HomeMy WebLinkAboutWest Side Flats 12 Plex - Calculations STRUCTURAL CALCULATIONS
WEST SIDE FLATS 12-PLEX
BOZEMAN, MONTANA
PREPARED FOR:
JDS ARCHITECTS, INC.
BOZEMAN, MONTANA
PREPARED BY:
Ic
Vol
Engineering and Surveying Inc.
1091 Stoneridge Drive•Bozeman,MT 5971E
www.chengineers.com•info@chengineers.com
JUNE, 2021
#210425
CALCULATIONS REVIEW
• ••® REVIEWED BY: INITIAL: DATE:
_ :HJA' ANARS ON:
N ^
PM67 w
N
%s'0NAL � �``�.
NNIINII►N
TABLE OF CONTENTS
➢ DESIGN NOTES
➢ ROOF FRAMING
➢ 3RD FLOOR FRAMING
➢ 2ND FLOOR FRAMING
➢ SEISMIC/WIND DESIGN
➢ FOUNDATION DESIGN
DESIGN NOTES
DESIGN NOTES
CODE - 2018 IBC
SEISMIC ZONE - D
WIND - 115 MPH, ExPosuRE C
FLOOR DL- 30 PSF
FLOOR LL-40 PSF (RESIDENTIAL LOAD)
DECK DL- 30 PSF
DECK LL- 30 PSF
STAIRWAY DL- 30 PSF
STAIRWAY LL- 30 PSF
ROOF DL- 15 PSF
ROOF LL-41 PSF (SNOW LOAD)
ROOF FRAMING
1
n
I
I I
w
1
l
LLULL
r
21:1 LI'Y
e 1 e
Y 1
N
a A
q II
LI'9 LI] e.
4 I
-71
Y 1 II
Y 1
S
Y
u
;o I
N
fl
II 1 q
a r w
3 -
I
A yy A�
219 1 A Z19 1 Cam,
a� a =
a�
<7 ( F q l o
A1� e.—.,
BEAM CALCULATIONS
Notes: , 7r
_ .
l ft Mmax k*in Sreq'd in-3 USE
CZ)ZX 10
R 1 k 2 k Ireq'd in-4 -OR-
w(q dl Ic, lb/ft" Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(R) 11 LiI lb1ft Sx =
w( ) ll
Notes: , LL,
0, 4i
ft Mmax k*in Sreq'd in-3 USE
602Yla
R> k 2 k Ireq'd in-4 -OR-
w(+?) dl 15 lb/ft Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(R) 11 r�l lb/ft Sx =
w( ) ll
Notes: I
O' 6`
l ft Mmax k*in Sre q'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(Q) dl I5 lb/ft Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(R) 11 '16 lb/ft Sx =
w( ) ll
r PROJECT NAME: NO.: DATE:
LOADS:
I
BEAM CONFIGURATIONS: L L
Engineering and Surveying Inc. € L R
1091 Stoneridge Drive•Bozeman,MT 5971 B
Phone(406)587-1115•Fax(406)587-9768 R L
www.chengineers.com•info @chengineers.cam R
BEAM CALCULATIONS
Notes:
b
ft Mmax k*in Sreq'd in-3 USE l
5=
R> k 2 k Ireq'd in-4 -OR-
w([Z) d1 lg lb/ft Ix hand calc. Sx hand calc, Ix =
w( ) dl
w(2) 11 y 1 b1f iL Sx =
w( ) 1l
Notes:
o � 3
1 3 ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(q-) dl 15 lb/ftl Ix hand calc. Sx hand calc. Ix =
w( ) d1
w(Z) it °tl 1b/ft Sx =
w( ) 1Z
Notes: 7.,LO
❑ ! Ff-7-
l _ f t Mmax k*in Sre q'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(g) dl + lb/ftl Ix hand ca1c. Sx hand calc. Ix =
w( ) d1
w(f�) 11 �� lb/ft Sx =
w( ) 11
PROJECT NAME: NO.: DATE:
Y
LOADS:
BEAM CONFIGURATIONS: L L
Engineering and Surveying Inc. ;! L R
1091 Stoneridge Drive•Bozeman,MT 59718
Phone(406)587-1115 •Fax(406)587-9768 R L
www.chenginears.com•info@chengineers.com ' R
BEAM CALCULATIONS
Notes: IZ,
o
Z iZ ft Mmax k*in Sreq'd in-3 USE
R 1 k 2 k Ireq'd in-4 -OR-
w(R) dl ;'a lb/ft Ix hand calc. Sx hand calc. Ix =
w( ) dl
W(K) 11 kit lb/ft
z Sx =
w( ) 1l
Notes:
Z ft Mmax k*in Sre q'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w((?) dl lb/ft Ix hand ca1c. Sx hand calc. Ix =
w( ) dl
w(( t{) 11 1b/f Sx =
w( ) 11
Notes:
Z ft Mmax k*in Sre q'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w( ) dl lb/ft Ix hand calc. Sx hand calc. Ix =
w( ) d1
w( ) 11 lb/f Sx =
t
w( ) 11
PROJECT NAME: NO.: DATE:
LOADS:
BEAM CONFIGURATIONS: L L
Engineering and Surveying Inc. iL R
1091 5toneridge Drive•Bozeman,MT 59718
Phone(406)587-1115•Fax(406)587-976B I R L
www.chengineers.com-info@chengineers.com R
t
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:calcuations.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
'AYE, I.
Description : Upper Roof Framing 1-7
Wood Beam Design : BEAM1
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0,0150, S=0.0410 M,Trib=2.0 ft
Design Summary o 0.03o s o.0820
Max fb/Fb Ratio = 0.093. 1 - F
fb:Actual: 103.34 psi at 2.500 ft in Span#1
Fb Allowable: 1,106.88 psi
Load Comb: +D+S+H _
Max fv/FvRatio= 0.057: 1 2-2x10
fv:Actual: 11.05 psi at 4.233 ft in Span#1 5.0 e
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L LE a v F. If Transient Downward 0.005 in Total Downward 0.006 in
Left Support 0.09 0.21 Ratio 9999 Ratio 9259
Right Support 0.09 0.21 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM2
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
A_yolied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=22.0 ft
Desian Summary D 0.330 s(o.9020)
Max fb/Fb Ratio = 0.627 1 -
fb:Actual: 694.45 psi at 2.000 ft in Span#1
Fb:Allowable: 1,106.88 psi ,
Load Comb: +D+S+H
Max fv/FvRatio= 0.424: 1 2-2x10
fv:Actual: 82.97 psi at 0.000 ft in Span#1 4.0 n
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 11 L Lr a W E H Transient Downward 0.020 in Total Downward 0.028 in
Left Support 0.67 1.80 Ratio 2363 Ratio 1722
Right Support 0.67 1.80 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:calculations.e
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM3
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-1.75x9.25, Microllam LVL, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: iLevel Truss Joist Wood Grade: Microl-am LVL 2.0 E
Fb-Tension 2600 psi Fc-PHI 2510 psi Fv 285 psi Ebend-xx 2000 ksi Density 42.01 pcf
Fb-Compr 2600 psi Fc-Perp 750 psi Ft 1555 psi Eminbend-xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0,0410 k/ft,Trib=24.0 ft
Design Summate D 0.360 s o.9840
Max fb/Fb Ratio = 0.490 1 PW=2-W175X925
. — _..-..:m=fb:Actual: 1,464.31 psi at 3.000 ft in Span#1w ri—_ ,a�Fb:Allowable: 2,990.00 psi
Load Comb: +D+S+H - "..' °_.
Max fv/FvRatio= 0.429: 1 e.o ft
:Actual: 140.47 psi at 5.240 ft in Span#1 i
Fv:Allowable: 327.75 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L LL a V F. L-I Transient Downward 0.062 in Total Downward 0.086 in
Left Support 1.11 2.95 Ratio 1152 Ratio 837
Right Support 1.11 2.95 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM4
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 5.125x9,GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf
Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=5.0 ft
Design Summary
Max fb/Fb Ratio = 0.228. 1 D 0.0750 s 0.2050
fb:Actual: 628.72 psi at 5.000 ft in Span#1 -
Fb:Allowable: 2,760.00 psi
Load Comb: +D+S+H 4 5.125x9
Max fv/FvRatio= 0.132: 1 10.0 ft
fv:Actual: 40.24 psi at 9.267 ft in Span#1
Fv:Allowable: 304.75 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr a W E fi Transient Downward 0.083 in Total Downward 0.117 in
Left Support 0.42 1.03 Ratio 1450 Ratio 1025
Right Support 0.42 1.03 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:MEN= of-Al calcuabons.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM5
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.59 pcf
Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft
Desian Summer o 0.27o s o.73eo
Max fb/Fb Ratio = 0.289. 1 --
fb:Actual: 319.94 psi at 1.500 ft in Span#1uis� _
Fb:Allowable: 1,106.88 psi 0.
Load Comb: +D+S+H - a
Max fv/FvRatio= 0.205: 1 2-2x10
fv:Actual: 40.01 psi at 2.230 ft in Span#1 3.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L 11 a _w t< h Transient Downward 0.005 in Total Downward 0.007 in
Left Support 0.41 1.11 Ratio 6848 Ratio 4984
Right Support 0.41 1.11 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM6
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.59 pcf
Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0,0150, S=0.0410 kilt,Trib=21.0 ft
Design Summary D 0.3150 s o.8s10 _
Max fb/Fb Ratio = 0.337. 1 - •- -
fb:Actual: 372.96 psi at 1.500 ft in Span#1
Fb:Allowable: 1,106.88 psi
Load Comb: +D+S+H
Max fv/FvRatio= 0.239: 1 9 2-200
fv:Actual: 46.64 psi at 2.230 ft in Span#1 3.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) D L Lr $ W E ti Transient Downward 0.006 in Total Downward 0.008 in
Left Support 0.48 1.29 Ratio 5869 Ratio 4276
Right Support 0.48 1.29 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
H67 lcuaMultl le Simple Beam Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.17
Wood Beam Design : BEAM7
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 5.125x12, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf
Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft
Design Summary 0.270 s o.7380
Max fb/Fb Ratio = 0.650. 1
fb:Actual: 1,793.55 psi at 6.000 ft in Span#1
Fb:Allowable: 2,760.00 psi
Load Comb: +D+S+H 5.125x12
Max fv/FvRatio= 0.412: 1 12.0 ft
fv:Actual: 125.55 psi at 11.040 ft in Span#1 {
Fv:Allowable: 304.75 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 1= 1=r a V— € It Transient Downward 0.261 in Total Downward 0.361 in
Left Support 1.70 4.43 Ratio 552 Ratio 399
Right Support 1.70 4.43 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
3RD FLOOR FRAMING
k�l [IY[ID
'au 71Baort of
4
-
I M[
1•
� E
'au 1 aBmtrtynl I
�@ I
s i¢ 'nu al autn II
_ 4
cl
7
c �
4
e
d
4 s
4 �
1- 11-
Jq
Q E �
'est dBauutll
� l J, Yl 9 Oatr1Y1 I ��
Q C 4 I
a � a
�e
_ a
t� �s
LL—
`✓ 1Ui 8811 c�
� N
C•=9
tq
J
q J
BEAM CALCULATIONS
Notes:
�• �t
l ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(f ) dl 3b lb/ft Ix hand calc. Sx hand calc. Ix =
w(X) dl ► 5
w(%) 11 &tO lb/ft Sx =
W(R)
Notes:
i
1 ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ire q'd in-4 -OR-
w(F) dl 3 0 lb/ft Ix hand calc. Sx hand calc. Ix =
w(K) dl 45
w(a) 11 q0 lb/ft Sx =
W(R) Z1 't
Notes: .7y��
1-_-.
1 ft Mmax k*in Sreq'd in-3 USE I
LV L.
RI k 2 k Ireq'd in-4 -OR-
w(F) d1 lb/ft Ix hand ca1c. Sx hand calc. Ix =
w(K) dl
w(F) 11 1b/ft Sx =
w((Z) ll
PROJECT NAME: NO.: DATE:
Ic
r r LOADS:
BEAM CONFIGURATIONS: L L
- -wii"
Engineering and Surveying Inc. L R
1091 Stoneridge Drive•Bozeman,MT 59718
Phone(406)587-1115•Fax(406)587-9768 ;i R L
wvvw.chengineers.com•info@chengineers.com R
BEAM CALCULATIONS
Notes: S'
r
l 10 ft Mmax k*in Sreq'd in-3 USE i
R 1 k 2 k Ireq'd in-4 -OR-
w(p) dl 15 lb/ftz Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(p) 11 G D l b/f t Sx =
w( ) 11
Notes:
U, 3.
l ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in^4 -OR-
w(p) dl i°j lb/ff' Ix hand calc. Sx hand calc. Ix =
w(fj dl 1
W(0) 11 �9 lb/ftz Sx =
w(2) 11 L'
Notes:
l S ft Mmax k*in Sre q'd in-3 USE
R> k 2 k Ireq'd in-4 -OR-
w(r) dl 3D lb/ft Ix hand calc. Sx hand calc. Ix =
w(R) dl /S
w(F) 11 y0 lb/ft Sx =
w(K) 11 V 1
mill
PROJECT NAME: NO.: DATE:
LOADS:
BEAM CONFIGURATIONS: L L
c
Engineering and Surveying Inc. L R
1091 Stoneridge Drive•Bozeman, MT 59718 f
Phone(406)587-1115•Fax(406)587-9768 R L
www.chengineers.com•info@chengineers.com + R
BEAM CALCULATIONS
❑ Notes:
d 5'
l S ft Mmax k*in Sreq'd in-3 USE
R> k 2 k Ireq'd in-4 -OR-
w(S) dl 4o lb/fe Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(S) 11 101) lb/ft Sx =
w( ) 11
Notes:
l ft Mmax k*in Sreq'd in-3 USE
CIUx 15.E
R 1 k 2 k Ireq'd in-4 -OR-
w(O dl G � lb/fe Ix hand calc. Sx hand catc. Ix =
w( ) dl
w(�) 11 1 c� lb/ft Sx =
w( ) It
Notes:
4ION
l ft Mmax k*in Sreq'd in-3 USE
R 1 k 2 k Ireq'd in-4 -OR-
w(t') dl 1b/ft4 Ix hand catc. Sx hand catc. Ix =
w( ) dl
w(r ) 1t lb/ft' Sx =
w( ) It
ECNN k'Irmin PROJECT NAME: NO.: DATE:
C .=H LOADS:
BEAM CONFIGURATIONS: L L
Engineering and Surveying Inc. L R
1091 5toneridge Drive•Bozeman, MT 59718
Phone(406)587-1115 •Fax(406)587-9768 J R L
vwuw.chengineers.com•info@chengineers.cam r R
BEAM CALCULATIONS
Notes: � •. �,33°
to
o' tt ,5
1 a ft Mmax k*in Sreq'd in-3 USE
`',T, Uc 6 .iy
RI k 2 k Ireq'd in-4 -OR-
w(p) dl 15 lb/ft?- Ix hand calc. Sx hand calc. Ix =
w( ) dl
W(p) 11 Ga lb/ft Sx =
w( ) 11
Notes:
1 ft Mmax k*in Sreq'd in-3 USE
R 1 k 2 k Ireq'd in-4 -OR-
w( ) dl lb/ft Ix hand calc. Sx hand calc. Ix =
w( ) dl
w( ) 11 1b/f Sx =
t
w( ) 11
Notes:
1 .ft Mmax k*in Sreq'd in-3 USE
R 1 k 2 k Ireq'd in-4 -OR-
w( ) dl lb/ft Ix hand calc. Sx hand calc. Ix =
w( ) dl
w( ) 11 lb/f Sx =
t
w( ) ll
PROJECT NAME: NO.: DATE:
r LOADS:
BEAM CONFIGURATIONS: L L
E mm
ngineering and Surveying Inc. L R
1091 Stoneridge Drive•Bozeman, MT 59718
Phone(406)5B7-1115 •Fax(406)587-9768 R L
www.chengineers.com•info@chengineers.cam R
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:calculations.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Description : 3rd Floor Framing 1-10
Wood Beam Design : BEAM1
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-PrII 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft
Unif Load: D=0.030, L=0.040 Wit,Trib=6.0 ft
Design Summary
Max fb/Fb Ratio = 0.415. 1 - -----
fb:Actual: 399.62 psi at 2.500 ft in Span#1 -- -
Fb:Allowable: 962.50 psi -
Load Comb: +D+L+H MI! _
Max fv/FvRatio= 0.251 : 1 2-2x10
fv:Actual: 42.71 psi at 4.233 ft in Span#1 5.0 n
Fv:Allowable: 170.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) J2 L LE a Y-V E I3 Transient Downward 0.013 in Total Downward 0.025 in
Left Support 0.54 0.60 0.21 Ratio 4548 Ratio 2386
Right Support 0.54 0.60 0.21 LC:L Only C:+D+0.750L+0.750S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM2
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Pd] 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Tdb=22.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft
Design Summary
Max fb/Fb Ratio = 0.643. 1
fb:Actual: 711.28 psi at 2.000 ft in Span#1
Fb:Allowable: 1.106.88 psi
Load Comb: +D+S+H
Max fv/FvRatio= 0.435: 1 ; 2-2x10
fv:Actual: 84.98 psi at 0.000 ft in Span#1 4.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) P L LE $ v E H Transient Downward 0.020 in Total Downward 0.029 in
Left Support 0.73 0.08 1.80 Ratio 2363 Ratio 1681
Right Support 0.73 0.08 1.80 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:calculah0ns.e
Software copyright ENERCALC.INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM3
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 2-1.75x9.25, Microllam LVL, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: il-evel Truss Joist Wood Grade: Microl-am LVL 2.0 E
Fb-Tension 2,600.0 psi Fc-Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 42.010 pcf
Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=24.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft
Design Summary I
Max fb/Fb Ratio = 0.501 • 1 ;.
fb:Actual: 1,496.77 psi at 3.000 ft in Span#1
Fb:Allowable: 2,990.00 psi -
Load Comb: +D+S+H `
Max fv/FvRatio= 0.438: 1 2-1.75x9.25
fv:Actual: 143.58 psi at 5.240 ft in Span#1 6.0 rt
Fv:Allowable: 327.75 psi
Load Comb: +D+S+H Max De ections
Max Reactions (k) p L L a LN E H Transient Downward 0.062 in Total Downward 0.088 in
Left Support 1.20 0.12 2.95 Ratio 1152 Ratio 819
Right Support 1.20 0.12 2.95
LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM4
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 5.125x9, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf
Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.060 k/ft,Trib=4.50 ft
Design Summary
Max fb/Fb Ratio = 0.314. 1 D 0.06750 L o.270
fb:Actual: 753.38 psi at 5.000 ft in Span#1 = '-
Fb:Allowable: 2,400.00 psi -3.
Load Comb: +D+L+H 5.125x9
Max fv/FvRatio= 0.182: 1 10.0 ft
fv:Actual: 48.22 psi at 9.267 ft in Span#1
Fv:Allowable: 265.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) P L 1_r a yy E H Transient Downward 0.109 in Total Downward 0.140 in
Left Support 0.39 1.35 Ratio 1101 Ratio 855
Right Support 0.39 1.35 LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:calculations.e
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM5
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 2-2x10, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft
Unif Load: D=0.0150, L=0.060 k/ft,Trib=2.0 ft
Design Summary f
Max fb/Fb Ratio = 0.306. 1 --
fb:Actual: 338.88 psi at 1.500 ft in Span#1 „ RE
Fb:Allowable: 1,106.88 psi
Load Comb: +D+S+H
Max fv/FvRatio= 0.217: 1 2-2x10
fv:Actual: 42.38 psi at 2.230 ft in Span#1 3.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L if a v E ti Transient Downward 0.005 in Total Downward 0.008 in
Left Support 0.50 0.24 1.11 Ratio 6848 Ratio 4706
Right Support 0.50 0.24 1.11 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM6
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-PHI 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=21.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=1.0 ft
Design Summary
Maxfb/Fb Ratio = 0.960
fb:Actual: 1,062.29 psi at 2.500 ft in Span#1 v ,
Fb:Allowable: 1,106.88 psi
Load Comb: +D+S+H
Max fv/FvRatio= 0.581 : 1 2-2X10
fv:Actual: 113.55 psi at 4.233 ft in Span#1 5.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L 11 a YY E H Transient Downward 0.047 in Total Downward 0.067 in
Left Support 0.88 0.10 2.15 Ratio 1267 Ratio 900
Right Support 0.88 0.10 2.15 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:caculations.ec6
Software copyright ENERCALC,INC.1983-2020.Build:12.20.8.17
Steel Beam Design : BEAM7
Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16
STEEL Section : LL 5x3x1/4 LLBB, Fully Braced
Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi
Anolied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.060, L=0.10 k/ft,Tdb=5.0 ft
Design Summary
Max fo/Fb Ratio = 0.335: 1 D r L 0.50
Mu:Applied 2.541 k-ft at 2.500 ft in Span#1 7
Mn)Omega:Allow 7.586 k-ft
Load Comb: +D+L+H
Max fv/FvRatio= 0.045: 1
Vu:Applied 2.033 k at 0.000 ft in Span#1 5.0 ft
Vn/Omega:Allow 44.910 k
Load Comb: +D+L+H
Max Reactions (k) 11 L LE a w E H Max Deflections
Left Support 0.78 1.25 Transient Downward 0.024 in Total Downward 0.039 in
Right Support 0.78 1.25 Ratio 2510 1543
LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Steel Beam Design : BEAM8
Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16
STEEL Section : C10x15.3, Fully Braced
Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.060, L=0.10 k/ft,Trib=6.0 ft
Unif Load: D=-0.060, L=-0.10 k/ft,4.0 to 8.0 ft,Tdb=1.0 ft
Point: D=0.780, L=1,250 k @ 4.0 ft
Point: D=0.780, L=1.250 k @ 8.0 ft
Design Summary D(0.780)L(1.250) D(0.780)L('1.250)
Max fb/Fb Ratio = 0.607: 1
Mu:Applied 24.075 k-ft at 6.000 ft in Span#1 $�
Mn/Omega :Allow 39.671 k-ft
Load Comb: +D+L+H
Max fv/FvRatio= 0.175: 1
Vu:Applied 7.562 k at 12.000 ft in Span#1 12.0 ft
Vn/Omega:Allow 43.114 k
Load Comb: +D+L+H
Max Reactions (k) P t. Lr S W E H Max Deflections
Left Support 2.91 4.65 Transient Downward 0.200 in Total Downward 0.326 in
Right Support 2.91 4.65 Ratio 719 442
LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:I Ills calcuarlons.e
Software copyright ENERCALC,INC.1963-2020,BuiId:12.20.8.17
Wood Beam Design : BEAM9
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 6.75x12, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf
Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.030, L=0.040 k/ft,0.0 ft to 10.50 ft,Trib=13.0 ft
Unif Load: D=0.030, L=0.040 k/ft,10.50 to 15.0 ft,Trib=17.0 ft
Design Summary
Max fb/Fb Ratio = 0.850. 1 D 0.390 L 0.520 ___D(0_610)y.L(0,680)_
fb:Actual: 2,038.83 psi at 7.700 ft in Span#1 � p-=
Fb:Allowable: 2,400.00 psi
Load Comb: +D+L+H 6.75x12
Max fv/FvRatio= 0.481 : 1 15.0 ft
fv:Actual: 127.42 psi at 14.050 ft in Span#1
Fv:Allowable: 265.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) P L L1 $ W F. r Transient Downward 0.362 in Total Downward 0.644 in
Left Support 3.14 4.01 Ratio 497 Ratio 279
Right Support 3.52 4.51 LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM10
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2x8,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875 psi Fc-PHI 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 30.59 pcf
Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.060 k/ft,Trib=1.333 ft
Design Summary o o.o2o L 0.07998
Max fb/Fb Ratio = 0.278. 1 v
fb:Actual: 291.90 psi at 4.000 ft in Span#1
Fb:Allowable: 1,050.00 psi
Load Comb: +D+L+H 2x8 2x8
Max fv/FvRatio= 0.181 : 1 4.0 ft 2.50 ft
fv:Actual: 30.77 psi at 3.400 ft in Span#1 h
Fv:Allowable: 170,00 psi
Load Comb: +D+L+H Max De ections
Max Reactions (k) 12 L LL $ V E It Transient Downward 0.019 in Total Downward 0.025 in
Left Support 0.03 0.10 Ratio 3120 Ratio 2438
Right Support 0.12 0.42 LC:L Only LC:+D+L+H
Transient Upward -0.001 in Total Upward -0.001 in
Ratio 9999 Ratio 9999
LC:L Only LC:+D+L+H
'�J AUK 1 t rI!
MEMBER REPORT PASSED
Level 3,Floor:Joist 1
1 piece(s)11 7/8"TJI®210 @ 16"OC
Overall Length:16'10 1/8"
0 0
16'4"
❑1
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 742 @ 16'3 3/8" 1005(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:JOist
Sheaf Ibs " Building Use:Residential
( ) 742 @ 16'3 3/8" 1655 Passed(45/o) 1.00 1 O D+1.0 L(AII Spans) Building Code:IBC 2018
Moment(Ft-Ibs) 2952 @ 8'3 15/16" 3795 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso
Live Load DeFl.(in) 0.229 @ 8'3 15/16" 0.398 Passed(L/835) — 1.0 D+1.0 L(All Spans)
Total Load DeFl.(in) 0.100 @ 8'3 15/16" 1 0.530 Passed(L/477) — 1.0 D+1.0 L(AII Spans)
TJ-Pro-Rating 43 40 Passed — —
• Deflection criteria:LL(L/480)and TL(L/360).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A structural analysis of the deck has not been performed.
•Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge-Panel(24"Span Rating)that Is glued and nailed down.
•Additional considerations for the TJ-Pro-Rating Include:None.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-DF 5.50" 4.25" 1.75" 333 444 777 1 1/4"Rim Board
2-Hanger on 11 7/8"GLB beam 6.75" Hangers 1 1.75"/-= 341 454 795 See note
•Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed.
•At hanger supports,the Total Beadng dimension is equal to the width of the material that Is supporting the hanger
•1 see Connector grid below for additional Information and/or requirements.
•2 Required Bearing Length/Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 4'2"o/c
Bottom Edge(Lu) 16'2"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector:Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2-Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip
• Refer to manufacturer notes and Instructions for proper Installadon and use of all connectors.
Dead Floor Live
Vertical Load Location Spacing (0.90) (1.00) Comments
1-Uniform(PSF) 0 to 16'10 1/8" 16" 30.0 40.0 Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/wo(>dproducts/document-library,
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
Joseph Funk 6/8/2021 2:24:30 PM UTC
C&H Engineering and Surveying ForteWEB v3.2,Engine: V8.2.0.17, Data:V8.1.0.16
(406)587-1115 A
JOE@FUNK.IO Wcycrhacuscr File Name: 210424
MEMBER REPORT PASSED
Level 3, Floor:Joist 2
1 piece(s)11 7/8"THO 360 @ 16"OC
Overall Length: 18'3/8"
Q 0
17'o"
❑1
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 798 @ 17'5 5/8" 1080(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist
Ibs Shear Building Use:Residential
( ) 798 @ 17'S 5/8" 1705 Passed(47/o) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018
Moment(Ft-Ibs) 3409 @ 8'11 1/16" 6180 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso
Live Load DeFl.(in) 0.241 @ 8'11 1/16" 0.427 Passed(L/850) — 1.0 D+1.0 L(All Spans)
Total Load DeFl.(in) 0.422 @ 8'11 1/16" 0.570 Passed(L/486) — 1.0 D+1.0 L(All Spans)
TJ-Pro'Rating 44 40 Passed —
• Deflection criteria:LL(L/480)and TL(1-/360).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A structural analysis of the deck has not been performed.
•Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge-Panel(24"Span Rating)that is glued and nailed down.
•Additional considerations for the TJ-ProRating include:None.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-DF 5.50" 4.25" 1.75" 357 476 833 1 1/4"Rim Board
2-Hanger on 11 7/8"GLB beam 6.75" Hanger- 1.75"/-2 364 486 850 See note 1
•Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed.
•At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger
•1 See Connector grid below for additional Information and/or requirements.
•2 Required Bearing Length/Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 5'1"o/c
Bottom Edge(Lu) 17 4"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector:Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2-Face Mount Hanger I IUS2.37/11.88 2.00" N/A 70-lOdx1.5 2-Strong-Grip
•Refer to manufacturer notes and Instructions for proper Installation and use of all connectors.
Dead Floor Live
Vertical Load Location Spacing (0.90) (1.00) lComments
1-Uniform(PSF) 0 to 18'3/8" 16" 30.0 40.0 Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
Joseph Funk 6/8/2021 2:24:50 PM UTC
C&H Engineering and Surveying ForteWEB v3.2, Engine:V8.2.0.17, Data:V8.1.0.16
(406)587-1115
JOE@FUNK.IO Weyerhaeuser File Name: 210424
2ND FLOOR FRAMING
------ —f
'aosi mulsirr'
(tn s
1'd 01
'rd.ln - -
1 aI
10
'ramp s
n
'L'd—
p
1
'du rose oiavL J3ii p
1
F .yy].a9i�mLY39'311
E �
3'am
. o
_a 1
'1'd 01C1 ¢
YY 4 l�j• O.
?3
]'
'1'd OITL I . 0
Uim
61,
<<e '1'd Oi14
'Win I
r
ll_. '�_.� � i!"• � 'ham � -=a
• ] of 11
A � tlOH -V32C
�1 J
BEAM CALCULATIONS
ElNotes:
rrr �r-�-
,'F
l 7 ft Mmax k*in Sreq'd in-3 USE
R1 k 2 k Ireq'd in-4 -OR-
w(f) dl ?,0 lb/ft Ix hand calc. Sx hand calc. Ix =
w((,) dl >
w(r) tl -'1) lb/,ft7 Sx =
w(�) 11 1-t
Notes: 'Z, ZZ' F: Zk
0'
t ft Mmax k*in Sre q'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(F) dt 31) tb/ft Ix hand catc. Sx hand calc. Ix =
w(k) dl /5
w(f') 11 q0 tb/ff- Sx =
w(R) It H
/1 Notes: 2,111 F, Z,
fir
(Y
l ft Mmax k*in Sreq'd in-3 USE,,
r )(3/, 111�'/L`' LJ L
R> k IR
2 k Ireq'd in-4 -OR-
w(F) dl lb/fe Ix hand catc. Sx hand catc. Ix =
w(R) dt tS
w(r) 11 �a lb/ft Sx =
W(R) it 1-1 9
i PROJECT NAME: NO.: DATE:
LOADS:
BEAM CONFIGURATIONS: L L
(
Engineering and Surveying Inc. y L R
1091 Stoneridge Drive•Bozeman, MT 59718 j
Phone(406)587-1115•Fax(406)587-9768 R L
www.chengineers.com•info@chengineers.com 1 R
BEAM CALCULATIONS
Notes:
0 la,
1 i ft Mmax k*in Sreq'd in-3 USE
R> k 2 k Ireq'd in-4 -OR-
w(p) dl 15 lb/ff- Ix hand calc. Sx hand calc. Ix =
w( ) d1
W(Q) l l i; l b/f t" Sx =
w( ) ll
❑ - Notes: �� Z' p_ yt
ii f 7
0 3�
1 3 ft Mmax k*in Sre q'd in-3 USE
l Z�?a:1I7
R> k 2 k Ireq'd in-4 -OR-
w(r) dl 3 o lb/ft'" Ix hand calc. Sx hand calc. Ix =
w(p,) dl (5
W(F) 1l Ito lb/ft'' Sx =
w
Notes: F;Z\, F ,Z�
0' 3
1 3 ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in�4 -OR-
w(1=) dl 3z:> lb/ft Ix hand calc. Sx hand calc. Ix =
w(r<) dl 15
w(G) 11 D lb/ft Sx =
=;
PROJECT NAME: NO.: DATE:
LOADS:
BEAM CONFIGURATIONS: L L R
Engineering and Surveying Inc. 9 L R
1091 Stoneridge Drive•Bozeman, MT 59718
Phone[406)5B7-1115 •Fax(406)587-9768
vwvw.chengineers.com•info@chengineers.com R R L
i.
BEAM CALCULATIONS
1
Notes:
1 S ft Mmax k*in Sreq'd in-3 USE S ',y`
RI k 2 k Ireq'd in-4 -OR-
w(5) dl ,v lb/ft' Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(S) 11 109 lb1f& Sx =
w( ) 1l
Notes:
' Lj' z'
1 i L ft Mmax k*in Sreq'd in-3 USE
(-fDxls �
R I k 2 k Ireq'd in-4 -OR-
w(S) dl 60 lb/fe Ix hand calc. Sx hand calc. Ix =
w( ) dl
w(S) It �0 1b1ft� Sx =
w( ) It
Notes:
1 15 ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(: dl 30 1b/ft Ix hand catc. Sx hand calc. Ix =
w( ) dl
w('"-) It q-0 lb1ftz Sx =
w( ) ll
C PROJECT NAME: NO.: DATE:
LOADS:
BEAM CONFIGURATIONS: L L R
Engineering and Surveying Inc. L R
1091 5toneridge Drive•Bozeman,MT 59718
Phone(406)587-1115•Fax(406)587-9768 R L
www.chengineers.com•info@chengineers.com y R
BEAM CALCULATIONS
Notes:
C) 6 v°
1 ft Mmax k*in Sreq'd in-3 USE „
R 1 k 2 k Ireq'd in-4 -OR-
w(;7) dl lb/fe Ix hand calc. Sx hand calc. Ix =
w( ) dl
Sx =
w(p) 11 lb/ft
w( ) it
Notes:
'1 _,f �?
r,
s
ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w(�,) dl E5 lb/ft? Ix hand catc. Sx hand calc. Ix =
w( ) dl
w(L) 11 t lb/ft�_ Sx =
w( ) 1t
Notes:
135` 4E;�
l ft Mmax k*in Sreq'd in-3 USE
RI k 2 k Ireq'd in-4 -OR-
w( ) dl lb/ft Ix hand catc. Sx hand calc. Ix =
w( ) dl
w( ) It lb/ft Sx =
w( ) ll
i PROJECT NAME: NO.: DATE:
LOADS:
BEAM CONFIC URA TIONS: L L
Engineering and Surveying Inc. L R
1091 Stoneridge Drive•Bozeman, MT 59718
Phone(406)587-1115•Fax(406)587-9768 y R L
www.chengineers.com•info@chengineers,com R
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:cacuations,ec6
Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.17
NAMi1
Description : 2nd Floor& Lower Roof Framing 1-12
Wood Beam Design : BEAM1
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DouglasFir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=12.0 ft
Design Summary _ 8,
Max fb/Fb Ratio = 0.798
fb:Actual: 767.77 psi at 2.500 ft in Span#1
Fb:Allowable: 962.50 psi
Load Comb: +D+L+H
Max fv/FvRatio= 0.483: 1 2-2x10
fv:Actual: 82.07 psi at 4.233 ft in Span#1 5.0 n
Fv:Allowable: 170.00 psi
Load Comb: +D+L+H Max De ections
Max Reactions (k) P L Lr $ yy F. N Transient Downward 0.026 in Total Downward 0.048 in
Left Support 0.99 1.20 0.21 Ratio 2274 Ratio 1246
Right Support 0.99 1.20 0.21 LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM2
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=22.0 ft
Unif Load: D=0.030, L=0,040 k/ft,Trib=2.0 ft
Design Summary
Max fb/Fb Ratio = 0.658
fb:Actual : 728.11 psi at 2.000 ft in Span#1
Fb:Allowable: 1,106.88 psi
Load Comb: +D+S+H
Max fv/FvRatio= 0.445: 1 ; z-2x,o
fv:Actual: 86.99 psi at 0.000 ft in Span#1 4.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L L[ a IN F- ti Transient Downward 0.020 in Total Downward 0.029 in
Left Support 0.79 0.16 1.80 Ratio 2363 Ratio 1642
Right Support 0.79 0.16 1.80 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:cacuafions.e
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM3
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-1.75x9.25, Microllam LVL, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: il-evel Truss Joist Wood Grade: Microl-am LVL 2.0 E
Fb-Tension 2,600.0 psi Fc-Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 42.010 pcf
Fb-Compr 2,600.0 psi Fc-Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 1,016.54 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=24.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft
Design Summary t
Max fb/Fb Ratio = 0.511 • 1 � _
fb:Actual: 1,529.23 psi at 3.000 ft in Span#1
Fb:Allowable: 2,990.00 psi a
Load Comb: +D+S+H
Max fv/FvRatio= 0.448: 1 2-1.75x9.25
fv:Actual: 146.69 psi at 5.240 ft in Span#1 6.0 ft
Fv:Allowable: 327.75 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) P- 1. LL $ iN F. ti Transient Downward 0.062 in Total Downward 0.090 in
Left Support 1.29 0.24 2.95 Ratio 1152 Ratio 802
Right Support 1.29 0.24 2.95 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM4
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 5.125x9,GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf
Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.060 k/ft,Trib=4,50 It
Design Summary
Max fb/Fb Ratio = 0.314. 1 0 0675o L o 270
fb:Actual: 753.38 psi at 5.000 ft in Span#1h;&
Fb:Allowable: 2,400.00 psi
Load Comb: +D+L+H 4 5.125x9
Max fv/FvRatio= 0.182: 1 10.0 ft
fv:Actual: 48.22 psi at 9.267 ft in Span#1
Fv:Allowable: 265.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) 12 L If a V ID H Transient Downward 0.109 in Total Downward 0.140 in
Left Support 0.39 1.35 Ratio 1101 Ratio 855
Right Support 0.39 1.35 LC: L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam ile:calculations.e
LRIRE Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM5
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-PHI 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=18.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft
Unif Load: D=0.0150, L=0.060 k/ft,Trib=4.0 ft
Design Summary
Max fb/Fb Ratio = 0.339. 1 -
fb:Actual: 375.32 psi at 1.500 ft in Span#1 *�
tat
Fb Allowable: 1,106.88 psi -
Load Comb: +D+0.750L+0.750S+H
Max fv/FvRatio= 0.240: 1 2-2x,o
fv:Actual: 46.93 psi at 2.230 ft in Span#1 3.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+0.750L+0.750S+H Max Deflections
Max Reactions (k) t2 L IL $ _e[ F. ti Transient Downward 0.005 in Total Downward 0.008 in
Left Support 0.59 0.48 1.11 Ratio 6848 Ratio 4249
Right Support 0.59 0.48 1.11 LC:S Only C:+D+0.750L+0.750S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM6
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2-2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-PHI 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=21.0 ft
Unif Load: D=0.030, L=0.040 k/ft,Trib=2.0 ft
Design Summary
Max fb/Fb Ratio = 0.354. 1
fb:Actual: 391.89 psi at 1.500 ft in Span#1
Fb:Allowable: 1,106.88 psi Y
Load Comb: +D+S+H
Max fv/FvRatio= 0.251 : 1 2-2x10 --z
fv:Actual: 49.00 psi at 2.230 ft in Span#1 3.0 ft
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) P_ L LL a Vu E ti Transient Downward 0.006 in Total Downward 0.009 in
Left Support 0.57 0.12 1.29 Ratio 5869 Ratio 4069
Right Support 0.57 0.12 1.29 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:caculations.e
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Steel Beam Design : BEAM7
Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16
STEEL Section : LL 5x3x1/4 LLBB, Fully Braced
Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.060, L=0.10 k/ft,Trib=5.0 ft
Design Summary
Max fb/Fb Ratio = 0.335: 1 D 0.30 L 0.50
Mu :Applied 2.541 k-ft at 2.500 ft in Span#1
Mn!Omega:Allow 7.586 k-ft
Load Comb: +D+L+H
Max fv/FvRatio= 0.045: 1
Vu:Applied 2.033 k at 5.000 ft in Span#1 5.0 ft
Vn/Omega:Allow 44.910 k
Load Comb: +D+L+H
Max Reactions (k) D L Lr 5 W E H Max Deflections
Left Support 0.78 1.25 Transient Downward 0.024 in Total Downward 0.039 in
Right Support 0.78 1.25 Ratio 2510 1543
LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Steel Beam Design : BEAM8
Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16
STEEL Section : C10x15.3, Fully Braced
Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.060, L=0.10 k/ft,Trib=6.0 ft
Unif Load: D=-0.060, L=-0.10 k/ft,4.0 to 8.0 ft,Trib=1.0 ft
Point: D=0.780, L=1,250 k @ 4.0 ft
Point: D=0.780, L=1.250 k @ 8.0 ft
Design Summary D(0.780)L(1.250) D(0.780)L(1.250)
Max fb/Fb Ratio = 0.607: 1
Mu:Applied 24.075 k-ft at 6.000 ft in Span#1
Mn/Omega:Allow 39.671 k-ft
Load Comb: +D+L+H
Max fv/FvRatio= 0.175: 1
Vu:Applied 7.562 k at 0.000 ft in Span#1 12.0 ft
Vn/Omega:Allow 43.114 k
Load Comb: +D+L+H
Max Reactions (k) D I: Lr 9i w E H Max Deflections
Left Support 2.91 4.65 Transient Downward 0.200 in Total Downward 0.326 in
Right Support 2.91 4.65 Ratio 719 442
LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:caculabons.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
Wood Beam Design : BEAM9
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 6.75x12,GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf
Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.030, L=0.040 k/ft,0.0 ft to 10.50 ft,Trib=13.0 ft
Unif Load: D=0.030, L=0.040 k/ft,10.50 to 15.0 ft,Trib=17.0 ft
Design Summa,
Max fb/Fb Ratio = 0.850. 1 D 0.390 L 0.520 __.....D(0.510)L(0.680) _
fb:Actual: 2,038.83 psi at 7.700 ft in Span#1
Fb:Allowable: 2,400.00 psi T' e
Load Comb: +D+L+H 6.75x12
Max fv/FvRatio= 0.481 : 1 15.0 ft
fv:Actual: 127.42 psi at 14.050 It in Span#1 i
Fv:Allowable: 265.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) 12 L Lr $ -W F. 1i Transient Downward 0.362 in Total Downward 0.644 in
Left Support 3.14 4.01 Ratio 497 Ratio 279
Right Support 3.52 4.51 LC:L Only LC:+D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : BEAM10
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2x8,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, L=0.060 k/ft,Trib=1,333 ft
Design Summary D o.02o L o.07998
Max fb/Fb Ratio = 0.278 1 F.
.:-
fb:Actual; 291.90 psi at 4.000 ft in Span#1
Fb:Allowable: 1,050.00 psi
Load Comb: +D+L+H 2x8 2x8
Max fv/FvRatio= 0.181 : 1 4.0 ft 2.50 ft i
fv:Actual : 30.77 psi at 3.400 It in Span#1
Fv:Allowable: 170.00 psi
Load Comb: +D+L+H Max Deflections
Max Reactions (k) P L Li: 5. 181 F. tl Transient Downward 0.019 in Total Downward 0.025 in
Left Support 0.03 0.10 Ratio 3120 Ratio 2438
Right Support 0.12 0.42 LC: L Only LC:+D+L+H
Transient Upward -0.001 in Total Upward -0.001 in
Ratio 9999 Ratio 9999
LC:L Only LC:+D+L+H
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam File:calculafions.e
Software copyright ENERCALC,INC.1983-2020,Build:12,20.8.17
�.�
Wood Beam Design : BEAM11
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 2x12,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch(North) Wood Grade: No.2
Fb-Tension 875.0 psi Fc-PHI 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 30.590 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=2.0 ft
Design Summary
Max fb/Fb Ratio = 0.992 i 1 D 0.030 s 0.0820
fb:Actual: 998.65 psi at 6.750 ft in Span#1 ""
Fb:Allowable: 1,006.25 psi
Load Comb: +D+S+H 2x12
Max fv/FvRatio= 0.307: 1 13.50 ft
fv:Actual: 60.10 psi at 12.600 ft in Span#1
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 12 L Lr $ ILV E B Transient Downward 0.266 in Total Downward 0.375 in
Left Support 0.23 0.55 Ratio 608 Ratio 431
Right Support 0.23 0.55 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Steel Beam Design : BEAM12
Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16
STEEL Section : W12x26, Fully Braced
Using Allowable Strength Design with ASCE 7-16 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D=0.0150, S=0.0410 k/ft,Trib=9.0 ft
Design Summate D 0.1350 S 0.3690
Max fb/Fb Ratio = 0.030: 1
Mu:Applied 2.799 k-ft at 1.750 ft in Span#1
Mn/Omega:Allow 92.814 k-ft
Load Comb: +D+S+H
Max fv/FvRatio= 0.037: 1 !�
Vu:Applied 2.063 k at 1.750 ft in Span#1 i 1.750 ft
Vn/Omega:Allow 56.120 k
Load Comb: +D+S+H 3.2501t
Max Reactions (k) D L Lr a w E B Max Deflections
Left Support -0.35 -0.79 Transient Downward 0.002 in Total Downward 0.004 in
Right Support 1.15 2.64 Ratio 9999 9999
LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward -0.000 in
Ratio 9999 Ratio 9999
LC: LC:+D+S+H
MEMBER REPORT PASSED
Level 2,Floor Joist 1
1 piece(s)11 7/8"T310 210 @ 16"OC
Overall Length: 16' 10 1/8"
0 p
16'4"
1❑ Q
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 742 @ 16'3 3/8" 1005(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist
Building Use:Residential
Shear(Ibs) 742 @ 16'3 3/8" 1655 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018
Moment(Ft-Ibs) 2952 @ 8'3 15/16" 3795 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD
Live Load Dell.(in) 0.229 @ 8'3 15/16" 0.398 Passed(L/835) — 1.0 D+1.0 L(All Spans)
Total Load DeFl.(in) 0.400 @ 8'3 15/16" 0.530 Passed(L/477) - 1.0 D+1.0 L(All Spans)
TJ-Pro^"Rating 43 40 Passed —
• Deflection criteria:LL(L/480)and TL(LJ360).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A structural analysis of the deck has not been performed.
•Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nalled down.
•Additional considerations for the TI-ProT"Rating Include:None.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-DF 5.50" 4.25" 1.75" 333 444 777 1 1/4"Rim Board
2-Hanger on 11 7/8"GLB beam 6.75" Hanger 1.75"/- 341 454 795 See note
•Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed.
•At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger
•1 See Connector grid below for additional information and/or requirements.
• Required Bearing Length/Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals Comments
Tap Edge(Lu) 4'2"o/c
Bottom Edge(Lu) 16'2"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector:Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2-Face Mount Hanger IUS2.06/11.68 2.00" N/A 10-10dxl.5 2-Strong-Grip
•Refer to manufacturer notes and Instructions for proper Installation and use of all connectors.
Dead Floor Live
Vertical Load Location Spacing (0.90) (1.00) Comments
1-Uniform(PSF) 0 to 16'10 1/8" 16" 30.0 40.0 Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to
www.weyerhaeuser.com/woodproducLs/document-library.
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
6/8/2021 2:24:30 PM UTC
Joseph Funk
C&H Engineering and Surveying ForteWEB v3.2,Engine:V8.2.0.17, Data:V8.1.0.16
(406)587-1115
JOE@FUNK.IO Wcycrhacuscr File Name: 210424
MEMBER REPORT PASSED
Level 2, Floor Joist 2
1 piece(s)11 7/8"THO 210 @ 16"OC
Overall Length:18'3/8"
i
1 0
15'9"
it �2
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 1943 @ 2'2 3/4" 2565(5,25") Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist
Shear(Ibs) 1067 @ 2' 1655 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential
Building Code:IBC 2018
Moment(Ft Ibs) 2237 @ 10'6 9/16" 3795 Passed(59%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:Aso
Live Load Defl.(in) 0.195 @ 9'10 3/16" 0.381 Passed(L/938) — 1.0 D+1.0 L(Alt Spans)
Total Load Defl.(in) 0.277 @ 10'1 1/2" 0.508 Passed(L/659) 1.0 D+1.0 L(Alt Spans)
TJ-Pro'"Rating 44 40 Passed — —
•Deflection criteria:LL(L/480)and TL(L/360).
•Overhang deflection criteria:LL(2L/480)and TL(2L/360).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge""Panel(24"Span Rating)that is glued and nalled down.
•Additional considerations for the TJ-Pro-Rating Include:None.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1-Stud wall-DF 5.50" 5.50" 3.50" 859 1084 125 2068 Blocking
2-Hanger on 11 7/8"GLB beam 6.75" Hangers 1.75"/- 262 436/-49 16 698/-65 See note 1
•Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
•At hanger supports,the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger
•1 See Connector grid below for additional Information and/or requirements.
•2 Required Bearing Length/Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 4'11"o/c
Bottom Edge(Lu) 4'11"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing Intervals based on applied load.
Connector:Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2-Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip
•Refer to manufacturer notes and instructions for proper Installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location Spacing (0.90) (1.00) (1.15) Comments
1-Uniform(PSF) 0 to 18'3/8" 16" 30.0 10.0 - Default Load
2-Point(PLF) 0 16" 300.0 360.0 82.0
ForteWEB Software Operator Job Notes
Joseph Funk
6/8/2021 2:31:28 PM UTC
C&H Engineering and Surveying ForteWEB v3.2, Engine:V8.2.0.17, Data:V8.1.0.16
(406)587-1115
JOE@FUNK IO Weycrhacuscr File Name: 210424
SEISMIC/WIND DESIGN
= M Project: West Side Flats 12-Plex Date: 5/17/21 Job No.: 210425
Client: JDS Architects, Inc.
CK
Location: Bozeman, MT By: EJT Sheet: 1 of 1
Engineering and Surveying Inc.
ASCE 7-16 Seismic Design Requirements-Equivalent Lateral Force Analyis Procedure
Code Information
Building Code: 12018 IBC Special Requirements,Addenda:
Governing Jursidiction: Montana None
Site Specific Calculations
Site Location: Design Loads:
ASCE 7-16 12.7.2 Effective Seismic Weight
Latitude 45.670 Roof Load
Longitude 111.109 Dead Load 15.0 psf
Snow Load 8.2 psf 20%of Pf when
Site Class D 3rd Floor Load Pf>30psf
Fa 1.22 Dead Load 30.0 psf
Fv 1.978 2nd Floor Load
Sms 0.885 Dead Load 30.0 psf
Sm1 0.418 1st Floor Load
Sds=2/3(Sms) 0.59 Dead Load 30.0 psf
Sd 1=2/3(S m 1) 0.27867
Wall Loads
Seismic Design Category D Framing Dead Load 8.0 psf
Table 1613.3.5(1) Stone Veneer Width 1 in. 13.3 psf
Wall Heights(ft) To mid depth of horiz. structure Areas: Stone ft^2 Framing ft^2
Level 1 4.5 Roof 5990
Level 2 13.5 3rd Floor 5270
Level 3 22 2nd Floor 5270
Parapet 1st Floor 0
Total 40 Wall 1 3005
Approximate Fundamental Period (12.8.2.1) Wall 2 3005
Ta=Ct"Hn^x Ct= 0.02 Wall 3 1355
Hn= 40 Wall 4 1355
Ta= 0.318108292 x= 0.75
Seismic Base Shear ASCE 7-16 12.8
Occ. Catergory Importance Factor F No. of Stories Seismic Dead Load
I or II 1 1.0 1 Areas: Weight
III 1.25 1.1 2 Roof 138968lb
IV 1.5 1.2 3 3rd 158100lb
2nd 1581001b
Response modification factor(Tb.12.2-1): R= 6.5 1st 0 lb
Importance Factor(11.5.1)= 1= 1 Wall 1 24040 lb
Seismic Response Coefficient= Sds/(R/1) Cs= 0.091 Wall 2 24040 Ib
V=Cs"W"F V= 0.109W Wall 3 10840 1b
Wall 4 10840 Ib
Seismic Base Shear(V) V= 57.18 K
Allowable Stress Design Reduction 0.7"V= 40.04 K (IBC 1605.3.1) W= 524928 lb
Seismic Design Loads Bozeman
Shear Redistrubtion
Total Shear= 57.18 K
Level H (FT) W (Kips) HW HW/SUM(HW) F (Kips) Sa (gray.) 0.7V (Kips)
1 9 184.18 1657.62 0.183097123 10.46949 0.0568 40.03
2 18 182.98 3293.64 0.363808357 20.80256 0.1137 32.70
3 (Roof) 26 157.768 4101.968 0.453094521 25.90794 0.1642 18.14
Totals 1524.928 19053.228 11 157.18
C Project: West Side Flats 12-Plex Date: 5/17/21 Job No.: 210425
Client: JDS Architects,Inc.
Location: Bozeman,MT By: EJT Sheet: 1 of 1
Engineering and Surveying Inc.
Envelope Procedure, Part 2
Wind Speed from Fig.1609A= 115 MPH
Fig.1609B= 120 MPH
Fig.1609C= 105 MPH
28.4 Envelope Procedure,
MWFRS For Low-Rise Building.Part 2:Enclosed Simple Diaphragm Building(<_60 ft)
Roof Height h= 34 feet
Roof Pitch= 8.00 :12 =33.69 Degree
Building&Structure Risk Category= II,standard IBC T-1604.5
Wind Speed V= 115 MPH Fig.26.5-1A,MRI=700 yrs
Topography factor Kn= 1.00 26.8, Figure 26.8-1
Exposure C
Height Adjustment factor 1,= 1.44 Fig 28.6-1
-10.23F -7.24H
0.94G -17.78H 13.06E 11.33G
2.68E -20.62F
18.57D
23.29E 33.7 deg.
Case A Case B
27.07C Force in PSF 27.07C Force in PSF
34.00A 34.00A
=42ft =128ft
Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively.
For Case B use 6=0°
Total horizontal load shall not be less than that determined by assume p s =0 in zones B&D
a=10%of least horizontal dimension or 0.4h, whichever smaller,but bot less than either 4%of least horizontal dimention or 3ft.
10%of least dimension= 4.2 ft G
40%of the eave height= 13.6 ft
4%of least dimension or 3ft= 3.0 ft
therefore a= 4.2 ft
2a= 8.4 ft
Wall Pressure,Pw= 17.07 psf
Roof Pressure,PR= 11.71 psf
a-- --
I
a � -I /
1 ------------------
II I i
I - X
i � a1 -
I
I
q I
I
----- _-.--_a----------------
1 1 1 M
I
II
II
. 1
1
I
I
1
I
X
1
I ,
a'
1
I ,
I I
1
1
a'
I
I
J
II
l
II ' 1
.M
I
Ml �
I
C, .• I I X
'------------------ J I
II
a I
, I
I
I
� I
------ -- - ------- -------- ---Q- -- -------
M 2
1;`` z-.
xr �
0
v
�1 1
_3
a I
1
I
I I
li O I
I �
I
a
I
I '1 I m
1
I
I
I
I
1
- ----- --- ----- ---- - -- - -
I a
a
U
I j �
1 ,
1
1
a
ry N
I
Ji v�f 1
I I
1
U '
= I
_ la
1
r�
i f'Fl a 1
gyp+
I
I
I
ry I
i I -
'_
y ._ ..
---- - --
I
I
3 1
I
I
I
I �
1 ' 11
I �
I
la �r
cl,
J _9
Z ..m
-- - - , Q
�Q
--------------
i
I I
I I n
I I
V
I
I
I
I
____ --_1
I
I r
I I
- ---------- ------------- ----
--------------
------------------
I '
I , �
I '
I '
I I
I n I I I
I 1
i
a
U �
I
� 11
I 1 I
� I a I
r ' I
.I
I I
I
11
j U 11
h
, Z
I
I �
I ,
I
1
•1 1 -
I I
I
I
I ,
I
-�
1
I
I
o I
-------------------
--- -------------
I
--- ., �1
I I
I
�, I I
I -
I
0
I
I
' I I
r I I
' of I-
I 1
' i a
I � -
I I
I
�I I
I I agar
I
---------------------1. --- --------- --------
-J a
J
I 1 I'
"x-
�7-
e-6
-----------------------
----------
--------------I
T" Ar
------------ - -----z
24---
AiTt- gn_
-------------------
(VI
-----------
------- -- - ------ -- -F
-----------
-------------
--------------
LU
Lo
r6
3r. r
� v
r_
a
Q� 'Y
r `r
i
^yam
O
II •: � L
II �
' t �
I
1
f 1
�J 1
G-tom 1r {y `----- ----- ----- — ---- -- ---�-- ---
M V1
so I
41
------------------
M ;
N o N o o
M v e 1 l !
0 1
i
1 l
.xi
r �
t n ,o �n �� �� �'71•
vo I M
s M fn
� o �
EJ
�,l
O '
F I S
Ct
4 � _
Ui _ YYY\' may, 1
Yl f' 1
�y J
to
IPA
1
a.
EXTERIOR WALL HOLDOWN CALCULATION
Avg Wall Weight= 8 PSF
Fb=(WALL LENGTH)(WALL HEIGHT)(Wall Weight)
Fa=(WALL TYPE)(WALL LENGTH)
Fc=REQUIRED HOLDOWN
WALL
LENGTH Fb
FT Fc
14.5 4322
Fa3
A
8 FT SHEAR WALL
HDU HOLDOWN SCHEDULE 165.517 PLF
MEMBER
TENSION THICKNESS FASTER SIMPSON
SYMBOL HOLDOWN TYPE (LB) (IN) DIA. IN ANCHOR
HDU4 4565 2 2x6 5/8" SB5/8x24
Fat
Fc=1nd FLOOR REQUIRED
WALL
LENGTH
FT WALL TYPE PLF
14.5 2237 A
SHEAR WALL
9 FT 45.517 PLF
26 FT
Fat
1ST FLOOR STRAP SCHEDULE
SYMBOL HOLDOWN TYPE IMEMBER B
MST37 2705 2 2x6 I SHEAR WALL
9 FT 78.62 PLF
Fc=2nd FLOOR REQUIRED
WALL
LENGTH
FT WALL TYPE PLF
14.5 860 Fd
0
Fc f Fd
2ND FLOOR STRAP SCHEDULE
MEMBER
TENSION THICKNESS
SYMBOL HOLDOWN TYPE (LB) IN
None
24 LATERAL FORCE-RESISTING SYSTEMS
4.3.3.5 Shear Capacity of Perforated Shear Walls: low the opening,these areas shall be in-
The nominal shear capacity of a perforated shear wall eluded in the total area of openings.
shall be taken as the tabulated nominal unit shear ca- Where the opening height is less than
pacity multiplied by the sum of the shear wall segment h/3,an opening height of h/3 shall be
lengths, EL;, and the appropriate shear capacity ad- used
.justment factor, C, from Table 4.3.3.5 or calculated
using the following equation: h = height of the perforated shear wall
_ r Ltot EL, =sum of perforated shear wall segment
co (3-2r)ELi �4''-5� lengths,ft
1 4-3.4 SI say Wall Asp act Ratios
1+h °L Size and shape of shear walls shall be limited to
' the aspect ratios in Table 4.3.4.
wliere: 4.3.4.1 Aspect Ratio of Perforated Shear Wall
r = sheathing area ratio Segments: The aspect ratio limitations of Table 4.3.4
shall apply to perforated shear wall segments within a
L" = total length of a perforated shear wall perforated shear wall as illustrated in Figure 4D. Por-
including the lengths of perforated shear tions of N-valls with aspect ratios exceeding 3.5:1 shall
wall segments and the lengths of seg- not be considered in the sum of shear wall segments.
ments containing openings In the design of perforated shear walls to resist seismic
forces, the nominal shear capacity of the perforated
A total area of openings in the perforated shear wall shall be multiplied by 2b5/h when the aspect
shear wall where individual opening areas ratio of the narrowest perforated shear wall segment
are calculated as the opening width times included in the sum m of shear wall segment lengths,
the clear opening height. Where sheath- ELI, is greater than 2:1, but does not exceed 3.5:1.
ing is not applied to framing above or be-
7 allele 4.3.1.5 Sheay Carosvic6-�,,y
Wall Height,h Maximum Opening Height'
h/3 h/2 2h/3 5h/6 h
8'Wall 2'-8" 4'-0" 64' 6-8" 8'-0"
10'Wall 3'-4" 5'-0" 6-8" 8'-4" 10'-0"
Percent Full-Height Sheathing Z Effective Shear Capacity Ratio
10% 1.00 0.69 0.53 0.43 0.36
20% 1.00 0.71 0.56 0.45 0.38
30% 1.00 0.74 0.59 0.49 0.42
40% 1.00 0.77 0.63 0.53 0.45
50% 1.00 0.80 0.67 0.57 0.50
60% 1.00 0.83 0.71 0.63 0.56
70% 1.00 0.87 0.77 0.69 0.63
80% 1.00 0.91 0.83 0.77 0.71
90% 1.00 0.95 0.91 0.87 0.83
100% 1.00 1.00 1,00 1.00 1.00
I The m;ieinuun opening height shall be taken as the nrtsinnun opening clear height in a pedbrated shear wall Whcrc areas above and/or
be low an opening remain unsheathed,the lie i,lit oI'each upenin shall he derined as the clear height(it'[lie open im plus the unsheathed
areas
'rhe sum of the perlinatcd shear wall scgnunt lengths.EI.;.divided by the total length orthc perlorated shear wall.
AMERICAN WOOD COUNCIL
FOUNDATION DESIGN
ul
-j
Atr
- ----------—- ------------------------- ------------
---------- ---- ----=--ent=t---
---------- ---
ig
=34
--------------
i---- -----------
-—--------
------- -- --- ------
----- -- --------- ---- ------
--------------------
w----------
----------------------------il-/Z J�.
---- -—--------
------Gi
----------
---------- ---------
j- --- ---------------1)
---------
-----------------
--(P3-------—-----------tl
------------
oj F
--------------
-----------
------------
dJ
-- - -------
ws'..
-------------
r21
.IL ------------I----------------------------
�jl
Project: West Side Flats 18-Plex Date: 6/21/21 Job No.: 210424
Client: JDS Architects, INC
Location: Bozeman,MT By: JP,F Sheet: 1 of 1
Engineering and Surveying Inc.
Capacity of a Comldnuous Foofing
Footing information
Footing Callout: A B
Soil Bearing Capacity(pso: 2500 2500
Footing Width (in): 18 18
Footing Depth(in): 8 10
Footing Capacity
Footing"A"Capacity(plf)= 2500(18/12)-((8/12)(18/12))(150)=3,600 plf
Footing"B"Capacity(plf)= 2500(18/12)-((10/12)(18/12))(150)=3,563 plf
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing File:calcuations.ec6
.r
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
DESCRIPTION: C
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16
Load Combinations Used :ASCE 7-16
General Information
Material Properties Soil Design Values
fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf
fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
cp Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 3.5 ft
Min Steel%Bending Reinf. - Allow press,increase per foot of depth = ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft
Min,Overturning Safety Factor = 1.0 :1
Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes when max.length or width is greater an ksf
than Add Pedestal Wt for Soil Pressure No = ft
Use Pedestal wt for stability,mom&shear No
Dimensions
Width parallel to X-X Axis = 2.0 ft
Length parallel to Z-Z Axis = 2.0 ft Z
Footing Thickness = 8.0 in
I
Pedestal dimensions... x X
px:parallel to X-X Axis = 5.50 in -------h --- ------
pz:parallel to Z-Z Axis = 5.50 in
Height = in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in ---
$i o
Reinforcing
I $
Bars parallel to X-X Axis
Number of Bars = 3.0 - d r —
Reinforcing Bar Size = # 4 P k.
Bars parallel to Z-Z Axis
Number of Bars = 3.01
Reinforcing Bar Size = # 4 '
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a ...�
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load = 2.40 6.0 k
OB:Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = - k —
V-z = k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footin ile:calcuations.ec6
g Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
IMM&EII-1
DESCRIPTION: C
DESIGN SUMMARYNMEMEMESM-
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.9968 Soil Bearing 2.492 ksf 2.50 ksf +D+S about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.1450 Z Flexure(+X) 0.9210 k-ft/ft 6.353 k-ft/ft +1.20D+1.60S
PASS 0.1450 Z Flexure(-X) 0.9210 k-ft/ft 6.353 k-ft/ft +1.20D+1.60S
PASS 0.1450 X Flexure(+Z) 0.9210 k-ft/ft 6.353 k-ft/ft +1.20D+1.60S
PASS 0,1450 X Flexure(-Z) 0.9210 k-ft/ft 6.353 k-ft/t +1.20D+1.60S
PASS 0.2264 1-way Shear(+X) 18.602 psi 82.158 psi +1.20D+1.60S
PASS 0.2264 1-way Shear(-X) 18.602 psi 82.158 psi +1.20D+1,60S
PASS 0.2264 1-way Shear(+Z) 18.602 psi 82.158 psi +1.20D+1.60S
PASS 0.2264 1-way Shear(-Z) 18.602 psi 82.158 psi +1.20D+1.60S
PASS 0.2898 2-way Punching 47.622 psi 164.317 psi +1.20D+1.60S
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,D Only 2.50 n/a 0.0 0.9920 0.9920 n/a n/a 0.397
X-X,+D+S 2.50 n/a 0.0 2.492 2,492 n/a n/a 0.997
X-X,+D+0.750S 2.50 n/a 0.0 2.117 2.117 n/a n/a 0.847
X-X,+0.60D 2.50 n/a 0.0 0.5952 0.5952 n/a n/a 0.238
Z-Z,D Only 2.50 0.0 n/a n/a n/a 0.9920 0.9920 0.397
Z-Z,+D+S 2.50 0.0 n/a n/a n/a 2.492 2.492 0.997
Z-Z,+D+0.750S 2.50 0.0 n/a n/a n/a 2.117 2.117 0.847
Z-Z,+0.60D 2.50 0.0 n/a n/a n/a 0.5952 0.5952 0.238
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
Footing Flexure
Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn
Flexure Axis&Load Combination k-ft Surface in^2 in^2 in12 k-ft Status
X-X,+1.40D 0.2427 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.40D 0.2427 -Z Bottom 0,1728 Min Temp% 0.30 6.353 OK
X-X,+1,20D 0,2080 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D 0.2080 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50S 0.4308 +Z Bottom 0,1728 Min Temp% 0.30 6,353 OK
X-X,+1.20D+0.50S 0.4308 -Z Bottom 0.1728 Min Temp% 0.30 6,353 OK
X-X,+1,20D+1.60S 0.9210 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60S 0.9210 -Z Bottom 0.1728 Min Temp% 0.30 6,353 OK
X-X,+0.901) 0.1560 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+0.901) 0.1560 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.20S 0.2972 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.20S 0.2972 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.40D 0,2427 -X Bottom 0.1728 Min Temp% 0.30 6,353 OK
Z-Z,+1.40D 0.2427 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D 0.2080 -X Bottom 0.1728 Min Temp% 0.30 6353 OK
Z-Z,+1,20D 0.2080 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing File:caculabons,ec6
�.i
Software copyright ENERCALC,INC.19D2020,Build:12.20.8.17
DESCRIPTION: C
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi"Mn Status
k-ft Surface in"2 inA2 in"2 k-ft
Z-Z,+1.20D+0.50S 0.4308 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1,20D+0.50S 0.4308 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+1.60S 0,9210 -X Bottom 0.1728 Min Temp% 0.30 6,353 OK
Z-Z,+1.20D+1,60S 0.9210 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+0.90D 0,1560 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+0.90D 0.1560 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.20S 0.2972 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.20S 0.2972 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status
+1.40D 4.90 psi 4.90 psi 4.90 psi 4.90 psi 4.90 psi 82.16 psi 0.06 OK
+1.20D 4.20 psi 4.20 psi 4.20 psi 4.20 psi 4.20 psi 82.16 psi 0.05 OK
+1.20D+0.50S 8.70 psi 8.70 psi 8.70 psi 8,70 psi 8.70 psi 82.16 psi 0.11 OK
+1.20D+1.60S 18.60 psi 18.60 psi 18.60 psi 18.60 psi 18.60 psi 82.16 psi 0.23 OK
+0.90D 3.15 Psi 3.15 psi 3.15 psi 3.15 psi 3.15 psi 82.16 psi 0.04 OK
+1.20D+0.20S 6.00 psi 6.00 psi 6.00 psi 6.00 psi 6.00 psi 82.16 psi 0.07 OK
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu I Phi*Vn Status
+1.40D 12.55 psi 164.32psi 0.07638 OK
+1.20D 10.76 psi 164.32psi 0.06547 OK
+1.20D+0.50S 22.28 psi 164.32psi 0.1356 OK
+1.20D+1.60S 47.62 psi 164.32psi 0,2898 OK
+0.90D 8.07 psi 164.32psi 0,0491 OK
+1.20D+0.20S 15.37 psi 164.32psi 0.09351 OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing File:calculations.e
Software copyright ENERCALC,INC.1983.2020,Build:1210.8.17
DESCRIPTION: D
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16
Load Combinations Used:ASCE 7-16
General Information
Material Properties Soil Design Values
fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf
fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
cp Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = 3.50 ft
Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf
Min Allow /o Temp Reinf. = 0.00180 when footing base is below = ft
Min.Overturning Safety Factor = 1.0 :1
Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension
Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes = ksf
Add Pedestal Wt for Soil Pressure No when max.length or width is greater than
Use Pedestal wt for stability,mom&shear No
= ft
Dimensions
Width parallel to X-X Axis = 3.0 ft
Length parallel to Z-Z Axis = 3.0 ft Z
Footing Thickness = 10.0 in
Pedestal dimensions... x II X
px:parallel to X-X Axis = 5.50 in -----------
pz:parallel to Z-Z Axis = 5.50 in
Height = in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in i
m
Reinforcing W
Bars parallel to X-X Axis
Number of Bars = 4
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 4
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation �} -
....e..
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load = 5.0 16.40 k
OB:Overburden = ksf
M-xx = k-ft
M-zz = k ft
-x =
V-z = k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing File:ca cu ahons.e
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
DESCRIPTION: D
DESIGN SUMMARY _
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.9996 Soil Bearing 2,499 ksf 2.50 ksf +D+S about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.3577 Z Flexure(+X) 2.892 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S
PASS 0,3577 Z Flexure(-X) 2.892 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S
PASS 0,3577 X Flexure(+Z) 2.892 k-f/ft 8.086 k-ft/ft +1.20D+1.60S
PASS 0.3577 X Flexure(-Z) 2.892 k-ft/ft 8.086 k-ft/ft +1.20D+1.60S
PASS 0.3582 1-way Shear(+X) 29.425 psi 82.158 psi +1.20D+1.60S
PASS 0.3582 1-way Shear(-X) 29.425 psi 82.158 psi +1.20D+1.60S
PASS 0.3582 1-way Shear(+Z) 29.425 psi 82.158 psi +1.20D+1.60S
PASS 0.3582 1-way Shear(-Z) 29.425 psi 82.158 psi +1.20D+1.60S
PASS 0.4958 2-way Punching 81.466 psi 164.317 psi +1.20D+1.60S
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,D Only 2.50 n/a 0.0 0.6764 0.6764 n/a n/a 0.271
X-X,+D+S 2.50 n/a 0.0 2.499 2.499 n/a n/a 1.000
X-X,+D+0.750S 2.50 n/a 0.0 2.043 2.043 n/a n/a 0.817
X-X,+0.60D 2.50 n/a 0.0 0.4058 0.4058 n/a n/a 0.162
Z-Z,D Only 2.50 0.0 n/a n/a n/a 0.6764 0.6764 0.271
Z-Z,+D+S 2.50 0.0 n/a n/a n/a 2.499 2,499 1.000
Z-Z,+D+0.750S 2.50 0.0 n/a n/a n/a 2.043 2.043 0.817
Z-Z,+0.60D 2.50 0.0 n/a n/a n/a 0.4058 0.4058 0.162
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi'Mn Status
k-ft Surface in"2 inA2 in^2 k-ft
X-X,+1.40D 0.6280 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
X-X,+1.40D 0.6280 -Z Bottom 0.2160 Min Temp% 0,2667 8.086 OK
X-X,+1,20D 0.5383 +Z Bottom 0,2160 Min Temp% 0.2667 8.086 OK
X-X,+1.20D 0.5383 -Z Bottom 0.2160 Min Temp% 0.2667 8,086 OK
X-X,+1.20D+0.50S 1.274 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
X-X,+1.20D+0.50S 1.274 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
X-X,+1.20D+1.60S 2,892 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
X-X,+1.20D+1.60S 2.892 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
X-X,+0.90D 0.4037 +Z Bottom 0.2160 Min Temp% 0,2667 8.086 OK
X-X,+0.90D 0.4037 -Z Bottom 0.2160 Min Temp% 0,2667 8.086 OK
X-X,+1.20D+0.20S 0.8326 +Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
X-X,+1.20D+0.20S 0.8326 -Z Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.40D 0.6280 -X Bottom 0.2160 Min Temp% 0.2667 8,086 OK
Z-Z,+1.40D 0.6280 +X Bottom 0.2160 Min Temp% 0.2667 8,086 OK
Z-Z,+1.20D 0.5383 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.20D 0.5383 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing File:calculations.ec6
Software copyright ENERCALC,INC.19D2020,Build:12.20.8.17
DESCRIPTION: D
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status
k-ft Surface in12 in"2 inA2 k-ft
Z-Z,+1.20D+0.50S 1.274 -X Bottom 0,2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.20D-+0.50S 1.274 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.20D+1.60S 2.892 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.20D+1.60S 2.892 +X Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Z-Z,+0,90D 0.4037 -X Bottom 0,2160 Min Temp% 0.2667 8.086 OK
Z-Z,+0.90D 0,4037 +X Bottom 0,2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.20D+0.20S 0.8326 -X Bottom 0.2160 Min Temp% 0.2667 8.086 OK
Z-Z,+1.20D+0.20S 0.8326 +X Bottom 0.2160 Min Temp% 0.2667 8,086 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status
+1.40D 6.39 psi 6.39 psi 6.39 psi 6.39 psi 6.39 psi 82.16 psi 0.08 OK
+1.20D 5.48 psi 5.48 psi 5.48 psi 5.48 psi 5.48 psi 82.16 psi 0.07 OK
+1.20D40.50S 12.96 psi 12.96 psi 12.96 psi 12.96 psi 12.96 psi 82.16 psi 0.16 OK
+1.20D+1.60S 29.43 psi 29.43 psi 29.43 psi 29.43 psi 29.43 psi 82.16 psi 0.36 OK
+0.90D 4.11 psi 4.11 psi 4.11 psi 4.11 psi 4.11 psi 82.16 psi 0.05 OK
+1.20D+0.20S 8.47 psi 8.47 psi 8.47 psi 8.47 psi 8.47 psi 82,16 psi 0.10 OK
Two-Way"Punching"Shear All units k
Load Combination... Vu Phi*Vn Vu I Phi*Vn Status
+1.40D 17.69 psi 164.32psi 0.1076 OK
+1.20D 15.16 psi 164.32psi 0.09227 OK
+1.20D+0.50S 35.88 psi 164.32psi 0.2184 OK
+1.20D+1.60S 81.47 psi 164.32psi 0.4958 OK
+0.90D 11.37 psi 164.32psi 0.0692 OK
+1.20D+0.20S 23.45 psi 164.32psi 0.1427 OK