 x 16.000 PSL 2.2E
w,max = 560.6 lb/ft
Col
W=6106
E=1044 b
I
SW Grid 2
P0=1420lb
Distlutive loads
Bm 19 - 3.500 x 11.875 LSL 1.56E
8.29 ft
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
-------------------------------------------------------
0 802 1337 0 0 0 0.42
1 802 1337 0 0 0 8.71
2 798 1330 0 0 0 10.42
-------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
W=610 lb
E=10441b
I
P1=1-SW Gnd2
4142
Col
NOTES
------------------------
From BM 8 from Level 2
From BM 8 from Level 2
From BM 9 from Level 2
------------------------
----------------------------------------------------------
3 Floor/Roof 1 - 15.0
25.0 0.0
4 Floor/Roof 9 - 15.0
0.0 40.0
5 Floor/Roof 17 - 15.0
0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from
to D
S
WIDTH loc
loc
-----------------------------------------------------------------
3 Floor/Roof 25.8 1 8.7
10.4 1 193.4
322.4
4 Floor/Roof 3.5 1 16.2
0.2 25.9
0.0
5 Floor/Roof 7.9 1 0.3
15.8 59.1
0.0
-----------------------------------------------------------------
(1) From loc and to loc are load segments
starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
.
Max shear = 5514 lbs D
+ 0.75S + 0.75L
(2.4-4)
Min shear = -4530 lbs D
+ 0.75S + 0.75L
(2.4-4)
Max moment = 24020 ft-lbs D
+ 0.75S + 0.75L
(2.4-4)
Min moment = -0 ft-lbs
D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 16.21 ft
Area = 56.00 sq.in
Sx = 149.33 sq.in
Ixx = 1194.67 sq.in
->Check shear :
fv = 1.5 x V / Area = 5514 / 56.00
= 147.70 psi
F'v = 290 x 1.15 = 333.50 psi
Fv = 290 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 288238 / 149.33
= 1930.16 psi
Fb = 2900 psi, CD = 1.15, Cf =
0.97, C1 = 1.00.
Fb' x CD x CF x CL = 3230 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
L
0.0
69.2
157.5
Deflection span 0, Length = 16.21 ft Combined deflection = -0.395 [D + 0.75S + 0.75L (2.4-4)]
Allowed = 16.21 x 12 / 360.0 = 0.540 in.
Allowed (Seismic controled) = 16.21 x 12 / 180.0 = 1.081 in.
Analysis of Bm 18 - 3.500 x 9.500 LSL 1.55E
w,max = 560.0 Ibft
Col
Bm 21 - 3.500 x 11.260 LSL 1.65E
8.29 ft
Shear
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
9 0 0 0 610 1044 1 0.00 1 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
9 1044 3132 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
0
Wall
-
9.2
10.0
1
Floor/Roof
0
-
15.0
25.0
0.0
2
Floor/Roof
0
-
15.0
25.0
0.0
3
Floor/Roof
1
-
15.0
25.0
0.0
4
Floor/Roof
12
-
15.0
25.0
0.0
5
Floor/Roof
18
-
15.0
0.0
40.0
6
Floor/Roof
18
-
15.0
0.0
40.0
7
Floor/Roof
18
-
15.0
0.0
40.0
8
Floor/Roof
18
-
15.0
0.0
40.0
----------------------------------------------------------
(1)
Wall height in
feet.
(2)
loads in psf.
Table
4 - Distributive
load table
(line loads)
LOAD ELEMENT
TRIB
from
to
D
S
L
WIDTH
loc
loc
---------------------------------------------------------------------------
0
Wall
0.0
7.5
1 92.5
1
Floor/Roof
11.7
-0.2
0.0
1 87.5
145.8
0.0
2
Floor/Roof
11.7
0.0
7.5
1 87.5
145.8
0.0
3
Floor/Roof
27.8
7.5
0.0
1 208.4
347.4
0.0
4
Floor/Roof
11.7
0.0
7.5
1 88.1
146.9
0.0
5
Floor/Roof
17.4
7.3
7.5
1 130.6
0.0
348.3
6
Floor/Roof
17.4
7.5
2.5
1 130.6
0.0
348.3
7
Floor/Roof
19.5
2.0
0.0
1 146.3
0.0
390.0
8
Floor/Roof
19.5
0.0
-0.2
1 146.3
0.0
390.0
---------------------------------------------------------------------------
(1)
From loc and to
loc
are load
segments
starting and ending
measured from
the left
of the
beam
(2)
Wall weight, lb/ft
= height
x weight
in psf
->Computed moments
and
shears (Factored)
:
Max shear
=
4962
lbs D
+ 0.75S
+ 0.75L
(2.4-4)
Min snear = -.7UZb 11DS U + U./55 + U./5L
Max moment = 9186 ft-lbs D + 0.755 + 0.75L (2.4-4)
Min moment = -0 ft-lbs D + 0.755 + 0.75L (2.4-4)
->Beam properties (2D xy axis)
Span = 7.46 ft
Area = 33.25 sq.in
Sx = 52.65 sq.in
Ixx = 250.07 sq.in
->Check shear :
fv = 1.5 x V / Area = 5026 / 33.25 = 226.73 psi
F'v = 310 x 1.15 = 356.50 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 110236 / 52.65 = 2093.92 psi
Fb = 2325 psi, CD = 1.15, Cf = 1.03, Cl = 1.00.
Fb' x CD x CF x CL = 2744 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 7.46 ft Combined deflection = -0.237 [D + 0.755 + 0.75L (2.4-4)]
Allowed = 7.46 x 12 / 360.0 = 0.249 in.
Allowed (Seismic controled) = 7.46 x 12 / 180.0 = 0.497 in.
Analysis of Bm 19 - 3.500 x 11.875 LSL 1.55E
W=6101b
E=i -:.. E=1044 6
Y 1
SA GW 2 P1=1SW Grid 2
P0=1 I1081b I I I I W,max = 591.9 IN
Distributive loads
Bm 22 - 3.600 x 11.875 LSL 1.55E
10.17 ft
5197 5254
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
0 533 888 0 0 0 1 3.88 1 From BM 1 from Level 2
1 533 888 0 0 0 1 7.67 1 From BM 1 from Level 2
10 0 0 0 610 1044 1 3.56 1 From SW supt from Level 1
11 0 0 0 610 1044 1 7.98 1 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
10 1044 3132 1 Overstrength factor = 3.0 applied
11 1044 3132 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
2 Wall - 9.2 10.0
3 Floor/Roof 0 - 15.0 25.0 0.0
4 Floor/Roof 0 - 15.0 25.0 0.0
5 Floor/Roof 1 - 15.0 25.0 0.0
6 Floor/Roof 1 - 15.0 25.0 0.0
7 Floor/Roof 1 - 15.0 25.0 0.0
8 Floor/Roof 12 - 15.0 25.0 0.0
9 Floor/Roof 14 - 15.0 0.0 40.0
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from
to D S
L
WIDTH loc
loc
---------------------------------------------------------------------------
2 Wall 1 0.0
3.9 92.5
3 Floor/Roof 11.7 1 0.0
3.9 87.5 145.8
0.0
4 Floor/Roof 11.7 1 7.7
8.3 87.5 145.8
0.0
5 Floor/Roof 25.8 1 8.3
7.7 193.4 322.4
0.0
6 Floor/Roof 25.8 1 3.9
1.5 193.4 322.4
0.0
7 Floor/Roof 27.8 1 1.0
0.0 208.4 347.4
0.0
8 Floor/Roof 11.7 1 0.0
7.8 88.0 146.7
0.0
9 Floor/Roof 1.2 1 8.3
0.2 8.8 0.0
23.3
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting
and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in
psf
->Computed moments and shears (Factored) :
Max shear = 4272 lbs D -
(0.75)0.7E + 0.75S + 0.75L
(2.4-6c)
Min shear = -4148 lbs D +
(0.75)0.7E + 0.75S + 0.75L (2.4-6c)
Max moment = 9702 ft-lbs D -
(0.75)0.7E + 0.75S + 0.75L
(2.4-6c)
Min moment = -2912 ft-lbs 0.6D
+ 0.7E (2.4-8a)
->Beam properties (2D xy axis) .
Span = 8.29 ft
Area = 41.56 sq.in
Sx = 82.26 sq.in
Ixx = 488.41 sq.in
->Check shear :
fv = 1.5 x V / Area = 4272 / 41.56
= 154.17 psi
F'v = 310 x 1.60 = 496.00 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 116427 / 82.26
= 1415.36 psi
Fb = 2325 psi, CD = 1.60, Cf = 1.00,
Cl = 1.00.
Fb' x CD x CF x CL = 3724 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 8.29 ft
Combined deflection =
-0.132 [D + S (2.4-3)]
Allowed = 8.29 x 12 / 360.0
= 0.276 in.
Allowed (Seismic controled)
= 8.29 x 12 / 180.0 =
0.553 in.
Analysis of Bm 20 - 5.250 x 16.000 PSL 2.2E
w,max - 92.5 Ib/t
Distributive loads
Bm23-(2)2x6 DF#2
3.29 ft
923 923
Col Col
Shear
Moment
Table
1 -
Point load
table
LOAD
D
S
L
W+/-
E+/-
LOC
-------------------------------------------------------
0
416
693
0
0
0 1
10.38
1
416
693
0
0
0 1
13.33
2
544
0
0
1953
7046 1
10.06
15
0
0
0
610
1044 1
13.65
NOTES
---------------------------
From BM 2 from Level 2
From BM 2 from Level 2
From BM 58 from Level 1
From SW supt from Level 1
---------------------------
(1) Un-factored loads in lbs.
(z) Loaa location measurea trom sett ena or ream.
Table 2 - Seismic load table
LOAD E E X OMEGA
NOTES
------------------------------------------------------------------------------
2
7046 7046
Transfered load
which includes overstrength
factor
15
------------------------------------------------------------------------------
1044 3132
Overstrength factor
= 3.0 applied
(1)
Un-factored loads with
overstrength factor
applied as applicable,
in lbs.
Table
3 - Distributive load
table (pressures)
LOAD ELEMENT AREA
WALL D
S L
ID
HEIGHT
----------------------------------------------------------
3
Wall -
9.2 10.0
4
Wall -
9.2 10.0
5
Floor/Roof 0
- 15.0
25.0 0.0
6
Floor/Roof 0
- 15.0
25.0 0.0
7
Floor/Roof 1
- 15.0
25.0 0.0
8
Floor/Roof 1
- 15.0
25.0 0.0
9
Floor/Roof 12
- 15.0
25.0 0.0
10
Floor/Roof 13
- 15.0
25.0 0.0
11
Floor/Roof 13
- 15.0
25.0 0.0
12
Floor/Roof 18
- 15.0
0.0 40.0
13
Floor/Roof 18
- 15.0
0.0 40.0
14
Floor/Roof 18
- 15.0
0.0 40.0
----------------------------------------------------------
(1)
Wall height in feet.
(2)
loads in psf.
Table
4 - Distributive load
table (line loads)
LOAD ELEMENT
TRIB from
to D S
L
WIDTH loc
loc
---------------------------------------------------------------------------
3
Wall
0.0
10.1 92.5
4
Wall
13.3
14.6 92.5
5
Floor/Roof
11.7 0.0
10.1 87.5 145.8
0.0
6
Floor/Roof
11.7 13.3
14.6 87.5 145.8
0.0
7
Floor/Roof
25.8 14.6
13.3 193.4 322.4
0.0
8
Floor/Roof
25.8 10.1
0.0 193.4 322.4
0.0
9
Floor/Roof
11.7 14.8
14.6 87.8 146.4
0.0
10
Floor/Roof
1.0 0.0
10.1 7.5 12.5
0.0
11
Floor/Roof
1.0 10.1
14.5 7.5 12.5
0.0
12
Floor/Roof
17.9 14.3
12.8 134.4 0.0
358.3
13
Floor/Roof
17.4 12.3
10.1 130.6 0.0
348.3
14
Floor/Roof
17.4 10.1
0.5 130.6 0.0
348.3
---------------------------------------------------------------------------
(1)
From loc and to loc
are load segments
starting and ending
measured from the left
of the beam
(2)
Wall weight, lb/ft =
height x weight
in psf
->Computed moments and shears
(Factored)
:
Max shear =
10695 lbs D
+ (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Min shear =
-10503 lbs D
- (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Max moment =
40869 ft-lbs D
- (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Min moment =
-14393 ft-lbs 0.6D
+ 0.7E (2.4-8a)
->Beam properties (2D xy
axis)
Span = 14.58 ft
Area = 84.00 sq.in
Sx = 224.00 sq.in
Ixx = 1792.00
sq.in
->Check shear :
fv = 1.5 x V / Area
= 10695 / 84.00
= 190.98 psi
F'v = 290 x 1.60
= 464.00 psi
Fv = 290 psi,
CD = 1.00
->Check moment :
fb = M x 12 / Sx
= 490426 / 224.00
= 2189.40 psi
Fb = 2900 psi,
CD = 1.60, Cf =
0.97, Cl = 1.00.
Fb' x CD x CF
x CL = 4494 psi
->Check bearing :
->Check deflections
Number of deflection
spans = 1
Deflection span
0, Length = 14.58
ft Combined deflection =
-0.290 [D + 0.755 + 0.75L (2.4-4)]
Allowed
= 14.58 x 12 / 360.0
= 0.486 in.
Allowed
(Seismic controled)
= 14.58 x 12 / 180.0 =
0.972 in.
Analysis of Bm 21 - 3.500 x 11.250 LSL 1.55E
W=160 b
E=168 b
I
SW Grid 3
PO-384 lb
Distributil loads
Bm24-(2)2x6 DF#2
1.29 ft 4
732
501
Col
Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
0 Wall - 9.2 10.0
1 Floor/Roof 0 - 15.0 25.0 0.0
2 Floor/Roof 1 - 15.0 25.0 0.0
3 Floor/Roof 12 - 15.0 25.0 0.0
4 Floor/Roof 15 - 15.0 0.0 40.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 0.0 8.3 92.5
1 Floor/Roof 11.7 0.0 8.3 87.5 145.8
0.0
2 Floor/Roof 25.8 8.3 0.0 193.4 322.4
0.0
3 Floor/Roof 11.7 0.0 8.3 87.8 146.4
0.0
4 Floor/Roof 1.2 8.3 0.2 8.8 0.0
23.3
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored)
Max shear = 4494 lbs D + S (2.4-3)
Min shear = -4496 lbs D + S (2.4-3)
Max moment = 9317 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 8.29 ft
Area = 39.38 sq.in
Sx = 73.83 sq.in
Ixx = 415.28 sq.in
->Check shear :
fv = 1.5 x V / Area = 4496 / 39.38 = 171.27 psi
F'v = 310 x 1.15 = 356.50 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 111806 / 73.83 = 1514.40 psi
Fb = 2325 psi, CD = 1.15, Cf = 1.01, Cl = 1.00.
Fb' x CD x CF x CL = 2693 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 8.29 ft Combined deflection =
-0.179 [D + S (2.4-3)]
Allowed = 8.29 x 12 / 360.0 = 0.276 in.
Allowed (Seismic controled) = 8.29 x 12 / 180.0 =
0.553 in.
Analysis of Bm 22 - 3.500 x 11.875 LSL 1.55E
W=160 b
EA68 b
1
SW Grid 3
Po=3W max = 92.5 IN
Distributive loads
Bm25-(2)2x10 DF#2
6.29 ft
Col
Shear
Moment
W=160 b
E=68b
t
SW Grid 3=384 lb
11
Col
Table 1 - Point load table
LOAD D S
L W+/- E+/-
LOC
NOTES
-----------------------------------------------------------------------------------
0
416 693
0 0 0 1
0.63 1 From BM
3 from Level 2
1
416 693
0 0 0 1
3.58 1 From BM
3 from Level 2
11
0 0
0 610 1044 1
0.31 1 From SW
supt from Level 1
12
0 0
0 610 1044 1
3.90 1 From SW
supt from Level 1
-----------------------------------------------------------------------------------
(1)
Un-factored loads in
lbs.
(2)
Load location measured
from left end of beam.
Table
2 - Seismic load
table
LOAD E E X OMEGA
NOTES
------------------------------------------------------------------------------
11
1044 3132
1 Overstrength factor =
3.0 applied
12
1044 3132
1 Overstrength factor =
3.0 applied
------------------------------------------------------------------------------
(1)
Un-factored loads with
overstrength factor
applied as applicable, in lbs.
Table
3 - Distributive
load table (pressures)
LOAD ELEMENT AREA
WALL D S
L
ID
HEIGHT
----------------------------------------------------------
2
Wall -
9.2 10.0
3
Floor/Roof 0
- 15.0 25.0
0.0
4
Floor/Roof 0
- 15.0 25.0
0.0
5
Floor/Roof 1
- 15.0 25.0
0.0
6
Floor/Roof 1
- 15.0 25.0
0.0
7
Floor/Roof 1
- 15.0 25.0
0.0
8
Floor/Roof 12
- 15.0 25.0
0.0
9
Floor/Roof 15
- 15.0 0.0
40.0
10
Floor/Roof 15
- 15.0 0.0
40.0
----------------------------------------------------------
(1)
Wall height in feet.
(2)
loads in psf.
Table
4 - Distributive
load table (line loads)
LOAD ELEMENT
TRIB from to
D S
L
WIDTH loc loc
---------------------------------------------------------------------------
2
Wall
1 3.6 10.2
1 92.5
3
Floor/Roof
11.7 1 0.0 0.6
1 87.5 145.8
0.0
4
Floor/Roof
11.7 1 3.6 10.2
1 87.5 145.8
0.0
5
Floor/Roof
11.7 1 10.3 10.2
1 87.8 146.4
0.0
6
Floor/Roof
25.8 1 9.8 3.6
1 193.4 322.4
0.0
7
Floor/Roof
25.8 1 0.6 0.0
1 193.4 322.4
0.0
8
Floor/Roof
11.7 1 0.0 10.2
1 87.7 146.2
0.0
9
Floor/Roof
1.2 1 10.0 10.2
1 8.8 0.0
23.3
10
Floor/Roof
1.2 1 10.2 0.0
1 8.8 0.0
23.3
---------------------------------------------------------------------------
(1)
From loc and to loc
are load segments starting
and ending
measured from the left
of the beam
(2)
Wall weight, lb/ft
= height x weight in psf
->Computed moments and
shears (Factored) :
Max shear =
5257 lbs D + (0.75)0.7E
+ 0.755 + 0.75L (2.4-6c)
Min shear =
-5342 lbs D - (0.75)0.7E
+ 0.755 + 0.75L
(2.4-6c)
Max moment = 144/Z it -IDS U + (U./.))U./I; + U./J5 + U./JL (Z.4-bC)
Min moment = -3392 ft-lbs 0.6D - 0.7E (2.4-8b)
->Beam properties (2D xy axis)
Span = 10.17 ft
Area = 41.56 sq.in
Sx = 82.26 sq.in
Ixx = 488.41 sq.in
->Check shear :
fv = 1.5 x V / Area = 5342 / 41.56 = 192.78 psi
F'v = 310 x 1.60 = 496.00 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 173660 / 82.26 = 2111.14 psi
Fb = 2325 psi, CD = 1.60, Cf = 1.00, C1 = 1.00.
Fb' x CD x CF x CL = 3724 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 10.17 ft Combined deflection = -0.331 [D + S (2.4-3)]
Allowed = 10.17 x 12 / 360.0 = 0.339 in.
Allowed (Seismic controled) = 10.17 x 12 / 180.0 = 0.678 in.
Analysis of Bm 23 - (2) 2 x 6 DF #2
W=1B0 b
E=46B lb
I
SW Grid 3
PO=384lb
ax w,m= 92.5 Iblft
v Distrib tive loads
Bm26-(2)2x6 DF#2
229ft
783 882
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S
L W+/- E+/-
LOC
NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in
lbs.
(2) Load location measured
from left end
of beam.
Table 3 - Distributive
load table (pressures)
LOAD ELEMENT AREA
WALL D
S
L
ID
HEIGHT
----------------------------------------------------------
0 Wall -
9.2 10.0
1 Floor/Roof 0
- 15.0
25.0
0.0
2 Floor/Roof 12
- 15.0
25.0
0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive
load table (line loads)
LOAD ELEMENT
TRIB from
to
D S
L
WIDTH loc
loc
---------------------------------------------------------------------------
0 Wall
1 0.0
3.3 1
92.5
1 Floor/Roof
11.7 1 3.3
0.0 1
87.5 145.8
0.0
2 Floor/Roof
11.7 1 3.3
0.0 1
88.1 146.8
0.0
---------------------------------------------------------------------------
(1) From loc and to loc
are load segments
starting
and ending
measured from the left
of the beam
(2) Wall weight, lb/ft
= height x weight
in psf
->Computed moments and
shears (Factored)
:
Max shear =
923 lbs
D +
S (2.4-3)
Min shear =
-923 lbs
D +
S (2.4-3)
Max moment = 759 ft-lbs D + S (2.4-3)
Min moment = 0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 923 / 16.50 = 83.90 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 9110 / 15.12 = 602.34 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.022 [D + S (2.4-3)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 24 - (2) 2 x 6 DF #2
= 92.5
Distributive loads
Bm27-(2)2x6 DF#2
4.29 ft
1157 115
Col Col
Shear
Am Am&. AbL JdL
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
0 144 240 0 0 0 1 0.71 1 From BM 10 from Level 2
3 0 0 0 160 468 1 0.40 1 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
3 468 1405 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
1 Floor/Roof 0 - 15.0 25.0 0.0
2 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Floor/Roof 11.7 1 0.7 0.0 1 87.5 145.8 0.0
2 Floor/Roof 11.7 1 1.3 0.0 1 88.0 146.7 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 732 lbs D - (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Min shear = -700 lbs D + (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Max moment = 308 ft-lbs D - (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Min moment = -189 ft-lbs D + 0.7E (2.4-5c)
->Beam properties (2D xy axis)
Span = 1.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 732 / 16.50 = 66.56 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3692 / 15.12 = 244.12 psi
fb-btm = M x 12 / Sx = 2268 / 15.12 = 149.92 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb' x CD x CM x CT x CL x CFx CFU x CI x CR = 1872 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 1.29 ft Combined deflection = -0.001 [D + S (2.4-3)]
Allowed = 1.29 x 12 / 360.0 = 0.043 in.
Allowed (Seismic controled) = 1.29 x 12 / 180.0 = 0.086 in.
Analysis of Bm 25 - (2) 2 x 10 DF #2
1712
Col
W=160 b W=160 b
E=68 b E=468 lb
1
I I
SW Grid 3 P 1=3£SW Grid 3
= 92.5 IN P0=3I84 lb
v Distributive loads v
Bm28-(2)2x8 DF#2
6.29 ft
Shear
Moment
1511
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
0 144 240 0 0 0 1 0.33 From BM 10 from Level 2
1 144 240 0 0 0 1 6.33 From BM 11 from Level 2
5 0 0 0 160 468 1 0.65 1 From SW supt from Level 1
6 0 0 0 160 468 1 6.02 1 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
5 468 1405 1 Overstrength factor = 3.0 applied
6 468 1405 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
2 Wall - 9.2 10.0
3 Floor/Roof 0 - 15.0 25.0 0.0
4 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
2 Wall 1 0.3 6.3 1 92.5
3 Floor/Roof 11.7 1 6.3 0.3 1 87.5 145.8
0.0
4 Floor/Roof 11.7 1 5.8 0.0 1 88.0 146.6
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 2183 lbs D + (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Min shear = -1888 lbs D - (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Max moment = 2812 ft-lbs D + S (2.4-3)
Min moment = -380 ft-lbs 0.6D - 0.7E (2.4-8b)
->Beam properties (2D xy axis)
Span = 6.29 ft
Area = 27.75 sq.in
Sx = 42.78 sq.in
Ixx = 197.86 sq.in
->Check shear :
fv = 1.5 x V / Area = 2183 / 27.75 = 117.98 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 33745 / 42.78 = 788.78 psi
fb-btm = M x 12 / Sx = 4557 / 42.78 = 106.53 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb' x CD x CM x CT x CL x CFx CFU x CI x CR = 1138 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 6.29 ft Combined deflection = -0.063 [D + S (2.4-3)]
Allowed = 6.29 x 12 / 360.0 = 0.210 in.
Allowed (Seismic controled) = 6.29 x 12 / 180.0 = 0.419 in.
Analysis of Bm 26 - (2) 2 x 6 DF #2
w,max = 92.5 IM
Distributive loads
1760
Col
Bm29-(2)2x10 DF#2
629ft
Shear
Moment
Table
1 - Point load table
LOAD
D S L
W+/-
E+/- LOC
-------------------------------------------------------
0
144 240 0
0
0 1 0.88
4
0 0 0
160
468 1.19
-------------------------------------------------------
(1) Un-factored
loads in lbs.
(2) Load
location measured from left
end of beam.
Table
2 - Seismic load table
LOAD
E E X OMEGA
NOTES
1760
Col
NOTES
---------------------------
I From BM 11 from Level 2
1 From SW supt from Level 1
---------------------------
------------------------------------------------------------------------------
4 468 1405 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
1 Wall - 9.2 10.0
2 F1 /R f 0 - 15 0 25 0 0 0
oor oo
3 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Wall 1 0.9 2.3 1 92.5
2 Floor/Roof 11.7 1 2.3 0.9 1 87.5 145.8 0.0
3 Floor/Roof 10.7 1 2.3 0.0 1 80.4 134.0 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 802 lbs D - (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Min shear = -882 lbs D + (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Max moment = 698 ft-lbs D + (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Min moment = -394 ft-lbs 0.6D - 0.7E (2.4-8b)
->Beam properties (2D xy axis) .
Span = 2.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 882 / 16.50 = 80.17 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 8372 / 15.12 = 553.53 psi
fb-btm = M x 12 / Sx = 4726 / 15.12 = 312.46 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1872 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.29 ft Combined deflection = -0.007 [D + 0.7E (2.4-5c)]
Allowed = 2.29 x 12 / 360.0 = 0.076 in.
Allowed (Seismic controled) = 2.29 x 12 / 180.0 = 0.153 in.
Analysis of Bm 27 - (2) 2 x 6 DF #2
'N=6Z ib
W=M b
W=6M b
E=1001 b
E=1001 b
E=1001 b
1
t
1
SW Grid G
SW Grid C
Sw Grid G
P0=1382lb
w,max = 92.5 lb/ft . . . . . . . . . .
. . . . .
. . ,
Distributive loads
Col
Shear
Moment
Col
Table 1 - Point load table
LOAD D S L W+/- E+/
------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S
ID HEIGHT
-------------------------------------------------
0 Wall - 9.2 10.0
1 Wall - 9.2 10.0
2 Floor/Roof 0 - 15.0 25.0
3 Floor/Roof 0 - 15.0 25.0
4 Floor/Roof 12 - 15.0 25.0
5 Floor/Roof 12 - 15.0 25.0
-------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
LOC
L
0.0
0.0
0.0
0.0
NOTES
-----------------
-----------------
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 0.0 2.3 92.5
1 Wall 2.3 4.3 92.5
2 Floor/Roof 11.7 4.3 2.3 87.5 145.8 0.0
3 Floor/Roof 11.7 2.3 0.0 87.5 145.8 0.0
4 Floor/Roof 10.7 4.3 2.2 80.3 133.9 0.0
5 Floor/Roof 10.7 2.2 0.0 80.4 133.9 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored)
Max shear = 1157 lbs D + S (2.4-3)
Min shear = -1157 lbs D + S (2.4-3)
Max moment = 1240 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 4.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1157 / 16.50 = 105.22 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 14877 / 15.12 = 983.63 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 4.29 ft Combined deflection = -0.062 [D + S (2.4-3)]
Allowed = 4.29 x 12 / 360.0 = 0.143 in.
Allowed (Seismic controled) = 4.29 x 12 / 180.0 = 0.286 in.
Analysis of Bm 28 - (2) 2 x 8 DF #2
W=610 lb
E=1044 lb
r
SW Grid 2
w,max = 559.5 IN
Distributive loads
Bm31-(2)2x6 DF#2
2.00 ft 1
954 1382
Col Col
mom��,00ow-
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
0 144 240 0 0 0 2.54 From BM 12 from Level 2
1 144 240 0 0 0 1 5.83 From BM 12 from Level 2
6 0 0 0 160 468 2.23 From SW supt from Level 1
7 0 0 0 160 468 6.15 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
6 468 1405 Overstrength factor = 3.0 applied
7 468 1405 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
2 Wall - 9.2 10.0
3 Floor/Roof 0 - 15.0 25.0 0.0
4 Floor/Roof 0 - 15.0 25.0 0.0
5 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
2 Wall 0.0 2.5 92.5
3 Floor/Roof 11.7 6.3 5.8 87.5 145.8 0.0
4 Floor/Roof 11.7 2.5 0.0 87.5 145.8 0.0
5 Floor/Roof 11.7 6.3 0.3 87.8 146.3 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 1712 lbs D - (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Min shear = -1616 lbs D + (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Max moment = 2779 ft-lbs D - (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Min moment = -991 ft-lbs D + 0.7E (2.4-5c)
->Beam properties (2D xy axis)
Span = 6.29 ft
Area = 21.75 sq.in
Sx = 26.28 sq.in
Ixx = 95.27 sq.in
->Check shear :
fv = 1.5 x V / Area = 1712 / 21.75 = 118.10 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 33344 / 26.28 = 1268.73 psi
fb-btm = M x 12 / Sx = 11889 / 26.28 = 452.37 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, C1 = 1.00,
ur = 1.Lu, utu = l.uu, ul = l.uu, ur = l.uu.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1728 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 6.29 ft Combined deflection = -0.107 [D + S (2.4-3)]
Allowed = 6.29 x 12 / 360.0 = 0.210 in.
Allowed (Seismic controled) = 6.29 x 12 / 180.0 = 0.419 in.
Analysis of Bm 29 - (2) 2 x 10 DF #2
4495
Col
= 524. P0=96 Ib
II I I I I I I I I I Distributive loa
Bm 32 - 3.500 x 11.875 PSL 2.2E
12.83 ft
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/-
-------------------------------------------------
No Applied point loads
-------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S
ID HEIGHT
0 Wall - 9.2 10.0
1 Floor/Roof 0 - 15.0 25.0
2 Floor/Roof 12 - 15.0 25.0
-------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
4153
Col
LOC NOTES
---------------------------------
---------------------------------
L
0.0
0.0
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Wall 1 0.0 6.3 1 92.5
1 Floor/Roof 11.7 1 6.3 0.0 1 87.5 145.8
2 Floor/Roof 11.7 1 6.3 0.0 1 87.6 146.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored)
Max shear = 1760 lbs D + S (2.4-3)
Min shear = -1760 lbs D + S (2.4-3)
Max moment = 2768 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 6.29 ft
Area = 27.75 sq.in
Sx = 42.78 sq.in
Ixx = 197.86 sq.in
->Check shear :
fv = 1.5 x V / Area = 1760 / 27.75 = 95.16 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 33216 / 42.78 = 776.42 psi
L
0.0
0.0
fb-btm = M x 12 / Sx = 0 / 42.78 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1138 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 6.29 ft Combined deflection = -0.062 [D + S (2.4-3)]
Allowed = 6.29 x 12 / 360.0 = 0.210 in.
Allowed (Seismic controled) = 6.29 x 12 / 180.0 = 0.419 in.
Analysis of Bm 30 - (2) 2 x 8 DF #2
w,max = 92.5 Iblt
Distributive loads
Bm33-(2)2x6 DF#2
300ft
139 139
Col Col
a
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
0 289 338 0 267 1599 1 0.00 1 From BM 31 from Level 1
5 0 0 0 620 1001 1 0.08 1 From SW supt from Level 1
6 0 0 0 620 1001 1 0.08 1 From SW supt from Level 1
7 0 0 0 620 1001 1 0.08 1 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
0 1599 1599 1 Transfered load which includes overstrength factor
5 1001 3002 1 Overstrength factor = 3.0 applied
6 1001 3002 1 Overstrength factor = 3.0 applied
7 1001 3002 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
1 Wall - 9.2 10.0
2 Wall - 9.2 10.0
3 Wall - 9.2 10.0
4 Floor/Roof 1 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Wall 1 6.2 9.6 1 92.5
2 Wall 1 4.2 6.2 1 92.5
3 Wall 1 0.0 4.2 1 92.5
4 Floor/Roof 11.7 1 9.6 9.6 1 87.8 146.4 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(Z) Wall welgnt, iD/rt = nelgnt x welgnt in psi
->Computed moments and shears (Factored) :
Max shear = 2041 lbs D + 0.7E (2.4-5c)
Min shear = -2048 lbs D - (0.75)0.7E + 0.755 + 0.75L (2.4-6c)
Max moment = 2964 ft-lbs D + 0.7E (2.4-5c)
Min moment = -1575 ft-lbs D + 0.7E (2.4-5c)
->Beam properties (2D xy axis)
Span = 10.46 ft
Area = 21.75 sq.in
Sx = 26.28 sq.in
Ixx = 95.27 sq.in
->Check shear :
fv = 1.5 x V / Area = 2048 / 21.75 = 141.27 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 35572 / 26.28 = 1353.52 psi
fb-btm = M x 12 / Sx = 18896 / 26.28 = 719.00 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1728 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 10.46 ft Combined deflection = -0.212 [D + S (2.4-3)]
Allowed = 10.46 x 12 / 360.0 = 0.349 in.
Allowed (Seismic controled) = 10.46 x 12 / 180.0 = 0.697 in.
Analysis of Bm 31 - (2) 2 x 6 DF #2
P0=6032lb
w,max = 92.5 INIl
istrilutiv I loaf s v
132,
Col
s
Shear
Moment
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
4 0 0 0 610 1044 1 1.46 1 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
4 1044 3132 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
0 Wall - 9.2 10.0
1 Floor/Roof 0 - 15.0 25.0 0.0
2 Floor/Roof 1 - 15.0 25.0 0.0
3 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 1 0.0 1.9 1 92.5
1 Floor/Roof 11.7 1 0.0 1.7 1 87.5 145.8
0.0
2 Floor/Roof 11.7 1 2.0 0.1 1 87.8 146.4
0.0
3 Floor/Roof 11.7 1 0.0 1.5 1 87.6 146.0
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 1482 lbs D + (0.75)0.7E + 0.75S + 0.75L
(2.4-6c)
Min shear = -1382 lbs D - (0.75)0.7E + 0.75S + 0.75L
(2.4-6c)
Max moment = 780 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L
(2.4-6c)
Min moment = -606 ft-lbs D + 0.7E (2.4-5c)
->Beam properties (2D xy axis)
Span = 2.00 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1482 / 16.50 = 134.69 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 9360 / 15.12 = 618.84 psi
fb-btm = M x 12 / Sx = 7274 / 15.12 = 480.90 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb' x CD x CM x CT x CL x CFx CFU x CI x CR = 1872 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.00 ft Combined deflection = -0.004 [D + S (2.4-3)]
Allowed = 2.00 x 12 / 360.0 = 0.067 in.
Allowed (Seismic controled) = 2.00 x 12 / 180.0 = 0.133 in.
Analysis of Bm 32 - 3.500 x 14.000 LSL 1.55E
Col
w,max = 92.5 M
Distributive loads
Shear
Col
Table 1 - Point
load table
LOAD D
S L W+/-
E+/-
LOC NOTES
---------------------------------------------------------------------------------
0 96
0 0 0
0 1
2.00 1 From BM 57 from Level 1
---------------------------------------------------------------------------------
(1) Un-factored
loads in lbs.
(2) Load location measured from left
end of beam.
Table 3 - Distributive
load table (pressures)
LOAD ELEMENT
AREA WALL D
S
L
ID HEIGHT
----------------------------------------------------------
1 Floor/Roof
1 - 15.0
25.0
0.0
2 Floor/Roof
1 - 15.0
25.0
0.0
3 Floor/Roof
1 - 15.0
25.0
0.0
4 r'loor/iwot n - in.0 LS.0 U.0
5 Floor/Roof 5 - 15.0 25.0 0.0
6 Floor/Roof 6 - 15.0 25.0 40.0
7 Floor/Roof 6 - 15.0 25.0 40.0
8 Floor/Roof 6 - 15.0 25.0 40.0
9 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Floor/Roof 11.7 1 0.1 0.0 87.8 146.4 0.0
2 Floor/Roof 11.7 1 0.0 1.9 87.8 146.4 0.0
3 Floor/Roof 11.7 1 1.9 2.0 87.8 146.4 0.0
4 Floor/Roof 12.5 1 2.2 12.7 94.1 156.8 0.0
5 Floor/Roof 12.5 1 12.7 12.8 94.1 156.8 0.0
6 Floor/Roof 13.5 1 12.7 12.8 101.2 168.7 270.0
7 Floor/Roof 13.5 1 12.8 2.0 101.2 168.7 270.0
8 Floor/Roof 13.5 1 2.0 0.0 101.2 168.7 270.0
9 Floor/Roof 10.5 1 0.3 1.8 79.1 0.0 210.8
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 4495 lbs D + 0.75S + 0.75L (2.4-4)
Min shear = -4153 lbs D + 0.75S + 0.75L (2.4-4)
Max moment = 13431 ft-lbs D + 0.75S + 0.75L (2.4-4)
Min moment = -0 ft-lbs D + 0.75S + 0.75L (2.4-4)
->Beam properties (2D xy axis)
Span = 12.83 ft
Area = 49.00 sq.in
Sx = 114.33 sq.in
Ixx = 800.33 sq.in
->Check shear :
fv = 1.5 x V / Area = 4495 / 49.00 = 137.60 psi
F'v = 310 x 1.15 = 356.50 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 161169 / 114.33 = 1409.64 psi
Fb = 2325 psi, CD = 1.15, Cf = 0.98, Cl = 1.00.
Fb' x CD x CF x CL = 2628 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 12.83 ft Combined deflection = -0.322 [D + 0.75S + 0.75L (2.4-4)]
Allowed = 12.83 x 12 / 360.0 = 0.428 in.
Allowed (Seismic controled) = 12.83 x 12 / 180.0 = 0.856 in.
Analysis of Bm 33 - 3.500 x 9.250 LSL 1.55E
522.7 IN
Distributive
Bm37-(2)2x10 DF#2
4.46 ft
1146 1776
Col Col
Shear
NEW -
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
2 0 0 0 489 780 1 0.00 1 From SW supt from Level 1
-------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
2 780 2339 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable,
in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Wall - 9.2 10.0
1 Floor/Roof 3 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 1 0.0 10.4 92.5
1 Floor/Roof 15.6 1 10.4 10.4 116.9 194.8
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 1376 lbs 0.6D - 0.7E (2.4-8b)
Min shear = -1569 lbs D + 0.7E (2.4-5c)
Max moment = 1848 ft-lbs D + 0.7E (2.4-5c)
Min moment = 589 ft-lbs D - 0.7E (2.4-5d)
->Beam properties (2D xy axis)
Span = 10.44 ft
Area = 32.38 sq.in
Sx = 49.91 sq.in
Ixx = 230.84 sq.in
->Check shear :
fv = 1.5 x V / Area = 1569 / 32.38 = 72.71 psi
F'v = 310 x 1.60 = 496.00 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 22174 / 49.91 = 444.27 psi
Fb = 2325 psi, CD = 1.60, Cf = 1.03, C1 = 1.00.
Fb' x CD x CF x CL = 3829 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 10.44 ft Combined deflection =
-0.090 [D + 0.7E (2.4-5c)]
Allowed = 10.44 x 12 / 360.0 = 0.348 in.
Allowed (Seismic controled) = 10.44 x 12 / 180.0 =
0.696 in.
Analysis of Bm 34 - 3.500 x 9.250 LSL 1.55E
Distributive loads
Bm38-(2)2x6 DF#2
2.29 ft
497 497
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
NOTES
-----------------------------------------------------------------------------------
5 0 0 0 489 780 1 0.00 1 From SW
supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
5 780 2339 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Wall - 9.2 10.0
1 Floor/Roof 1 - 15.0 25.0 0.0
2 Floor/Roof 2 - 15.0 25.0 0.0
3 Floor/Roof 2 - 15.0 25.0 0.0
4 Floor/Roof 3 - 15.0 25.0 0.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 0.0 15.7 92.5
1 Floor/Roof 8.3 0.0 0.0 62.2 103.6
0.0
2 Floor/Roof 15.7 0.0 0.0 117.5 195.8
0.0
3 Floor/Roof 15.7 15.7 15.7 1 117.5 195.8
0.0
4 Floor/Roof 15.6 15.7 15.7 116.9 194.8
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 1559 lbs D - (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Min shear = -1837 lbs D + 0.7E (2.4-5c)
Max moment = 3220 ft-lbs D - (0.75)0.7E + 0.755 + 0.75L
(2.4-6c)
Min moment = -510 ft-lbs D + 0.7E (2.4-5c)
->Beam properties (2D xy axis)
Span = 15.67 ft
Area = 32.38 sq.in
Sx = 49.91 sq.in
Ixx = 230.84 sq.in
->Check shear :
fv = 1.5 x V / Area = 1837 / 32.38 = 85.12 psi
F'v = 310 x 1.60 = 496.00 psi
Fv = 310 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 38635 / 49.91 = 774.07 psi
Fb = 2325 psi, CD = 1.60, Cf = 1.03, C1 = 1.00.
Fb' x CD x CF x CL = 3829 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 15.67 ft Combined deflection
= -0.356 [D - (0.6)W (2.4-5b)]
Allowed = 15.67 x 12 / 360.0 = 0.522 in.
Allowed (Seismic controled) = 15.67 x 12 / 180.0
= 1.044 in.
Analysis of Bm 35 - (2) 2 x 6 DF #2
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Wall - 9.2 10.0
1 Floor/Roof 8 - 15.0 0.0 40.0
2 Floor/Roof 17 - 15.0 0.0 40.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 1 1.4 5.3 1 92.5
1 Floor/Roof 8.3 0.0 0.0 1 61.9 0.0 165.0
2 Floor/Roof 7.3 1 0.0 0.0 1 54.7 0.0 145.8
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) .
Max shear = 130 lbs D - (0.6)W (2.4-5b)
Min shear = -227 lbs D - (0.6)W (2.4-5b)
Max moment = 278 ft-lbs D - (0.6)W (2.4-5b)
Min moment = -0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 5.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 227 / 16.50 = 20.61 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3334 / 15.12 = 220.45 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb' x CD x CM x CT x CL x CFx CFU x CI x CR = 1872 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 5.29 ft Combined deflection = -0.020 [D - (0.6)W (2.4-5b)]
Allowed = 5.29 x 12 / 360.0 = 0.176 in.
Allowed (Seismic controled) = 5.29 x 12 / 180.0 = 0.353 in.
Analysis of Bm 36 - (2) 2 x 6 DF #2
,max = 95.1 lb/
Col
Shear
Moment
i
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
0 773 1106 291 0 0 1 0.00 1 From BM 37 from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
1 Floor/Roof 8 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Floor/Roof 8.3 1 -0.0 -0.0 1 61.9 0.0 165.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 133 lbs D + S (2.4-3)
Min shear = -1746 lbs D + S (2.4-3)
Max moment = 1018 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis) .
Span = 8.25 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1746 / 16.50 = 158.69 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 12219 / 15.12 = 807.86 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 8.25 ft Combined deflection = -0.123 [D + S (2.4-3)]
Allowed = 8.25 x 12 / 360.0 = 0.275 in.
Allowed (Seismic controled) = 8.25 x 12 / 180.0 = 0.550 in.
Analysis of Bm 37 - (2) 2 x 10 DF #2
= 95.1
Distributive loads
Bm42-(2)2x6 DF#2
6.88 ft
Col Col
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
0 793 1321 0 0 0 1 2.50 1 From BM 9 from Level 2
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
1 Floor/Roof 1 - 15.0 25.0 0.0
2 Floor/Roof 8 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Floor/Roof 25.8 1 2.5 4.1 1 193.4 322.4 0.0
2 Floor/Roof 7.7 1 4.1 0.1 1 57.5 0.0 153.3
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1319 lbs D + 0.75S + 0.75L (2.4-4)
Min shear = -1878 lbs D + S (2.4-3)
Max moment = 2989 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 4.46 ft
Area = 27.75 sq.in
Sx = 42.78 sq.in
Ixx = 197.86 sq.in
->Check shear :
fv = 1.5 x V / Area = 1878 / 27.75 = 101.53 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 35870 / 42.78 = 838.45 psi
fb-btm = M x 12 / Sx = 0 / 42.78 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1138 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 4.46 ft Combined deflection = -0.028 [D + S (2.4-3)]
Allowed = 4.46 x 12 / 360.0 = 0.149 in.
Allowed (Seismic controled) = 4.46 x 12 / 180.0 = 0.297 in.
Analysis of Bm 38 - (2) 2 x 6 DF #2
Col
w,max = 95.1 ILI
Distributive
Shear
Moment
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 4 - 15.0 25.0 0.0
1 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 10.8 2.3 0.0 81.2 135.4 0.0
1 Floor/Roof 10.8 2.3 0.0 81.3 135.5 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 497 lbs D + S (2.4-3)
Min shear = -497 lbs D + S (2.4-3)
Max moment = 284 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 2.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 497 / 16.50 = 45.15 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3414 / 15.12 = 225.70 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.29 ft Combined deflection = -0.004 [D + S (2.4-3)]
Allowed = 2.29 x 12 / 360.0 = 0.076 in.
Allowed (Seismic controled) = 2.29 x 12 / 180.0 = 0.153 in.
Analysis of Bm 39 - 3.500 x 11.875 PSL 2.2E
w,max -19.2 lb/t
Distributive loads
Bm46-(2)2x6 DF#2
3.29 ft
32 32
Col Col
MEN -
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
NOTES
-----------------------------------------------------------------------------------
0 55 78 21 0 0 1 4.54 1 From BM 36 from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
1 Floor/Roof 8 - 15.0 0.0 40.0
2 Floor/Roof 8 - 15.0 0.0 40.0
3 Floor/Roof 8 - 15.0 0.0 40.0
4 Floor/Roof 10 - 15.0 25.0 0.0
5 Floor/Roof 10 - 15.0 25.0 0.0
6 Floor/Roof 10 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D
S L
WIDTH loc loc
---------------------------------------------------------------------------
1 Floor/Roof 7.7 1 0.2 0.0 1 57.5
0.0 153.3
2 Floor/Roof 7.7 0.0 4.2 1 57.5
0.0 153.3
3 Floor/Roof 8.3 4.5 17.0 1 61.9
0.0 165.0
4 Floor/Roof 2.6 17.2 17.4 1 19.4
32.3 0.0
5 Floor/Roof 2.6 17.4 4.5 19.4
32.3 0.0
6 Floor/Roof 2.6 4.5 0.2 1 19.4
32.3 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 2065 lbs D + L (2.4-2)
Min shear = -2021 lbs D + L (2.4-2)
Max moment = 9118 ft-lbs D + L (2.4-2)
Min moment = 0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 17.38 ft
Area = 41.56 sq.in
Sx = 82.26 sq.in
Ixx = 488.41 sq.in
->Check shear :
fv = 1.5 x V / Area = 2065 / 41.56 = 74.54 psi
F'v = 290 x 1.00 = 290.00 psi
Fv = 290 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 109412 / 82.26 = 1330.09 psi
Fb = 2900 psi, CD = 1.00, Cf = 1.00, Cl = 1.00.
Fb' x CD x CF x CL = 2903 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 17.38 ft Combined deflection
= -0.460 [D + L (2.4-2)]
Allowed = 17.38 x 12 / 360.0 = 0.579 in.
Allowed (Seismic controled) = 17.38 x 12 /
180.0 = 1.158 in.
Analysis of Bm 40 - (2) 2 x 6 DF #2
=172.5IN
Col
Distributive loads
Bm47-(2)2x6 DF#2
3.29 ft
Shear
Moment
col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
---------------------------------------------------------------------------------
0 683 301 1339 0 0 1 0.00 1 From BM 39 from Level 1
---------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
No distributive loads
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
No distributive loads
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1838 lbs D + L (2.4-2)
Min shear = -184 lbs D + L (2.4-2)
Max moment = 383 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 2.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1838 / 16.50 = 167.06 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 4594 / 15.12 = 303.75 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.29 ft Combined deflection = -0.004 [D + L (2.4-2)]
Allowed = 2.29 x 12 / 360.0 = 0.076 in.
Allowed (Seismic controled) = 2.29 x 12 / 180.0 = 0.153 in.
Analysis of Bm 41 - (2) 2 x 6 DF #2
w,max = 40&3 Ibft
127£
Col
Shear
Moment
127E
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 8 - 15.0 0.0 40.0
1 Floor/Roof 8 - 15.0 0.0 40.0
2 Floor/Roof 9 - 15.0 0.0 40.0
3 Floor/Roof 9 - 15.0 0.0 40.0
4 Floor/Roof 9 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 4.2 1 4.4 4.1 1 31.6 0.0 84.2
1 Floor/Roof 4.2 1 4.1 0.0 1 31.6 0.0 84.2
2 Floor/Roof 3.5 1 -0.3 0.0 1 25.9 0.0 69.2
3 Floor/Roof 3.5 1 0.0 4.1 1 25.9 0.0 69.2
4 Floor/Roof 3.5 1 4.1 4.4 1 25.9 0.0 69.2
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 468 lbs D + L (2.4-2)
Min shear = -469 lbs D + L (2.4-2)
Max moment = 519 ft-lbs D + L (2.4-2)
Min moment = 0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 4.44 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 469 / 16.50 = 42.59 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 6227 / 15.12 = 411.71 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 4.44 ft Combined deflection = -0.028 [D + L (2.4-2)]
Allowed = 4.44 x 12 / 360.0 = 0.148 in.
Allowed (Seismic controled) = 4.44 x 12 / 180.0 = 0.296 in.
Analysis of Bm 42 - (2) 2 x 6 DF #2
w,max = 933.61b ft
I
Distributive loads
Bm49-(2)2x6 DF#2
329ft
1507 1485
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 8 - 15.0 0.0 40.0
1 Floor/Roof 8 - 15.0 0.0 40.0
2 Floor/Roof 9 - 15.0 0.0 40.0
3 Floor/Roof 9 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 4.2 1 6.9 6.6 1 31.6 0.0
1 Floor/Roof 4.2 1 6.6 0.3 1 31.6 0.0
2 Floor/Roof 3.5 1 0.3 6.6 1 25.9 0.0
3 Floor/Roof 3.5 1 6.6 6.9 1 25.9 0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 653 lbs D + L (2.4-2)
Min shear = -724 lbs D + L (2.4-2)
Max moment = 1239 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 6.88 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 724 / 16.50 = 65.82 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 14870 / 15.12 = 983.16 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
L
84.2
84.2
69.2
69.2
Number or aeriection spans = i
Deflection span 0, Length = 6.88 ft Combined deflection = -0.158 [D + L (2.4-2)]
Allowed = 6.88 x 12 / 360.0 = 0.229 in.
Allowed (Seismic controled) = 6.88 x 12 / 180.0 = 0.458 in.
Analysis of Bm 43 - (2) 2 x 6 DF #2
;, max = 433 4 UA
I
Distributive loads
Bm60-(2)2x6 DF#2
2.96 ft
Y
1012 1012
col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 8 - 15.0 0.0 40.0
1 Floor/Roof 9 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 4.2 4.7 0.3 31.6 0.0
84.2
1 Floor/Roof 3.5 0.3 4.7 25.9 0.0
69.2
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 429 lbs D + L (2.4-2)
Min shear = -492 lbs D + L (2.4-2)
Max moment = 574 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 4.69 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 492 / 16.50 = 44.72 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 6884 / 15.12 = 455.14 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 4.69 ft Combined deflection = -0.034
[D + L (2.4-2)]
Allowed = 4.69 x 12 / 360.0 = 0.156 in.
Allowed (Seismic controled) = 4.69 x 12 / 180.0 = 0.312 in.
Analysis of Bm 44 - (2) 2 x 6 DF#2
Kmax = 32.1 IN
Distributive loads
Bm51-(2)2x6 DF#2
3.29 ft
788 788
col col
10110011111111
Shear
M111111111ift-
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
---------------------------------------------------------------------------------
0 156 29 371 0 0 1 0.00 1 From BM 45 from Level 1
---------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
No distributive loads
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
No distributive loads
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 469 lbs D + L (2.4-2)
Min shear = -59 lbs D + L (2.4-2)
Max moment = 449 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 8.62 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 469 / 16.50 = 42.61 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 5390 / 15.12 = 356.35 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 8.62 ft Combined deflection = -0.061 [D + L (2.4-2)]
Allowed = 8.62 x 12 / 360.0 = 0.287 in.
Allowed (Seismic controled) = 8.62 x 12 / 180.0 = 0.575 in.
Analysis of Bm 45 - (2) 2 x 6 DF #2
= 32.1 IN
Distributive loads
Bm52-(2)2x5 DF#2
3.29 ft
811 811
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 8 - 15.0 0.0 40.0
1 Floor/Roof 11 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 7.7 1 0.0 4.4 1 57.5 0.0
153.3
1 Floor/Roof 1.0 1 4.5 0.0 1 7.2 12.0
0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 527 lbs D + L (2.4-2)
Min shear = -423 lbs D + L (2.4-2)
Max moment = 638 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 4.90 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 527 / 16.50 = 47.93 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 7651 / 15.12 = 505.83 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 4.90 ft Combined deflection = -0.041
[D + L (2.4-2)]
Allowed = 4.90 x 12 / 360.0 = 0.163 in.
Allowed (Seismic controled) = 4.90 x 12 / 180.0 = 0.326 in.
Analysis ofBm46-(2)2x6 DF#2
w,max = 32.1 Ib/k
Distributive loads
Bm63-(2)2x6 DF#2
329ft
811 811
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 11 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 1.0 1 0.0 3.3 1 7.2 12.0 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 32 lbs D + S (2.4-3)
Min shear = -32 lbs D + S (2.4-3)
Max moment = 26 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 32 / 16.50 = 2.87 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 311 / 15.12 = 20.59 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.001 [D + S (2.4-3)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 47 - (2) 2 x 6 DF #2
w,max = 32.1 Iblk
Distributive loads
Bm64-(2)2x6 DF#2
329ft
811 811
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 11 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 8.6 1 0.0 3.3 1 64.7 107.8 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 284 lbs D + S (2.4-3)
Min shear = -284 lbs D + S (2.4-3)
Max moment = 234 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 284 / 16.50 = 25.81 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 2803 / 15.12 = 185.31 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.007 [D + S (2.4-3)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 48 - (2) 2 x 6 DF #2
=115.7
Col
ellol dl
utiv
Shear
Moment
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 10 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 2.6 1 0.0 6.3 1 19.4 32.3 0.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 163 lbs D + S (2.4-3)
Min shear = -163 lbs D + S (2.4-3)
Max moment = 256 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 6.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 163 / 16.50 = 14.78 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 3067 / 15.12 = 202.77 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 6.29 ft Combined deflection = -0.027 [D + S (2.4-3)]
Allowed = 6.29 x 12 / 360.0 = 0.210 in.
Allowed (Seismic controled) = 6.29 x 12 / 180.0 = 0.419 in.
Analysis of Bm 49 - (2) 2 x 6 DF #2
w,max =127.1 IN
Distributive loads
Col
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
Col
0 Wall - 9.2 10.0
1 Floor/Roof 1 - 15.0 25.0 0.0
2 Floor/Roof 16 - 15.0 25.0 0.0
3 Floor/Roof 17 - 15.0 0.0 40.0
4 Floor/Roof 17 - 15.0 0.0 40.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 0.0 3.3 92.5
1 Floor/Roof 27.8 0.0 3.3 208.4 347.4
0.0
2 Floor/Roof 6.4 3.3 0.0 47.7 79.4
0.0
3 Floor/Roof 10.4 0.1 0.0 77.8 0.0
207.5
4 Floor/Roof 10.4 0.0 3.3 77.8 0.0
207.5
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 1507 lbs D + 0.75S + 0.75L (2.4-4)
Min shear = -1485 lbs D + 0.75S + 0.75L (2.4-4)
Max moment = 1222 ft-lbs D + 0.75S + 0.75L (2.4-4)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1507 / 16.50 = 137.00 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 14665 / 15.12 = 969.58 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.036
[D + 0.75S + 0.75L (2.4-4)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 50 - (2) 2 x 6 DF #2
w,max = 92.5 IN
Distributive loads
Bm67-(2)2x6 DF#2
2.08 ft
96 96
Col Col
Shear
JIM
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
---------------------------------------------------------------
No Applied point loads
---------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
NOTES
-----------------
-----------------
----------------------------------------------------------
0 Floor/Roof 4 - 15.0 25.0 0.0
1 Floor/Roof 4 - 15.0 25.0 0.0
2 Floor/Roof 5 - 15.0 25.0 0.0
3 Floor/Roof 5 - 15.0 25.0 0.0
4 Floor/Roof 12 - 15.0 25.0 0.0
5 Floor/Roof 12 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 10.8 0.0 3.0 81.2 135.4
1 Floor/Roof 10.8 3.0 3.3 81.2 135.4
2 Floor/Roof 12.5 3.3 3.0 94.1 156.8
3 Floor/Roof 12.5 3.0 0.0 94.1 156.8
4 Floor/Roof 10.8 0.0 3.0 81.3 135.5
5 Floor/Roof 10.8 3.0 3.0 81.3 135.4
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1012 lbs D + S (2.4-3)
Min shear = -1012 lbs D + S (2.4-3)
Max moment = 748 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D + S (2.4-3)
->Beam properties (2D xy axis)
Span = 2.96 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1012 / 16.50 = 92.01 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 8980 / 15.12 = 593.69 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
L
0.0
0.0
0.0
0.0
0.0
0.0
r'1J'X Call X C:11 X UT X UL X C;r'X C;r'U X U1 X UE, = iJ4b psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.96 ft Combined deflection = -0.018 [D + S (2.4-3)]
Allowed = 2.96 x 12 / 360.0 = 0.099 in.
Allowed (Seismic controled) = 2.96 x 12 / 180.0 = 0.197 in.
Analysis of Bm 51 - (2) 2 x 6 DF #2
W:W=2414 Ib
E='E=3M b
rr
SNSW God B
w,max = 92.5
5259
Col
Distributive loads
Bm68-(2)2x10 DF#2
11J5ft
Shear
Moment
W=2414 lb
E=36B3 lb
I
SW Gnd B
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 14 - 15.0 0.0 40.0
1 Floor/Roof 14 - 15.0 0.0 40.0
2 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 1.2 1 0.0 3.3 1 8.8 0.0
1 Floor/Roof 1.2 1 3.3 3.6 1 8.8 0.0
2 Floor/Roof 16.2 1 3.3 0.0 1 121.9 0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored) .
Max shear = 788 lbs D + L (2.4-2)
Min shear = -788 lbs D + L (2.4-2)
Max moment = 649 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 788 / 16.50 = 71.66 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 7782 / 15.12 = 514.52 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
L
23.3
23.3
325.0
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.019 [D + L (2.4-2)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 52 - (2) 2 x 6 DF #2
w,max = 479.0 Ibit
Distributive loads
Bm69-(2)2x6 DF#2
2.96 ft
1130 1130
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 15 - 15.0 0.0 40.0
1 Floor/Roof 15 - 15.0 0.0 40.0
2 Floor/Roof 18 - 15.0 0.0 40.0
3 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 1.2 1 -0.1 0.0 1 8.8 0.0
1 Floor/Roof 1.2 1 0.0 3.3 1 8.8 0.0
2 Floor/Roof 16.8 1 3.3 0.0 1 125.6 0.0
3 Floor/Roof 16.8 1 0.0 -0.1 1 125.6 0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 811 lbs D + L (2.4-2)
Min shear = -811 lbs D + L (2.4-2)
Max moment = 667 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 811 / 16.50 = 73.72 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 8005 / 15.12 = 529.29 psi
L
23.3
23.3
335.0
335.0
In-ntm = M x 1Z / 5x = U / i.).1Z = U.UU psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.020 [D + L (2.4-2)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 53 - (2) 2 x 6 DF #2
w,max = 479.0 IN
Distributive loads
Q Bm61-(2)2x6 DF#2
1 2.96 ft
854 981
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 15 - 15.0 0.0 40.0
1 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D
S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 1.2 1 0.0 3.3 1 8.8
0.0
1 Floor/Roof 16.8 1 3.3 0.0 1 125.6
0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 811 lbs D + L (2.4-2)
Min shear = -811 lbs D + L (2.4-2)
Max moment = 667 ft-lbs D + L (2.4-2)
Min moment = 0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 811 / 16.50 = 73.72 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci =
1.00.
->Check bending :
fb-top = M x 12 / Sx = 8005 / 15.12 = 529.29 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, C1 =
1.00,
L
23.3
335.0
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.020 [D + L (2.4-2)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 54 - (2) 2 x 6 DF #2
w,max = 475.0 Ib;ft
Distributive loads
Bm62-(2)2x6 DF#2 T
329 ft 1
T
1167 1167
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
---------------------------------------------------------------
No Applied point loads
---------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
NOTES
-----------------
-----------------
----------------------------------------------------------
0 Floor/Roof 15 - 15.0 0.0 40.0
1 Floor/Roof 15 - 15.0 0.0 40.0
2 Floor/Roof 18 - 15.0 0.0 40.0
3 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 1.2 0.0 3.3 8.8 0.0
1 Floor/Roof 1.2 3.3 3.4 8.8 0.0
2 Floor/Roof 16.8 3.4 3.3 125.6 0.0
3 Floor/Roof 16.8 3.3 0.0 125.6 0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 811 lbs D + L (2.4-2)
Min shear = -811 lbs D + L (2.4-2)
Max moment = 667 ft-lbs D + L (2.4-2)
Min moment = 0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 811 / 16.50 = 73.72 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending
L
23.3
23.3
335.0
335.0
ill -top = m x 1Z / Sx = duuU ) / in.1Z = nzZ O.Z`) psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.020 [D + L (2.4-2)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 55 - (2) 2 x 12 DF #2
w,max = 479.0 Iblk
Distributive loads
Bm63-(2)2x6 DF#2
329ft
1167 1167
Col Col
�MEN=
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 8 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 4.2 1 0.0 15.8 1 31.6 0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 928 lbs D + L (2.4-2)
Min shear = -882 lbs D + L (2.4-2)
Max moment = 3717 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 16.04 ft
Area = 33.75 sq.in
Sx = 63.28 sq.in
Ixx = 355.96 sq.in
->Check shear :
fv = 1.5 x V / Area = 928 / 33.75 = 41.23 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 44600 / 63.28 = 704.79 psi
fb-btm = M x 12 / Sx = 0 / 63.28 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.00, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
L
84.2
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 900 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 16.04 ft Combined deflection = -0.302 [D + L (2.4-2)]
Allowed = 16.04 x 12 / 360.0 = 0.535 in.
Allowed (Seismic controled) = 16.04 x 12 / 180.0 = 1.069 in.
Analysis of Bm 56 - (2) 2 x 6 DF #2
= 492.7 IN
Col
1111111
Distributive loads
Bm 64 - 3.600 x 16.000 PSL 2.2E
16.21 ft
Shear
Table 1 - Point load table
LOAD D S L W+/- E+/-
---------------------------------------------------
No Applied point loads
---------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
LOC NOTES
----------------------------
----------------------------------------------------------
0 Floor/Roof 16 - 15.0 25.0 0.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-------------------------------------------------------------------
0 Floor/Roof 6.4 1 0.0 7.5 1 47.7 79.4
-------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 499 lbs D + S (2.4-3)
Min shear = -443 lbs D + S (2.4-3)
Max moment = 978 ft-lbs D + S (2.4-3)
Min moment = -0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 7.88 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 499 / 16.50 = 45.33 psi
F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi
Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 11736 / 15.12 = 775.93 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi
->Check bearing :
->Check deflections
L
0.0
Col
Number or aeriection spans = i
Deflection span 0, Length = 7.88 ft Combined deflection = -0.164 [D + S (2.4-3)]
Allowed = 7.88 x 12 / 360.0 = 0.263 in.
Allowed (Seismic controled) = 7.88 x 12 / 180.0 = 0.525 in.
Analysis of Bm 57 - (2) 2 x 6 DF #2
E=1Y01 t
I
SIN Grid C
w,max = 92 5 lb/ft
Distributive loads
Bm65-(2)2x6 DF#2
3.00 ft
784 139
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Wall - 9.2 10.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 1 0.0 2.1 1 92.5
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 96 lbs D - (0.6)W (2.4-5b)
Min shear = -96 lbs D - (0.6)W (2.4-5b)
Max moment = 50 ft-lbs D - (0.6)W (2.4-5b)
Min moment = -0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 2.08 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 96 / 16.50 = 8.76 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 602 / 15.12 = 39.80 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb' x CD x CM x CT x CL x CFx CFU x CI x CR = 1872 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.08 ft Combined deflection = -0.001 [D - (0.6)W (2.4-5b)]
Allowed = 2.08 x 12 / 360.0 = 0.069 in.
Allowed (Seismic controled) = 2.08 x 12 / 180.0 = 0.139 in.
Analysis of Bm 58 - (2) 2 x 10 DF #2
W-V,
E_E=='_Y' t
I I
S1ASW Gnd B
w,max = 92.5
5259
Col
Bm58-(2)2x10 DF#2
11.75 ft
Shear
Moment
W--2414 6
E=30896
1
SW Grid B
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
1 0 0 0 610 1044 1 0.00 From SW supt from Level 1
2 0 0 0 2414 3083 1 0.02 From SW supt from Level 1
3 0 0 0 2414 3083 1 0.02 From SW supt from Level 1
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 2 - Seismic load table
LOAD E E X OMEGA NOTES
------------------------------------------------------------------------------
1 1044 3132 1 Overstrength factor = 3.0 applied
2 3083 9248 1 Overstrength factor = 3.0 applied
3 3083 9248 1 Overstrength factor = 3.0 applied
------------------------------------------------------------------------------
(1) Un-factored loads with overstrength factor applied as applicable, in lbs.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Wall - 9.2 10.0
----------------------------------------------------------
(1) Wall height in feet.
(2) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Wall 1 0.0 11.7 1 92.5
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
(2) Wall weight, lb/ft = height x weight in psf
->Computed moments and shears (Factored) :
Max shear = 4528 lbs 0.6D - 0.7E (2.4-8b)
Min shear = -4745 lbs D + 0.7E (2.4-5c)
Max moment = 3872 ft-lbs D + 0.7E (2.4-5c)
Min moment = -2276 ft-lbs 0.6D - 0.7E (2.4-8b)
->Beam properties (2D xy axis)
Span = 11.75 ft
Area = 27.75 sq.in
Sx = 42.78 sq.in
Ixx = 197.86 sq.in
->Check shear :
fv = 1.5 x V / Area = 4745 / 27.75 = 256.50 psi
F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi
Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending
10-tOp = 11 X 1Z / SX = 4b41U / 4Z. 1b = 1Udb.ZZ psi
fb-btm = M x 12 / Sx = 27311 / 42.78 = 638.38 psi
Fb = 900 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1584 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 11.75 ft Combined deflection = -0.186 [D + 0.7E (2.4-5c)]
Allowed = 11.75 x 12 / 360.0 = 0.392 in.
Allowed (Seismic controled) = 11.75 x 12 / 180.0 = 0.783 in.
Analysis of Bm 59 - (2) 2 x 6 DF #2
P3+4=2005lb P5=1946lb
P2=463lb P0=16010lb
I1 max = iu,4,a iDn
Distrib IUVO loads
Q Bm 64 - 30.0 13.0 (4)op & �4) #4 Btm; #4 12Q0 o.c. Shear
56 ft 6.77 ft
1075 18409 7366 40f09 2630 3137 8!
Col Col Col Col Col Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D
S
L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 17 - 15.0
0.0
40.0
1 Floor/Roof 17 - 15.0
0.0
40.0
2 Floor/Roof 18 - 15.0
0.0
40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from
to
D
S
WIDTH loc
loc
-------------------------------------------------------------------
0 Floor/Roof 10.4 3.0
0.2
77.8
0.0
1 Floor/Roof 10.4 0.2
0.0
77.8
0.0
2 Floor/Roof 17.4 0.0
3.0
130.6
0.0
-------------------------------------------------------------------
(1) From loc and to loc are load segments
starting
and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1130 lbs
D
+ L (2.4-2)
Min shear = -1130 lbs
D
+ L (2.4-2)
Max moment = 836 ft-lbs
D
+ L (2.4-2)
Min moment - -0 ft-lbs
D
+ L (2.4-2)
->Beam properties (2D xy axis)
Span = 2.96 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1130 / 16.50 = 102.77
psi
F'v = 180.00 x 1.00 x 1.00 x 1.00
x 1.00
= 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00,
Ct
= 1.00, Ci =
1.00.
->Check bending :
L
207.5
207.5
348.3
fb-top = M x 12 / Sx = 10030 / 15.12 = 663.15 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, C1 = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.96 ft Combined deflection = -0.020 [D + L (2.4-2)]
Allowed = 2.96 x 12 / 360.0 = 0.099 in.
Allowed (Seismic controled) = 2.96 x 12 / 180.0 = 0.197 in.
Analysis of Bm 60 - (2) 2 x 10 DF #2
P1+2=2472 lbP3=829 lb
P4=16815lb 1
ill ll1llllllllllllll Ill III 111ll1lllillJI11111
2.95 ft Y B. 6T- 48.0 X 110 (4) #4 lip & (42 tftm; #4 (�1
774 13326 13566 1967 4269 4508 5652 549E
Col Col Col Col Col Col Col Col
Shear
Moment
P5=2351 lb
= 850.0 Iblk P6=3032 Ib'0=6745 lb
o7hear
T
T
6565
1624
6894
7901
Col
Col
Cal
Col
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-----------------------------------------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 17 - 15.0 0.0 40.0
1 Floor/Roof 17 - 15.0 0.0 40.0
2 Floor/Roof 17 - 15.0 0.0 40.0
3 Floor/Roof 18 - 15.0 0.0 40.0
4 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S L
WIDTH loc loc
---------------------------------------------------------------------------
0 Floor/Roof 8.4 1 6.6 6.3 1 62.8 0.0 167.5
1 Floor/Roof 8.4 1 6.3 0.3 1 62.8 0.0 167.5
2 Floor/Roof 10.4 1 -0.2 0.0 1 77.8 0.0 207.5
3 Floor/Roof 16.2 1 0.0 6.3 1 121.9 0.0 325.0
4 Floor/Roof 16.2 1 6.3 6.6 1 121.9 0.0 325.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 2059 lbs D + L (2.4-2)
Min shear = -2128 lbs D + L (2.4-2)
Max moment = 3344 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 6.29 ft
Area = 27.75 sq.in
Sx = 42.78 sq.in
Ixx = 197.86 sq.in
->unecx snear :
fv = 1.5 x V / Area = 2128 / 27.75 = 115.05 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 40129 / 42.78 = 938.00 psi
fb-btm = M x 12 / Sx = 0 / 42.78 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 990 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 6.29 ft Combined deflection = -0.075 [D + L (2.4-2)]
Allowed = 6.29 x 12 / 360.0 = 0.210 in.
Allowed (Seismic controled) = 6.29 x 12 / 180.0 = 0.419 in.
Analysis of Bm 61 - (2) 2 x 6 DF #2
P1+2=2472 IbP3=829 b
P4=16815lb III I1111111111111111111111111111111111JIIIIIIII
Bm 65 - 48.0 jC 13.0 (4) #4 Top & (#) #4 Btm; #4
5,41 ft 1 27,13 ft
P5=2351lb
_ 766.7 INI
4185 23184 466`, 9460 9671
Col Col Col Col Col
Shear
ti -
Moment
ox. Shear
P6=3032 Ib'0=6745 lb
8019 942E
Col Col
Table 1 - Point load table
LOAD D S L W+/- E+/-
LOC
NOTES
-----------------------------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of
beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D
S
L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 17 - 15.0
0.0
40.0
1 Floor/Roof 18 - 15.0
0.0
40.0
2 Floor/Roof 18 - 15.0
0.0
40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from
to
D
S L
WIDTH loc
loc
---------------------------------------------------------------------------
0 Floor/Roof 8.4 3.0
0.0
62.8
0.0 167.5
1 Floor/Roof 17.4 1.0
3.0
130.6
0.0 348.3
2 Floor/Roof 16.2 0.0
0.5
121.9
0.0 325.0
---------------------------------------------------------------------------
(1) From loc and to loc are load segments
starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 854 lbs
D
+ L (2.4-2)
Min shear = -981 lbs
D
+ L (2.4-2)
Max moment = 679 ft-lbs
D
+ L (2.4-2)
Min moment = -0 ft-lbs
D
+ L (2.4-2)
->Beam properties (2D xy axis)
Span = 2.96 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 981 / 16.50 = 89.22 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 8145 / 15.12 = 538.54 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 2.96 ft Combined deflection = -0.016 [D + L (2.4-2)]
Allowed = 2.96 x 12 / 360.0 = 0.099 in.
Allowed (Seismic controled) = 2.96 x 12 / 180.0 = 0.197 in.
Analysis of Bm 62 - (2) 2 x 6 DF #2
w,max = 479.0 Ib/Q
Distributive loads
Bm 62 - (2) 2 x 6 DF #2 T
329ft 1
1167 1167
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC
-----------------------------------------------------------------
No Applied point loads
-----------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 17 - 15.0 0.0 40.0
1 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-----------------------------------------------------------------
0 Floor/Roof 8.4 3.3 0.0 62.8 0.0
1 Floor/Roof 17.4 0.0 3.3 130.6 0.0
-----------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1167 lbs D + L (2.4-2)
Min shear = -1167 lbs D + L (2.4-2)
Max moment = 960 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D + L (2.4-2)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear
NOTES
-----------------
-----------------
L
167.5
348.3
ry = 1..) x v / Area = iib/ / 1b..)U = lUb.1L psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 11524 / 15.12 = 761.93 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.028 [D + L (2.4-2)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 63 - (2) 2 x 6 DF #2
w,max = 479.0 IV
Dieltributive loads
Bm63-(2)2x6 DF#2
329ft
1167 1167
Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/- LOC NOTES
-------------------------------------------------------------------------------
No Applied point loads
-------------------------------------------------------------------------------
(1) Un-factored loads in lbs.
(2) Load location measured from left end of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D S L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 17 - 15.0 0.0 40.0
1 Floor/Roof 18 - 15.0 0.0 40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from to D S
WIDTH loc loc
-----------------------------------------------------------------
0 Floor/Roof 8.4 1 3.3 0.0 1 62.8 0.0
1 Floor/Roof 17.4 1 0.0 3.3 1 130.6 0.0
-----------------------------------------------------------------
(1) From loc and to loc are load segments starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 1167 lbs D + L (2.4-2)
Min shear = -1167 lbs D + L (2.4-2)
Max moment = 960 ft-lbs D + L (2.4-2)
Min moment = -0 ft-lbs D - (0.6)W (2.4-5b)
->Beam properties (2D xy axis)
Span = 3.29 ft
Area = 16.50 sq.in
Sx = 15.12 sq.in
Ixx = 41.59 sq.in
->Check shear :
fv = 1.5 x V / Area = 1167 / 16.50 = 106.12 psi
F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi
L
167.5
348.3
Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00.
->Check bending :
fb-top = M x 12 / Sx = 11524 / 15.12 = 761.93 psi
fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi
Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00,
Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00.
Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1170 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 3.29 ft Combined deflection = -0.028 [D + L (2.4-2)]
Allowed = 3.29 x 12 / 360.0 = 0.110 in.
Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in.
Analysis of Bm 64 - 3.500 x 16.000 PSL 2.2E
P 1=3982 lb P5=632 lb P7=881 lb P3=763 lb
I P4=1229lb ma0=23bulb P6-881lb P2=763 lb
ll Illlllliiiiiii�lllllllll
Bm 78 - 30.0 13.0 (4) #4 Top & (3) #4 Btm; #4 @ 1 �'00 o.c. Shear
6.40 ft 12.88 ft
1823 13447 14978
Col Col Col
Shear
Moment
Table 1 - Point load table
LOAD D S L W+/- E+/-
LOC
NOTES
-------------------------------------------------------------------------------
No Applied point loads
(1) Un-factored loads in lbs.
(2) Load location measured from left end
of beam.
Table 3 - Distributive load table (pressures)
LOAD ELEMENT AREA WALL D
S
L
ID HEIGHT
----------------------------------------------------------
0 Floor/Roof 17 - 15.0
0.0
40.0
1 Floor/Roof 17 - 15.0
0.0
40.0
2 Floor/Roof 18 - 15.0
0.0
40.0
3 Floor/Roof 18 - 15.0
0.0
40.0
----------------------------------------------------------
(1) loads in psf.
Table 4 - Distributive load table (line loads)
LOAD ELEMENT TRIB from
to
D
S L
WIDTH loc
loc
---------------------------------------------------------------------------
0 Floor/Roof 7.3 1 16.3
16.2
1 54.7
0.0 145.8
1 Floor/Roof 7.9 1 15.8
0.3
1 59.1
0.0 157.5
2 Floor/Roof 16.8 1 2.4
16.2
1 125.6
0.0 335.0
3 Floor/Roof 17.9 1 0.4
1.9
1 134.4
0.0 358.3
---------------------------------------------------------------------------
(1) From loc and to loc are load segments
starting and ending
measured from the left of the beam
->Computed moments and shears (Factored)
Max shear = 4965 lbs
D
+ L (2.4-2)
Min shear = -5302 lbs
D
+ L (2.4-2)
Max moment = 21886 ft-lbs
D
+ L (2.4-2)
Min moment = -0 ft-lbs
D
+ L (2.4-2)
->Beam properties (2D xy axis) .
Span = 16.21 ft
Area = 56.00 sq.in
Sx = 149.33 sq.in
Ixx = 1194.67 sq.in
510;
Col
->cnecx snear :
fv = 1.5 x V / Area = 5302 / 56.00 = 142.03 psi
F'v = 290 x 1.00 = 290.00 psi
Fv = 290 psi, CD = 1.00
->Check moment :
fb = M x 12 / Sx = 262636 / 149.33 = 1758.72 psi
Fb = 2900 psi, CD = 1.00, Cf = 0.97, Cl = 1.00.
Fb' x CD x CF x CL = 2809 psi
->Check bearing :
->Check deflections
Number of deflection spans = 1
Deflection span 0, Length = 16.21 ft Combined deflection = -0.393 [D + L (2.4-2)]
Allowed = 16.21 x 12 / 360.0 = 0.540 in.
Allowed (Seismic controled) = 16.21 x 12 / 180.0 = 1.081 in.
Lateral Analysis
Wind Design
ASCE 7-16 Chapter 26 & 27 (Directional Procedure)
Given data
Wind speed 110, Exposure B
Given Roof angle = 9.46 (2.0:12 Pitch)
Building width = 37.7 ft
Building length = 51.0 ft
Total height = 22.1 ft
Height to average roof height =19.00 ft + 3.14/3 = 20.05 ft
Bldg height = 19.00 ft
Roof height = = 3.14 ft
Velocity pressures, qz = 0.00256Kz Kz, Kd K j" Iw Eq 26.10-1
Topography factor, Kt = 1.00
Directionality factor, Kd = 0.85 (Table 26.6.1)
Ground Elevation Factor, Ke = 1.00 (Section 26.9)
Wind pressure, p = qh G Cp - qi (G Cpi )
qz=0.00256(1.00)(0.85)(110.00)z 1.00Kz = 26.33Kz
Load Case 1 Load Case 2
Surface Height,ft Kz qz (psf) Kz qz (psf)
Diaphragm 9.50 0.70 18.43 0.57 15.01
15.00 0.70 18.43 0.57 15.01
Diaphragm 19.00 0.70 18.43 0.62 16.32
20.00 0.70 18.43 0.62 16.32
Mean Roof 20.57 0.70 18.43 0.66 17.38
Max Height 22.14 0.70 18.43 0.66 17.38
Gust effect factor G = 0.85, assume Rigid Structure (ASCE 7-10 Section 26.9.1)
Internal pressure coefficient (G Cpi) _+/- 0.18 (ASCE 7-10 Table 26.11-1)
External wall Cp from Figure 27.4-1
Windward wall, Cp = 0.80 for all L /B ratios
Side wall, Cp = -0.70 for all L /B ratios
Leeward wall pressure coefficient, Cp if a function of the L /B ratio
For load direction 1, B = 51.0 ft. and L = 37.7 ft.
L/B=37.7/51.0=0.7, Cp=-0.50
For load direction 2, B = 37.7 ft. and L = 51.0 ft.
L/B=51.0/37.7= 1.4, Cp=-0.43
Surface Wind Direction L/B Cp
Windward wall All All 0.80
Leeward wall Direction 1 0.74 -0.50
Leeward wall Direction 2 1.35 -0.43
Side wall All All -0.70
External roof Cp - Load direction 1, from Figure 27.4-1
For Angle = 9.5 degrees
Windward roof: 0 to h/2, 0 to 20.6/2 = 10.3 ft, Cp = -1.30
Windward roof: h > h/2 = 10.3 ft, Cp -0.70
The above table reflects Cp values based on h1L 20.6/37.7 = 0.55
Internal pressure coefficient (G Cpi) - Load direction 1
G Cpi = +/- 0.18 acting at 20.6 ft.
Velocity pressure at qi = qh = 17.38 psf (Load case 2-Occurs at roof mid height)
MWFRS Net pressures - Load direction 1
p=ghGCp-gi(GCpi)
p = qh (0.85)Cp - 17.38(+/- 0.18), psf
MWFRS pressures: Direction 1
Surface z q
G Cp
Net pressure psf with
ft psf
(+Gpi)
(-Gpi)
Windward wall 9.5 15.0
0.85 0.80
7.1
13.3
15.0 15.0
0.85 0.80
7.1
13.3
19.0 16.3
0.85 0.80
8.0
14.2
Leeward wall All 17.4
0.85 -0.50
-10.5
-4.3
Side wall All 17.4
0.85 -0.70
-13.5
-7.2
Windward roof >0-h/2 17.4
0.85 -1.30
-22.3
-16.1
Windward roof >h/2 17.4
0.85 -0.70
-13.5
-7.2
Leeward roof N/A
External roof C.-Load direction
2 (L = 51.0 ft.), from Figure 6 - 6
For Angle = 0.0 degrees
Surface : Windward roof 0 to h/2, 0 to 20.6/2 = 10.3 ft, Cp = -0.90
Surface: Windward roof h/2 to h,
10.3 to 20.6 ft,
Cp = -0.90
Surface : Windward roof h to 2h, 20.6 to 2(20.6)
= 41.1 ft, Cp =
-0.50
Surface: Windward roof h > 2h =
41.1 ft, Cp = -0.30
The above table reflects Cj, values
based on h /L of 20.6 / 51.0
= 0.4
MWFRS pressures: Direction 2
\par \ul Leeward roof N/A \ulnone
Surface z q
G Cp
Net pressure psf with
ft psf
(+Gpi)
(-Gpi)
Windward wall 9.5 15.0
0.85 0.80
7.1
13.3
15.0 15.0
0.85 0.80
7.1
13.3
19.0 16.3
0.85 0.80
8.0
14.2
20.0 16.3
0.85 0.80
8.0
14.2
20.6 17.4
0.85 0.80
8.7
14.9
22.1 17.4
0.85 0.80
8.7
14.9
Leeward wall All 17.4
0.85 -0.43
-9.5
-3.2
side wall All 17.4
0.85 -0.70
-13.5
-7.2
Windward roof 0-h/2 17.4
0.85 -0.90
-16.4
-10.2
Windward roof h/2-h 17.4
0.85 -0.90
-16.4
-10.2
Windward roof h-2h 17.4
0.85 -0.50
-10.5
-4.3
Windward roof >2h 17.4
0.85 -0.30
-7.6
-1.3
Leeward roof >N/A
n-ttft't
36.41b/ft
4.00'
5.50'
68.0 Ib/ft
9.50'
1
nn—f nnncf
.67'
Windward side Wnd Dire
Transverse Direction - with positive internal pressure
Diaphragm Windward Leeward Total
1 36.4Ib/ft-89.0Ib/ft 125.41b/ft
2 68.0 b/ft -99.91b/ft 167.91b/ft
—� 89.0 Ib/ft
�99.9 Ib/ft
Leeward side
68.0 Ib/ft >
68.0 Ib/ft >
Seismic Design
-----31-80.1 Ib/ft
�89.9 Ib/ft
51.00'
Windward side Wnd Dire Leeward side
Longitudinal Direction - with positive internal pressure
Diaphragm Windward Leeward Total
1 68.0 Wit -80.1 lb/ft 148.1 lb/ft
2 68.0 lb/ft -89.9 Wit 157.9 lb/ft
Maximum considered earthquake spectral response accelerations
Given position:
Lat = 47.802, Long =-122.374
Short period, SS = 126.52% of g
1 second period, S 1 = 49.44% of g
Site class and adjusted maximum spectral accelerations:
Site class = D
For Site Class = D, Site coefficient, F. = 1.30 Par 11.4.4
Site coefficient, Fv = 1.81 Table 11.4-2 - Interpolated
The adjusted maximum spectral response per § 11.4.3
S MS = Fa SS = 1.30(1.27) = 1.52g Eq 11.4-1
S M7 = F S 1 = 1.81(0.49) = 0.89g Eq 11.4-2
Design spectral accelerations parameters:
S pS = 213S MS = 2/3(1.518g) = 1.012g Eq 11.4-3
SDI = 2/3SM1 = 2/3(0.893) = 0.595g Eq 11.4-4
Building Risk Category and importance factors:
Category = II (per Table 1.5-1)
Category = I (as defined per Table 1.5-1)
Importance factor, le = 1.00
Seismic Design Category (SDC)
Table 11.6-1, Pg 85
For S DS = 101.22g, SDC = D
Table 11.6-2, Pg 85
For SDI = 59.51g, SDC = D
SDC D controls.
Building system
<15. Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance or stee.... )>
R = 6.5 (Table 12.2-1)
* 0 = 3.0 (2.5 for flexible diaphragm - Note 9)
Cd = 4.0
Building element weights
Level 2, Roof weight = 15.0 psf
Exterior wall weight = 10.0 psf
Interior partition wall weight = 0.0 psf
Level 1, Floor weight = 15.0 psf
Exterior wall weight = 10.0 psf
Interior partition wall weight = 0.0 psf
Building weights lumped on roof and floor diaphragms
Total levels = 2
At Roof Level
WRoof = Roof weight x Area + 1/2 x Partition weight x Area + 1/2 x Ext Wall weight x Perim x Height
WRoof = 15.0 psf x 2019 sq.ft. + 1/2 x 0.0 psf x 2019 sq.ft. + 1/2 x 10.0 psf x 200 ft x 9.5 ft = 39785 lb
At Floor Level 1
WFloor = Floor weight x Area + Partition weight x Area + (1 /2 x Ext Wall upper + Ext Wall lwr) + Ave Perim x Ave Height
WFloor = 15.0 psf x 3202 sq.ft. + 0.0 psf x 3202 sq.ft. + (1/2 x 10.0 psf+ 1/2 x 10.0 psf) x 226 ft x 9.5 ft = 69548 lb
Total weight = 39785 + 69548=109333 lbs
Compute structure period
Structure type: All other structures
CT= 0.020 (Table 12.8-2)
Structure height, h = 19.0 ft.
Ta = CT (h )3i4 = 0.020(19.0)3i4 = 0.182 see. (Eq 12.8-7)
Compute base shear
The design value of CS is the smaller value of
Cs = Ie S DS l R = 1.00(1.01)/6.50 = 0.1557 EQ 12.8-2
and
Cs - Ie SDI (R T.) = 1.00(0.60)/[(6.50)(0.18)] = 0.5030 EQ 12.8-3
but not less
CS = 0.01 EQ 12.8-4
Therefore C. = 0.1557
Design base shear, V= CS W= 0.1557(109333) = 17025 lbs (17.0 kips) Eq 12.8-1
Vertical distribution of force
Fx = C XV Eq 12.8-11
where C� { = Wxhxk l (EWihik) Eq 12.8-12
Compute distribution component, k
k = 1.0 for T. <_ 0.5 seconds, and k = 2 for T. > 2.5.
k = 1.00 for T. = 0.182 sec
Level x hx hkx Wx Wx x hkx Cvx Fx = Cvx V Fx/`'vx = Sa
2 19.0 19.0 39.8 756 0.534 9.1 0.228
1 9.5 9.5 69.5 661 0.466 7.9 0.114
SUM 109.3 1417 17.0
Compute Diaphragm shears per ASCE 7-16 Par 12.10.1.1
Fp = EF; /Iwi x wp,
Min Fpx = 0.20SDSIeW x
Max Fpx = 0.40SDSIewpx
Level wp, F, Fp, Min Fs, Max Fpx Design F
2 39.8 k 9.1 k 9.1 k 8.1 k 16.1 k 9.1 k
1 69.5k 7.9k 10.8k 14.1k 28.2k 14.1k
Diaphragm design shears
The diaphragm design shears are calculated based on a unit width of diaphragm length including interior walls per the calculation:
Load between grid lines (lb/ft) - 1 ft diaphragm width x diaphragm length x (diaphragm weight + interior partition weight) + exterior wall weight x ave height above and below the diaphragm.
Analysis Direction 1
Current Level 2
Shear Forces Table
DIAPHRAGM
SPAN
WIDTH
ft
WIND LOAD
Ib/ft
SEISMIC LOAD
Ib/ft
A-B
26.3
125.4
150.0
B-C
22.9
125.4
150.0
Direct Shear Forces Table
DIAPHRAGM
SPAN
GRID
LINE
WIND
Ib
SEISMIC
Ib
GRID
LINE
WIND
Ib
SEISMIC
Ib
A-B
A
1646
1969
B
3083
3687
B-C
B
3083
3687
C
1437
1719
Current Level 1
Shear Forces Table
DIAPHRAGM
SPAN
WIDTH
ft
WIND LOAD
Ib/ft
SEISMIC LOAD
Ib/ft
A0-A1.5
19.2
167.9
100.8
A1.5-B
19.7
167.9
100.8
B-C
20.6
167.9
99.1
C-D
12.8
167.9
103.5
Direct Shear Forces Table
DIAPHRAGM
SPAN
GRID
LINE
WIND
Ib
SEISMIC
Ib
GRID
LINE
WIND
Ib
SEISMIC
Ib
A0-A1.5
AO
1612
968
A1.5
3263
1958
A1.5-13
A1.5
3263
1958
B
3378
2011
B-C
B
3378
2011
C
2805
1684
C-D
C
2805
1684
D
1077
664
Transfer Shear Forces Table -
DIAPHRAGM
SPAN
GRID
LINE
WIND
Ib
SEISMIC
Ib
GRID
LINE
WIND
Ib
SEISMIC
Ib
A0-A1.5
AO
771
922
A1.5
875
1046
A1.5-13
A1.5
379
453
B
2704
3234
B-C
B
0
0
C
0
0
C-D
C
0
0
D
0
0
-Transfer force from upper diaphragms
Analysis Direction 2
Current Level 2
Shear Forces Table
DIAPHRAGM
SPAN
WIDTH
ft
WIND LOAD
Ib/ft
SEISMIC LOAD
Ib/ft
2-1
27.8
148.1
190.1
3-2
11.7
125.4
196.9
Direct Shear Forces Table
DIAPHRAGM
SPAN
GRID
LINE
WIND
lb
SEISMIC
lb
GRID
LINE
WIND
lb
SEISMIC
lb
2-1
2
2059
2642
1
2790
3790
3-2
3
732
1149
2
2790
3790
Current Level 1
Shear Forces Table
DIAPHRAGM
SPAN
WIDTH
ft
WIND LOAD
Ib/ft
SEISMIC LOAD
Ib/ft
O1-1
8.9
167.9
125.8
1-1.5
13.5
167.9
127.1
1.5-2
10.5
167.9
144.7
2-3
12.9
167.9
145.1
Direct Shear Forces Table
DIAPHRAGM
SPAN
GRID
LINE
WIND
lb
SEISMIC
lb
GRID
LINE
WIND
lb
SEISMIC
lb
01-1
01
750
562
1
1883
1420
1-1.5
1
1883
1420
1.5
2018
1621
1.5-2
1.5
2018
1621
2
1971
1701
2-3
2
1971
1701
3
1086
939
Transfer Shear Forces Table**
DIAPHRAGM
SPAN
GRID
LINE
WIND
lb
SEISMIC
lb
GRID
LINE
WIND
lb
SEISMIC
lb
01-1
01
806
1096
1
1984
2695
1-1.5
1
0
0
1.5
0
0
1.5-2
1.5
0
0
2
0
0
2-3
2
0
0
3
0
0
**Transfer force from upper diaphragms
Compute Rho
Redundancy calculation rho, per ASCE 12.3.4.2 - Summary
---------------------------------------------------
Level = 2
Condition
Direction A B Rho
------------------------------
1 PASS PASS 1.0
2 PASS PASS 1.0
Level = 1
Condition
Direction A B Rho
1 PASS PASS 1.0
2 PASS PASS 1.0
------------------------------
Design rho for Direction 1 = 1.0
Design rho for Direction 2 = 1.0
Analysis
Redundancy calculations
-----------------------------------
*** D E S I G N L E V E L = 2***
-----------------------------------
*** Direction 1 ***
--------------------
Check condition A
Grid Line A, Height = 9.25 £t
# Length Height/Length
-------------------------------
1 31.17' 0.30
-------------------------------
Grid Line B, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 11.81, 0.78
-------------------------------
Grid Line C, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 5.02' 1.84
2 4.04' 2.29
3 6.31' 1.47
4 6.06' 1.53
-------------------------------
Total shear wall length = 64.4 ft
Check shear wall piers that have h/L > 1.0. Remove that pier and check the length of removed pier ratio to total shear wall length is less than 0.33.
----------------------------------------------
Removed
Grid/Pier Length Length/Total Length
----------------------------------------------
C 5.02' 0.08 --> OK
C 4.04' 0.06 --> OK
C 6.31' 0.10 --> OK
C 6.06' 0.09 --> OK
----------------------------------------------
Condition A, PASSED
Check condition B
Grid Line Length Height 2L/H
------------------------------------------------
A 31.17' 9.25' 6.74
B 11.81, 9.25' 2.55
C 21.44' 9.25' 4.64
------------------------------------------------
Sum 13.93
There are 13.93 bays > 4 req'd, therefore OK
Condition B, PASSED
*** Direction 2 ***
--------------------
Check condition A
Grid Line 3, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 7.15' 1.29
2 6.29' 1.47
3 14.00' 0.66
4 14.73' 0.63
-------------------------------
Grid Line 2, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 11.94' 0.77
2 11.29' 0.82
3 10.46' 0.88
4 8.65' 1.07
-------------------------------
Grid Line 1, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 9.00, 1.03
-------------------------------
Total shear wall length = 93.5 ft
Check shear wall piers that have h/L > 1.0. Remove that pier and check the length of removed pier ratio to total shear wall length is less than 0.33.
----------------------------------------------
Removed
Grid/Pier Length Length/Total Length
----------------------------------------------
3 7.15' 0.08 --> OK
3 6.29' 0.07 --> OK
2 8.65' 0.09 --> OK
1 9.00' 0.10 --> OK
----------------------------------------------
Condition A, PASSED
Check condition B
Grid Line Length Height 2L/H
------------------------------------------------
3 42.17' 9.25' 9.12
2 42.33' 9.25' 9.15
1 9.00, 9.25' 1.95
------------------------------------------------
Sum 20.22
There are 20.22 bays > 4 req'd, therefore OK
Condition B, PASSED
---------------------------------------------
*** D E S I G N L E V E L = 1***
---------------------------------------------
*** Direction 1 ***
--------------------
Check condition A
Grid Line A0, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 2.75' 3.36
2 2.75' 3.36
3 8.52' 1.09
-------------------------------
Grid Line A1.5, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 12.91' 0.72
2 17.15' 0.54
-------------------------------
Grid Line B, Height = 9.25 £t
# Length Height/Length
-------------------------------
1 10.72' 0.86
2 8.06' 1.15
3 5.94' 1.56
-------------------------------
Grid Line C, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 7.60' 1.22
2 9.79' 0.94
3 7.35' 1.26
-------------------------------
Grid Line D, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 6.27' 1.48
2 4.46' 2.07
3 6.96' 1.33
-------------------------------
Total shear wall length = 111.2 ft
Check shear wall piers that have h/L > 1.0. Remove that pier and check the length of removed pier ratio to total shear wall length is less than 0.33.
----------------------------------------------
Removed
Grid/Pier Length Length/Total Length
----------------------------------------------
AO 2.75' 0.02 --> OK
AO 2.75' 0.02 --> OK
AO 8.52' 0.08 --> OK
B 8.06' 0.07 --> OR
B 5.94' 0.05 --> OK
C 7.60' 0.07 --> OK
C 7.35' 0.07 --> OK
D 6.27' 0.06 --> OK
D 4.46' 0.04 --> OR
D 6.96' 0.06 --> OK
----------------------------------------------
Condition A, PASSED
Check condition B
Grid Line Length Height 2L/H
------------------------------------------------
AO 14.02' 9.25' 3.03
A1.5 30.05' 9.25' 6.50
B 24.72' 9.25' 5.34
C 24.75' 9.25' 5.35
D 17.69' 9.25' 3.82
------------------------------------------------
Sum 24.05
There are 24.05 bays > 4 req'd, therefore OK
Condition B, PASSED
*** Direction 2 ***
--------------------
Check condition A
Grid Line 01, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 6.52' 1.42
2 5.38' 1.72
3 3.21' 2.88
4 8.63' 1.07
-------------------------------
Grid Line 1, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 9.88, 0.94
2 17.44' 0.53
-------------------------------
Grid Line 1.5, Height = 9.25 £t
# Length Height/Length
-------------------------------
1 10.98, 0.84
2 12.98' 0.71
3 12.98' 0.71
-------------------------------
Grid Line 2, Height = 9.25 ft
# Length Height/Length
-------------------------------
1 14.58' 0.63
2 9.60' 0.96
-------------------------------
Grid Line 3, Height = 9.25 £t
# Length Height/Length
-------------------------------
1 13.31' 0.69
2 13.21' 0.70
3 5.75' 1.61
4 4.23' 2.19
-------------------------------
Total shear wall length = 148.7 ft
Check shear wall piers that have h/L > 1.0. Remove that pier and check the length of removed pier ratio to total shear wall length is less than 0.33.
----------------------------------------------
Removed
Grid/Pier Length Length/Total Length
----------------------------------------------
01 6.52' 0.04 --> OK
O1 5.38' 0.04 --> OK
O1 3.21' 0.02 --> OK
O1 8.63' 0.06 --> OK
3 5.75' 0.04 --> OK
3 4.23' 0.03 --> OK
----------------------------------------------
Condition A, PASSED
Check condition B
Grid Line Length Height 2L/H
------------------------------------------------
01 23.73' 9.25' 5.13
1 27.31' 9.25' 5.91
1.5 36.94' 9.25' 7.99
2 24.19' 9.25' 5.23
3 36. 50' 9.25' 7.89
------------------------------------------------
Sum 32.14
There are 32.14 bays > 4 req'd, therefore OK
Condition B, PASSED
Shear 'Null at Grid 01
tt�� ivt
9.3 swt � SW'1 0 ❑ 0 SW�t
aoro-Dees wapa otwr m�emwn(myaxe w.iW otewoonee kamg-wnm evWo�a.A
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. E+Ew W vE vW Max MARK
ft ft Ratio lb 1b 1b 1b pit PI plf
1 23.7 9.2 2.9** 1658 298 1956 1557 58 28 58 SW-1
Shear panells) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4.
Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by
WSP = 1.25 - 0. 125(h/bs) Aspect Ratio Factor. It is more convenient to increase
the demand load by the £actor 1 / WSP and size the SW accordingly. Where WSP > 1.0.
Level Max Aspect WSP 1/WSP Design Adjusted Revised
Ratio Shear Shear SW MARK
1 2.88 0.89 1.12 58 65 SW-1
Notes
1. b = sum of all solid panels
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic force a (Summed between levels) = rho x Qe.
4. E. - Unfactored Wall inertia force (wall E window panels) includes rho.
5. E + Ew = Total unfactored seismic load.
6. W - Unfactored wind £orces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Panel$/ Length xl x2 Dead Snow Live Wind Uplift
Type £t It It lb/ft lb/ft lb/ft
lb/ft
1 0/DRAG 1,11 0,11 1,11 0.0* - - -
1 1/SW 6.52 0.00 1.52 92.5* - - -
1 2/OPEN 3.00 0.00 3.00 0.0* - - -
1 3/SW 5.38 0.00 5.38 92.5* - - -
1 4/DRAG 21,11 0,00 20,11 0.0* - - -
1 5/SW 3.21 0.00 3.21 92.5* - - -
1 6/OPEN 1,11 0.00 1 11 1,0* - - -
1 7/SW 8.62 0.00 8.62 92.5* - - -
------------------------------------------------------------------------------------------
Notes:
1. A panel is considered an element within a braced well line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LES end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W E W E W 1
from end Uplift
(ft) 1b 1b 1b 1b lb lb lb lb
1-0 0.00 I 0 0 0 0 1 0 0 1 0 0 1
1-1 7.73 302 0 0 0 1 -762 -607 7fi2 fi07
1-2 14.25 302 0 0 0 1 762 607 -762 -607 1
1-3 17.21 249 0 0 0 1 62 -607 7fi2 607
1-9 22. 62 299 0 0 0 7-762 607 -762 -607
1-5 43.21 148 0 0 0 1 -762 -607 762 607
1-6 46.42 148 0 0 0 1 762 607 -762 -607
1-7 52.42 399 0 0 0 1 -762 -607 1 762 607
1-8 61.04 399 0 0 0 1 762 607 1 -762 -607
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors axe summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location DIRECTION 1 I DIRECTION 2 1 MIN MAX I
from end LC1 LC2 LC3 LC4 LCS LC6 I LC1 LC2 LC3 LC9 LC5 LC6 I LOAD LOAD I
(ft) lb lb lb lb lb lb I 1b lb lb lb lb lb lb lb
1-0 0.0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
1-1 1.1 -62 -232 29 -99 -183 -399 666 635 575 702 545 674 -394 635
1-2 14.3 666 835 575 702 545 674 -62 -232 29 -99 -183 -394 -394 835
1-3 17.2 -111 -285 -224 -112 -211 -418 613 782 522 119 113 699 -918 782 1
1-4 22.6 613 782 522 649 513 649 -115 -285 -29 -152 -275 -418 -418 782
1-5 43.2 -216 -385 -125 -252 -275 -465 512 682 421 549 453 603 -965 682
1-6 46.4 512 682 421 549 453 603 -216 -385 -125 -252 -275 -465 -965 682
1-7 52.4 35 -135 126 -1 -125 -349 763 933 672 799 603 719 -349 933
1-8 61.0 1 763 933 672 799 603 719 35 -135 126 -1 -125 -349 -349 933 1
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - 5a
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC9 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction
Location I
MIN
MAX I
HOLD-DOWN
from And I
LOAD
LOAD I
MARK
-----------------------------------------------------
(ft) I
lb
lb I
-----------------------------------------------------
1-0
0.0
0
O
TEL
1-1
7.7
_"I
575
LIS
1-2
14.3 1
-399
575
TDO
1-3
17.2
-918
522
TEL
1-9
22.6
-918
522
TEL
1-5
93.2
-965
953
TD1
1-6
46.4
-965
953
TD1
1-7
52.4
-399
672 1
TDO
1-8
61.0
-399
672 1
TDO
Notes
1. N/R = Not required - compression cc trols.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 1
q v dq
LOAD lb/ft lb/ft lb/ft
-----------------------------------
WIND 25.60 65.60 -40.00
SEISMIC 32.17 82.43 -50.27
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
------------------------------------------------------------------
1 DRAG -STRUT 0 0 I" 299
2 SHEAR WALL 198 299 -63 -79
3 WINDOW/DOOR -63 -11 19 11
9 SHEAR WALL 19 17 -201 -253
5 DRAG -STRUT -201 -253 326 Ill
6 SHEAR WALL 326 409 197 298
7 WINDOW/DOOR 117 298 351 Ill
8 SHEAR WALL 351 991 6 7
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 DRAG -STRUT 0 0 119 435
2 SHEAR WALL 119 435 -38 -139
3 WINDOW/DOOR -38 -139 8 30
4 SHEAR WALL 8 30 -121 -443
5 DRAG -STRUT -111 -443 111 111
6 SHEAR WALL 195 716 118 434
7 WINDOW/DOOR 118 434 Ill 772
8 SHEAR WALL 211 772 4 13
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4)
Shear Wall at Grid 1
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. E+Ew W vE vW Max MARK
ft ft Ratio lb lb lb lb pl£ pit pit
2 9.0 9.2 1.0 3790 318 4109 2790 320 133 320 SW-3
1 27.3 9.2 0.9 5211 607 5817 4673 149 73 149 SW-1
Notes
1. b = sum of all solid panels.
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Of.
4. Ew - Unfactored Wall inertia force (wall 6 window panels) includes rho.
5. E + Ew = Total unfactored seismic load.
6. W - Unfactored wind £orces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. • = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type ft ft It lb/ft lb/ft lb/ft lb/ft
2 0/SW 9.00 0.00 9.00 92.5* - - -
2 1/OPEN 12.13 0.00 12.13 0.0* - - -
2 2/DRAG 26.02 0.00 26.02 0.0* - - -
1 0/DRAG 18.33 0,10 11,11 0.0* - - -
1 1/SW 9.88 0.00 9.68 92.5* - - -
1 2/DRAG 15.92 0.00 15.92 0.0* - - -
1 3/SW 17.44 0.00 17.44 92.5* - - -
Notes:
1. A panel is considered an element within a braced wall line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hdrs). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location I D S L W E W E W
from end I Uplift
(ft) I lb 1b 1b 1b lb lb lb lb
2-0 0.00 1 416 0 0 0 1 -4223 -2868 1 4223 2868
2-1 9.00 1 416 0 0 0 1 4223 2868 1 -4223 -2868
2-2 21.13 0 0 0 0 1 0 0 1 0 0 1
2-3 47.15 0 0 0 0 1 0 0 1 0 0 1
1-0 0.52 0 0 0 0 2270 1541 -2270 -1541
1-1 9.00 416 0 0 0 1 0 0 1 0 0 1
1-2 18.85 457 0 0 0 1 -17 -256 11 256
1-3 21.13 0 0 0 0 1 0 0 1 0 0 1
1-4 28.73 457 0 0 0 1 1970 1583 -1970 -1583
1-5 44.65 806 0 0 0 1 -1970 -1583 1970 1583
1-6 47.15 0 0 0 0 1 0 0 1 0 0 1
1-7 62.08 806 0 0 0 1 1970 1583 -1970 -1583
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction
Location
DIRECTION
1
DIRECTION
2
MIN
MAX
from end
LC1
LC2
LC3
LC4
LC5
LC6
LC1
LC2
LC3
LC4
LC5
LC6
LOAD
LOAD
(ft)
lb
lb
It
lb
lb
in
It
lb
lb
lb
lb
lb
lb
lb
2-0
0.0 1
-1304
-2540
-874
-1601
-1471
-2763 1
2137
3372
1707
2633
1970
3149
1 -2763
3372 1
2-1
9.0
2137
3372
1707
2633
1970
3149
-1304
-2540
-874
-1801
-1471
-2763
-2763
3372
2-2
21.1
0
0
0
0
0
0 1
0
0
0
0
0
0
0
0 1
2-3
47.1
0
0
0
0
0
0 1
0
0
0
0
0
0
0
0 1
1-0
0.5
925
1589
694
1192
925
1589
-925
-1589
-694
-1192
-925
-1589
-1589
1589
1-1
9.0
416
916
411
411
250
193
411
416
416
916
211
193
193
416
1-2
18.9
303
445
341
448
120
200
611
469
572
466
426
224
120
611
1-3
21.1
0
0
0
0
0
0 1
0
0
0
0
0
0
0
0 1
1-4
28.7
1406
1836
1169
1491
1224
15901
-493
-922
-256
-578
-676
-1167
-1167
1836
1-5
44.6
-111
-573
94
-228
-466
-1111
1711
2186
1119
1141
1414
1714
-1101
2111
1-fi
47.1
0
0
0
0
0
0 1
0
0
0
0
0
0
0
0 1
1-7
62.1
1756
2186
1519
1841
1434
1754
-143
-573
94
-228
-466
-1005
-1D05
2186
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - Sa
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LOS = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6.
5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location MIN MAX HOLD-DOWN
from end LOAD LOAD MARK
(ft) It, ib
-----------------------------------------------------
-----------------------------------------------------
2-0 0.0 1 -2763 1970 1 MST48
2-1 9.0 1 -2763 1970 1 MST48
2-2 21.1 0 0 1
2-3 47.1 0 0
1-0 0.5 -1589 925 TD1
1-1 9.0 193 416 TD1 1
1-2 18.9 120 448 TD1
1-3 21.1 0 0 1 TD1 1
1-9 28.7 -1167 1229 TD1
1-5 99.6 -1005 1519 TD1 1
1-6 97.1 0 0 1 TD1
1-7 62.1 1 -1005 1519 TD1
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 2
q v dq
LOAD lb/ft lb/Pt lb/ft
WIND 56.75 310.02-253.27
SEISMIC 83.56 456.50-372.94
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 SHEAR WALL 0 0 -2279 -3356
2 WINDOW/DOOR -2279 -3356 -1591 -2343
3 DRAG -STRUT -1591 -2343 -115 -169
Level = 1
q v dq
-----------------------------------
LOAD lb/ft lb/£t lb/ft
-----------------------------------
WIND 30.59 171.11 169.50
SEISMIC 27.76 212.99 271.27
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
------------------------------------------------------------------
1 DRAG -STRUT 0 0 561 509
2 SHEAR WALL 561 509 2235 3188
3 DRAG -STRUT 2235 3111 2722 3629
9 SHEAR WALL 2722 3629 5677 8360
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 2
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 SHEAR WALL 0 0 -1368 -5874
2 WINDOW/DOOR -1368 -5874 -955 -4101
3 DRAG -STRUT -955 -4101 -69 -296
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
---------------------------------------------------------------------------------
1 DRAG -STRUT 0 0 336 891
2 SHEAR WALL 336 891 1341 5578 MST48
3 DRAG -STRUT 1111 5578 1611 6352 MIT60
4 SHEAR WALL 1633 6352 3406 14629 MST27
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4)
Shear Wall at Grid 1.5
uxnlal r«.i sw� 9.3 SW1 SW1
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK
ft ft Ratio lb lb lb lb plf plf plf
1 36.9 9.2 0.8 1621 390 2011 2018 38 23 38 SW-1
Notes
1. b = sum of all solid panels
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfettered seismic forces(Summed between levels) = he x Qe.
4. Ew - Unfactored Wall inertia force (wall 6 window panels) includes he.
5. E + Ew = Total -factored seismic load.
6. W - Unfettered wind forces(Summed between levels).
7, vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. • = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type It It It lb/ft lb/ft lb/ft lb/ft
-----------------------------------------------------------------------------------------
1 0/1W 12,11 0,11 12,11 92.5* - - -
1 1/SW 10. 98 0.00 10. 98 92.5* - - -
1 2/DRAG 46,11 0,11 11,11 0.0* - - -
1 3/SW 12.98 0.00 12.98 92.5* - - -
Notes:
1. A panel is considered an element within a braced wall line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from INS end of panel.
4, x2 = the end dimension for the distributive load - measured from LNG end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W E W E W
from end Uplift
(ft) lb lb lb lb lb lb lb lb
--------------------------------------------------------------------------------------
1-0 0.00 I 600 0 0 0 1 -509 -505 I 509 505 I
1-1 12.96 1108 0 0 0 1 0 0 1 0 0 1
1-2 23.96 508 0 0 0 1 504 505 -504 -505
1-3 70.29 600 0 0 0 1 -504 -505 504 505
1-4 83.27 600 0 0 0 1 504 505 -504 -505
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location DIRECTION 1 1 DIRECTION 2 1 MIN MAX I
from end LEI LC2 LC3 LC9 LCS LC6 I LC1 LC2 LC3 LC9 LC5 LC6 I LOAD LOAD I
(ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb
1-0 0.0 297 248 373 336 57 -79 111 953 828 865 fi11 fi31 -79 953
1-1 13.0 1108 1108 1108 1108 665 519 1108 1108 1108 1108 665 514 519 1108
1-2 24.0 811 860 735 772 608 588 205 155 260 243 1 -117 -117 860
1-3 70.3 297 248 373 336 57 -74 903 953 828 865 663 631 -74 953
1-9 83.3 903 953 828 B65 663 631 297 248 373 336 57 -74 -74 953
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - 5a
3. LC2 = D + 0.7E ASCE 2.4.1 - Sb
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC9 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction
Location
MIN
MAX
HOLD-DOWN
from end
LOAD
LOAD
MARK
(ft)
lb
lb
-----------------------------------------------------
1-0
0.0
-74
663
TDO
1-1
13.0
519
1108
TDO
1-2
24.0
-117
608
TDO
1-3
70.3
-71
663
TDO
1-9
83.3
-74
663
TDO
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 1
q v dq
LOAD lb/ft lb/ft lb/ft
-----------------------------------
WIND 28.00 54.63 -26.63
SEISMIC 27.91 54.44 -26.54
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
-----------------------------------------------------------------
LB
LB
LB
LB
1 SHEAR WALL
0
0
-346
-344
2 SHEAR WALL
-346
-344
-638
-636
3 DRAG -STRUT
-638
-636
659
657
4 SHEAR WALL
659
657
314
313
Notes:
q = Diaphragm shear.
v = Shear wall shear.
dq = q - v (this level) +
v (upper
level)
Table 6 - Drag forces (Factored loads)
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
---------------------------------------------------------------------------------
1 SHEAR WALL 0 0 -207 -111
2 SHEAR WALL -207 -603 -383 -1113
3 DRAG -STRUT -383 -1111 396 1111
9 SHEAR WALL 396 1150 188 547
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4)
Shear Wall at Grid 2
10N 93 swt N � N sw-t � � N swi � N w
imq(S7 m
]W 9.3 SW3 SW3
1 1 A A A,a,A I
Design Rho - 1.0
Table 1 - Shears
Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK
It ft Ratio lb lb lb lb plf plf plf
-----------------------------------------------------------------------------------------------
2 42.3 9.2 1.1 3790 987 4778 2790 79 28 79 SW-1
1 24.2 9.2 1.0 5492 1243 6735 4761 236* 99• 236 SW-2
Notes
1. b = sum of all solid panels
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Qe.
4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho.
5. E + Ew = Total —factored seismic load.
6. W - Unfactored wind forces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. " = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (if applicable).
Table 2, - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type £t ft it lb/ft lb/ft lb/ft lb/ft
-----------------------------------------------------------------------------------------
2 0/SW 11.94 0.00 11.94 92.5* - - -
2 1/OPEN 3.50 0.00 3.50 0.0* - - -
2 2/SW 11.29 0.00 11.29 92.5* - - -
2 3/OPEN 2.67 0.00 2.67 0.0* - - -
2 4/SW 10.46 0.00 10.46 92.5* - - -
2 5/OPEN 2.67 0.00 2.67 0.0* - - -
2 6/SW 8.65 0.00 8.65 92.5* - - -
-----------------------------------------------------------------------------------------
1 0/DRAG 11,44 0,10 11,44 0.0* - - -
1 1/SW 14.58 0.00 14.58 92.5* - - -
1 2/DRAG 11,41 0,11 11,41 0.0* - - -
1 3/SW 9.60 0.00 9.60 92.5* - - -
1 4/DRAG 3.23 0.00 3.23 0.0* - - -
Notes:
1. A panel is considered an element within a braced wall line.
such as shear wall, window, filler (non -shear load), drag element.
2, length = indivisI panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LES end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Dnfactored Reaction forces at panels
DIRECTION 1
DIRECTION 2
Reaction
Location I
D
S
L
W
E
W
E
W I
from end I
Uplift
I
(ft) I
lb
lb
lb
lb I
lb
lb
in
lb
--------------------------------------------------------------------------------------
2-0
9.98 1
552
0
0
0 1
-1044
-610 1
1044
610 1
2-1
21.92 1
552
0
0
0 1
1044
610 1
-1044
-610 1
2-2
25.42 1
522
0
0
0 1
-1044
-610 1
1044
610 1
2-3
36.71 1
522
0
0
0 1
1044
610 1
-1044
-610 1
2-4
39.38 1
484
0
0
0 1
-1044
-610 1
1044
610 1
2-5
49.83 1
484
0
0
0 1
1044
610 1
-1044
-610 1
2-6
52.50 1
400
0
0
0 1
-1044
-610 1
1044
610 1
2-7
61.15 1
400
0
0
0 1
1044
610 1
-1044
-610 1
1-0
0.00 1
0
0
0
0 1
-369
-216 1
369
216 1
1-1
9.98 1
552
0
0
0 1
0
0 1
0
0 1
1-2
15.44 1
674
0
0
0 1
-3000
-2068 1
3000
2066 1
1-3
21.92 1
552
0
0
0 1
0
0 1
0
0 1
1-4
25.42 1
522
0
0
0 1
0
0 1
0
0 1
1-5
30.02 1
674
0
0
0 1
2476
1762 1
-2476
-1762 1
1-6
36.71 1
522
0
0
0 1
0
0 1
0
0 1
1-7
39.38 1
484
0
0
0 1
0
0 1
0
0 1
1-8
48.48 1
444
0
0
0 1
-2436
-1739 1
2436
1739 1
1-9
49.83 1
484
0
0
0 1
0
0 1
0
0 1
1-10
52.50
1 400
0
0
0 1
0
0 1
0
0 1
1-11
58.08
1 444
0
0
0 1
2286
1651 1
-2286
-1651 1
1-12 61.31 0 0 0 0 1 1044 610 1 -1044 -610
Notes:
1. Reaction X-Y, X level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location I DIRECTION 1 1 DIRECTION 2 1 MIN MAX I
from end I LC1 LC2 LC3 LC4 LC5 LC6 I LC1 LC2 LC3 LC4 LC5 LC6 I LOAD LOAD I
(ft) I lb lb lb lb lb lb I lb lb lb lb lb lb I lb lb
---------------------------------------------------------------------------------------------------------------------------
2-0 10.0 186 -179 278 4 -35 -474 918 1283 826 1100 697 987 -474 1283
2-1 21.9 918 1283 826 1100 697 987 186 -179 278 4 -35 -474 -474 1283
2-2 25.4 156 -209 248 -26 -52 -488 1 888 1253 797 1070 679 973 1 -488 1253 1
2-3 36.7 888 1253 797 1070 679 973 1 156 -209 248 -26 -52 -488 -488 1253
2-4 39.4 118 -247 209 -64 -76 -506 1 649 1214 758 1032 656 955 -506 1214
2-5 49.8 849 1214 758 1032 656 955 118 -247 209 -64 -76 -506 -506 1214
2-6 52.5 34 -331 126 -148 -126 -545 766 1131 674 948 606 916 1 -545 1131 1
2-7 61.1 766 1131 674 948 606 916 34 -331 126 -148 -126 -545 -545 1131
1-0 0.0 -129 -258 -97 -194 -129 -258 129 258 97 194 129 256 -258 258
1-1 10.0 552 552 552 552 331 256 552 552 552 552 331 256 256 552
1-2 15.4 -567 -1425 -256 -900 -836 -1767 1916 2774 1605 2249 1646 2413 -1787 2774
1-3 21.9 552 552 552 552 331 256 552 552 552 552 331 256 256 552 1
1-9 25.4 522 522 522 522 313 242 522 522 522 522 313 242 242 522
1-5 30.0 1732 2408 1968 1979 1462 2096 -383 -1059 -119 -625 -653 -1920 -1920 2408
1-6 36.7 522 522 522 522 313 242 522 522 522 522 313 242 242 522
1-7 39.4 484 484 484 484 290 225 484 484 464 484 290 225 225 484
1-8 48.5 -599 -1261 -339 -835 -777 -1499 1488 2150 1227 1723 1310 1912 -1499 2150
1-9 49.6 484 984 484 484 290 225 989 484 489 484 290 225 225 484
1-10 52.5 4" 4" 400 900 240 186 100 100 400 401 240 1916 186 4040
1-11 58.1 1411 2044 1187 1644 1257 1806 -547 -1156 -299 -756 -724 -1394 -1394 2049
1-12 61.3 1 366 731 274 548 366 731 -366 -731 -274 -548 -366 -731 -731 731
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - 5a
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC4 D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction
Location I
MIN
MAX I
HOLD-DOWN
from and I
LOAD
LOAD I
MARK
(ft) I
lb
lb I
-----------------------------------------------------
2-0
10.0 1
-474
826 1
MST37
2-1
21.9
-474
826
MST37
2-2
25.4
-488
797
MST37
2-3
36.7
-488
797
MST37
2-4
39.4
-506
758
MST37
OIWSI3S ONIM OIWSISS GRIM 3dxl OI T3NYd
Z# GN3 73NYd T#GN3 73NYd
OS'8£T- 98'9EE LOW JIWSISS
99'£OT- 96'OEZ 9Z'LZ GRIM
----------------------------------
3;/qT ;;/qT ;;/qT GYOT
----------------------------------
by n b
T = T—q
0- 0- 891 86 7TY11 11112111 L
89T 86 TO- L6- YOOG/MOGNIM 9
TB- L6- EZT ZL 77YM H 2HI S
EZT ZL 9ZT- £L- YOOG/MOGNIM 6
9ZT- £L- 66 SS 77VM HYSHS E
66 SS EEZ- 9£T- H000/MOGNIM Z
EEZ- 9£T- 0 0 77VM HYSHS T
97 97 97 97
------------------------------------------------------------------
OIWSISS GNIM 3IWSISS GNIM 3dxl ❑I 73NYd
Z# GN3 13NYd T#GN3 13NYd
86'61- 98'ZTT 8£'E6 3IWSI3S
8£•TT- T6'99 £S'65 GRIM
-----------------------------------
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-----------------------------------------------------------------
LB
LB
LB
LB
1
DRAG -STRUT
0
0
421
418
2
SHEAR WALL
421
418
-1091
-1602
3
DRAG -STRUT
-1111
-1112
-588
-1111
4
SHEAR WALL
-588
-1102
-1583
-2433
5
DRAG -STRUT
-1583
-2433
-1495
-2345
Notes:
q = Diaphragm
shear.
v = Shear
all shear.
dq = q -
v (this level) +
v (upper
level)
Table 6 - Drag forces (Factored loads)
Level = 2
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 SHEAR WALL 0 0 -61 -407
2 WINDOW/DOOR -81 -407 33 165
3 SHEAR WALL 33 111 -11 -111
4 WINDOW/DOOR -44 -220 43 216
5 SHEAR WALL 43 Ill -28 -141
6 WINDOW/DOOR -28 -141 59 295
7 SHEAR WALL 59 295 -0 -0
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
---------------------------------------------------------------------------------
1 DRAG -STRUT 0 0 252 731
2 SHEAR WALL 252 711 -655 -2803
3 DRAG -STRUT -655 -1113 -353 -1929
4 SHEAR WALL -353 -1929 -950 -4257
5 DRAG -STRUT -950 -4257 -897 -4104
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of RICE 7-10 (SEC 12.3.3.4)
Shear Wall at Grid 3
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. TIE. W vE vW Max MARK
ft ft Ratio lb 1b 1b 1b plf plf plf
2 42.2 9.2 1.5 1149 986 2135 732 35 7 35 SW-1
1 36.5 9.2 2.2** 2087 1403 3490 1818 131* 35* 131 SW-1
Shear panels) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4.
Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by
WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase
the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0.
Level Max Aspect WSP 1/WSP Design Adjusted Revised
Ratio Shear Shear SW MARK
1 2.19 0.98 1.02 131 134 SW-1
Notes
1. b = sum of all solid panels.
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Qe.
4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho.
5. E + E. = Total unfactored seismic load.
6. W - Unfactored wind forces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type ft ft ft lb/ft lb/ft lb/ft lb/ft
-----------------------------------------------------------------------------------------
2 0/SW 7.15 0.00 7.15 92.5* - - -
2 1/OPEN 3.00 0.00 3.00 0.0* - - -
2 2/SW 6.29 0.00 6.29 92.5* - - -
2 3/OPEN 3.00 0.00 3.00 0.0* - - -
2 4/SW 14.00 0.00 14.00 92.5* - - -
2 5/OPEN 3.00 0.00 3.00 0.0* - - -
2 6/SW 14.73 0.00 14.73 92.5* - - -
-----------------------------------------------------------------------------------------
1 0/SW 13.31 0.01 13.31 92.5* - - -
1 1/DRAG 27.79 0.00 27.79 0.0* - - -
1 2/SW 13.21 0.00 13.21 92.5* - - -
1 3/OPEN 6.00 0.00 6.00 0.0* - - -
1 4/SW 5.71 0.00 5.71 92.5* - - -
1 5/DRAG 2.00 0.00 2.00 0.0* - - -
1 6/SW 4.23 0.00 4.23 92.5* - - -
Notes:
1. A panel is considered an element within a braced wall line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl the start dimension for the distributive load - measured from LHS end of panel.
4, x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W E W E W
from end Uplift
(ft) lb lb lb lb lb lb lb lb
2-0 10.21 330 0 0 0 1 -468 -160 468 160
2-1 17.35 330 0 0 0 1 468 160 -466 -160
2-2 20.35 291 0 0 0 1 -468 -160 468 160
2-3 26.65 291 0 0 0 1 468 160 -466 -160
2-4 29.65 648 0 0 0 1 -468 -160 468 160
2-5 43.65 648 0 0 0 1 468 160 -468 -160
2-6 46.65 681 0 0 0 1 -468 -160 468 160
2-7 61.38 681 0 0 0 1 468 160 -468 -160
1-0 0.00 611 0 0 0 -994 -498 994 498
1-1 10.21 330 0 0 0 1 0 0 1 0 0 1
1-2 13.31 616 0 0 0 1 627 372 -627 -372
1-3 17.35 330 0 0 0 1 0 0 1 0 0 1
1-9 20.35 291 0 0 0 1 0 0 1 0 0 1
1-5 26.65 291 0 0 0 1 0 0 1 0 0 1
1-fi 29.65 648 0 0 0 1 0 0 1 0 0 1
1-7 41.10 611 0 0 0 -879 -459 1 879 459 1
1-8 43.65 648 0 0 0 1 0 0 1 0 0 1
1-9 46.65 681 0 0 0 1 0 0 1 0 0 1
1-10 54.31 611 0 0 0 1 778 424 -778 -424
1-11 60.31 266 0 0 0 1 -503 -330 503 330
1-12 61.38 681 0 0 0 1 0 0 1 0 0 1
1-13 66.06 266 0 0 0 1 971 490 -971 -490
1-14 68.06 196 0 0 0 1 -885 -461 885 461
1-15 72.29 196 0 0 0 1 885 461 -885 -461 1
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors axe summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction
Location
DIRECTION 1
1
DIRECTION
2
MIN
MAX 1
from end
LC1
LC2
LC3
LC4
LCS
LC6 I
LC1
LC2
LC3
LC4
LC5
LC6
LOAD
LOAD
(ft)
lb
1b
lb
lb
lb
lb I
1b
lb
lb
lb
lb
lb
lb
lb 1
2-0
10.2
234
3
258
85
102
-174
427
658
403
576
295
481
-174
658
2-1
17.4
427
658
403
576
295
481
234
3
258
85
102
-174
-174
658
2-2
20.4
195
-37
219
45
78
-193
387
619
363
537
271
463
-193
619
2-3
26.6 1
387
619
363
537
271
463 1
195
-37
219
45
76
-193
1 -193
619 1
2-4
29.6 1
551
320
575
402
292
-27 1
744
975
720
893
485
626
-27
975
2-5
43.6 1
744
975
720
893
485
628 1
551
321
575
402
292
-27
-27
975
2-6
46.6
585
353
609
435
312
-12
778
1009
753
927
505
644
-12
1009
2-7
11.4
778
1009
753
927
505
644
585
353
609
435
312
-12
-12
1009
1-0
0.0
317
-80
392
94
71
-410
915
1311
840
1137
666
981
-410
1311 1
1-1
10.2
330
330
330
330
198
153
330
330
330
330
19B
153
153
330
1-2
13.3
839
1054
783
945
593
724
392
177
448
287
146
-153
-153
1054
1-3
17.9
330
330
330
330
198
153
330
330
330
330
198
153
153
330
1-4
20.9
291
291
291
291
175
135
291
291
291
291
175
135
135
291
1-5 26.fi 291 291 291 291 175 135 291 291 291 291 175 135 135 291
1-6 29.6 648 648 648 648 388 301 648 648 648 648 386 301 301 648
1-7 41.61 336 -5 404 149 91 -332 886 1226 117 16173 112 199 -332 1226
1-6 43.6 648 648 648 648 388 301 648 698 648 648 386 301 301 648
1-9 46.fi 681 681 681 681 409 316 681 681 681 681 909 316 316 111
1-10 54.3 865 1156 .2 loll 621 628 356 66 420 202 112 -261 -261 1156
1-11 60.3 68 -86 118 2 -38 -229 1 464 618 414 530 357 475 -229 618
1-12 61.4 681 681 681 681 411 116 1 681 681 681 681 409 316 316 681
1-13 66.1 560 946 487 776 454 803 1 -28 -414 45 -244 -135 -556 1 -556 946 1
1-14 68.1 -81 -424 -12 -269 -159 -528 1 472 815 403 660 394 710 1 -528 815
1-15 72.3 1 472 815 403 660 394 710 1 -81 -424 -12 -269 -159 -526 1 -528 815 1
Notes
1. LC = Load combination
2. LCl = D + 0.6W ASCE 2.4.1 - pa
3. LC2 D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction
Location I
MIN
MAX I
HOLD-DOWN I
from end I
LOAD
LOAD I
MARK I
(ft) I
lb
lb I
I
-----------------------------------------------------
2-0
10.2
-174
403
N/R
2-1
17.4
-174
403
N/R
2-2
20.4
-193
363
N/R
2-3
26.6 1
-193
363 1
N/R
2-4
29.6
-27
628 1
N/R
2-5
43.6
-27
628 1
N/R
2-6
46.6
-12
644
N/R
2-7
61.4
-12
644
N/R
1-0
0.0
-411
141
TD1
1-1
10.2
153
330
TD1
1-2
13.3
-153
724
TD1
1-3
17.9
113
331
TD1
1-9
20.9
135
291
TD1
1-5
26.6
131
291
TD1 1
1-fi
29.fi
301
698
TD1
1-7
41.1
-332
117
TD1
1-8
43.fi
301
698
TD1
1-9
46.6
316
681
TD1 1
1-10
54.3
-261
802
TDO
1-11
60.3
-229
414
TD1
1-12
61.4
316
681
TD1
1-13
66.1
-556
487
TD1
1-14
68.1
-528
403
1 TD1
1-15
72.3
-528
403
1 TD1
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 2
q v dq
-----------------------------------
LOAD lb/ft lb/£t lb/ft
WIND 14.30 17.35 -3.05
SEISMIC 41.72 50.62 -8.90
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
1 SHEAR WALL 0 0 -22 -64
2 WINDOW/DOOR -22 -64 21 62
3 SHEAR WALL 21 62 2 6
9 WINDOW/DOOR 2 6 95 131
5 SHEAR WALL 95 111 2 6
6 WINDOW/DOOR 2 6 95 131
7 SHEAR WALL 95 131 0 0
Level = 1
q v dq
LOAD lb/ft lb/ft lb/ft
-----------------------------------
WIND 15.02 81.19 -17.42
SEISMIC 18.75 187.21 -26.25
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
------------------------------------------------------------------
1 SHEAR WALL 0 0 -232 -399
2 DRAG -STRUT -232 -399 186 172
3 SHEAR WALL 111 111 -11 -171
9 WINDOW/DOOR -45 -175 96 -62
5 SHEAR WALL 96 -11 -55 -213
6 DRAG -STRUT -55 -213 -25 -176
7 SHEAR WALL -25 -176 -98 -287
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 2
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 SHEAR WALL 0 0 -13 -111
2 WINDOW/DOOR -13 -111 13 108
3 SHEAR WALL 13 111 1 10
9 WINDOW/DOOR 1 10 27 229
5 SHEAR WALL 27 229 1 10
6 WINDOW/DOOR 1 10 27 230
7 SHEAR WALL 27 230 0 0
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
---------------------------------------------------------------------------------
1 SHEAR WALL 0 0 -139 -612
2 DRAG -STRUT -139 -612 Ill 301
3 SHEAR WALL Ill 311 -27 -311
9 WINDOW/DOOR -27 -306 27 -109
5 SHEAR WALL 27 -111 -33 -313
6 DRAG -STRUT -33 -373 -15 -308
7 SHEAR WALL -15 -308 -59 -502
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.9)
Shear Wall at Crud A
two
is �q t
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. E+Ew W vE vW Max MARK
ft It Ratio lb lb lb lb Elf Elf Elf
2 31.2 9.2 0.3 1969 658 2627 1646 59 23 59 SW-1
Notes
1. b = sum of all solid panels.
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Qe.
9. E. - Unfactored Wall inertia force (wall E window panels) includes rho.
5. E + Ew = Total —factored seismic load.
6. W - Unfactored wind £orces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type ft ft ft lb/ft lb/ft lb/ft lb/ft
2 0/SW 31.17 0.00 31.17 92.5* - - -
2 1/DRAG 6.29 0.00 6.29 0.0* - - -
Notes:
1. A panel is considered an element within a braced all line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced all line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W E W E W
from end Uplift
(ft) lb lb lb lb lb to lb lb
2-0 0.00 1441 0 0 0 1 -780 -489 780 489
2-1 31.17 1441 0 0 0 1 780 489 -780 -489
2-2 37.46 0 0 0 0 1 0 0 1 0 0 1
Notes:
1. Reaction X-Y, X level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors axe summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX 1
from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD
(ft) 1b 1b 1b lb lb lb lb lb lb lb lb lb lb lb
2-0 0.0 1 1148 896 1222 1032 572 123 1735 1987 1661 1851 1158 1215 1 123 1987 1
2-1 31.2 1 1735 1987 1661 1851 1158 1215 1148 896 1222 1032 572 123 1 123 1987 1
2-2 37.5 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1
Notes
1. LC = Load combination
2. DOI = D + 0.6W ASCE 2.4.1 - 5.
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 O.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location MIN MAX HOLD-DOWN
from end LOAD LOAD MARK
(ft) lb lb
2-0 0.0 123 1222 1 TDO
2-1 31.2 123 1222 IDS
2-2 37.5 0 0 1 TD1
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 2
q v dq
----------------------------------
LOAD lb/ft lb/ft 1b/ft
----------------------------------
WIND 43.95 52.82 -8.87
SEISMIC 70.13 84.29 -14.16
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
------------------------------------------------------------------
1 SHEAR WALL 0 0 -276 -441
2 DRAG -STRUT -276 -441 -0 -0
------------------------------------------------------------------
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 2
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
---------------------------------------------------------------------------------
LB LB LB LB
---------------------------------------------------------------------------------
1 SHEAR WALL 0 0 -166 -772
2 DRAG -STRUT -166 -772 -0 -0
---------------------------------------------------------------------------------
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4)
Shear Wall at Grid AO
'Haig avt
93 swt
E.
Ym -w w.mamw .ro. w tww w.y mw n w.w 9.wwn.vv aal
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK
ft ft Ratio lb lb lb lb pit pit pit
1 14.0 9.2 3.4** 1890 148 2038 2384 102 73 102 SW-1
Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4.
Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by
WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase
the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > I.D.
Level Max Aspect WSP 1/WSP Design Adjusted Revised
Ratio Shear Shear SW MARK
1 3.36 0.83 1.21 102 123 SW-1
Notes
1. b = sum of all solid panels
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Q..
4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho.
5. E + Ew = Total unfactored seismic load.
6. W - Unfactored wind forces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Pane 1#/ Length xl x2 Dead Snow Live Wind Uplift
Type ft ft ft lb/ft lb/ft lb/ft lb/ft
------------------------------------------------------------------------------------------
1 0/DRAG 1,11 0.00 8.11 0.0* - - -
1 1/SW 2.75 0.00 2.75 92.5* - - -
1 2/DRAG 9.29 0.00 9.29 0.0* - - -
1 3/SW 2.75 0.00 2.75 92.5* - - -
1 9/DRAG 1,17 0,11 1,27 0.0* - - -
1 5/SW 8.52 0.00 8.52 92.5* - - -
------------------------------------------------------------------------------------------
Notes:
1. A panel is considered an element within a braced all line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced all line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W E W E W
from end Uplift
(ft) 1b 1b 1b 1b lb It, lb lb
1-0 0.00 I 0 0 0 0 1 0 0 1 0 0 1
1-1 8.19 127 0 0 0 1 -1395 -1572 1345 1572
1-2 10.94 127 0 0 0 1 1345 1572 -1345 -1572
1-3 20.23 127 0 0 0 1 -1395 -1572 1345 1572
1-9 22.98 127 0 0 0 1395 1572 -1345 -1572
1-5 31.25 394 0 0 0 1 -1345 -1572 1 1345 1572
1-6 39.77 394 0 0 0 1 1345 1572 1 -1345 -1572
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location DIRECTION 1
1
DIRECTION 2
1
MIN
MAX I
from end LC1 LC2 1C3 LC4
LCS
LC6 I
LC1
LC2
1C3
LC9
LC5
LC6 I
LOAD
LOAD I
(ft) lb lb lb lb
lb
lb
lb
lb
lb
lb
lb
lb
lb
lb
1-0 0.0 I 0 0 0 0
0
0 1
0
0
0
0
0
0
I 0
0 1
1-1 8.2 -816 -819 -5.-579
-667
-682
1071
1068
635
833
1020
1000
-882
1071
1-2 10.9 1071 1068 835 633
1020
1000
-816
-814
-560
-579
-867
-882
-682
1071
1-3 20.2 -0111 -8184 -111 -579
-861
-882
10111
1068
835
833
1020
1000
-882
1071
1-9 23.0 1071 1068 835 633
1020
1000
-816
-819
-5BO
-579
-867
-882
-882
1071
1-5 31.2 -549 -547 -314 -312
-707
-758
1338
1335
1102
1100
1180
1124
-758
1338
1-6 39.8 1338 1335 1102 1100
1180
1124
-549
-547
-314
-312
-707
-758
-758
1338
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - 5a
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1
- 6a
5. LC9 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1
- 6b
6. LCS = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LOP = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8,
SDS =
0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location MIN MAX HOLD-DOWN
from and LOAD LOAD MARK
(ft) lb 1b
1-0
0.0
0
0 1
TD1 1
1-1
8.2
-882
835
TD1
1-2
10.9
-882
835
TD1 1
1-3
20.2
-882
835
TD1
1-9
23.0
-882
835
TD1
1-5
31.2
1 -758
1102 1
TD1
1-6
39.8
1 -758
1102 1
TD1
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 1
q v dq
LOAD lb/ft lb/Pt lb/ft
-----------------------------------
WIND 51.63 170.00-118.37
SEISMIC 44.15 145.37-101.22
-----------------------------------
PANEL END#1 PANEL END #2
PANEL IO TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 DRAG -STRUT 0 0 423 361
2 SHEAR WALL 423 361 97 83
3 DRAG -STRUT 97 83 577 493
4 SHEAR WALL 577 493 251 211
5 DRAG -STRUT 211 211 678 580
6 SHEAR WALL 678 580 -330 -282
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 1
PANEL
END #1
PANEL
END #2
PANEL ID
TYPE
WIND
SEISMIC
WIND
SEISMIC
LB
LB
LB
LB
------------------------------------------------------------------
1
DRAG -STRUT
0
0
254
633
2
SHEAR WALL
254
633
58
145
3
DRAG -STRUT
58
111
346
863
4
SHEAR WALL
346
863
151
376
5
DRAG -STRUT
111
376
117
1111
I
SHEAR WALL
407
1015
-198
- 1 9 1
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4)
Shear wall a1 Grid A1.5
bm
wulq v�zt
IW 9.3 swt
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. E+Ew W vE vW Max MARK
ft ft Ratio lb 1b lb lb plf plf pit
1 30.1 9.2 0.7 2412 317 2729 3642 64 52 64 SW-1
Notes
1. b = sum of all solid panels.
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = no x Qe.
4. E. - Unfactored Wall inertia force (wall E window panels) includes rho.
5. E + Ew = Total unfactored seismic load.
6. W - Unfactored wind £orces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2a - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type £t ft ft lb/ft lb/ft lb/ft lb/ft
-----------------------------------------------------------------------------------------
1 0/SW 11,11 0,11 12,11 92.5' - - -
1 1/DRAG 16.10 0.00 16.10 0.0* - - -
1 2/SW 17.15 0.00 17.15 92.5* - - -
Notes:
1. A panel is considered an element within a braced well line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity(
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W I E W I E W I
from end Uplift I I I
(ft) I lb lb lb lb I lb to I lb lb I
1-10 120.00 I 597 0 0 0 1 -890 -1121 I 840 1121 I
1-.91 597 0 0 0 890 1121 -840 -1121
1-2 29.01 793 0 0 0 1 -840 -1121 840 1121
1-3 46.16 793 0 0 0 1 840 1121 -840 -1121
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors axe summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location DIRECTION 1 1 DIRECTION 2 1 MIN MAX I
from end LC1 LC2 1C3 LC4 LCS LC6 I LC1 LC2 1C3 LC4 LC5 LC6 I LOAD LOAD I
(ft) lb lb lb lb lb lb I 1b lb lb lb lb lb lb lb
1-0 0.0 -11 9 92 111 -111 -111 1269 1185 1111 1111 1111 111 -119 1269
1-1 12.9 1269 1185 1101 1038 1031 665 -76 9 92 156 -319 -311 -319 1269
1-2 29.0 120 205 289 352 -197 -220 1466 1381 1297 1234 1146 956 -220 1466
1-3 46.2 1466 1381 1297 1234 1148 956 1 120 205 289 352 -197 -220 1 -220 1466 1
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - Sa
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location
MIN
MAX HOLD-DOWN
from end
LOAD
LOAD MARK
(ft)
to
lb
-----------------------------------------------------
1-0
0.0
-319
1111 TDO
1-1
12.9
-314
1031 TDO
1-2
29.0
-220
1148 TDO
1-3
46.2
-220
1148 TOO
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Unfactored loads)
Level = 1
q v dq
-----------------------------------
LOAD lb/ft lb/ft 1b/ft
-----------------------------------
WIND 78.88 121.18 -42.30
SEISMIC 59.11 90.81 -31.70
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
------------------------------------------------------------------
1 SHEAR WALL 0 0 -546 -409
2 DRAG -STRUT -546 -409 724 543
3 SHEAR WALL 724 543 -1 -1
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
---------------------------------------------------------------------------------
LB LB LB LB
---------------------------------------------------------------------------------
1 SHEAR WALL 0 0 -328 -716
2 DRAG -STRUT -328 -716 435 950
3 SHEAR WALL 435 950 -1 -1
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4)
Shear Watt at Grid B
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. E+Ew W vE vW Max MARK
ft it Ratio lb to to to Ulf Ulf plf
2 11.8 9.2 0.8 3687 249 3937 3083 233 112 233 SW-2
1 24.7 9.2 1.6 5698 526 6225 6462 176 112 176 SW-1
Notes
1. b = sum of all solid panels
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Qe.
4. E. - Unfactored Wall inertia force (wall 6 window panels) includes rho.
5. E + Ew = Total unfactored seismic load.
6. W - Unfactored wind £orces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW 0.6 x vW / 1.4.
9. * = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (if applicable).
Table 2a - Vertical loads on panels
Level Panel$/ Length xl x2 Dead Snow Live Wind Uplift
Type £t ft ft lb/ft lb/ft lb/ft lb/ft
-----------------------------------------------------------------------------------------
2 0/SW 11.81 0.00 11.61 92.5* - - -
2 1/DRAG 25.65 0.00 25.65 0.0* - - -
-----------------------------------------------------------------------------------------
1 0/SW 10,12 0.00 10.72 92.5* - - -
1 1/DRAG 18.27 0.00 18.27 0.0* - - -
1 2/Sw 1,11 0.00 1,01 92.5* - - -
1 3/OPEN 3.00 0.00 3.00 0.0* - - -
1 4/SW 5.94 0.00 5.94 92.5* - - -
Notes:
1. A panel is considered an element within a braced wall line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hdrs). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location I D S L W E W E W I
from end I Uplift
(ft) I lb lb lb lb I lb lb lb lb
--------------------------------------------------------------------------------------
2-0 0.08 1 546 0 0 0 1 -3083 -2414 1 3083 2414 1
2-1 11.90 1 546 0 0 0 1 3083 2414 1 -3083 -2414 1
2-2 37.54 1 0 0 0 0 1 0 0 1 0 0 1
1-0 0.00 1142 0 0 0 1 -5412 -4832 1412 4832
1-1 10.72 496 0 0 0 5213 4677 -5213 -4677
1-2 11.90 1 546 0 0 0 1 0 0 1 0 0 1
1-3 28.99 1 373 0 0 0 1 -2131 -2262 1 2131 2262 1
1-4 37.05 1 373 0 0 0 1 2329 2418 1 -2329 -2418 1
1-5 40.05 1 275 0 0 0 1 -2329 -2418 1 2329 2416 1
1-6 45.99 275 0 0 0 1 2329 2418 1 -2329 -2418 1
Notes:
1. Reaction X-Y, X level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location I DIRECTION 1 1 DIRECTION 2 1 MIN MAX I
from end I LC1 LC2 LC3 LC9 LC5 LC6 I LC1 LC2 LC3 LC9 LC5 LC6 I LOAD LOAD I
(ft) I lb lb lb lb lb lb I lb lb lb lb lb lb I lb lb I
2-0 0.1 -902 -1612 -540 -1072 -1121 -1904 1995 2704 1633 2165 1776 2412 -1904 2704
2-1 11.9 1995 2704 1633 2165 1776 2412 -902 -1612 -540 -1072 -1121 -1904 -1904 2704
2-2 37.5 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
1-0 0.0 -1111 -2741 -1133 -1711 -2279 -3305 3992 4830 3217 3111 3525 4272 -3305 9830
1-1 10.7 3302 9145 2600 3233 3109 3879 -2310 -3154 -1609 -2241 -2509 -3919 -3419 9145
1-2 11.9 1 546 546 596 546 328 254 546 546 546 546 326 254 254 546 1
1-3 29.0 -111 -1119 -695 -746 -1134 -1318 1730 1114 1391 1191 1111 1111 -1311 1114 1
1-4 37.1 1824 2003 1461 1596 1675 1804 -1078 -1258 -715 -850 -1227 -1457 -1457 2003 1
1-5 90.1 -1171 -1311 -813 -941 -1286 -1513 1725 1115 1313 1497 1616 1758 -1503 1905
1-6 96.0 1725 1905 1363 1497 1616 1758 -1176 -1356 -813 -948 -1266 -1503 -1503 1905
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - Sa
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC9 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location MIN MAX HOLD-DOWN
from end LOAD LOAD MARK
(ft) lb lb
-----------------------------------------------------
2-0 0.1 1 -1904 1776 1 MST37
2-1 11.9 1 -1904 1776 1 MST37
2-2 37.5 0 0 1
1-0 0.0 -3305 3525 TD2 1
1-1 10.7 -3419 3104 TD2
1-2 11.9 254 546 1 TD1
1-3 29.0 -1318 1491 TD1
1-4 37.1 -1457 1596 TD1 1
1-5 40.1 -1503 1497 TD1
1-6 46.0 -1503 1997 TD1 1
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Dnfactored loads)
Level = 2
q v dq
----------------------------------
LOAD lb/ft lb/ft 1b/ft
----------------------------------
WIND 82.31 261.02-178.71
SEISMIC 105.10 333.28-228.18
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
------------------------------------------------------------------
1 SHEAR WALL 0 0 -2111 -2695
2 DRAG -STRUT -2111 -2695 0 0
------------------------------------------------------------------
Level = 1
q v dq
-----------------------------------
LOAD lb/ft lb/ft lb/ft
-----------------------------------
WIND 73.18 261.40 72.79
SEISMIC 49.55 251.81 131.02
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
------------------------------------------------------------------
1 SHEAR WALL 0 0 780 1404
2 DRAG -STRUT 780 1404 2117 2310
3 SHEAR WALL 2117 2111 2701 3366
4 WINDOW/DOOR 2704 3366 2924 3515
5 SHEAR WALL 2924 3515 3356 4293
Notes:
q = Diaphragm shear.
v = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 2
PANEL
END #1
PANEL
END #2
PANEL ID TYPE
WIND
SEISMIC
WIND
SEISMIC
------------------------------------------------------------------
LB
LB
LB
LB
1 SHEAR WALL
0
0
-1267
-4717
2 DRAG -STRUT
-1267
-4717
0
0
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
---------------------------------------------------------------------------------
LB LB LB LB
---------------------------------------------------------------------------------
1 SHEAR WALL 0 0 468 2458 MST27
2 DRAG -STRUT 468 2458 1270 4042 MST37
3 SHEAR WALL 1271 4142 1611 1111 MST61
4 WINDOW/DOOR 1622 5891 1754 6151 MST60
5 SHEAR WALL 1754 6151 2014 7512 (2) MST37
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply xequi—ents of ASCE 7-10 (SEC 12.3.3.4)
Shear Wall at Grid C
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E E. LIE. W vE vw Max MARK
ft ft Ratio lb 1b 1b 1b pl£ plf plf
2 21.4 9.2 2.3** 1719 601 2319 1437 76 29 76 SW-1
1 24.8 9.2 1.3 3403 662 4265 4242 184* 98* 184 SW-1
Shear panel(s) in the braced Well line exceed aspect ratio as defined per SDPWS 4.3.4.
Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear all is reduced by
WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase
the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0.
Level Max Aspect WSP 1/WSP Design Adjusted Revised
Ratio Shear Shear SW MARK
2 2.29 0.96 1.04 76 79 SW-1
Notes
1. b = sum of all solid panels
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = no x Qe.
4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho.
5. E + Ew = Total nfactored seismic load.
6. W - Unfactored wind forces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * = Shear values includes effects of vertical shears due hold-down reactions
from upper levels (if applicable).
Table 2, - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type £t ft ft lb/ft lb/ft lb/ft lb/ft
------------------------------------------------------------------------------------------
2 0/SW 5.02 0.00 5.02 92.5* - - -
2 1/OPEN 6.00 0.00 6.00 0.0* - - -
2 2/SW 4.04 0.00 4.04 92.5* - - -
2 3/OPEN 2.00 0.00 2.00 0.0* - - -
2 4/SW 6.31 0.00 6.31 92.5* - - -
2 5/SW 6.06 0.00 6.06 92.5* - - -
2 6/OPEN 6.00 0.00 6.00 0.0* - - -
2 7/DRAG 2.02 0.00 2.02 0.0* - - -
------------------------------------------------------------------------------------------
1 0/DRAG 1,21 0,10 1,23 0.0* - - -
1 1/SW 7.60 0.00 7.60 92.5* - - -
1 2/DRAG 5,11 1,11 1,11 0.0* - - -
1 3/SW 9.79 0.00 9.79 92.5* - - -
1 4/DRAG 14.25 0.00 14.25 0.0* - - -
1 5/SW 7.35 0.00 7.35 92.5* - - -
Notes:
1. A panel is considered an element within a braced all line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisI panel length (within a braced all line).
3. xl = the start dimension for the distributive load - measured from LRS end of panel.
4. x2 = the end dimension for the distributive load - measured from LES end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location I D S L W E W E W I
from end I Uplift I
(ft) I lb lb lb lb I lb in lb lb
--------------------------------------------------------------------------------------
2-0 0.08 1 232 0 0 0 1 -1001 -620 1 1001 620 1
2-1 5.10 1 232 0 0 0 1 1001 620 1 -1001 -620 1
2-2 11.10 1 187 0 0 0 1 -1001 -620 1 1001 620 1
2-3 15.15 1 187 0 0 0 1 1001 620 1 -1001 -620 1
2-4 17.15 1 292 0 0 0 1 -1001 -620 1 1001 620 1
2-5 23.46 1 572 0 0 0 1 0 0 1 0 0 1
2-6 29.52 1 280 0 0 0 1 1001 620 1 -1001 -620 1
2-7 35.52 1 0 0 0 0 1 0 0 1 0 0 1
2-8 37.54 1 0 0 0 0 1 0 0 1 0 0 1
--------------------------------------------------------------------------------------
1-0 0.00 1 232 0 0 0 1 -1001 -620 1 1001 620 1
1-1 3.23 1 352 0 0 0 1 -840 -1118 1 840 1116 1
1-2 5.10 1 232 0 0 0 1 0 0 1 0 0 1
1-3 10.83 1 352 0 0 0 1 1053 1250 1 -1053 -1250 1
1-4 15.15 1 187 0 0 0 1 0 0 1 0 0 1
1-5 16.31 1 453 0 0 0 1 -1722 -1665 1 1722 1665 1
1-6 17.15 1 292 0 0 0 1 0 0 1 0 0 1
1-7 23.46 1 572 0 0 0 1 0 0 1 0 0 1
1-8 26.10 1 453 0 0 0 1 2270 2004 1 -2270 -2004 1
1-9 29.52 280 0 0 0 1 0 0 1 0 0 1
1-10 35.52 0 0 0 0 1 0 0 1 0 0 1
1-11 37.54 0 0 0 0 1 0 0 1 0 0 1
1-12 40.35 340 0 0 0 1 -1354 -1437 1354 1437 1
1-13 47.71 340 0 0 0 1 1594 1585 -1594 -1585
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX
from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD 1
(ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb
2-0 0.1 -140 -468 -47 -293 -233 -593 1 604 933 511 758 511 808 -593 933 1
2-1 5.1 604 933 511 758 511 808 -140 -468 -47 -293 -233 -593 -593 933
2-2 11.1 1 -185 -514 -92 -338 -260 -614 559 887 466 712 484 787 -614 887
2-3 15.1 559 887 466 712 484 767 -185 -514 -92 -338 -260 -614 -614 687
2-4 17.1 -80 -409 13 -233 -197 -565 664 992 571 817 547 836 1 -565 992 1
2-5 23.5 572 572 572 572 343 266 572 572 572 572 343 266 1 266 572 1
2-6 29.5 652 981 559 606 540 831 -92 -420 1 -245 -204 -570 1 -570 981 1
2-7 35.5 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
2-8 37.5 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
1-0 0.0 -111 -468 -47 -293 -233 -593 601 933 Ill 758 511 111 -593 933
1-1 3.2 -319 -236 -151 -89 -460 -425 1023 940 855 793 882 751 -460 1023
1-2 5.1 232 232 232 232 139 108 232 232 232 232 139 108 108 232
1-3 10.8 1102 1089 914 905 961 900 -398 -386 -211 -201 -539 -574 -574 1102
1-9 15.1 187 187 187 187 112 87 187 187 187 187 112 87 87 187
1-5 16.3 -546 -753 -296 -451 -727 -995 1452 1658 1202 1357 1270 11416 -995 1658
1-6 17.1 292 292 292 292 175 136 292 292 292 292 175 136 136 292
1-7 23.5 572 572 572 572 343 266 572 572 572 572 343 266 266 512
1-8 26.1 1655 2092 1355 1644 1474 1799 -750 -1136 -449 -739 -931 -1379 -1379 2042
1-9 29.5 280 280 280 280 168 130 280 280 260 280 168 130 130 280
1-10 35.5 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
1-11 37.5 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1
1-12 40.4 1 -522 -608 -306 -371 -658 -790 1 1202 1288 987 1051 1066 1106 1 -790 1288 1
1-13 47.7 1291 1456 1054 1177 1155 1274 -611 -776 -373 -497 -747 -958 1 -958 1456 1
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - 5a
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location MIN MAX HOLD-DOWN
from end LOAD LOAD MARK
(ft) lb It,
2-0
0.1
-593
511 1
MST37 1
2-1
5.1
-593
511
MST37
2-2
11.1
-614
484
MST37
2-3
15.1
-614
484
MST37
2-4
17.1
-565
571
MST37
2-5
23.5
266
572
MST37
2-6
29.5
-570
559
MST37
2-7
35.5
0
0 1
2-8
37.5
0
0
1-0
0.0
-593
Ill
TD1
1-1
3.2
-460
793
TD1
1-2
5.1
108
232 1
TD1
1-3
10.8
-171
Ill
TD1
1-4
15.1
87
187
TD1
1-5
16.3
-995
1270
TD1
1-6
17.1
136
292
TD1
1-7
23.5
266
572
TD1
1-8
26.1
-1379
1474
TD1 1
1-9
29.5
130
280
TD1 I
1-10
35.5
0
0
1 TD1 1
1-11
37.5
0
0
1 TD1
1-12
40.4
-790
1051
TD1
1-13
47.7
-958
1155
TD1
Notes
1. N/R = Not required - compression controls.
2. NONE = Uplift exceeded specified hold-down.
3. Due to the applied dead loads, some hold-downs may differ within
a shear panel. The highest capacity hold-down will be used at
both ends.
Table 5 - Drag forces (Dnfactored loads)
Level = 2
q v dq
LOAD lb/ft lb/£t 1b/ft
WIND 38.37 67.04 -28.67
SEISMIC 61.92 108.19 -46.27
-----------------------------------
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
------------------------------------------------------------------
1 SHEAR WALL 0 0 -144 -232
2 WINDOW/DOOR -144 -232 86 139
3 SHEAR WALL 86 131 -30 -41
9 WINDOW/DOOR -30 -48 47 76
5 SHEAR WALL 47 76 -134 -216
fi SHEAR WALL -134 -216 -308 -497
7 WINDOW/DOOR -308 -497 -78 -125
8 DRAG -STRUT -78 -125 -0 -0
Level = 1
q v dq
LOAD lb/ft lb/Pt lb/ft
----------------------------------
WIND 58.69 227.60 -45.66
SEISMIC 40.71 263.05 -23.42
PANEL END#1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
------------------------------------------------------------------
LB LB LB LB
1 DRAG -STRUT 0 0 190 131
2 SHEAR WALL 190 131 -158 -47
3 DRAG -STRUT -111 -17 161 171
9 SHEAR WALL 164 176 -283 -53
5 DRAG -STRUT -283 -53 553 527
6 SHEAR WALL 553 527 217 355
Notes:
q = Diaphragm shear.
Y = Shear all shear.
dq = q - v (this level) + v (upper level)
Table 6 - Drag forces (Factored loads)
Level = 2
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
1 SHEAR WALL 0 0 -86 -407
2 WINDOW/DOOR -86 -407 52 299
3 SHEAR WALL 52 299 -11 -89
9 WINDOW/DOOR -18 -84 28 133
5 SHEAR WALL 28 111 -11 -378
6 SHEAR WALL -80 -378 -185 -869
1 WINDOW/DOOR -185 -869 -47 -219
8 DRAG -STRUT -47 -219 -0 -0
Level = 1
PANEL END #1 PANEL END #2
PANEL ID TYPE WIND SEISMIC WIND SEISMIC
LB LB LB LB
---------------------------------------------------------------------------------
1 DRAG -STRUT 0 0 114 230
2 SHEAR WALL 114 230 -95 -82
3 DRAG -STRUT -95 -12 98 119
9 SHEAR WALL 98 309 -170 -93
5 DRAG -STRUT -171 -11 332 923
6 SHEAR WALL 332 923 130 621
Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.9)
Shear Wall at Grid D
-M Nvt
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93 swt swt
$ $ $ $
ly Y, ly
xde-wea weignt ar wee nn mown (wMaeea weignr or wwonea rtvmq-wwre eppwagbl
Design Rho = 1.0
Table 1 - Shears
Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK
ft ft Ratio lb lb lb lb Ulf Ulf Ulf
1 17.7 9.2 2.1** 664 208 872 1077 35 26 35 SW-1
Shear panels) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4.
Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by
WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase
the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0.
Level Max Aspect WSP 1/WSP Design Adjusted Revised
Ratio Shear Shear SW MARK
1 2.07 0.99 1.01 35 35 SW-1
Notes
1. b = sum of all solid panels.
2. H / W = Maximum aspect ratio of all panels within a SW.
3. E - Unfactored seismic forces(Summed between levels) = rho x Qs.
4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho.
5. E + Ew = Total -factored seismic load.
6. W - Unfactored wind forces(Summed between levels).
7. vE = 0.7 x vE(ASD factored shear).
8. wW = 0.6 x vW / 1.4.
9. * Shear values includes effects of vertical shears due hold-down reactions
from upper levels (i£ applicable).
Table 2s - Vertical loads on panels
Level Panel#/ Length xl x2 Dead Snow Live Wind Uplift
Type £t ft ft lb/ft lb/ft lb/ft lb/ft
1 0/SW 1,27 0.00 6.21 92.5* - - -
1 1/OPEN 4.00 0.00 4.00 0.0* - - -
1 2/DRAG 9.04 0.00 9.04 0.0* - - -
1 3/SW 4.46 0.00 4.46 92.5* - - -
1 9/DRAG 12.59 0.00 12 .59 0.0* - - -
1 5/SW 6.96 0.00 6.96 92.5* - - -
1 6/DRAG 4.52 0.00 4.52 0.0* - - -
Notes:
1. A panel is considered an element within a braced wall line.
such as shear wall, window, filler (non -shear load), drag element.
2. length = indivisual panel length (within a braced wall line).
3. xl = the start dimension for the distributive load - measured from LHS end of panel.
4. x2 = the end dimension for the distributive load - measured from LHS end of panel.
5. Multiple distributive loads may be supported by a panel.
6. Multiple distributive loads shown are not sorted - along the span of the panel.
7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels).
Wall dead loads are summed up with framing dead loads where applicable
(which includes beam drag elements and window hors). See Table 2b below.
8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity)
SW = Shear panel.
Table 2b - Unfactored Reaction forces at panels
DIRECTION 1 DIRECTION 2
Reaction Location D S L W E W E W 1
from end Uplift
(ft) 1b 1b 1b 1b lb lb lb lb
1-0 0.00 290 0 0 0 1 -456 -563 456 563
1-1 6.27 290 0 0 0 1 456 563 -456 -563
1-2 10.27 0 0 0 0 1 0 0 1 0 0 1
1-3 19.31 206 0 0 0 1 -456 -563 456 563
1-4 23.77 206 0 0 0 456 563 -456 -563
1-5 36.31 322 0 0 0 1 -456 -563 1 456 563
1-6 43.27 322 0 0 0 1 456 563 -456 -563
1-7 47.79 0 0 0 0 1 0 0 1 0 0 1
Notes:
1. Reaction X-Y, X = level, Y = panel sequence id
2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD
W = WIND LOAD, E = SEISMIC LOAD
3. D = (Panel Height x Panel Width x Panel weight = 10.0 psf) / 2
Dead load vectors are summed at abutting panels
4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT
5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT
6. NEGATIVE VALUES = UPLIFT OR TENSION
Table 3 - Factored Reaction forces at panels
Reaction Location I DIRECTION 1 1 DIRECTION 2 MIN MAX
from end LC1 LC2 LC3 LC4 LCS LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD
(ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb
1-0 0.0 -98 -29 37 51 -111 -185 628 109 544 131 111 454 -185 628
1-1 6.3 628 609 549 530 512 454 -98 -29 37 51 -lfi4 -185 -185 628
1-2 10.3 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
1-3 19.83 -132 -113 -47 -33 -219 -224 544 526 460 446 462 415 -224 544
1-9 23.6 544 526 460 446 462 415 -132 -113 -47 -33 -214 -224 -224 599 1
1-5 36.3 -16 2 68 82 -145 -170 660 641 575 561 531 469 -170 660
1-6 43.3 660 641 575 561 531 469 -16 2 68 82 -145 -170 -170 660
1-7 47.8 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
Notes
1. LC = Load combination
2. LC1 = D + 0.6W ASCE 2.4.1 - 5a
3. LC2 = D + 0.7E ASCE 2.4.1 - 5b
4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a
5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b
6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7
7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970
8. MIN LOAD = Maximum negative tension force
9. MAX LOAD = Maximum positive compression force
10. W = W uplift + W shear overturning
Table 4 - Tie down schedule
Reaction Location MIN MAX HOLD-DOWN
from end LOAD LOAD MARK
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Notes
1. Wind load, W = 0.6 x Load
2. Seismic load, E = 0.7 x 1.25 x Load. Apply x,q,i,ements of ASCE 7-10 (SEC 12.3.3.9)