2021.0030.SF0005 plan 1876-2 yelm creek lot 5 Structural calcsSTRUCTURAL CALCULATIONS
For
Level Design, LLC
For
Rainier Capitol Group LLC
Plan 1876-2
Lateral & Vertical
Design
December 15, 2020
Project # 2020319
By
PRECISE ENGINEERING INC.
HAROLD HAHNENKRATT, P.E.
SCOPE:
Provide structural calculations for lateral and vertical design per the 2015
IBC. Plan to be built once at Yelm Creek Estates Lot 5
LOADS AND MATERIALS
Roof:
Comp Roofing 5.Opsf
Pre-engineered Trusses @ 24" oc 2.9psf
Roof Sheathing 1.5psf
Insulation t .2psf
5/8" GWB 2.8psf
Misc. 1.5psf
Dead Load = 14.9» 15psf
Snow Load = 25psf
Wall:
2x6 Studs @ 16"oc Dead Load = 1Opsf
Floor:
I joists at 16"oc Dead Load = 12psf
Part. Load = IOpsf
Live Load = 40psf
Wind:
110 MPH Exp. B (Per building department)
Seismic:
Site Class = D
Design Category = D
Use Group = I
R = 6.5
Cd = 4
Wo = 3
Soil:
= 1500 PSF, Assumed bearing capacity
= 38 PCF, Assumed Active Fluid Pressure
= 350 PCF, Assumed Passive fluid Pressure
= 0.45, Assumed Coefficient of Friction
= 110 PCF, Assumed Soil Density
Lumber:
2x > 4x = #2DF
6x > _ #lDF
GLB = 24f -v4 for simple span
= 24f -v8 for cont. and cantilever.
Concrete:
f c = 2500psi
Rebar = Grade 60
U.S. Seismic Design Maps
�xFpRs
„ CALIFCNNIA z
15716 View Dr Ct SE, Yelm, WA 98597, USA
Latitude, Longitude: 46.9561641, -122.6070614
s: stn
Chad:Dr.E..
Yelm e' ntfcai -
Churc
DL h of C
rli
Google
Date
I
Design Code Reference Document
Risk Category
Site Class
Page 1 of 3
Type
Value
Description
Ss
1.253
MCER ground motion. (for 0.2 second period)
SI
tR
MCER ground motion. (for 1.0s period)
SMs
'Ive SI Nt
Site -modified spectral acceleration value
SMI
.... _ .
Site -modified spectral acceleration value
SDs
0.835
I
ri
0.499
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
i W.View Dr;
Seismic design category
Fa
1
Site amplification factor at 0.2 second
F„
k/-ew.DrNW`w' : Map;data 02020
12/15/2020, 12:42:53
PM
0.5
ASCE?-10
I I
FPGA
1
D -Stiff Soil
PGAM
i
Type
Value
Description
Ss
1.253
MCER ground motion. (for 0.2 second period)
SI
0.499
MCER ground motion. (for 1.0s period)
SMs
1.253
Site -modified spectral acceleration value
SMI
0.749
Site -modified spectral acceleration value
SDs
0.835
Numeric seismic design value at 0.2 second SA
SDI
0.499
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
D
Seismic design category
Fa
1
Site amplification factor at 0.2 second
F„
1.501
Site amplification factor at 1.0 second
PGA
0.5
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.5
Site modified peak ground acceleration
TL
16
Long -period transition period in seconds
SsRT
1.253
Probabilistic risk -targeted ground motion. (0.2 second)
SsLIH
1.271
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
1.5
Factored deterministic acceleration value. (0.2 second)
S1RT
0.499
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.53
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D
0.6
Factored deterministic acceleration value. (1.0 second)
PGAd
0.5
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRs
0.986
Mapped value of the risk coefficient at short periods
https:Hseismicmaps.org/ 12/15/2020
ps30
Pitch
Roof
Wall
2:12
-7.2
17.76
3:12
-6.5
19.65
4:12
-5.7
21.5
5:12
-0.5
21.4
6:12
6.87
20.3
>7:12
13.3
19.4
LATERAL DESIGN
Wind Loading:
ps=AKZtp830
ASD Ps = .6 AKztps30
Wind Speed
Exposure
Roof Pitch
A= 1
Kxt = 1
Simplified (ASCE 7.10 Chapter 28 Part 2)
110 mph
B
5:12, 7:12
ps30 = 13.3 (Roof)
21.4 (Wall)
ASD
ps= 8.0 (Roof)
12.8 (Wall)
Ps=
ps
Seismic Loading: Section 12.4,12.8 ASCE7-1 0
Eh=rQh Qh=V
V= CSW
CS=SDS/1.4R
E=(1.3SD5/1.4R)W
SDS 0.831
Minimum Loading
8.0 (Roof)
16.0 (Wall)
(ASD) Minimum Loading
4.8 (Roof)
9.6 (Wall)
R = 6.5 (Wood Shear Wall)
R = 1.5 (Cantilever Column)
V= 0.119 Wt. (Wood Shear Wall)
V= 0.514 Wt. (Cantilever Column)
r=1.3
PATIO
_i
Du
' !_.•-3'X,3 _3,
i
1'-3' [ 12• G` 13.•6, i �• �,
I
KITCHEN
••3xI3-3• � � -- j
w
_ ----- 3n ria � , =( =FL �� DINING ARBA W I : ,
--ivs-a�L _z hFes. s�e�s
CREAT ROOM
EA- N5 I-aL AND
Ll
PANTRY
lGl�i
t
G r _- _N T. N<_E '
N
3 MN RATED GCOR-
I 6EL.` I -L0 i11,1s. ;R3 .5.1
Aecug
4' 50L_Ar-zc
GC292 'FUE FE
E3I.6Ru. G ..RE..!, 3a
— .._
tt
i I�.�
2 GAR GARAGE
23 -3'x23 -3'
POWDESg
-6 X5'-3 ,
i
RU _DING -INE WaVE
IfNf Ri
160 Ct-C
?oro
FCST I., ! CER JN' �V
(
' t
I 2'_6• 3`_i3' i T-3' I X-4' I 2,-1, 3 „ 3, ! 6'-L' i 2'-0' t
— f-- f --� —- —
-3.
MAIN FLOOR PLAN
� 2018 Level Design, LLC. �—SCALA: 1/4" =1'-011
- ALL DOOR/WINDOW HEADERS TO BE -x10 DF12 AT 2x6 BEAR NG WALLS , 0,0., a'-0>' MAX. SPAN
M U=An==a T/1 G.w A.." ncs, AT ')-A ==AJ1A1e- 1 Al t G ilMl'l .,'_r' MAv O•MAK1
Two Story Wind to Diaphragm
Roof Ht. Wind Load Length Total Load
A -B Roof
1 4.0 111.0 35.0
Wind
Upper Plate Height
8.1 Roof
8
Main Plate Height
9 Walls
12.8
Floor Depth
1
Diaphragm
Roof Ht. Wind Load
Length
Total Load
1-2 Roof 7.5 0.0 111.8
36.0
4026.2
Upper 122.2
36.0
4400.6
SUM
8426.9
Roof Ht. Wind Load Length Total Load
A -B Roof
1 4.0 111.0 35.0
3886.4
Upper
0 122.2 35.0
4278.4
SUM 8164.8
co
Ln
0)
v Q
0
o �
O
N O
0 C)T
O
O
a�
ai
ai
N
0
CL
O
2 L
L
Ln
00
0
CD
00
(rj
N
r
N
r
CV
m
C�
a)
0
U
U
c�
c
d
U
c
M
c
.D
i�
's
Z
�
U)
Uti
o
a
o
0
fl
m
m
O
T
T
T
N
T
N
co
LO
U
�
coLOLO
N
—,o
10
-0
O
m
rn
T
00
T
rn
�
OO
r
0)
r
T
M
T
to
Q
CL
a
a
co
0
0
0
nm
-z
coLn
I- Q
M
N
U
U_
r
c
-,,rLo
"a
E
m
N
rn
pE
U
U
to
CO
U
CL
0
0
0
0
�
LCA
(0
rl_
00
ClS
—0co
U
Q
N
C�
�
000
E
(m0
0)
0
O
lool
d
(0
Ir
CA
Lq
N �
r
M
Q.
(D
4
O
T
M
I~
T
0)
.1
N
N
O
r
r
a1 r ,
00
O
O
r
Ln
r
co
CO
N
N
N
N
Lf)
mm
M
J
�
U
mE
0
0
N
0
C
.0
(6
co
N
6
Lei
m
C'7
r
[-
(Y)
m
C:
O0
N
fti
N
N
O
U
m O-
0
0
0
N
m
N
Uco�
r-
N
O
o
N
O
00
O
0
T
a
Q
CL
O
J
`'
O
O
O
L
m
�
CV
m
m
m
T
Q
N
O
Q
.J
co
M
�
U
(�
U
.N
ca)
O
O
T
CV
U
O00
O
O
a�
ai
ai
2 L
D
Q
00
o
cri
m
C�
0
c
Z
Uti
0
0
0
m
H0
co
LO
�.
�
coLOLO
—,o
m
rn
E
�
o
rn
�
OO
r
0)
r
T
M
T
to
(0
T
co
0
0
0
coLn
I- Q
c
-,,rLo
m
rn
d
r
�
—0co
Q
N
C�
000
O
(m0
U)
d
(0
CA
Lq
N �
r
M
(D
4
O
T
I~
T
0)
.1
N
N
O
r
r
a1 r ,
O
O
O
Un
Ln
co
N
N
N
mm
M
J
X00
0
0
0
(fl
(6
co
6
Lei
m
C'7
r
[-
(Y)
m
C:
O0
N
N
N
O
m O-
0
(NV
N
N
r-
N
O
o
N
O
O
a
Q
CL
O
J
`'
O
O
O
L
m
�
CV
m
m
m
T
Q
m
Q
.J
VJ
z
0
0
a
0
J
IAllll
IIII
IIIIIII�I�I�I
Mei
o��i�
ii
�i�
iii
iii
�
��ii
�
����u
C
'�
�.�
�����
���
dp
•.i to uo MO
U r m v r
ro 0 N m m
MV Nr
ro
U
0Nv'Nm
0 •�AA�A
,�mxx�x
0
x
0
ro
4444W
=� ri
.i rl
W
ri
7i
44W
ri
W W
.-I rA
ro
N 0
0 0
0
U N
N
m N
04
g w
m mv�
14cC
la
04 U
�v M
M u7
m m
to m
ri
0
G
ro
U
v
v
N N
N(a
N
N
m m
m N
Nmmmmm
mmmmm
(11�
a)
Nw
ro
r r
M m
m
ro
m
O
O
0
O
a0N
M
N
O
m 10
N
�
r
O
dp
•.i to uo MO
U r m v r
ro 0 N m m
MV Nr
ro
U
0Nv'Nm
0 •�AA�A
,�mxx�x
0
x
0
ro
b
�
w
� v
4
d�
41
p
pp
14cC
i
0
G
C
ty
G
Nw
`" m
r r
M m
m
m
11
m mm
0
a0N
M
N
O
m 10
N
M
r
.
.
m
m
z
r
mi
m
.N-1
m
N
q
w
m m
ID
m m
m
m
U
M
�ro
0
m
0
m
0
m
0
mss
o
m
U)
m
ro
a
o
0
0 0
O O
o o
O J
O
e
rl r -I
r -I rl
rl rl
rl
ri
ro
°° g
o
r
�n H
N
W'Ar
0 O
N
r .co
� ro
m
1~
4
g,-I
O
O
.� m
10 1
m rn
m m
m In
m ¢,
m
tT
N
rl
O u1
M O
m
W
m
E .3
M N
M
NN
rl
N
4j
4
O
m
r
q!
p�ji
N
N
N
N
rl �
•�
�
V�
N
N
�
•.i
O O
u
N
r
N
O O
M O
O
O
r N
p
4o io
M
O
O O
O O
O
O
y
cc
N N
00
N N
,N
00
90
M c
O
O
MN
mNC,C4
ONm
RO
m
m rlrlN
.-I C7
N
v
a
a
a
a
a
a
N
rl
N
FC
W
�
Table 1., Recommended Allowable Design "Values for APA Portal Frazee Used on a Rigid -Base
Minimum Width
(in.)
Maximum Height
(ft)
Allowable Design (ASD) Values per Frame Segment
Shear[',') (Ibf) Deflection (in.)
load Factor
8
850 0.33
3.04
16
10
Q5 0.44
2.47
8
1,675 0.38
2.88
24
10
'
1,125 t 0.51
3.42
Foundation for Wind or Seismic Loading c:�,n,e,dl `q
(a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by
the specific gravity adjustment factor = (1 - (0.5 - SG% where SG = specific gravity of the actual framing. This adjustment shall not be greater than
1.0.
(b) For construction as shown in Figure 1.
(c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear
design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.).
(d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted.
(e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design.
(f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted
to be used cumulatively with the wind -design adjustment factor in Footnote (e) above.
Figure 1. Construction Details for APA Portal -Frazee Design with bold Downs
- Extent of header with double portal frames (two braced wall panels) --
----- Extent of header with single portal frame --------.=
(one braced vrall panels)
Header to jack -stud strap
-- 2' to 18' rough width of opening - per wind design min 1000 Ibf
_ for single or double portal an both sides of opening
' opposite side of sheathing
Pony
wall r`
height • i
-- Min. 3" x 11>1I4 nefheader� �s Fasten top plate to header
- 4 `
i with two rows of 16d
steelireader notallowed �' sinker nails at 3" o.c. typ
4' r,
'f
Fasten sheathing to header with 8d common or 4, ' f Min. 31$" wood structural
12' galvanized box nails at 3" grid pattern as shown panel sheathing
max s � !
total Header to jack -stud strap per wind design.
wall Min 1000 Ibf on both sides of opening opposite
height side of sheathing.-- If needed, panel splice edges
j j f shall occur over and be
01
Min. double 2x4 framing covered with min 3/8" nailed to common blocking
max thick wood structural panel sheathing with within middle 24" of portal
height ' 8d common or galvanized box nails at 3" o.c. _ height. One row of 3" o.c.
in all framing (studs, blocking, and sills) typ. ! [ i nailing is required in each
i ij
! ! : pone) edge.
F'I i
Min length of panel per table 1 -.— -Typical portal frame
construction
i Min (2) 3500 Ib strap -type hold-downs
(embedded into concrete and nailed into framing) - a - Min double 2x4 post (king
and jack stud). Number of
i I _" _ t- Min reinforcing of foundation, one #4 bar jack studs per IRC tables
- '---' /t' top and bottom of footing. Lap bars 15" min. t R502.5(l) & (2).
Min footing size under opening is 12" x 12". A turned -down .----- — Min 1000 Ib hold-down
slab shall be permitted at door openings. device (embedded into
concrete and nailed
Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 - into framing)
with 2'x 2'x 3/16" plate washer
2 0 2014 APA -The Engineered Wood Association
TYPICAL SHEAR WALL NOTES
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than
12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below
requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8"
diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block".
All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer.
All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear
walls.
FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER
All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -dipped
zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails,
timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc
coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather
must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the
contractor shall coordinate connector/fastener coating requirements with recommendations from
connector/fastener manufacturer and type of pressure treating chemical and retention being used.
See Section 2304.10.5 of the 2015 IBC for additional information.
ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING
LUMBER SHALL BE DOUG -FIR #2 OR BETTER.
NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted
otherwise. Nail all holes with 16d sinkers.
Double studs may be use as a substitute for 3x nominal framing call out below.
Studs MUST be glued and nailed together with (2) lines of 10d's at 3" on center
staggered.
Horizontal blocking for shear walls nailed with 8d's shall be minimum of 2x flat and
shear walls nailed with 1 Od's shall be minimum of 3x flat.
SHEAR WALL SCHEDULE
ANsheathing nailed with 8d's at 6" on center all edges.
HOLD DOWN SCHEDULE
It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all
structural framing. Anchor bolt to be located nearest the corner or opening at the end of the
shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on
either side. Holdown stud to be coordinated with shear wall panel edge framing
requirements. Larger stud size controls
* For holdown anchor bolt embedment greater that foundation depth, thicken footing
for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear
below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of
longitudinal rebar at this location.
HD U-2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to
double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood
Screws in wall above.
HDUS attaches to concrete foundation with a Simpson SSTB 24. HDU5 attaches to
double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood
Screws in wall above.
MSTA 49 Simpson MSTA 49 is a floor to floor strap that is centered on the rim joist.
The strap attaches to a minimum of a single stud in the wall above and below.
Shear wall boundary member and Holdown member requirements will
usually control member size. Install per Simpson's requirements.
_........ -_- SCALE: 1/4" =1'-0••
ALL BEAT 5 AND �,=A EHR5 "O .5E4X8 D= AT ?X6 BEAR\G UALL5, U.\.0., fo -E' MAY.. SFAN
ALL BEAT 5 AND HEADER5 'O BE 4X0 D= 12 AT 2X4 BEAR NG W LL5. JN.O.. c` -O' MAXf5FAN
e4 -AD= -r. ARE45 INDICATE OYERERAM IG 2X6 S 24' C.C.. UN,C.
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 'I3 JUN 2019, 8:34AM
Multi 1i+ 1m le Beim `
I' p
z
Elle C:\Users\Harold\DOCUME-7\ENERCA-1lPlan 1870-2.ec.6 .
..
Software copyright ENERCALC, INC. 1983-2019, BUII.d:10.18.12.31 ,.
i.rr:r
+D+S+H
Description: Roof Framing
0.402: 1
Wood, Beam Design: A
83.11 psi at 4.400 ft in Span # 1
Max Reactions
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Total Downward
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension 900 psi Fc - PHI 1350 psi Fv
180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft
575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 18.50 ft
Design Summary
Max fb/Fb Ratio = 0.878. 1
fb : Actual :
905.05 psi at 2.500 ft in Span # 1
Fb: Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.402: 1
fv : Actual :
83.11 psi at 4.400 ft in Span # 1
D 0.2775 S 0.4625
4x8
5.0 ft
Fv : Allowable:
207.00 psi
2.000 ft in Span # 1
Fb: Allowable:
1,337.03 psi
Load Comb:
+D+S+H
Max Deflections
Max fv/FvRatio =
Max Reactions
(k) g L Lr 8 W E
H Transient Downward 0.037 in
Total Downward
0.059 in
Left Support
0.69 1.16
Ratio 1631 >240 Ratio
1019 >240
Right Support
0.69 1.16
LC: S Only
LC: +D+S+H
S W E
Left Support
Transient Upward 0.000 in
Total Upward
0.000 in
0.09
0.15
Ratio 9999
Ratio
9999
LC:
LC:
Wood Beam
Design : , B
Calculations per NDS 2015, IBC 2015, CBC 2016;
ASCE. 7.10
BEAM Size:
4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10
Load Combinations, Major Axis Bending
Wood Species :
Douglas Fir - Larch
Wood Grade: No.2
Fb - Tension
900 psi Fc - Pril 1350 psi
Fv 180 psi Ebend- xx
1600 ksi Density
31.21 pcf
Fb - Compr
900 psi Fc - Perp 625 psi
Ft 575 psi Eminbend - xx
580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 3,0 ft
Design Summary
Max fb/Fb Ratio = 0.070.1
fb : Actual :
93.93 psf at
2.000 ft in Span # 1
Fb: Allowable:
1,337.03 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0.048: 1
fv : Actual :
9.93 psi at
0.000 ft in Span # 1
Fv: Allowable:
207.00 psi
Load Comb:
+D+S+H
Max Reactions (k)
D L Lr
S W E
Left Support
0.09
0.15
Right Support
0.09
0.15
4x6
4.0 ft
H Transient Downward 0.002 in Total Downward 0.004 in
Ratio 9999>240 Ratio 9999 >240
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Seem
Beam Design: C
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: '13 JUN 2019, 8:34AM
File = C:1Users\Harold4D0C0ME-1\ENERCA-11Plan 1870-2.eC6 :.
Software copvrfght ENERCALC, INC. 1983-2019, Build: 10,18.12.31 ,
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Pril 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft
Design Summary
Max fb/Fb Ratio =
0.110: 1
fb : Actual :
146.76 psi at 2.500 ft in Span # 1
Fb : Allowable:
1,335.02 psi
Load Comb:
+D+S+H
Max fv/FvRatio =
0,065: 1
fv : Actual :
13.48 psi at 4.400 ft in Span # 1
Fv : Allowable:
207.00 psi
Load Comb:
+D+S+H
D(0,0450) S 0.0750
0���N
4x8
5.0 ft
Max Reactions (k) D L Lr S W E H Transient Downward 0.006 in Total Downward 0.010 in
Left Support 0.11 0.19 Ratio 9999>240 Ratio 6289 >240
Right Support 0.11 0.19
LC: S Only LC: +D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
gF�
SCALE: 1/4" =1'-O"
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu Item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
= 0.620: 1
Title Block Line 6
Printed: 13 JUN 2019, 9:01AM
Nillltl ie SII�lI l@ beam
File =C:\Users\HaroldlbbcUME-1\ENERCA-1\Plan 1876-2,ec6 .
p, p
Software copyright ENERCALC, INC. 1983-2019, Bulid16.18.12.31..•. -
Description : Roof Framing
Wood Beam Design:. A
Calculations per NDS 2015, IEC 2015, CRC 2016, ASCE 7-10
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=18,50 ft
Unif Load: D = 0.0960 k/ft, Trib=1.0 ft
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft
Design Summary
Max fb/Fb Ratio = 0.979: 1
fib : Actual : 1,201.33 psi at 3.000 ft in Span # 1
Fb: Allowable: 1,227.30 psi
Load Comb : +D+0.7501 -+0.750S+1-1
Max fv/FvRatio = 0.557: 1
fv : Actual : 115.24 psi at 5.240 ft in Span # 1
4X10
6.0 ft
Fv: Allowable:
207.00 psi I
I
S = 0.0250 k/ft, Trib=18,50 ft
II
Load Comb:
+D+0.750L+0.750S+H
Max Deflections
Max fb/Fb Ratio
= 0.620: 1
Max Reactions (k)
D L Lr S w E
H Transient Downward 0.061 in
Total Downward
0.088 in
Left Support
1.62 0.90 1.39
Ratio 1189>360
Ratio
816 >360
Right Support
1.62 0.90 1.39
LC: +L+S
C: +D+0.750L+0.750S+H
Max Reactions (k)
D L Lr S W E
Transient Upward 0.000 in
Total Upward
0.000 in
1.03 0.52 0.93
Ratio 9999
Ratio
9999
LC:
LC:
Wood Beam Design : B
.10-
Calculations per NDS 2015, IEC 2015, CBC2016,.ASCE 7.10,
BEAM Size:
BEAM
4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10
Load Combinations, Major Axis Bending
Wood Species :
Douglas Fir- Larch
Wood Grade: No.2
Fb - Tension
900 psi Fc - Prll 1350 psi
Fv 180 psi Ebend- xx
1600 ksi Density
31.21 pcf
Fb - Compr
900 psi Fc - Perp 625 psi
Ft 575 psi Eminbend - xx
580 ksi
Applied Loads
Total Downward
Unif Load: D = 0.0150,
S = 0.0250 k/ft, Trib=18,50 ft
Unif Load: D = 0.0960 klft, Trib=1.0 ft
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 6.50 ft
Design Summary
Max fb/Fb Ratio
= 0.620: 1
fb : Actual :
828.43 psi at 2.000 ft in Span # 1
Fb: Allowable:
1,337.03 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.423: 1
fv : Actual :
87.59 psi at 0.000 ft in Span # 1
Fv: Allowable:
207.00 psi
Load Comb :
+D+0.750L+0.750S+H
Max Reactions (k)
D L Lr S W E
Left Support
1.03 0.52 0.93
Right Support
1.03 0.52 0.93
4x8
4.0 rt
H Transient Downward 0.024 in
Total Downward
0.034 in
Ratio 2040 >360 Ratio
1392 >360
LC: +L+S
C: +D+0.750L+0.750S+H
Transient Upward 0.0001n
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple -ft.
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 13 JUN 2019, 9:01AM
File= CitUserWarold\DOCUME-1\ENERCA-11Plan 1.876-2.eC6
Software copyright ENERCALC, INC. 1983-2019, Bulid:10.18.12.31
Wood Beam Design: ` C
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875 VersaLam, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx.530120482 ksi
Applied Loads
Unif Load; D = 0.0220, L = 0,040 k/ft, Trib=11,50 ft
Desmon Summary
Max fb/Fb Ratio = 0.380; 1
fb : Actual :
785.93 psi at 2.750 ft in Span # 1
Fb: Allowable:
2,067.36 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.321 : 1
fv : Actual :
91.48 psi at 4.528 ft in Span # 1
Fv: Allowable: 285.00 psi
Load Comb: +D+L+H
1.75x11.675
5.50 ft
r !
Max Reactions
(k) D L Lr S W E H
Transient Downward 0.019 in Total Downward
0.030 in
Left Support
0.70 1.27
Ratio 3389>360 Ratio
2186 >360
Right Support
0.70 1.27
LC: L Only LC: +D+L+H
285.00 psi
Load Comb:
Transient Upward 0.000 in Total Upward
0.000 in
D L Lr S W E
Left Support
Ratio 9999 Ratio
9999
0.36 0.66
LC:
LC:
Wood Beam
Design : ' D .
Calculations per NDS 2015, IEC 2015, CBC 2016,
ASCE 7.10
BEAM Size:
1.75x11.875, VersaLam, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species:
Boise Cascade
Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension
2,800.0 psi Fc - Prll 3,000.0 psi Fv
285.0 psi Ebend- xx 2,000.0 ksi Density
41.760 pcf
Fb - Compr
2,800.0 psi Fc - Perp 750.0 psi Ft
1,950.0 psi Eminbend - xx 1,036.83 ksi
Applied Loads
Unif Load: D = 0.0220, L.= 0,040 k/ft, Trib= 6.0 ft
Design Summar,
Max fb/Fb Ratio = 0.198: 1
fb : Actual :
410.05 psi at 2.750 ft in Span # 1
Fb : Allowable:
2,067.36 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.167: 1
fv : Actual :
47.73 psi at 4.528 ft in Span # 1
Fv: Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.36 0.66
Right Support
0.36 0.66
......... . a ......
1.75x11.675
5.50 ft
H Transient Downward 0.010 in Total Downward 0.016 In
Ratio 6497>360 Ratio 4191 >360
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 13 JUN 2019, 9:01AM
File= C:\Users\Harold\D0CUME�-1\ENERCA-1\Plan 1876-2.ec6 .
Software copyright ENERCALC, INC, 1983-2019, Buil&10.18.12.31
Wood Beam Design. E
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 4,750 ft
Design Summary
Max fb/Fb Ratio = 0.111 ; 1
fb : Actual:
129.67 psi at 1.500 ft in Span # 1
Fb : Allowable :
1,165.38 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.087: 1
fv : Actual :
15.67 psi at 2.400 ft In Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
2 L Lr 8 W E
Left Support
0.16 0.29
Right Support
0.16 0.29
Wood Beam Design: F
3.0 ft
H Transient Downward 0.002 in Total Downward 0.003 in
Ratio 9999 >360 Ratio 9999 >360
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 5.5x9, GLB, Fully Braced
Using Allowable Stress Design with ASCE 7-10 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
Unif Load: D = 0.260, L = 0.2080, S = 0.1140 k/ft, Trib=1.0 ft
Design Summary
Total Downward
0.189 in
Max fb/Fb Ratio
= 0394; 1
LC: +L+S
fb : Actual :
945.45 psi at
5.000 ft in Span # 1
Fb: Allowable:
2,400.00 psi
Ratio 9999
Load Comb:
+D+L+H
LC:
Max fv/FvRatio =
0128: 1
fv : Actual :
60.51 psi at
9.267 ft in Span # 1
Fv: Allowable:
265.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
2 L Lr
S W E
Left Support
1.30 1.04
0.57
Right Support
1.30 1.04
0.57
•
H Transient Downward 0.121 in
Total Downward
0.189 in
Ratio 990>240 Ratio
636 >240
LC: +L+S
C: +D+0.750L+0.7505+H
Transient Upward 0.000 in
Total Upward
0.000 in
Ratio 9999
Ratio
9999
LC:
LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beane
Project Title:
Engineer:
Project ID:
Project Descr:
File = t
Software
Printed: 13 JUN 2019, 9:01AM
IENERCA-11Plan,1876.2.ac6 ,
1983-2019, Bulld:10.18.12 31
0o Beam Design: G
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x11.875, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx:530120482 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0,040 k/ft, Trib=1,330 ft
Unif Load: D = 0.0960 klft, 5.50 to 11,0 ft, Trlb=1.0 ft
Unif Load: D = 0.0150, L = 0.0250 klft, 5.50 to 11.0 ft, Trib= 3.0 ft
Point: D =1,40, S = 2.40 k @ 9.50 ft
Design Summary
Max fb/Fb Ratio = 0.203
fb : Actual : 653.15 psi at 9.000 ft in Span # 1
Fb : Allowable: 3,220.00 psi
Load Comb: +D+S+H
Max fv/FvRatio = 0,213: 1
fv : Actual : 60.76 psi at 8.055 ft in Span # 1
Fv: Allowable: 285.00 psi
Load Comb: +D+L+H
_-...._.__..._..._...- --.... - .............. _tL4_a :_ h p75o :=
1.75x11.8751.75x11.875
9.0 ft 2.0 k
Max Reactions
(k) D L
Lr s W E H
Transient Downward 0.027 in
Total Downward 0.034 in
Left Support
Right Support
0.11 0.26
2.39 0.74
-0.13
2.53
Ratio 1752>360
Ratio 1428 >360
Max fv/FvRatio =
0.476: 1
fv : Actual:
LC: S Only
LC: +D+S+H
304.75 psi
Load Comb:
+D+0.750L+0.750S+H
Transient Upward-0.022in
Total Upward -0.019 in
Ratio 4210
Ratio 5714
LC: L Only
LC: +D+S+H
Wood Beam
Design : H
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size:
5.5x16.5, GLB,
Fully Unbraced
Using Allowable Stress
Design with ASCE 7-10 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
Unif Load: D = 0.0220, L = 0,040 k/ft, 0,0 ft to 8.0 ft, Trib=10.0 ft
Unif Load: D = 0.0960 k/ft, 0,0 to 8,0 ft, Trib=1.0 ft
Unif Load: D = 0.0150, S = 0.0250 k/ft, 0,0 to 8,0 ft, Trib=18,50 ft
Unif Load: D = 0,2610, L = 0.4850, S = 0.080 k/ft, 8.0 to 16.250 ft, TO= 1.0 ft
Point: D =1,350, S = 2.250 k @ 8.0 ft
Desrgn Summary
Max fb/Fb Ratio =
0.799-.1
fb : Actual:
2,112.80 psi at 7.963 ft in Span # 1
Fb: Allowable:
2,645.09 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio =
0.476: 1
fv : Actual:
145.07 psi at 0.000 ft In Span # 1
Fv: Allowable:
304.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k) g L Lr S W E H
Left Support 4.81 3.43 4.10
Right Support 3.44 3.77 2.51
5a............_.._....•Q$Oj._...-
..
_.._..._...
5.5x16.5
16.250 ft
Transient Downward 0.397 in Total Downward 0.534 in
Ratio 491 >360 Ratio 364 >360
LC: +L+S C: +D+0,750L+0.750S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Elm
OBolseCascade � Single 11-7/8" BCIO6000-1.8 DF
J01 (Joist)
BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed June 13, 2019 08:38:15
Build 7192
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
B 1 13-09-00 20.03-00
B2 133
Total Horizontal Product Length = 34-00-00
Reaction Summary (Down I Uplift) (lbs)
Bearing Live Dead Snow Wind Roof Live
B1, 4-1/4" 425/142 68/0
B2, 5-1/2" 1424/0 34210
B3, 4-1/4" 589/29 134/0
Load Summary
Live Dead Snow Wind Roof ocs
Live
Tag Description
Load Type
Ref.
Start
End
Loc.
100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (lb/ft) L
00-00-00 34-00-00
Top
40 12 16
2 PART
Unf. Area (Ib/ft7) L
00-00-00
34-00-00
Top
10 16
Controls Summary
Value
% Allowable
Duration
Case
Location
Pos. Moment
2958 ft -lbs
72.9%
100%
3
25-02-05
Neg. Moment
-3092 ft -lbs
76.2%
100%
1
13-09-00
End Reaction
723 lbs
50.8%
100%
3
34-00-00
Int. Reaction
1766 lbs
60.9%
100%
1
13-09-00
End Shear
694 lbs
41.4%
100%
3
33-07-12
Cont. Shear
961 lbs
57.4%
100%
1
13-11-12
Total Load Deflection
L1447 (0.536")
80,6%
n\a
3
24-04-06
Live Load Deflection
L/539 (0.444")
89.0%
n\a
6
24-04-06
Total Neg. Defl,
U999 (-0.093")
n\a
n\a
3
08-05-01
Max Defl.
0.536"
53.6%
n\a
3
24-04-06
Span / Depth
20.2
Bearing SupportS
Dim. (LxW)
Value
% Allow
Support
% Allow
Member
Material
B1 Wail/Plate
4-1/4" x 2-5/16"
492 lbs
12.4%
34.6%
Hem -Fir
B2 Wall/Plate
5-1/2" x 2-5/16"
1766 lbs
22.2%
60.9%
Douglas Fir
B3 Wall/Plate
4-1/4" x 2-5116"
723 lbs
18.2%
50.8%
Hem -Fir
BC FloorValueO Summary
BC FloorValueO: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 23-08-12
Cautions
Uplift of -74 lbs found at bearing B1.
Page 1 of 2
W99
Boise cascade � Single 11-7/8" BCI® 6000-1.8 DF iPagSS�
J01 (Joist)
BC CALC® Member Report Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed June 13, 2019 08:40:32
Build 7192
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
B1
13-09-00
B2
20-03-00 01-Oo-00
B3
Live Dead Snow Wind Roof
QCs
Total Horizontal Product Length = 35-00.00
Reaction Summary (Down / Uplift)
(lbs)
Bearing
Live
Dead
Snow Wind Roof Live
B1, 4-1/4"
426/147
71/0
2/0
B2, 5-1/2"
1440/0
329/0
0/8
B3, 3-1/2"
646/0
348/0
106/0
Load Summary
Live Dead Snow Wind Roof
QCs
Live
Tag Description
Load Type Ref.
Start End
Loc.
100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (ib/ft2) L
00-00-00 35-00-00
Top
40 12
16
2 PART
Unf. Area (Ib/ft2) L
00-00-00 35-00-00
Top
10
16
3 WALL
Conc. Lin. (Ib/ft) L
35-00-00 35-00-00
Top
96
16
4 ROOF
Conc. Lin. (ib/ft) L
35-00-00 35-00-00
Top
45 75
16
Controls Summary
Value %Allowable Duration
CaseLocation
Pos. Moment
2951 ft -lbs 72.7%
- 100%
3 _
25-03-12
Neg. Moment
-3118 ft -lbs 76.8%
100%
4
13-09-00
End Reaction
496 lbs 34.8%
100%
2
00-00-00
Int. Reaction
1769 lbs 61.0%
100%
4
13-09-00
End Shear
467 lbs 27.9%
100%
2
00-04-04
Cont. Shear
962 lbs 57.5%
100%
4
13-11-12
Total Load Deflection
L/443 (0.549") 81.3%
n\a
3
24-05-11
Live Load Deflection
1_/519 (0.468") 92.4%
n\a
14
24-05-11
Total Neg. Defl.
L/999 (-0.094") n\a
n\a
3
08-05-01
Max Defl.
0.549" 54.9%
n\a
3
24-05-11
Cant. Max Defl.
-0.08" n\a
n\a
3
35-00-00
Span / Depth
20.5
Bearing Supports
Dim. (LxNV) Value
% Allow % Allow
support Member
Material
B1 Wail/Plate
4-1/4" x 2-5/16" 496 lbs
12.5% 34.8%
Hem -Fir
B1 Uplift
76lbs
B2 Wall/Plate
5-1/2" x 2-5/16" 1769 lbs
22.3% 61.0%
Douglas Fir
B3 Wall/Plate
3-1/2" x 2-5/16" 994 lbs
19.7% 39.8%
Douglas Fir
BC FloorValue® Summary
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 23-10-08
Page 1 of 2
NINE
08olseCascade � Single 11-718" BCI® 6000-1.8 DF'ASSIA
J01 (Joist)
BC CALC® Member Report Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed June 13, 2019 08:42:52
Build 7192
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
131
05-06-00
132 03.06-00 B3 02-00-00
Live Dead Snow Wind Roof
ocS
Total Horizontal Product Length=11-00-00
Reaction Summary (Down / Uplift) (lbs)
Bearing
Live
Dead
Snow Wind Roof Live
B1,4-1/4"
17417
34/0
0/3
B2, 5-1/2"
344/0
0/17
0/49
B3, 3-1/2"
277/0
346/0
152/0
Load Summary
Live Dead Snow Wind Roof
ocS
Live
Tag Description
Load Type Ref.
Start End
Loc
100% 90% 116% 160% 125%
1 Standard Load
Unf. Area (Ib/ft2) L
00-00-00 11-00-00
Top
40 12
16
2 PART
Unf. Area (Ib/ft2) L
00-00-00 11-00-00
Top
10
16
3 WALL
Conc. Lin. (Ib/ft) L
11-00-00 11-00-00
Top
96
16
4 ROOF
Conc. Lin. (Ib/ft) L
11-00-00 11-00-00
Top
45 75
16
Controls Summary
Value % Allowable Duration
Case
Location
Pos. Moment
205 ft -lbs 5.1%
100%
2
02-06-07
Neg. Moment
-658 ft -lbs 14.1%
115%
7
09-00-00
End Reaction
208 lbs 14.6%
100%
2
00-00-00
Int. Reaction
624 lbs 24.9%
100%
5
09-00-00
End Shear
179 lbs 10.7%
100%
2
00-04-04
Cont. Shear
341 lbs 20.4%
100%
1
09-01-12
Total Load Deflection
2xL/1998 (0.025") n\a
n%a
8
11-00-00
Live Load Deflection
2xL/1998 (0.009") n\a
n\a
19
11-00-00
Total Neg. Defl.
L/999 (-0.002") n\a
n\a
8
07-05-10
Max Defl.
0.006" n\a
n\a
2
02-09-12
Cant. Max Defl.
0.025" n\a
nla
8
11-00-00
Span / Depth
5.3
Bearing Supports
Dim. (LxW) Value
% Allow % Allow
Support Member
Material
B1 Wall/Plate
4-1/4" x 2-5/16" 208 lbs
5.2% 14.6%
Hem -Fir
B2 Wall/Plate
5-1/2" x 2-5/16" 327 lbs
4.1% 11.3%
Douglas Fir
B3 Wall/Plate
3-1/2" x 2-5/16" 624 lbs
13.2% 24.9%
Douglas Fir
BC FloorValue® Summary
BC FloorValue®: jumpmmuM Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 11-00-00
Cautions
Uplift of -65 lbs found at bearing B2.
Design assumes Top and Bottom flanges to be restrained.
Page 1 of 2
mmxw���� W, M.Mk
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
73.25 psi at 0.000 ft in Span # 1
Title Block Line 6
Printed: 13 JUN 2019, 9:39AM
Multiole Simple Beam
F1le=C.\Users\HaroId00CUME-1IENERCA-1\Plan 1876-2;ec6 ;
Max Reactions (k)
Software copyright ENERCALC; INC. 9983-201.9, b6lid 90,18.1.2.31
Description: MAIN FLOOR
Wood Beam Design A
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7,50 ft
Design Summary
Max fb/Fb Ratio = 0,821 :1
fb : Actual :
961.12 psi at 3.250 ft in Span # 1
Fb ; Allowable ;
1,170.00 psi
Load Comb :
+D+L+H
Max fv/FvRatio =
0.407: 1
fv : Actual :
73.25 psi at 0.000 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
12 L Lr 9i W E
Left Support
0.54 0.98
Right Support
0.54 0.98
-- - -- - -- ----------
--- L7�0.1650Z
4x8
6.50 ft
ons
H Transient Downward 0.068 in Total Downward 0.106 in
Ratio 1145 >240 Ratio 738 >240
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 4x8, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade: No.2
Fb - Tension 900 psi Fc - PHI 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0. 0220, L = 0,040 k/ft, Trib= 6,50 ft
Unif Load: D = 0,0220, L = 0.040 klft, Trib= 4,50 ft
Unif Load: D = 0,090 klft, Trib=1,0 ft
Design Summary
Max fb/Fb Ratio = 0,976: 1
fb : Actual :
1,142.46 psi at 2.750 ft in Span # 1
Fb : Allowable:
1,170.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.548: 1
IV: Actual :
98.72 psi at 0.000 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr S W E
Left Support
0.91 1.21
Right Support
0.91 1.21
4x8
5.50 ft
H Transient Downward 0.051 in Total Downward 0.090 in
Ratio 1288 >240 Ratio 734 >240
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0,000 in
Ratio 9999 Ratio 9999
LC: LC:
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Fb; Allowable:
Title Block Line 6
Load Comb:
Multiple Sii111pIG' Beam
File= C:XUse MHar<
0.222: 1
Software copvrinht EN
Wood Beam Design C
Printed: 13 JUN 2019, 9:39AM
ENERCA�11Plan1876-2.ecO
1983-2019, Build: 1.0.18.1221
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
BEAM Size: 1.75x9.5, VersaLam, Fully Braced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf
Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi
Applied Loads
Unif Load; D = 0.0220, L = 0.040 k/ft, Trib= 2.670 ft
Design Summary
Max fb/Fb Ratio
= 0.337: 1
fb : Actual :
943.32 psi at 5.000 ft in Span # 1
Fb; Allowable:
2,800.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.222: 1
fv : Actual :
63.23 psi at 9.233 ft in Span # 1
Fv : Allowable:
285.00 psi
Load Comb:
+D+L+H
Max Reactions (lo
D L Lr S W E
Left Support
0.29 0.53
Right Support
0.29 0.53
1068)__ ------------ ::.......
---- – — -
1.75x9.5
10.0 ft
H Transient Downward 0.097 in Total Downward 0.150 in
Ratio 1242>360 Ratio 801 >360
LC: L Only LC: +D+L+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
0Boise Cascade 01M Single 9-1/2" BCI® 5000-1.7 DF P�S:IIB?
J02 (Joist)
BC CALCO Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed June 13, 2019 09:31:33
Build 7192
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Harold Hahnenkratt
Code reports: ESR -1336 Company: Precise Engineering Inc
11311 a9-00-00
B2
Total Horizontal Product Length = 09-00-00
Reaction Summary (Down / Uplift) (lbs)
_Clearing
Live Dead
Snow
Wind Roof Live
B1, 4-1/4"
300/0 72/0
B2, 4-1/4"
300/0 72/0
Load Summary
Live Dead Snow Wind Roof ocS
Live
Tag Description
Load Type Ref.
Start
End
Loc. 100% 90% 115% 160% 125%
1 Standard Load
Unf. Area (Ib/ft2) L
00-00-00 09-00-00
Top 40 12 16
2 PART
Unf. Area (Ib/ft2) L
00-00-00 09-00-00
Top 10 16
Controls Summary
Value % Allowable
Duration
Case Location
Pos. Moment
732 ft -lbs 29.8%
100%
1 04-06-00
End Reaction
372 lbs 33.1%
100%
1 00-00-00
End Shear
343 lbs 23.2%
100%
1 00-04-04
Total Load Deflection
L/999 (0.058") n\a
n\a
1 04-06-00
Live Load Deflection
L/999 (0.047') n\a
n\a
2 04-06-00
Max Defl.
0.058" n\a
n\a
1 04-06-00
Span / Depth
10.6
% Allow
% Allow
Bearing Supports
Dim. (LxW) Value
Support
Member
Material
B1 Wall/Plate
4-1/4" x 2" 372 lbs
10.8%
33.1%
Hem -Fir
B2 Wall/Plate
4-1/4"x2" 372 lbs
10.8%
33.1%
Hem -Fir
BC FloorValue® Summary
BC FloorValue@: EM Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 04-06-00
Notes
Design meets User specified (L/360) Total load deflection criteria.
Design meets User specified (L/480) Live load deflection criteria.
Design meets arbitrary (1") Maximum Total load deflection criteria.
Calculations assume member is fully braced.
BC CALCO analysis is based on IBC 2015.
Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
Page 1 of 1
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code -accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
BC CALCO, BC FRAMER@ , AJS-,
ALLJOISTO , BC RIM BOARD-, BCIO ,
BOISE GLULAMTm, BC FloorValue@ ,
VERSA -LAM@, VERSA -RIM PLUS@,