REVIEWED 2019-10-16 Signed Stamped Revision to Permitted Home (6)Design Build 5ervice5, Inc.
Engineering & Corlotruction Management
28119 -120th 5t. S.E., Monroe, WA 98272 Phone /Fax: (360) 793-9659
E-mail: rhoWe@dbomonroe.com
October 16, 2019
REVIEWED
BY
CITY OF EDMONDS
Eric Thuesen
Thuesen Custom Homes
18333 - 85th Place W
Edmonds, WA 98020
(425) 772-9401
Subject: Revision to Permitted Residence and Attached Garage at 514 8th Ave N, Edmonds
As requested I have reviewed the proposal to cut about 2' off the back of the house we
originally engineered for this location with a stamp date of April 20, 2017. We provided
engineering for the back foundation wall to be installed last year to act as a retaining wall
through the winter with a stamp date of August 22, 2018.
The as constructed position of this wall is what necessitated the reduction in building depth.
With the revision and review of resulting site elevations the attached garage has been
detached, and a one car garage has been added at the basement level of the house.
My engineering review of the proposal required the following reviews or changes to the
originally approved plans.
1. The lateral engineering had to be redone to address the revision in shear wall
lengths, and the detaching and addition of a floor to the garage. Revised engineering
sheets for this review and these revisions are included in the first section.
2. Beam and Foundation changes were also required. These changes included:
a. Revisions to the floor framing at the kitchen area that resulted from the new
garage below extending out 2' past the original basement wall. The deck was
reduced in size and the kitchen was reconfigured slightly.
b. The retaining wall provided in 2018 has been included with the addition of a
ledger design to allow construction of the lower retaining/basement wall
similar to the one constructed last year.
c. A 10' basement wall was required to allow the entry elevation at the main
floor to be accommodated.
d. The pile layout and associated pile caps had to be reconfigured and added to
to provide support for the basement floor joist and the added pile supported
garage floor. The pile caps were all within the original grade beam and pile
cap design and the revised and abandoned pile locations have been added
and sized. And the pile supported slab was designed.
Eric Thuesen
Revision to Permitted Residence and Attached Garage at 514 8th Ave N, Edmonds
October 16, 2019
Page 2 of 2
3. The detached garage required a gravity analysis for the beams and the foundation
design. This is included as the last section of the attached engineering.
In addition the new foundation will have to be tied into the retaining wall constructed last
year. A detail for the tie in is attached along with engineering summary and detailed
calculation sheets are attached to support this. This should provide the required engineering
support to the revised plans. If you have any further questions or I can be of any further
assistance please call me at the above number.
Rick Heide, P.E.
President
Attachments
Standard Foundation Tie -In R. D. Heide, P.E.
Design Build Services, Inc.
C3(00) IC33-9659
footing tie-in-dfd.clwe
SET-XP EPDXY OR AT ADHESIVE
MIN 4" EMBEDMENT - INSTALL PER
MANUFACTURER'S INSTRUCTIONS - TYP
NEW FOUNDATION
10" MIN (� f—REBAR PER PLAN
=_ ===� __-�---------a----
-------------- a .Q-
Ul
=1 11=1 11=1 I I a� a
:III —I I_I=1 I I —I tr
-------------------
-----------------------
i o a
EXISTING
FOUNDATION
e .
411 TIE-IN NEW FND WITH
Ty MIN 3 - 1*4 STUB BAR
Foundation Tie-in to Ex. 1=nd. Detail
Scale 3/4" = P-0"
Design Code = 2015 IRC/IBC
514 Sth Ave N - Lot 2 R. D. Heide, P.E.
514 Sth Ave N, Edmonds, WA 'B5020 Design 5uild Services, Inc.
Job M 30221 Thuesen Custom Homes 13(00)-f93-CMO59 3/30/11
20113-10-14 Thuesen Custom Homes -Lot 2 514 Sth Ave N.dwg
5asement Floor Plan lm) Rev 10/14/Ig
Scale 1" = 20' Y3
Aspect Ratios
10' 3.5:1 2.8ro' Ile
0"9
7_1rod Ik '
w. .... _.E
4.4 4.4
30 2020 30 I YI
Upper Floor Plan (u)
183 23b Y3
Q8.0i °J� Y2
35
3.0
Id
3.8 3.8 i
YI
17.0 15.0
XI X2 ( X3
Design Code = 2015 IRC/IBC
Wind Loads (limmph - Risk Cat 11, Exposure 5, Kzt 1)
Selsmlc Load - V = 0.10 t W
Seismic Load - Roof Snow load 25 psf
1
514 Sth Ave N - Lot 2
514 Sth Ave N, Edmonds, WA 13a020
Job 0 30221 Thuesen Custom Homes
Basement Floor Plan (m)
Upper Floor Plan (u)
KEY
� - STHD14
FULL HEIGHT
CONC. WALLS
R. D. Heide, P.E.
Design Build Services, Inc.
(360) 793-9659 3/30/11
Rev 10/14/i9
CRAWL SPACE
s Y3
f,6s O
I
y� tp siS�s elm
S�
6s
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6
O
6 � �
F -1
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— DTT2Z Inside 4 Outside
to deck joist/blocking
-- with e" threaded rod
between Yl
MSTA36 STRAPS REQ'D TOP
i 4 BOTTOM OF OPENING
S1-6 Sl-6
1'l.0
Xl X2
►-W7
Y3
Y2
YI
15/19 1
514 Sth Ave N - Lot 2 R. D. Heide, P.E.
514 Sth Ave N, Edmonds, WA 98020 Design Build Services, Inc.
Job # 30221 Thuesen Custom Homes (360) -193-CJ(o59 3/30/11
Rev 10/16/19
Seismic Controls
Shear Wall Distribution
Front Elevation
(No Scale)
36
xl
936 1368 16-12
Concrete Walls
Shear Wall Distribution
Right Elevation
Seismic Controls
X2
X3
931 93-1 216-I 2161
J46 w
1263 1263 634 934
1683W Concrete Walls
YI ' Y2
Wind Controls
Detached Garage
665
1 oaO
x4
Wind Controls
Detached Garage
665
1o8O
Y3 I Z
5/9
QA -C'eA$
10/16/2019
Michael Leachman P.E.
1.71&
Design Build 5ervice5, Inc.
Engineering and Construction Management
28119 -120th 5t. 5.E„ Monroe, WA 98272
Phone/Fax (360) 793-9659
Thuesen Cuotom Homes-510 8th Ave N, Lot2
A,) Lateral Demand, 5hear Wall Detailing
13.) Gross Loading
13.1) 5eiomic Load 11687 lb
13.2) Wind
8,2.1) Front 5735i lb 10/5 pof MIN
8.2.2) 50e 6800 Ib 10/5 p5f MIN
C.) 5hear Wall Loads, WIND
C.1) Front X-X
Diaph. Between
A [of]
Freooure
Load [ID]
Distribution Factors
Xin X(i+1)n
X1u - X2u
71
61
10
5
710.0
305.0
0.50
0.35
0.50
0.65
Total
X2u - X3u
113
200
10
5
1130.0
1000.0
0.50
0.60
0.50
0.40
Total
X3u - X4u
35
49
5
10
175.0
490.0
0.00
0.00
1.00
1.00
Total
X3m - X4m
Totalo
108
V, [Ib]
10
1080.0 0.00
Wall Lengths, [ft]
1.00
v, [plf]
Distribution
Xin
X(i+1)n
355
107
355
198
462
553
565
600
565
400
1165
965
0
0
175
490
0
665
0
5cheduled 5hear
1080
Wall
X1u
461.8
14.2
32.5
51-6
X2u
1718.3
23.03
74.6
51-6
X3u
965.0
21.1'
45.7
51-6
X4u
665.0
11.5
57.8
51-6
X1m
461.8
Conc. Wallo
X2m
1718.3
Conc. Wallol
X3m
965.0
Conc. Wallo
X4m
1745.0
16
109.1
51-6
Z1
1746.0
3.0 Fanelo
581.7,
LRF
Z2
1745.0
24.0
72.7
51-6
10/14/2019 Michael Leachman P.E.
7/9
Design Build 5ervice5, Inc.
Engineering and Construction Management
28119 -120th 5t. 5.E., Monroe, WA 98272
Phone/Fax (360) 793-9659
C,2) 5ide Y-Y
Distribution Factors
Distribution
Diaph. Between
A [of]
Pressure
Load [lb]
Yin
Y(i+1)n
Yin
Y(i+1)n
Y1u - Y2u
36
10,
360.0
0.90
0.10
324
36
15
5
75.0
0.90
0.10
68
8
78
10
780.0
0.45
0.55
351
429
116
5
580.0
0.35
0.65
203
377
Total
946
850
Y2u - Y3u
47
10 i
470.0
0.20
0.80
94
376
43
5
215.0
0.15
0.851
32
183
77
10
770.0
0.70
0.30'
539
231
134
5'
670.0
0.75
0.25
503
168
Total
1168
957
Y1m - Y2m
86
10'
860.0
0.90
0.10
774
86
202
10:
2020.0
0.45
0.55
909
1111
Total
1683
1197
Totals
y, [Ib]
Wall Lengths, [ft]
v, [plf]
Scheduled 5hear Wall
Y1u
945.5
13.6
69.5
51-6
Y2u
2017.3
24.2
83.4
51-6
Y3u
957.3
41.9'
22.8
51-6
Y1m
2628.5
18.8
139.8
51-6
Y2m
3214.3
Conc. Walls
Yam
957.5
Conc. Walls
10/14/2019 Michael Leachman P.E.
8/9
Design Build 5ervice5, Inc.
Engineering and Construction Management
28119 -120th St. 5.E., Monroe, WA 98272
Phone/Fax (360) 793-9659
D) Seismic
Roof Area 3535 sf
Floor Area 1725 sf
D.1) Front X-X
Dianh. Between A
X1u - X2u
X2u - X3u
X3u - X4u
Totalo V, [It
Redundancy(p)-D.3
Seismic Shear 6208 1 6208
Seismic Shear 5479 1 5479
Distribution Factors Distribution
Load [Ib] Xin X(i+1)n Xin X(i+1)n
1872.1 0.50 0.50 936 936
3039.9 0.45 0.55 1368 1672
0.0 0.45 0.55 0 0
Wall Lengths, [ft] V, [plf] 5cheduled Shear Wall
X1 u
936.0
14.2 65.9
X2u
2304.0
23.05 100.0
X3u
1671.9
21.1 79.2
X1m
936.0
Conc. Wallo
X2m
2304.0
Conc. Wallo
X3m
1671.9
Conc. Wallo
D,2) Side Y-Y
Dianh. Between A
Y1u - Y2u
Y2u - Y3u
Y1m - Y2m
Y2m - Y3m
Totalo V, [11
Y1u
Y2u
Y3u
Y1 m
Y2m
Y3m
956.9
5104.0
2167.1
2200.0
5500.9
5100.9
Distribution Factors
Load [lb]
Yin
Y(i+1)n
Yin
1873.8
0.50
0.50
937
4334.2
0.50
0.50
2167
2526.3
0.50
0.50
1263
1867.6
0.50
0.50
934
Wall Lengths, [ft]
V, [plf]
13.6
68.9
24.2
125.3
41.9
51.7
18.8
117.0
Conc. Wallo
Conc, Walls
Distribution
Y(i+1)n
937
2167
1263
934
5cheduled Shear Wall
9/9
Design Build Services, Inc.
Engineering and Construction Management
28119 -120th St. S.E., Monroe, WA 95272
Window o
s
Wau
!'hone/Fax #(360) 793-9659
X4m
3t
<H;ght
b
Reference AWA SDf WS-2015 Section 4.3.5.3 p 29.
Window
2.00
0 ° poor o m
t �
wall
Ho
2 ft
a w a °w
c c
3N 3N
Height
(H)
Hw
9 ft
22 %
b b
Lfh 3.00 6,00 3.00
12.00 ft
Adj Lfh 2.00 2.67 2.00
6.67 ft
Width of
s eb hing
l4ax
Height
Lw
24.0 ft
28%
Co
100%
l Overall Width
Design
Required
Shear adjustment, W
109.1 lb/ft
109 Ib/ft
51-6
Shear adjustment, E N/A
Ib/ft
#VALUE! Ib/ft
#VALUEI
Shear Capacity Adjustment Factor Co for Perforated Shearwalls
Ratio of opening
Maximum window or door height
height to wall height
H/3 H/2
2H/3
5H/6
H 22%
Percent full -height
sheathing
Effective shear capacity ratio
0%
1.00 0.67
0.50
0.40
0.33
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
280/6
Co 1.00
Dead Load
Roof
3 15
1080 lb
Walls
16 10
3840lb
Floor
0_ _ _ _ 12
0 lb
DL=
4920lb
(DL*.6)/2=
1476 lb
Uplift Calculation
Uplift Wind 491 lb 1476 lb -985 lb
Uplift Seismic #VALUE! lb 1476 lb #VALUE! lb
Hold Down Req'd;,STHD14
F-1 � WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Thuesen-510 8th Ave N rev 2019.wwa WoodWorksO Sizer 11.1.1 Oct. 15, 2019 09:50:06
Concept Mode: Beam View Floor 2: ill
65'
63'
61'
50,
57'-6„
56'
54'-6"
- 5'�'
51'
48'
46-6"
43'-6"
41,_6"
_.... 40'
37'
36'
35'
33'
32'
29'
2-7'
26'
24'
34. �'b24 -b1�9 b19b 19;
21 d 1 b11 b b38" b20 _ Q4�r.. �g� n 18'
19 L
b89 b99 _ 15'
20 13'
11 b2 b103 - " 1 12'
3 b21 , P 11'
14 7�+ ' 7'
15 : _. 3'
40 .. �'
is 01
AT T A BC]V K\BMADAV. U NARYFJAX AGX NAYAW AlCAHZ C AE' BD ANAUH AO (AN B R SI G AC E AMB AAAF JAE
0' 2' 4' 5'-6"7' 8' 9' 11' 13' 18' 20'-6" 24' 26' 28'-6" 32' 34' 36' 38'-6' 42' 44' 47'-6" 50' 52' 54'-6" 59, 65'-6" 70' 74' 86, 90'-6"
9'-6"-6'2'-6" 17' 1920' 22' 25' 27'-6" 31' 33' 37'-6" 40' 43' 46' 48' 54' 73' 87'-6" 91'-6"
COMPANY
Design Build Services, Inc.
20th St SE
WoodWorkso
Monroe, WA 98272
(360) 793-9659
(360) 7 3-9659
SOFFWARE FOR WOOD DESIGN
Oct. 15, 2019 09:11
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
tern
Location (ft]
Start End
Magnitude
Start End
Unit
l c75
Dead
Point
No
0.00
361
lbs
2 c75
Snow
Point
Yes
0.00
544
lbs
Load3
Dead
Full Area
No
12.00
psf
Load4
Live
Full Area
Yes
40.00
psf
Self -weight
Dead
Full UDL
No
1.9
plf
Maximum Reactions (lbs):
13'
PROJECT
510 8th Ave N - Lot 2
510 8th Ave N
Edmonds, WA 98020
Thuesen Custom Homes
b89.wwb
Unfactored:
Dead
563
30
Live
410
293
Snow
643
-99
Factored:
Uplift
-69
Total
1353
323
b89
1-Joist, APA PRI, PRI-50, 1-3/4"x11-7/8"
Supports: All - Non -wood
Floorjoist spaced at 16" c/o; Total length: 13` Clear span: 2% 1V
Analysis vs. Allowable Stress and Deflection using Nos 2015 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
V = 940
Vr = 1633
hips
V/Vr = 0.58
Bending(+)
M = 732
Mr = 4915
kip-ft
M/Mr = 0.15
Bending(-)
1.1 = 1845
Mr = 5652
kip-£t
M/Mr = 0.33
Deflection:
-0.01 = <L/999
Interior Dead
Live
0.05 = <L/999
0.28 = L/480
in
0.19
Total
0.04 = <L/999
0.55 = L/240
in
0.07
Cantil. Dead
0.02 = <L/999
Live
0.05 = L/512
0.10 = L/290
in
0.47
Total
0.07 = L/345
0.20 = L/120
in
0.35
Additional Data:
FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn
LC4
Vr 1420 1.15 - - - - - - 1.00 - -
4
Mr+ 4915 1.00 - - - - - 1.00 1.00 - -
6
Mr- 4915 1.15 - - - - - 1.00 1.00 - -
4
EI 316.0 million - - - - - - 1.00 - -
6
CRITICAL LOAD COMBINATIONS:
Shear : LC 44 = D+S, V max = 940 lbs
Bending(+): LC 46 = D+L (pattern: L), M = 732 lbs-ft
Bending(-): LC 04 = D+S, 1.1 = 1845 lbs-ft
Deflection: LC 46 = (live)
LC 04 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 348e06 lb-in2 K= 27.49e06 lbs
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Wood Works Sizer provides preliminary estimates for kjoist design. Each wood I -joist producer develops its own proprietary design values. Please contact the manufacturer for a custom I -joist
version of Sizer or other I -joist design software.
4. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
COMPANY
Design Build Services, Inc.
PROJECT
510 8th Ave N - Lot 2
Monroe, WA 98272
510 eth Ave N
Edmonds, WA 98020
WoodWorks'
(360) 7 3-9h 59SE
(360) 793-9659
Thuesen Custom Homes
Oct. 15, 2019 09:17
b90.wwb
W
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location Ifni
Start End
Magnitude
Start End
Unit
1.79
Dead
Point
No
7.51
32
lbs
2 c79
Snow
Point
Yes
7.81
50
lbs
Load3
Dead
Full UDL
t!o
16.0
plf
Load4
Dead
Partial UDL
tto
0.04 6.04
16.0 16.0
plf
Loads
Live
Partial UDL
Yes
0.04 6.04
53.3 53.3
plf
Self -weight
Dead
Full UDL
tto
1.9
if
Maximum Reactions (lbs):
8'-0.5"
A
6-0.25"
8'-025"
Unfactorsd•
Dead
87
185
Live
159
160
1..
-15
65
Factored:
Total
246
354
Bearing:
Length
0.5V
0.00
Erin re 'd
0.50-
0.00
'Minimum bearing length setting used: 1/2" for end supports
Maximum reaction on at least one support is from a different load combination than the critical one forbearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination.
b90
I -Joist, APA PRI, PRI-50, 1-3/4"All-7/8"
Supports: 1 - Lumber -soft Beam, D.Fir-L No.2; 2 - Non -wood;
Floorjoist spaced at 16" c1c; Total length: 8'-0.5'; Clear span: 6'. 2'
Analysis vs. Allowable Stress and Deflection using Nos 2016 :
Criterion
Analysis
s Value
DesignValue
Unit
Anal sis/Desi
Shear
V
=278
Vr
1420
kips
V w =
0n20
Bending(+)
it
= 350
it =
4"1
kip-ft
t4/tor =
0.07
Bending(-)
M
= 182
Dir =
1652
kip-ft
11/Mr =
0.03
Deflection:
Interior Dead
0.00
= <L/999
Live
0.00
= <L/999
0.15 =
L/480
0.03
Total
1.11
= <L/999
0.30 =
L/240
in
0.02
Cantil. Dead
negligible
Live
-0.00
= <L/999
0.10 =
L/240
in
0.05
Total
-0.01
= <L/999
0.20 =
L/120
0.03
Additional Data:
FACTORS: F/E CD CM Ct CL CF
Cfu Cr Cfrt Ci Cn LC#
Vr 1420 1.00 - - - -
- - 1.00 - - 2
Dlr+ 4915 1.00 - - - -
- 1.00 1.00 - - 2
tdr- 4915 1.15 - - - -
- 1.00 1.00 - - 4
EI 316.0 million - - - -
- - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V max = 278 lbs
Bending(+): LC 42 = D+L, M = 350 lb a-
Bending(-): LC #4 = D+S, 1 = 182 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=1ive S=snow W=wind 1-impact Lr=roof live
Lc=concentrated E=earthquake
A LC's are listed in the Analysis output
Load Patterns: s=S/2, %=L+S or L+Lr, - o pattern
load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 348e06 lb-in2 K= 27.49e06
lbs
"Live" deflection = Deflection from all roc -dead
loads hive, wind,
Total Deflection = 1.00(Dead Load Deflection) +
Live Load Deflection.n
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Wood Works Sizer provides preliminary estimates for I-jolst design. Each wood I -joist producer develops its own proprietary design values. Please contact the manufacturer for a custom I -joist version of Sizer or other I -Joist design
software.
deflection. Cantilever deflections do not
COMPANY
Design Build Services, Inc.
PROJECT
510 elh Ave N - Lot 2
Tj
R
BE
Monroe, WA 98272
13-9h
510 8ih Ave N
Edmonds, WA 98020
WoodWork s
59
(360) 793-9659
(360)
Thuesen Custom Homes
Oct. 15, 2019 09:04
b99.wwb
IGN
Design Check Calculation Sheet
Wood Works Sizer 1i1AA
Loads:
Load Type Distribution Pat- Location [ftl magnitude
Maximum Reactions (lbs) and Bearing Lengths (in)
1 T-2.49"
0' 2'- .
1"
1311.86"
**Minimum bearing length governed by the required width of the supporting member.
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination.
b99
PSL, ME, 2.OE, 5-1/4"x11-7/8"
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 13'-2.49"; Clear span: 2% 11 ; volume = 5.7 cu.R.
Lateral support: top= full, ballom= at supports:
Analysis vs. Allowable Stress and
Deflection using NOS 2015:
in
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL cV Cfu Cr Cfrt Ci Cn LC4
Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2
Fb'+ 2900 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 4
Fb'- 2900 1.15 - 1.00 0.997 1.00 - 1.00 1.00 - - 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 2.0 million - 1.00 - - - - 1.00 - - 4
Eminy' 1,04 million - 1.00 - - - - 1.00 - - 4
CRITICAL LOAD COMBINATIONS:
Shear LC k2 = D+S, V m = 4952, V design = 4798 lb.
Bending(+): LC p4 = D+S (pattern: s51, hi = 24186 lbs-ft
Bending(-): LC 42 = D+S, M = 515 lbs-ft
Deflection: LC #4 = (live)
LC 44 = (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load Patterns: s=5/2, X=L+S or L+Lr, - o pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 1465eO6 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, s ow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflaetion.n
Lateral stability(-): Lu = 2'-0.63" Le = 3'-10.00'. RP = 4.5; In based on full span
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
tern
Start End
Start End
Unit
1 w52
Dead
Partial UDL
t!o
0.00 2.00
15.3 15.3
plf
2 w52
Snow
Partial UDL
Yes
0.00 2.00
25.0 25.0
plf
3 c76
Dead
Point
tto
2.00
264
lb.
4 c76
Snow
Point
Yes
2.00
370
lbs
5 c77
Dead
Point
fro
7.82
3120
1bs
6 c77
Snow
Point
Yes
7.82
9731
lb
7 c124
Dead
Point
No
0.00
78
lbs
8 c124
Snow
Point
Yes
0.00
112
lbs
Lead'
Dead
Partial UDL
No
2.00 13.00
150.0 150.0
plf
Self-crei eight
Dead
Fu11 UDL
No
19.5
if
Unfactored:
Dead
2880
2518
Snow
2829
2496
Factored:
Total
5709
9964
Dearing:
Length
1.23
1.26
Fiin r 'd
1.23*"
1.26
Criterion
Analysis Value
Design
Value
Unit
Mal sis/Desi n
Shear
fv =
115
Fv' =
333
psi
fv Fv' =
0.35
Bending(+)
fb =
2352
Fb' =
3338
=
0.70
Hendingl-)
fb =
50
Eb' =
3329
Nifb/Fb'
psi
fb/Fb' =
0.02
Deflection:
Interior Dead
0.14 =
L/937
Live
0.16 =
L/846
0.37 =
L/360
0.93
Total
0.30 =
L/499
0.56 =
L/240
n
0.54
Cant il.Dead
-0.08 =
L/319
Live
-0.09 =
L/286
0.19 =
I./180
0.62
Total
-0.16 =
L/150
0.21 =
L/120
in
0.80
Cantilever Retaining Wall
R. F-). Heide, P.E.
Thuesen Lot 2 2:1 5ackslope
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(3(00)
1133-e(0513
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REINFORCING STEEL Fy=&0ks1
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1/9
QuickWall 8.1 - RETAINING WALL ANALYSIS AND DESIGN
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Job ID 30142
Job Description : Basement 5`-6 ft wall w-slope Designed By : RDH PE
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
yt�
02-
s.00 i .
1. ft. • 0.50 ft. 5.50 ft.
35.00 pcf.
i
0.00 in.
1,950 psf.
' 2.83 R.
8/21/2018 5:18 PM
QuickWall 8.1 - RETAINING WALL ANALYSIS AND DESIGN 2/9
Job ID 30142
Job Description : Basement 5'-6 ft wall w-slope Designed By : RDH PE
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
FOOTING DESIGN METHOD: Ultimate Strength ACI 318-11
STEM DESIGN METHOD Ultimate Strength ACI 318-11 (Concrete)
WALL TYPE Cantilever Retaining Wall
RETAINING WALL DIMENSIONS:
------------------------------------
Wall Stem Height = 5.50 ft.
Stem Thickness @ Top = 8.00 in.
Stem Thickness @ Bottom = 8.00 in.
Footing Thickness
=
10.00
in.
Heel Width . . . . .
. Min. =
0.33
ft.
Max. =
3.00
ft.
Toe Width . . . . .
. Min. =
0.33
ft.
Max. =
0.50
ft.
Footing Key Depth
=
0.00
ft.
Footing Key Width
=
0.00
ft.
Backfill Slope (Vert/Horiz)
=
6.00
:12
RETAINING WALL LOADS:
Design Heel Width = 1.66 ft.
Design Toe Width = 0.50 ft.
Design Key Depth = 0.00 ft.
Design Key Width = 0.00 ft.
Horizontal Equivalent Fluid Pressure = 35.00 pcf.
Backfill Height = 5.00 ft.
Equivalent Fluid Pressure Angle = 0.00 deg.
Vertical Surcharge on Backfill = 0 psf.
Horizontal Surcharge = 0 psf.
Vertical Surcharge on Toe = 0 psf.
Wind Load on Fence = 0 psf.
Fence Height = 0.00 ft.
Line Ld. Type
No. (H or V)
1
2
3
4
5
6
7
8
9
10
Magnitude Dist. (x) Load Case
(plf) (ft.)
(Load Case = Soil)
(Load Case
= Soil)
(Load Case
= Wind)
(Load Case
= Soil)
(Load Case
= Wind)
Notes: 1. "H" = Horizontal loads. "V" = Vertical loads.
2. Vertical loads are positive down.
8/21/2018 5:18 PM 1 of 8
3/9
ULTIMATE STRENGTH LOAD COMBINATIONS (Concrete Design):
------------------------------------
1. 4D
+
1.4H
1.2D
+
1.6L
+
1.6H
+
0.5R
1.2D
+
1.6R
+
1.6H
+
1.OL
1.2D
+
1.6R
+
1.6H
+
0.5W
1.2D
+
1.OW
+
1.OL
+
0.5R
1.2D
+
1.0E
+
1.OL
+
1.6H + 0.2R
0.9D
+
1.OW
+
1.6H
0.9D
+
1.0E
+
1.6H
WORKING STRESS LOAD COMBINATIONS (Stability Checks and Masonry Design):
------------------------------------
D +
L
+
R + H
D +
L
+
0.6W + H
D +
L
+
0.6W + 0.5R + H
D +
L
+
R + 0.3W + H
D +
L
+
R + E/1.4 + H
D +
E/1.4 + H
8/21/2018 5:18 PM 2 of 8
4/9
RETAINING WALL RESISTING FORCES:
------------------------------------
Allowable Soil Pressure = 2,000 psf.
Passive Equivalent Fluid Press. = 300.00 pcf.
Passive Soil Height = 0.00 ft.
Coefficient of Friction = 0.50
Cohesion = 500 psf.
Use Vertical Surcharge as Resisting Wt.? = Yes
Overturning Safety Factor = 1.50
Sliding Safety Factor = 1.50
Limit Reaction to Mid 1/3? = No
MATERIAL DATA:
------------------------------------
Concrete Strength, f'c = 2.50 ksi.
Steel Yield Strength, Fy = 60.00 ksi.
Concrete Unit Weight = 150.00 pcf.
Soil Unit Weight = 110.00 pcf.
Fence Weight = 10.00 psf.
REINFORCING STEEL DATA:
Concrete cover to center of steel:
Wall Inside Face = 2.25 in.
Footing Heel (Top Face) = 2.25 in.
Footing Toe (Bottom Face) = 3.25 in.
Minimum Ratios for Shrinkage and Temperature Reinf:
Vertical Stem Reinf. = 0.0018
Horizontal Stem Reinf. = 0.0020
Footing Reinforcement = 0.0018
8/21/2018 5:18 PM 3 of 8
************************************************** 5/ 9
S U M M A R Y O F R E S U L T S
**************************************************
DIMENSIONS:
Stem Height =
5.50 ft.
Heel Length
= 1.66
ft.
Stem Thick. @ Top =
8.00 in.
Toe Length
= 0.50
ft.
Stem Thick. @ Base =
8.00 in.
Total Ftg. Width, B
= 2.83
ft.
Footing Thickness =
10.00 in.
Key Depth
= 0.00
ft.
Key Width
= 0.00
ft.
ANALYSIS RESULTS:
Max Brg Press. @ Toe = 1,950 psf.
@ Heel = 0 psf.
Allowable Brg. Press. = 2,000 psf.
Resultant Loc From C.L.= 0.77 ft.
Kern Point Loc., B/6 = 0.47 ft.
Limit Resultant To Mid 1/3? = No
Sliding Force =
777
Lb
Resisting
Force =
2,023
Lb
F.O.S. =
2.60
Overturn.
Moment =
1,727
ft-lb
Resisting
Moment =
2,954
ft-lb
F.O.S. =
1.71
--------------------------------------------------------------------------------
DESIGN RESULTS: Design Method, Stem: USD, ACI 318-11 (Concrete)
Ftg.: Ultimate Strength ACI 318-11
d
Mu
Vu
Phi Vn
As Flex.
As Min.
As T+S
(in.)
(ft-k)
(kip)
(kip)
(in^2)
(in^2)
(in^2)
Stem
5.75
1.85
0.95
5.18
0.073
0.097
0.197
Toe
6.75
0.94
1.70
6.08
0.031
0.041
0.216
Heel
7.75
1.31
1.44
6.98
0.038
0.051
0.216
Key
0.00
0.00
0.00
0.00
0.000
0.000
0.000
Notes:
1. Stem
moments are
positive
if they
cause tension
on the
soil face.
Negative if they
cause tension
on
the outside face.
Stem
shear is positive
to
the left
as measured
on a section
cut below the top
of wall.
2. Heel moments are positive if they cause tension in the top of
the footing. Heel shear is positive up as measured on a section
cut to the right of the end of the heel.
3. Toe moments are positive if they cause tension in the bottom of
the footing. Toe shear is positive up as measured on a section
cut to the left of the end of the toe.
8/21/2018 5:18 PM 4 of 8
**************************************************
6/9
S T A B I L I T Y A N A L Y S I S R E P O R T
**************************************************
---------------------------------------------------------
Stability Analysis: Governing Combination = D + L + R + H
----------RESISTING
FORCES ---------
---------OVERTURNING FORCES---------
ElementWeight
x
Arm
= Moment
Element Force x Arm = Moment
Soil
991
1,998
R at Top
Ftg.
353
1.41
499
R at Bot.
Stem
550
0.83
457
Horiz. EFP 777 2.22 1,727
Vert Sur
Vert Sur
Vert EFP
Horiz Sur
Toe Sur.
Wind
Fence Wt.
Horiz line
V. line
Vert. line
Sum WT =
--------
1,894
MR =
--------
2,954
-------- --------
Sum F = 777 MOT = 1,727
Friction Force = 947 Lb
Passive Pressure = 104 Lb
Cohesion = 971 Lb
Resist. Force, Sum RF = 2,023 Lb
F.O.S. Sliding = RF / F = 2.60
F.O.S. Overturn. = MR / MOT = 1.71
Coef. Vert. Surcharge or Line Load
to Horiz. = EFP / Soil Dens. = 0.318
Resultant Loc From Toe, X = (MR - MOT) / Sum WT = 0.65 ft.
Eccentricity From Ftg. C.L., e = (B / 2) - X = 0.77 ft.
Soil Pressure @ Toe = (2 * WT) / (3 * X) = 1,950 psf.
Soil Pressure @ Heel = = 0 psf.
8/21/2018 5:18 PM
5 of 8
************************************************** 7/ 9
D E T A I L E D D E S I G N R E P O R T
**************************************************
--------------------------------------------------------------------------------
STEM DESIGN:
Steel Design
Comb
= 1.2D +
1.6L + 1.6H + 0.5R
Shr
Strength @ Base,
Phi Vn
= 5.18
kip
Dist From
d Mu
Vu
As Flex.
As Min.
As T+S As Reqd
Comb
Top (ft)
(in.) (ft-k)
(kip)
(in^2)
(in^2)
(in^2)
(in^2)
0.55
5.75 0.01
0.02
0.000
0.000
0.173
0.173
2
1.10
5.75 0.03
0.06
0.001
0.001
0.173
0.173
2
1.65
5.75 0.07
0.11
0.003
0.004
0.173
0.173
2
2.20
5.75 0.15
0.18
0.006
0.008
0.173
0.173
2
2.75
5.75 0.27
0.27
0.011
0.014
0.173
0.173
2
3.30
5.75 0.45
0.37
0.017
0.023
0.173
0.173
2
3.85
5.75 0.68
0.49
0.027
0.035
0.173
0.173
2
4.40
5.75 0.99
0.63
0.039
0.051
0.173
0.173
2
4.95
5.75 1.38
0.78
0.054
0.072
0.173
0.173
2
5.50
5.75 1.85
0.95
0.073
0.097
0.197
0.197
2
--------------------------------------------------------------------------------
Vertical Stem
Reinforcement:
Shear -Friction
Steel Added
at Stem
Base (ACI
11 11.6),
Avf = 0.024
in^2
Available Length
for Hook
Embedment
into Footing
= 7.25
in.
Available Length
for Straight
Embedment
into
Stem
= 64.00
in.
Development Length
Straight
Hook
Percent
Spac.
50o Cut Off
(in.)
(in.)
Develop.
(in.)
(in.)
#4
14.40
8.40
86.31
10.51
66.00
#5
18.00
10.50
69.05
13.03
66.00
#6
21.60
12.60
57.54
15.42
66.00
#7
31.50
14.70
49.32
18.00
66.00
#8
40.00
16.80
43.15
18.00
66.00
#9
50.90
18.95
38.26
18.00
66.00
#10
64.52
21.34
33.98
18.00
66.00
#11
79.52
23.69
30.61
18.00
66.00
--------------------------------------------------------------------------------
Horizontal Stem
Reinforcement:
Area of steel
for Shrinkage
and Temp.
Reinforcement
=
0.192 in^2
-----Spacing,
in.-----
------Total
Bars------
I.F. Only
EA. Face
I.F.
Only
EA. Face
#4
12.50
18.00
6.00
5.00
#5
18.00
18.00
5.00
5.00
#6
18.00
18.00
5.00
5.00
#7
18.00
18.00
5.00
5.00
#8
18.00
18.00
5.00
5.00
#9
18.00
18.00
5.00
5.00
#10
18.00
18.00
5.00
5.00
#11
18.00
18.00
5.00
5.00
8/21/2018 5:18 PM 6 of 8
8/9
TOE DESIGN:
* Steel Design
Comb. = 0.9D +
1.OW + 1.6H
* Thickness
Design
Comb. = 0.9D + 1.OW + 1.6H
* Available
Length
for Hook Embedment into
Stem
= 6.25 in.
* Available
Length
for Straight Embed. into
Toe
= 3.96 in.
--------------------------------------------------------------------------------
d
Mu
Vu Phi Vn As Flex.
As Min.
As T+S As Req'd
(in.) (ft-k)
(kip)
(kip) (in^2)
(in^2)
(in^2) (in^2)
6.75 0.94
1.70
6.08 0.031
0.041
0.216 0.216
--------------------------------------------------------------------------------
Development Length
Straight
Hook
Percent
Spac.
,-
(in.)
(in.)
Develop.
(i-n- )
t
..
#4
14.40
8.40
27.50,
3.06ft-
#5
18.00
10.50
72,2:00
3.79
#6
21.60
12
18.33
4.48
#7
78.75
70
5.03
1.68
`
#8
90.010
16.80
4.40
1.93
#9
18.95
3.90
2.17
#10
,,Ial.52
114.30
21.34
3.46
2.44
#11
126.90
23.69
3.12
2.70
--------------------------------------------------------------------------------
HEEL DESIGN:
* Steel Design Comb. = 1.4D + 1.4H
* Thickness Design Comb. = 1.2D + 1.6L + 1.6H + 0.5R
* Available Length for Straight Embedment into Toe = 11.96 in.
* Available Length for Straight Embedment into Heel = 17.96 in.
--------------------------------------------------------------------------------
d
Mu
Vu
Phi Vn As Flex. As Min.
As T+S As Req'd
(in.)
(ft-k)
(kip)
(kip) (in^2)
(in^2)
(in^2) (in^2)
7.75
1.31
1.44
6.98 0.038
0.051
0.216 0.216
--------------------------------------------------------------------------------
Development
Length
Straight
Hook
Percent
Spac.
(in.)
(in.)
Develop.
(in.) �t
#4
14.40
8.40
9.23
Q
#5
18.00
10.50
6.44
(\55_
11.44Z---
#6
21.60
12.60
13.53
#7
31.50
14.70
37.97
12.66
#8
40.00
16.80
29.90
13.12
#9
50.90
18.95
23.50
13.06
#10
64.52
21.34
18.54
13.08
#11
79.52
23.69
15.04
13.03
8/21/2018 5:18 PM 7 of 8
9/9
LONGITUDINAL FOOTING REINFORCEMENT (TEMP & SHRINK ONLY):
Spacing
(in.)
#4
11.11
#5
17.22
#6
24.44
#7
33.33
#8
43.89
#9
55.56
#10
70.56
#11
86.67
8/21/2018 5:18 PM 8 of 8
1/9
QuickWall 8.1 - RETAINING WALL ANALYSIS AND DESIGN
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Job ID 30142
Job Description : Basement 7' ft wall w-slope Designed By : RDH PE
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
ti
VY r t.
35.00 ptf. 2.58 ft.
1.00 R.
.50 ft.
1.00 in.
1,957 psf.
4.25 R.
8/22/2018 9:10 AM
2/9
QuickWall 8.1 - RETAINING WALL ANALYSIS AND DESIGN
--------------------------------------------------------------------------------
Job ID 30142
Job Description : Crawlspace 7' ft wall w-slope Designed By : RDH PE
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
FOOTING DESIGN METHOD: Ultimate Strength ACI 318-11
STEM DESIGN METHOD Ultimate Strength ACI 318-11 (Concrete)
WALL TYPE Cantilever Retaining Wall
RETAINING WALL DIMENSIONS:
------------------------------------
Wall Stem Height - 7.50 ft.
Stem Thickness @ Top - 8.00 in.
Stem Thickness @ Bottom = 8.00 in.
Footing Thickness
=
11.00
in.
Heel Width . . . . .
. Min. =
0.33
ft.
Max. =
4.00
ft.
Toe Width . . . . .
. Min. =
0.75
ft.
Max. =
1.00
ft.
Footing Key Depth
=
0.00
ft.
Footing Key Width
=
0.00
ft.
BackFill Slope (Vert/Horiz)
=
6.00
:12
RETAINING WALL LOADS:
Design Heel Width = 2.58 ft.
Design Toe Width = 1.00 ft.
Design Key Depth = 0.00 ft.
Design Key Width = 0.00 ft.
Horizontal Equivalent Fluid Pressure = 35.00 pcf.
Backfill Height = 7.00 ft.
Equivalent Fluid Pressure Angle = 0.00 deg.
Vertical Surcharge on Backfill = 0 psf.
Horizontal Surcharge = 0 psf.
Vertical Surcharge on Toe = 0 psf.
Wind Load on Fence = 0 psf.
Fence Height = 0.00 ft.
Line Ld. Type
No. (H or V)
1
2
3
4
5
6
7
8
9
10
Magnitude Dist. (x) Load Case
(plf) (ft.)
(Load Case = Soil)
(Load Case
= Soil)
(Load Case
= Wind)
(Load Case
= Soil)
(Load Case
= Wind)
Notes: 1. "H" = Horizontal loads. "V" = Vertical loads.
2. Vertical loads are positive down.
8/22/2018 9:10 AM 1 of 8
ULTIMATE STRENGTH LOAD COMBINATIONS (Concrete Design):
------------------------------------
1. 4D
+
1.4H
1.2D
+
1.6L
+
1.6H
+
0.5R
1.2D
+
1.6R
+
1.6H
+
1.OL
1.2D
+
1.6R
+
1.6H
+
0.5W
1.2D
+
1.OW
+
1.OL
+
0.5R
1.2D
+
1.0E
+
1.OL
+
1.6H + 0.2R
0.9D
+
1.OW
+
1.6H
0.9D
+
1.0E
+
1.6H
WORKING STRESS LOAD COMBINATIONS (Stability Checks and Masonry Design):
------------------------------------
D +
L
+ R + H
D +
L
+ 0.6W + H
D +
L
+ 0.6W + 0.5R + H
D +
L
+ R + 0.3W + H
D +
L
+ R + E/1.4 + H
D +
E/1.4
+ H
3/9
8/22/2018 9:10 AM
•00
4/9
RETAINING WALL RESISTING FORCES:
------------------------------------
Allowable Soil Pressure = 2,000 psf.
Passive Equivalent Fluid Press. = 300.00 pcf.
Passive Soil Height = 0.00 ft.
Coefficient of Friction = 0.50
Cohesion = 500 psf.
Use Vertical Surcharge as Resisting Wt.? = Yes
Overturning Safety Factor = 1.50
Sliding Safety Factor = 1.50
Limit Reaction to Mid 1/3? = No
MATERIAL DATA:
------------------------------------
Concrete Strength, f'c = 2.50 ksi.
Steel Yield Strength, Fy = 60.00 ksi.
Concrete Unit Weight = 150.00 pcf.
Soil Unit Weight = 110.00 pcf.
Fence Weight = 10.00 psf.
------------------------------------
Concrete cover to center of steel:
Wall Inside Face = 2.25 in.
Footing Heel (Top Face) = 2.25 in.
Footing Toe (Bottom Face) = 3.25 in.
Minimum Ratios for Shrinkage and Temperature Reinf:
Vertical Stem Reinf. = 0.0018
Horizontal Stem Reinf. = 0.0020
Footing Reinforcement = 0.0018
8/22/2018 9:10 AM 3 of 8
**************************************************
5/9
S U M M A R Y O F R E S U L T S
--------------------------------------------------------------------------------
DIMENSIONS:
Stem Height
= 7.50 ft.
Heel Length =
2.58
ft.
Stem Thick. @ Top
= 8.00 in.
Toe Length =
1.00
ft.
Stem Thick. @ Base
= 8.00 in.
Total Ftg. Width, B =
4.25
ft.
Footing Thickness
= 11.00 in.
Key Depth =
0.00
ft.
Key Width =
0.00
ft.
ANALYSIS RESULTS:
Max Brg Press. @ Toe = 1,957 psf.
@ Heel = 0 psf.
Allowable Brg. Press. = 2,000 psf.
Resultant Loc From C.L.= 0.93 ft.
Kern Point Loc., B/6 = 0.71 ft.
Limit Resultant To Mid 1/3? = No
Sliding Force =
Resisting Force =
F.O.S. _
Overturn. Moment =
Resisting Moment =
F.O.S. _
1,483 Lb
3, 668 Lb
2.47
4,552 ft-lb
8,734 ft-lb
1.92
--------------------------------------------------------------------------------
DESIGN RESULTS: Design Method, Stem: USD, ACI 318-11 (Concrete)
Ftg.: Ultimate Strength ACI 318-11
d
Mu
Vu
Phi Vn
As Flex.
As Min.
As T+S
(in.)
(ft-k)
(kip)
(kip)
(in^2)
(in^2)
(in^2)
Stem
5.75
5.32
1.92
5.18
0.215
0.230
0.229
Toe
7.75
2.51
2.71
6.98
0.073
0.097
0.238
Heel
8.75
3.94
2.72
7.88
0.101
0.135
0.238
Key
0.00
0.00
0.00
0.00
0.000
0.000
0.000
Notes:
1. Stem
moments are
positive
if they
cause tension
on the
soil face.
Negative
if they
cause tension
on
the outside face.
Stem
shear is positive
to
the left
as measured
on a section
cut
below the top
of wall.
2. Heel moments are positive if they cause tension in the top of
the footing. Heel shear is positive up as measured on a section
cut to the right of the end of the heel.
3. Toe moments are positive if they cause tension in the bottom of
the footing. Toe shear is positive up as measured on a section
cut to the left of the end of the toe.
8/22/2018 9:10 AM 4 of 8
**************************************************
6/9
S T A B I L I T Y A N A L Y S I S R E P O R T
**************************************************
---------------------------------------------------------
Stability Analysis: Governing Combination = D + L + R + H
----------RESISTING
FORCES ---------
---------OVERTURNING FORCES---------
ElementWeight
x
Arm
= Moment
Element Force x Arm = Moment
Soil
2,170
6,494
R at Top
Ftg.
584
2.12
1,240
R at Bot.
Stem
750
1.33
1,000
Horiz. EFP 1,483 3.07 4,552
Vert Sur
Vert Sur
Vert EFP
Horiz Sur
Toe Sur.
Wind
Fence Wt.
Horiz line
V. line
Vert. line
Sum WT =
--------
3,504
MR =
--------
8,734
-------- --------
Sum F = 1,483 MOT = 4,552
Friction Force = 1,752 Lb
Passive Pressure = 126 Lb
Cohesion = 1,790 Lb
Resist. Force, Sum RF = 3,668 Lb
F.O.S. Sliding = RF / F = 2.47
F.O.S. Overturn. = MR / MOT = 1.92
Coef. Vert. Surcharge or Line Load
to Horiz. = EFP / Soil Dens. = 0.318
Resultant Loc From Toe, X = (MR - MOT) / Sum WT = 1.19 ft.
Eccentricity From Ftg. C.L., e = (B / 2) - X = 0.93 ft.
Soil Pressure @ Toe = (2 * WT) / (3 * X) = 1,957 psf.
Soil Pressure @ Heel = = 0 psf.
8/22/2018 9:10 AM
5 of 8
************************************************** 7/9
D E T A I L E D D E S I G N R E P O R T
**************************************************
--------------------------------------------------------------------------------
STEM DESIGN:
Steel Design
Comb
= 1.2D +
1.6L + 1.6H + 0.5R
Shr
Strength @ Base,
Phi Vn
= 5.18
kip
Dist From
d Mu
Vu
As Flex.
As Min.
As T+S As
Reqd
Comb
Top (ft)
(in.) (ft-k)
(kip)
(in^2)
(in^2)
(in^2)
(in^2)
0.75
5.75 0.03
0.07
0.001
0.002
0.173
0.173
2
1.50
5.75 0.11
0.15
0.004
0.006
0.173
0.173
2
2.25
5.75 0.26
0.26
0.010
0.014
0.173
0.173
2
3.00
5.75 0.51
0.40
0.020
0.026
0.173
0.173
2
3.75
5.75 0.87
0.58
0.034
0.045
0.173
0.173
2
4.50
5.75 1.38
0.78
0.054
0.072
0.173
0.173
2
5.25
5.75 2.06
1.02
0.081
0.108
0.173
0.173
2
6.00
5.75 2.92
1.29
0.116
0.154
0.173
0.173
2
6.75
5.75 4.00
1.59
0.160
0.213
0.173
0.213
2
7.50
5.75 5.32
1.92
0.215
0.230
0.229
0.230
2
--------------------------------------------------------------------------------
Vertical Stem
Reinforcement:
Shear -Friction
Steel Added
at Stem
Base (ACI
11 11.6),
Avf = 0.056
in^2
Available Length
for Hook
Embedment
into Footing
= 8.25
in.
Available Length
for Straight
Embedment into
Stem
= 88.00
in.
Development Length
Straight
Hook
Percent
Spac.
50o Cut Off
(in.)
(in.)
Develop.
(in.)
(in.)
#4
14.40
8.40
98.21
10.25
90.00
#5
18.00
10.50
78.57
12.71
90.00
#6
21.60
12.60
65.48
15.03
90.00
#7
31.50
14.70
56.12
17.57
90.00
#8
40.00
16.80
49.11
18.00
90.00
#9
50.90
18.95
43.53
18.00
90.00
#10
64.52
21.34
38.67
18.00
90.00
#11
79.52
23.69
34.83
18.00
90.00
--------------------------------------------------------------------------------
Horizontal Stem
Reinforcement:
Area of steel
for Shrinkage
and Temp.
Reinforcement
=
0.192 in^2
-----Spacing,
in.-----
------Total
Bars------
I.F. Only
EA. Face
I.F.
Only
EA. Face
#4
12.50
18.00
8.00
6.00
#5
18.00
18.00
6.00
6.00
#6
18.00
18.00
6.00
6.00
#7
18.00
18.00
6.00
6.00
#8
18.00
18.00
6.00
6.00
#9
18.00
18.00
6.00
6.00
#10
18.00
18.00
6.00
6.00
#11
18.00
18.00
6.00
6.00
8/22/2018 9:10 AM 6 of 8
LIMA
TOE DESIGN:
* Steel Design Comb. = 0.9D + 1.OW + 1.6H
* Thickness Design Comb. = 0.9D + 1.OW + 1.6H
* Available Length for
Hook Embedment into Stem
= 6.25
in.
* Available Length for
Straight
Embed.
into Toe
= 10.00
in.
---------------------
--- ---------- -------------------------------------------
d
Mu Vlj Phi
Vn
s Flex.
As Min.
As T+S As Req'd
(in.)
(ft-k) "'(kip) (kip)
(in^2)
(in^2)
(in ^2) (in^2)
7.75
2.51 2.71
0.073
0.097
0.238 0.238
--------------------------------------------------------------------------------
Development
Length
Straight
Hook
Percent
� Spac.
(in.)
(in.)
Develop".
(in.)
#4
14.40
8.405
.44
7.01
#5
18.00
10.50 - s
55.56
8.70
#6
21.60
12-`60
46.30
10.29
#7
31.50
14.70
31.75
9.62
#8
36.00-'`
16.80
27.78
11.08
#9
4,0-.`61
18.95
24.63
12.44
#10
'45.72
21.34
21.87
14.03
#111,
55.06
23.69
18.16
14.31
--------------------------------------------------------------------------------
HEEL DESIGN:
* Steel Design Comb. = 1.2D + 1.6L + 1.6H + 0.5R
* Thickness Design Comb. = 1.2D + 1.6L + 1.6H + 0.5R
* Available Length for Straight Embedment into Toe = 18.00 in.
* Available Length for Straight Embedment into Heel = 28.96 in.
--------------------------------------------------------------------------------
d
Mu
Vu
Phi Vn As Flex. As Min.
As T+S As Req'd
(in.)
(ft-k)
(kip)
(kip) (in ^2)
(in^2)
(in^2) (in^2)
8.75
3.94
2.72
7.88 0.101
0.135
0.238 0.238
--------------------------------------------------------------------------------
Development
Length
Straight
Hook
Percent
Spac.
(in.)
(in.)
Develop.
(in.) �.
#4
14.40
8.40
100.00
10.10 f
�,C-
#5
18.00
10.50
100.00
15.66
#6
21.60
12.60
83.33
18.00
#7
31.50
14.70
57.14
17.32
#8
40.00
16.80
45.00
17.95
#9
50.90
18.95
35.37
17.86
#10
64.52
21.34
27.90
17.90
#11
79.52
23.69
22.63
17.83
8/22/2018 9:10 AM 7 of 8
9/9
LONGITUDINAL FOOTING REINFORCEMENT (TEMP & SHRINK ONLY):
Spacing
(in.)
#4
10.10
#5
15.66
#6
22.22
#7
30.30
#8
39.90
#9
50.51
#10
64.14
#11
78.79
8/22/2018 9:10 AM
CONTINUOUS SHEETING NAILED TO
MUDSILL PER SHEAR WALL SCHEDULE
SOLID BLOCKING A 24" O.C.
(6) 16d NAILS EACH BLOCK
32" MIN. LENGTH WHERE JOIST
PARALLEL TO WALL
•A35 CLIP ON EACH SIDE OF BLOCKING
OR JOIST o 16" O.C. - a 2-12d TOENAILS- _
I JOIST TO HAVE RIM MATERIAL ON EACH
SIDE FOR CLIP
1 _1 N
FINISH GRADE
SLAB a ENTRY
04 BARS ® 18" O.C. FROM SLAB
TO WALL AND E.W. IN SLAB
DESIGN CRITERIA
• (5) SACK CONCRETE • f, PSI 2500
• GRADE 60 IEBAR y PSI 60=0
• Ea FLUID PRESS . 40 LBS. / 5a FT. SAND/GRAVEL BACK --ILL
• SEISMIC (814) PILE SUPPORTED.
,
NOTES:
DO NOT BACKFILL UNTIL FLOOR
SHEATHING IS NAILED.
ANCHOR BOLTS:
• MIN. 1/2" DIA. x 10" UN.O.
• MIN 7 EMBEDMENT
• USE 3" Sa WASHERS 4 NUTS
• 1 BOLT WITHIN 12" OF ENDS
4 MIN. 2 BOLTS PER PIECE
OF SILL PLATE.
• MIN. 24" LAP • BAR SPLICE
FOOTING DRAIN
OUTFALL TO DAYLIGHT
FLOOR JOISTS
SEE PLAN FOR
SIZE AND SPACING
(2) 04 CONT.
3"-6" FROM TOP
OF WALL
ANCHOR BOLT SPACING
P BOLTS ,
HORIZONTAL 5 MBAR
SPACING O 10" O.C.
VERTICAL REBAR
5 a 12" O.C.
2" CONCRETE
COVER
8" FOUNDATION WALL
WIDTH
DOWEL5-04 REBAR
• loll O.G. W/ HOOK
OVERLAP VERTICAL
REBAR loll MIN.
31/2" CONCRETE SLAB
6 MIL.
(2) 04 REBAR
HORIZONTAL CCONTJ
Concrete Beam Design Report
Concrete Beam Design
Job: 30728 Designed By: RDH PE
Beam ID: Basement Wall -Vert Steel Checked By:
Date: 7/12/2019 11:57:08 AM Program: Concrete Beam Design 4.0
2/10
Page 1
Description: Basement Wall
Code ACI (2011) Design Method Ultimate Strength
Member Tvoe One-Wav Slab I Cross Section Shane Rectaneular
Snan Data:
Main Span Length
11.000 Ft
Left End Support
Pinned
Right End Support
Pinned
Left Support Width
4.000 In
Right Support Width
4.000 In
Left Haunch Start Location
Not Present
Right Haunch Start Location
Not Present
Cross Section Data:
Total Depth at Mid -Span 8.000 In Top Width at Mid -Span 12.000 In
Material Data:
Pc
2.500 K/Inz
Flexural Reinforcing fy
60.000 K/InZ
Concrete Density
144.000 Lb/Ft'
Shear Reinforcing Ivy
60.000 K/In2
Concrete Tensile Strength
0.420 K/In'
Stress Block, Beta
0.850
Dp.Cn1n Criteria:
Bottom Covert Stirrup
3.000 In
Top Cover to Stirrup
2.000 In
Total Load Deflection Limit
L/240.00
Live Load Deflection Limit
L/360.00
Allow Cuts in Tension Zone
N
Check Crack Control Provisions
Y
ECHO OF LOAD INPUT
DEAD LOAD
LIVE LOAD
WIND LOAD
EARTHQUAKE
LOAD
ROOF LOAD
Check Deflection:
Yes
Yes
Yes
Main Span
# I
Uniform Load:
0.000 K /Ft
0.000 K /Ft
0.000 K /Ft
-0.088 K /Ft
Distance to Begin:
0.000 Ft
0.000 Ft
0.000 Ft
0.000 Ft
Distance to End:
0.000 Ft
0.000 Ft
0.000 Ft
11.000 Ft
# I
Triangular Load:
0.000 K /Ft
-0.440 K /Ft
0.000 K /Ft
0.000 K /Ft
Distance to Begin:
0.000 Ft
0.000 Ft
0.000 Ft
0.000 Ft
Distance to End:
0.000 Ft
11.000 Ft
0.000 Ft
0.000 Ft
Distance to Peak:
0.000 Ft
10.990 Ft
0.000 Ft
0.000 Ft
CRITICAL SHEARS & MOMENTS
Load Combination Dead Load:
1.400 x Dead Load
Load Combination # 1:
1.200 x Dead Load + 1.600 x L + 0.500 x R
Load Combination # 2:
1.200 x Dead Load + 1.000 x L + 1.600 x R
Load Combination # 3:
1.200 x Dead Load + 0.800 x W + 1.600 x R
Load Combination # 4:
1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R
DEAD LOAD
LOAD COMB 1
LOAD COMB 2
LOAD COMB 3
LOAD COMB 4
No
No
No
No
Shear
Left End:
0.000
K
1.292
K
0.807
K
0.000
K
0.807
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
0.000
K
-2.580
K
-1.613
K
0.000
K
-1.613
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
5.470
K -Ft
3.418
K -Ft
3.418
K -Ft
Located at:
1
6.351
Ft
6.351
Ft
6.351
Ft
Max Deflection
0.000
In
-0.050
In
-0.050
In
0.000
In
-0.050
In
L:Project Fi1esHomes051 - 4063 Rainier Ave S063 7/12/2019 11:57:08 AM
Rainier Ave SCapswall design-revl vert.rtf
Concrete Beam Design Report
3/10
Page 2
Located at:
0.000
Ft
5.713
Ft
5.713
Ft
0.000
Ft
5.713
Ft
Dead Part:
0.000
In
0.000
In
0.000
In
0.000
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction Left End:
0.000
K
1.292
K
0.807
K
0.000
K
0.807
K
Reaction Right End:
0.000
K
2.580
K
1.613
K
0.000
K
1.613
K
Load Combination # 5:
1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R
Load Combination # 6:
0.900 x Dead Load + 1.600 x W
Load Combination # 7:
0.900 x Dead Load + 1.400 x E
Load Combination # 8:
1.200 x Dead Load - 0.800 x W + 1.600 x R
Load Combination # 9:
1.200 x Dead Load + 1.000 x L -1.600 x W + 0.500 x R
LOAD COMB 5
LOAD COMB 6
LOAD COMB 7
LOAD COMB 8
LOAD COMB 9
No
No
No
No
No
Shear
Left End:
1.485
K
0.000
K
0.678
K
0.000
K
0.807
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-2.290
K
0.000
K
-0.678
K
0.000
K
-1.613
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
5.252
K -Ft
1.863
K -Ft
3.418
K -Ft
Located at:
6.069
Ft
5.500
Ft
6.351
Ft
Max Deflection
-0.109
In
0.000
In
-0.020
In
0.000
In
-0.050
In
Located at:
5.652
Ft
0.000
Ft
5.500
Ft
0.000
Ft
5.713
Ft
Dead Part:
0.000
In
0.000
lln
0.000
hi
0.000
In
0.000
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
1.485
K
0.000
K
0.678
K
0.000
K
0.807
K
Reaction
Right End:
2.290
K
0.000
K
0.678
K
0.000
K
1.613
K
Load Combination # 10:
1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R
Load Combination # 11:
0.900 x Dead Load - 1.600 x W
Load Combination # 12:
0.900 x Dead Load -1.400 x E
LOAD COMB 10
LOAD COMB l I
LOAD COMB 12
LOAD COMB 13
LOAD COMB 14
No
No
No
Shear
Left End:
0.130
K
0.000
K
-0.678
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-0.935
K
0.000
K
0.678
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
1.639
K -Ft
-1.863
K -Ft
Located at:
7.071
Ft
5.500
Ft
Max Deflection
-0.109
hi
0.000
In
-0.020
In
Located at:
5.652
Ft
0.000
Ft
5.500
Ft
Dead Part:
0.000
In
0.000
Li
0.000
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
0.130
K
0.000
K
-0.678
K
Reaction
Right End:
0.935
K
0.000
K
-0.678
K
SECTION DESIGN INFORMATION
SECTION FLEXURAL DESIGN
Mid -Span Region:
Cross -Section Information:
Total Depth :
8.000 In
Distance to Centroid As :
4.69 In
Top Width :
12.000 In
Distance to Centroid A's :
2.31 In
For Design Moment, Mu:
5.470 K -Ft
Required As:
0.308 In2 (p : 0.005)
Required A's :
0.000 In ( : 0.000)
Provided As :
0.310 In2 (p : 0.006)
Provided A's :
0.000 In2 ( : 0.000)
L:Project FilesHomes051 - 4063 Rainier Ave S063 7/12/2019 11:57:08 AM
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Concrete Beam Design Report
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Page 3
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn:
6.030 K -Ft
Gross Area :
96.000 I112
Gross Moment of Inertia:
512.000 In
Neutral Axis Location :
4.00 In
N (Es/Ec) :
10.17
Modulus, Ec :
2,851.20 K /In2
Cracked Moment of Inertia :
44.954 In2
Neutral Axis Location :
6.67 In
Cracking Moment:
4.000 K -Ft
Mid -Span Region:
Cross -Section Information:
Total Depth :
8.000 In
Distance to Centroid As :
5.69
In
Top Width:
12.000 In
Distance to Centroid A's :
2.31
In
For Design Moment, Mu
:
-1.863 K -Ft
Required As :
0.173 In2 (p : 0.003)
Required A's :
0.000 In ( : 0.000)
Provided As :
0.310 In (p : 0.005)
Provided A's :
0.000 In (p : 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn :
-7.425 K -Ft
Gross Area:
96.000 In
Gross Moment of Inertia:
512.000 In2
Neutral Axis Location :
4.00
In
N (Es/Ec) :
10.17
Modulus, Ec :
2,851.20
K /In2
Cracked Moment of Inertia :
68.785 I112
Neutral Axis Location:
6.51
In
Cracking Moment :
4.000 K -Ft
* Indicates That Nominal Resistance Includes Appropriate Phi Factor
BOTTOM BARS
Mid -Span Region:
Design Moment, Mu 5.47 K-Ft As Required 0.308 In As Provided 0.310 In2 d 4.6881
Bar Size #5 Number of Layers I 1 I Layer Spacing 0.00111
Number of Bars 1 Bars in Lower Layer I 1 I Ld 18.00 In
At Left Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Suppo_r_t_)_____j 0.00 In
At Right Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00111
TOP BARS - MID SPAN
*** NOTE: Negative Moment Extends Across Span ***
Design Moment, Mu 1 -1.86 K-Ft I As Required 1 0.173 In 1 As Provided 1 0.310 In 1 d Id : 5.688 In
Bar Size #5 Number of Layers I 1 I Layer Spacing 0.00 In
Number of Bars I Bars in Lower Layer I 1 I Ld 18.00 In
MAXIMUM DEFLECTIONS
Span
Load Comb
Short Total
Long Total
Max Allow
Short Live
Load
Max Allow
Ieffective
In
In
In
In
In
In'
MAIN
Dead
0.000
0.550 OK
512.00
1
-0.050
-0.075
0.550 OK
-0.050
0.367 OK
512.00
2
-0.050
-0.075
0.550 OK
-0.050
0.367 OK
512.00
3
0.000
0.000
0.550 OK
0.000
0.367 OK
512.00
4
-0.050
-0.075
0.550 OK
-0.050
0.367 OK
512.00
5
-0.109
-0.163
0.550 OK
-0.109
0.367 OK
328.16
6
0.000
0.000
0.550 OK
0.000
0.367 OK
512.00
7
-0.020
-0.030
0.550 OK
-0.020
0.367 OK
512.00
8
0.000
0.000
0.550 OK
0.000
0.367 OK
512.00
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Rainier Ave SCapswall design-revl vert.rtf
Concrete Beam Design Report
5/10
Page 4
9
-0.050
-0.075
0.550 OK
-0.050
0.367 OK
512.00
10
-0.109
-0.163
0.550 OK
-0.109
0.367 OK
328.16
11
0.000
0.000
0.550 OK
0.000
0.367 OK
512.00
12
-0.020
-0.030
0.550 OK
-0.020
0.367 OK
512.00
SHEAR DESIGN - MAIN SPAN
--------------------- Left Side ---------------------
--------------------- Right Side --------------------
Number @ Spacing Al
Number @ Spacing Al
In
In2
Spacing starts from face of support ....
None Re aired None Required
L:Project FilesHomes051 - 4063 Rainier Ave S063 7/12/2019 11:57:08 AM
Rainier Ave SCapswall design-revl vert.rtf
Concrete Beam Design Report
Concrete Beam Design
Job: 30728 Designed By: RDH PE
Beam ID: Basement Wall Horizontal Steel Checked By:
Date: 7/12/2019 12:02:13 PM Program: Concrete Beam Design 4.0
Description: Basement Wall
6/10
Page 1
Code ACI (2011) Design Method Ultimate Strength
Member Type One -Way Slab Cross Section Shape Rectangular
Cnan Dnfnr
Main Span Length
13.000 Ft
Left End Support
Fixed
Right End Support
Fixed
Left Support Width
4.000 In
Right Support Width
4.000 In
Left Haunch Start Location
Not Present
Right Haunch Start Location
Not Present
Cross Section Data:
Total Depth at Mid -Span 8.000 In Top Width at Mid -Span 12.0001
Material Data:
fc
1 2.500 K/In2
Flexural Reinforcing fy
60.000 K/In2
Concrete Density
144.000 Lb/Ft'
Shear Reinforcing fvy
60.000 K/In'
Concrete Tensile Strength
0.420 K/In'
Stress Block, Beta
0.850
Design Criteria:
Bottom Cover to Stirrup
3.000 In
Top Cover to Stirrup
1.500 In
Total Load Deflection Limit
L/240.00
Live Load Deflection Limit
L/360.00
Allow Cuts in Tension Zone
N
Check Crack Control Provisions
Y
ECHO OF LOAD INPUT
DEAD LOAD
LIVE LOAD
WIND LOAD
EARTHQUAKE
LOAD
ROOF LOAD
Check Deflection:
Yes
Yes
Yes
Main Span
# 1
Uniform Load:
0.000 K /Ft
-0.360 K /Ft
0.000 K /Ft
0.088 K /Ft
Distance to Begin:
0.000 Ft
0.000 Ft
0.000 Ft
0.000 Ft
Distance to End:
0.000 Ft
13.000 Ft
0.000 Ft
13.000 Ft
CRITICAL SHEARS & MOMENTS
Load Combination Dead Load:
1.400 x Dead Load
Load Combination # 1:
1.200 x Dead Load + 1.600 x L + 0.500 x R
Load Combination # 2:
1.200 x Dead Load + 1.000 x L + 1.600 x R
Load Combination # 3:
1.200 x Dead Load + 0.800 x W + 1.600 x R
Load Combination # 4:
1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R
DEAD LOAD
LOAD COMB 1
LOAD COMB 2
LOAD COMB 3
LOAD COMB 4
Shear
Left End:
0.000
K
3.744
K
2.340
K
0.000
K
2.340
K
Moment
Left End:
0.000
K -Ft
-8.112
K -Ft
-5.070
K -Ft
0.000
K -Ft
-5.070
K -Ft
Shear
Right End:
0.000
K
-3.744
K
-2.340
K
0.000
K
-2.340
K
Moment
Right End:
0.000
K -Ft
-8.112
K -Ft
-5.070
K -Ft
0.000
K -Ft
-5.070
K -Ft
Maximum Moment
4.056
K -Ft
2.535
K -Ft
2.535
K -Ft
Located at:
6.500
Ft
6.500
Ft
6.500
Ft
Max Deflection
0.000
In
-0.040
In
-0.040
In
0.000
In
-0.040
In
Located at:
0.000
Ft
6.500
Ft
6.500
Ft
0.000
Ft
6.500
Ft
Dead Part:
0.000
In
0.000
In
0.000
In
0.000
hr
Inflection Points:
0.000
Ft
2.747
Ft
2.747
Ft
0.000
Ft
2.747
Ft
13.000
Ft
10.253
Ft
10.253
Ft
13.000
Ft
10.253
Ft
Reaction
Left End:
0.000
K
3.744
K
2.340
K
0.000
K
2.340
K
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7/12/2019 12:02:13 PM
Rainier Ave SCapswall design-revl.rtf
Concrete Beam Design Report
7/10
Page 2
Reaction Right End: 1 0.000 K 1 3.744 K 1 2.340 K 1 0.000 K 1 2.340 K
Load Combination # 5:
1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R
Load Combination # 6:
0.900 x Dead Load + 1.600 x W
Load Combination # 7:
0.900 x Dead Load + 1.400 x E
Load Combination # 8:
1.200 x Dead Load - 0.800 x W + 1.600 x R
Load Combination # 9:
1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R
LOAD COMB 5
LOAD COMB 6
LOAD COMB 7
LOAD COMB 8
LOAD COMB 9
Shear
Left End:
1.539
K
0.000
K
-0.801
K
0.000
K
2.340
K
Moment
Left End:
-3.335
K -Ft
0.000
K -Ft
1.735
K -Ft
0.000
K -Ft
-5.070
K -Ft
Shear
Right End:
-1.539
K
0.000
K
0.801
K
0.000
K
-2.340
K
Moment
Right End:
-3.335
K -Ft
0.000
K -Ft
1.735
K -Ft
0.000
K -Ft
-5.070
K -Ft
Maximum Moment
1.667
K -Ft
-0.868
K -Ft
2.535
K -Ft
Located at:
6.500
Ft
6.500
Ft
6.500
Ft
Max Deflection
-0.024
In
0.000
In
0.008
In
0.000
In
-0.040
In
Located at:
6.500
Ft
0.000
Ft
6.500
Ft
0.000
Ft
6.500
Ft
Dead Part:
0.000
In
0.000
In
0.000
In
0.000
In
0.000
In
Inflection Points:
2.747
Ft
0.000
Ft
2.747
Ft
0.000
Ft
2.747
Ft
10.253
Ft
13.000
Ft
10.253
Ft
13.000
Ft
10.253
Ft
Reaction
Left End:
1.539
K
0.000
K
-0.801
K
0.000
K
2.340
K
Reaction
Right End:
1.539
K
0.000
K
-0.801
K
0.000
K
2.340
K
Load Combination # 10:
1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R
Load Combination # 11:
0.900 x Dead Load -1.600 x W
Load Combination # 12:
0.900 x Dead Load - 1.400 x E
LOAD COMB 10
LOAD COMB 11
LOAD COMB 12
LOAD COMB 13
LOAD COMB 14
Shear
Left End:
3.141
K
0.000
K
0.801
K
Moment
Left End:
-6.805
K -Ft
0.000
K -Ft
-1.735
K -Ft
Shear
Right End:
-3.141
K
0.000
K
-0.801
K
Moment
Right End:
-6.805
K -Ft
0.000
K -Ft
-1.735
K -Ft
Maximum Moment
3.403
K -Ft
0.868
K -Ft
Located at:
6.500
Ft
6.500
Ft
Max Deflection
-0.024
In
0.000
In
0.008
In
Located at:
6.500
Ft
0.000
Ft
6.500
Ft
Dead Part:
0.000
In
0.000
In
0.000
In
Inflection Points:
2.747
Ft
0.000
Ft
2.747
Ft
10.253
Ft
13.000
Ft
10.253
Ft
Reaction
Left End:
3.141
K
0.000
K
0.801
K
Reaction
Right End:
3.141
K
0.000
K
0.801
K
SECTION DESIGN INFORMATION
SECTION FLEXURAL DESIGN
Mid -Span Region:
Cross -Section Information:
Total Depth :
8.000 In
Distance to Centroid As :
4.75
In
Top Width :
12.000 In
Distance to Centroid A's :
1.75
In
For Design Moment, Mu:
4.056 K -Ft
Required As :
0.219 In (p : 0.004)
Required A's :
0.000 In (p : 0.000)
Provided As :
0.400 In (p : 0.007)
Provided A's:
0.000 In (p : 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn
:
7.703 K -Ft
Gross Area:
96.000 In
Gross Moment of Inertia:
512.000 In2
Neutral Axis Location :
4.00
In
N (Es/Ec) :
10.17
Modulus, Ec :
2,851.20
K /In2
Cracked Moment of Inertia :
56.470 In2
Neutral Axis Location :
6.51
In
Cracking Moment:
4.000 K -Ft
L:Project FilesHomes051 - 4063 Rainier Ave S063 7/12/2019 12:02:13 PM
Rainier Ave SCapswall design-revl.rtf
Concrete Beam Design Report
At Left Support:
Cross -Section Information:
8/10
Page 3
Total Depth :
8.000 In
Distance to Centroid As :
6.25
In
Top Width:
12.000 In
Distance to Centroid A's :
1.75
In
For Design Moment, Mu:
-7.496 K -Ft
Required As :
0.281 In2 (p : 0.004)
Required A's :
0.000 In2 (p : 0.000)
Provided As :
0.400 I112 (p : 0.005)
Provided A's :
0.000 In2 (p : 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn
:
-10.403 K -Ft
Gross Area:
96.000 In2
Gross Moment of Inertia:
512.000 In2
Neutral Axis Location :
4.00
In
N (Es/Ec) :
10.17
Modulus, Ec :
2,851.20
K /In2
Cracked Moment of Inertia :
103.824 In2
Neutral Axis Location :
6.25
In
Cracking Moment:
4.000 K -Ft
Mid -Span Region:
Cross -Section Information:
Total Depth :
8.000 hi
Distance to Centroid As :
6.25 In
Top Width:
12.000 In
Distance to Centroid A's :
1.75 In
For Design Moment, Mu:
-8.112 K -Ft
Required As :
0.306 In2 (p : 0.004)
Required A's :
0.000 In2 (p: 0.000)
Provided As :
0.400 In2 (p : 0.005)
Provided A's:
0.000 In2 (p: 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn:
-10.403 K -Ft
Gross Area :
96.000 In2
Gross Moment of Inertia:
512.000 I112
Neutral Axis Location :
4.00 In
N (Es/Ec) :
10.17
Modulus, Ec :
2,851.20 K /h12
Cracked Moment of Inertia :
103.824 In2
Neutral Axis Location :
6.25 In
Cracking Moment:
4.000 K -Ft
At Right Support:
Cross -Section Information:
Total Depth :
8.000 In
Distance to Centroid As :
6.25
In
Top Width:
12.000 In
Distance to Centroid A's :
1.75
In
For Design Moment, Mu
:
-7.496 K -Ft
Required As :
0.281 In2 (p : 0.004)
Required A's :
0.000 h12 (p : 0.000)
Provided As :
0.400 In2 (p : 0.005)
Provided A's:
0.000 In2 ( : 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn
:
-10.403 K -Ft
Gross Area:
96.000 In2
Gross Moment of Inertia
:
512.000 In2
Neutral Axis Location :
4.00
In
N (Es/Ec) :
10.17
Modulus, Ec :
2,851.20
K /In2
Cracked Moment of Inertia:
103.824 In2
Neutral Axis Location :
6.25
In
Cracking Moment:
4.000 K -Ft
* Indicates That Nominal Resistance Includes Appropriate Phi Factor
BOTTOM BARS
Mid -Span Region:
Design Moment, Mu 4.06 K-Ft As Required 0.219 hie As Provided 0.400 In2 d 4.7501
L:Project FilesHomesOS1 - 4063 Rainier Ave S063 7/12/2019 12:02:13 PM
Rainier Ave SCapswall design-revl.rtf
NWAUI
Concrete Beam Design Report Page 4
Bar Size #4 Number of Layers I Layer Spacing 0.00 In
Number of Bars 2 Bars in Lower Layer 2 1 Ld 14.40 In
At Left Support:
Design Moment, Mu 1.60 K-Ft As Required 0.216 In As Provided 0.400 In2 d 4.750 In
Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In
Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In ***Anchor Bars
Percent of Bars Continuing into Support 1 100 1 Suggested Bar Cutoff (from Centerline of Support) I0.00 In
At Right Support:
Design Moment, Mu 1.60 K-Ft As Required 0.216 I112 As Provided 0.400 In d 4.7501n
Bar Size 44 Number of Layers 1 Layer Spacing 0.00 In
Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In ***Anchor Bars
Percent of Bars Continuing into Support 1 100 1 Suggested Bar Cutoff (from Centerline of Support) 1 0.00 In
TOP BARS - LEFT SUPPORT
Design Moment, Mu 1 -7.50 K-Ft I As Required 1 0.281 I112 1 As Provided 1 0.400 In 1 d 1 6.250 In
Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In
Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In
Suggested Bar Cutoff 0.00111
TOP BARS - MID SPAN
*** NOTE: Negative Moment Extends Across Span ***
Design Moment, Mu -8.11 K-Ft I As Required 0.3061n2 As Provided 0.400 In2 d d : 6.250 In
Bar Size #4 Number of Layers 1 Layer Spacing I 0.00 In
Number of Bars 2 Bars in Lower Layer 2 Ld 1 14.40 In
TOP BARS - RIGHT SUPPORT
Design Moment, Mu 1 -7.50 K-Ft I As Required 1 0.281 In2 I As Provided 1 0.400 In2 1 d 1 6.250 In
Bar Size #4 Number of Layers 1 Layer Spacing 0.00111
Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In
Suggested Bar Cutoff 0.00 In
MAXIMUM DEFLECTIONS
Span
Load Comb
Short Total
Long Total
Max Allow
Short Live
Load
Max Allow
Ieffective
In
In
In
In
In
In'
MAIN
Dead
0.000
0.650 OK
512.00
1
-0.040
-0.060
0.650 OK
-0.040
0.433 OK
408.14
2
-0.040
-0.060
0.650 OK
-0.040
0.433 OK
408.14
3
0.000
0.000
0.650 OK
0.000
0.433 OK
512.00
4
-0.040
-0.060
0.650 OK
-0.040
0.433 OK
408.14
5
-0.024
-0.036
0.650 OK
-0.024
0.433 OK
512.00
6
0.000
0.000
0.650 OK
0.000
0.433 OK
512.00
7
0.008
0.012
0.650 OK
0.008
0.433 OK
512.00
8
0.000
0.000
0.650 OK
0.000
0.433 OK
512.00
9
-0.040
-0.060
0.650 OK
-0.040
0.433 OK
408.14
10
-0.024
-0.036
0.650 OK
-0.024
0.433 OK
512.00
11
0.000
0.000
0.650 OK
0.000
0.433 OK
512.00
12
0.008
0.012
0.650 OK
0.008
0.433 OK
512.00
L:Project Fi1esHomes051 - 4063 Rainier Ave S063 7/12/2019 12:02:13 PM
Rainier Ave SCapswall design-revl.rtf
Concrete Beam Design Report
SHEAR DESIGN - MAIN SPAN
10/10
Page 5
--------------------- Left Side ---------------------
--------------------- Right Side ---------------------
Number @ Spacing Al
Number @ Spacing Al
In2
In2
Spacing starts from face of support ....
None Required None Required
L:Project FilesHomes051 - 4063 Rainier Ave S063 7/12/2019 12:02:13 PM
Rainier Ave SCapswall design-revl.rtf
F-1 � WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Thuesen-510 8th Ave N rev 2019.wwa WoodWorksO Sizer 11.1.1 Oct. 15, 2019 09:49:54
Concept Mode: Beam View Floor 1: 1'
41 65'
24 _ 56,
32 : 57'
33 51'
g : : : : 48'
38
10 43'_6"
95i��®"' \ -. '_owl, -. LO'_. _. 40'
1
8 - : 37'
27 <w : J6'
17 �' .. .*�;P e ova : - - 35'
23 �# _ .. _ 33'
13 32
12 27'
2 - 26'
pc7
30 : 24'
pc8
,)9
21 d1
19 pc5a : e 11 pc7a : -. 15'
20
12
36 PC2- + pc5 C6- c6
14 .. TBT TB3 TB5 -. 7'
39 7B2 TB4 5'
15
40 - - 2'
AT T A BC)V K%BB3AL-AV U UARYF9AX AGX NAYAW AI OAHZ C AZS' BD ABAUH AO (AN B R SI G AC E AD\B AAAF JAE
0' 2' 4' 5'-6"7' 8' 9' 11' 13' 18' 20'-6' 24' 26' 28'-6" 32' 34' 36' 38'-6" 42' 44' 47'-6" 50' 52' 54'-6" 59' 65'-6" 70' 74' 86' 90'-6"
9'-6"-6"2'-6" 17' 19"0' 22' 25' 27'-6" 31' 33' 37'-6" 40' 43' 46' 48' 54' 73' 87'-6" 91'-6"
2/11
SHEARWALL
PER PLAN
ANCHOR E3OLT6
PER PLAN
FIN. GR.� ----� 2-05 a Top and
04 6 IS" oc HORIZ
m ii• i #4 9 9" oc VERT
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1-3 STIRRUPS - 6"oc x 24" I- '
co EA SIDE OF PILE AT
CORNERS, 36" IN CENTER
OF GRADE E3EAM.
PILE CAP PER
DETAIL 5/
tf'
12'1
(2) #'4 GR. 60 TOP 4
BOTTOM, LAP BAR5
26" AT SPLICES
" CLR
PIN PILES
PER PLAN
1 PERIMETER GRADE BEAM
NOT TO SCALE
F-I �
Thuesen-510 8th Ave N rev 2019.wwa
WoodWorks® Sizer
WoodWorksOO
Concept Mode: Reactions at Base of Structure View Floor 1: 1'
41
16
37
28_.
c122 c37 c137 c140 _c141_ c38 c117 C: c88
118 S 320 L 1845 S 1 D 1 D
24.. 3D. _. ._1563 _.... 1181D
25 S 215 D
-34 U
c108 w63
32
33 2384S _. _.......... 100S _...
w121506 D 65 D
c93 S
1109 S c116 86 c87
3180 S 1 D20 L 1 D
38 c109 1375 S
10 839 D
550 S 330 D
c110) c20 c15 c134 w15
22 50 S 659 L, . 480 L - 486 L_ .... . 630 L _ ..... ........ ...... ........ .... c84
25 332 D, 192 D 175 D 175 D 230 D
LbZ3 S
1552 D 139 S
839 D
27. _ _ c27 26 c25 w81365 D �198 D.
357 L 381 L 60 L 551 S
c42 L 119 D 125 D 19 D 331 D
1950 S 187 S
1315 D 120 D
c22 c24 11 c10 c73 c18 w7 c128 N�56
4
60 L 60 L 1220 L 1340 -54 S 864 L 83 S 1136 L
Fi 19 D 19 D 393 D. 110 S -34 D 1960 S 50 t177 D4891 S
12 — c23c21 ` w c136 c13': c12 358 D 498 D\ -89 U 1568 D 82 D 3478 D
2
312 U8 L -104 S - 1025 L 953 L
4141 D 52 SI1 D 3164 D 14 S 36 S
30 _..... _. 61 D --168 U ._ 355 D 362 D. _..... _...... Lt _.. _..... ie }�_... _.
CIA
t� c144 c148 c147 log, 1
29
34 ,�, - - ` r g 1169 L 2543 L _ 4722 L 7L�744
34 L
P1 -7 S 45 S -189 S 944S
21 - -- \� ,..3710D 5513D 8114D ',246D
19 -. - -
20
36 2256 L .. 9504 L
35 P2 P3 97 S 160 .'c143 8 P9 P1 -
2087 L 8033 L 2469 L 550 L 4877 L 5771 L 29 6 L275 L
3237 S 6335 S 3218 S 313 11778 S 927 S 32 8 S
14 - 3237D 6335D - .:3218D - -" li 16760D 9272D 716 D2271D
39
�P11 P12 1,13
15
40 _._. 1800 L _. _.... 2640 L _ 840 L _.....
1875 D 3065 D 1640 D
18
AT T A BCQ V K VBB,IBA,L AAV- U M AR Y F D AX AG X N AYO AW Al O AH Z C AZS' BD AM AU H AO CAN B R S I G
0' 2' 4' 6' 7' 8' 9' 10' 1 V 12' 13' 17' 18' 19' 20' 21' 22' 24' 25' 26' 27'-6" 31' 32' 33' 34' 36' 38'-6" 40' 42' 43' 44' 46' 47'-6" 50' 52' 54'-6" 59
5'-6" 9'-6")'-6" 12'-6' 20'-6" 27' 28'6" 37'-6"' 48' 54'
Pile Analysis
Column Footing # DL
2" 3"
4°
Pile Capacities 4,000 12,000
20,000 lb
Design
DL+
Live Load
LL SL WL DL+LL
DL+SL LL+SL+WL)
(lb)
188 10443 11445
19700
18730
10443
D87 1551 5602
5066
6244
2729
D33 1503 14774
8244
13893
8033
469 1358 5997
4886
6398
2870
942 938 5648
3644
5616
2942
504 1601 15438
7535
14263
9504
0
0
0
0
870 1778 11627
8535
11743
4986
750 786 15011
10047
14163
5750
973 3175 9258
9460
10896
4611
800 949 4245
3394
4507
2062
434 949 6034
4549
6137
2537
486 4400
1914
3779
2486
944 2468 3620
5144
5235
2559
550 3683
3133
3546
550
511 19 6443
4851
6055
1611
275 28 2546
2299
2498
275
204 23 7333
5152
6799
2204
722 12836
8114
11656
4722
543 8056
5513
7420
2543
Pile Cap Analysis
V (lb)
M (ft.lb)
PC1
11763
12753
PC2
9274
10888
8036
13299
pc5a`
4080
8019
i 11 R
C6{�����,
8017
13359
P,,
PC7
8489
14734
8102
10063
Design
Load
(lb)
19700
6244
14774
6398
5648
15438
0
11743
15011
10896
4507
6137
4400
5235
3683
6443
2546
7333
12836
8056.0
Pile
Dia
4 in
3 in
4 in
3 in
3 in
4 in
2 in
3 in
4 in
3 in
3 in
3 in
3 in
3 in
2 in
3 in
2 in
3 in
4 in
3 in
4h
COMPANY
Design Build Services, Inc.
PROJECT
510 Bill Ave N - Lot 2
120th SE
Monroe, WA 98272
510 Bih Ave N
Edmonds, WA 98020
WoodWorks'
(360) 59
(360)793-9659
Thuesen Custom Homes
Oct. 15, 2019 09:42
PC4.-b
I
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
tern
Location IfI
Start End
Magnitude
Start End
Unit
1 c71
Dead
Point
Ito
3.96
432
lbs
2 c71
snow
Point
Yes
3.96
635
lbs
3 w24
Dead
partial UDL
No
0.9E 5.96
285.7 285.7
plf
4 w24
Live
Partial UDL
Yes
0.96 5.96
600.0 600.0
plf
5 w24
Snow
Partial UDL
Yes
0.96 5.96
141.0 141.0
plf
6 c4
Dead
Point
tto
5.96
601
lba
7 c4
Live
Point
Yea
5.96
1800
lbs
8 c5
Dead
Point
it
11.79
1426
lbs
9 c5
Live
Point
Yes
11.79
3000
lbs
10 c5
Snow
Point
Yes
11.79
758
1ba
ll jl29
Dead
Full UDL
IT.
122.2
plf
12 jl29
Live
Full UDL
Yes
360.0
plf
Load13
Dead
Full UDL
ito
250.0
plf
self-wei ht
Dead
Full UDL
I No
1
1 42.3
1pif
Maximum Reactions (lbs) and Bearing Lengths (in) :
I T-0.5"
Unfactored:
Dead
2775
5229
1211
Live
3560
6874
3620
Snow
Factored:
713
992
537
Total
Bearing:
6356
12103
4831
Length
11.50
1.50
11.50
Plin re 'd
0.88
1.50"
0.67
"Minimum bearing length governed by the required width of the supporting member.
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination.
pc4
Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"x15-1/2")
Supports: 1,3 -Timber-soft Beam, D.Fir-L No.2; 2-Timber-soft Column, D.Fir-L No.2;
Total length: IT-0.5"; Clear span: T-6.0", V-6.0"; volume = 16.1 cu.ft.; Beam and stringer
Lateral support: top= full, bottom= at all supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Analysis
Value
Desi rt
Value
Unit
Mal sis/Desi
n
Sheaf
fv
=54
Fv' =
170
psi
fv I =
0.31
Bending(+)
fb
= 253
Fb' =
847
psi
fb/Fb' =
0.30
Bending(-)
fb
= 211
Fb' =
847
psi
fb/Fb' =
0.31
Dead Defl'n
0.11
= <1/999
Live Defl'a
0.01
= <L/999
0.25 =
L/360
in
0.04
Total Defl'n
0.02
= <L/999
0.38 =
L/240
in
0.05
Additional Data:
FACTORS: F/E(psi)CD CPS Ct CL CF Cfu Cr
Cfrt Ci Cn
LC#
Fv' 170 1.00 1.00 1.00 - - - -
1.00 1.00 1.00
2
Fb'+ 875 1.00 1.00 1.00 1.000 0.969 1.00 1.00
1.00 1.00 -
5
Fb'- 875 1.00 1.00 1.00 1.000 0.969 1.00 1.00
1.00 1.00 -
2
Fcp' 625 - 1.00 1.00 - - - -
1.00 1.00 -
-
E' 1.3 million 1.00 1.00 - - - -
1.00 1.00 -
5
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D+L, V max = 7512, V design = 6363
lbs
Bending(+): LC N5 = D+L (pattern: L I, M = 9712 lbs-ft
Bending)-): LC 42 = D+L, 14 = 10077 lbs-ft
Deflection: LC #5 = (live)
LC 45 = (total)
D=dead L=live S=snow 4r=wind I -imp act Lr=roof live L-concentrated
E=earthquake
All LC's a e listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, - o pattern load in
this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 1b-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
i. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
COMPANY
Design Build Services, Inc.
I PROJECT
510 8th Ave N - Lot 2
R
0
SE
Monroe, WA 98272
510 8th
Edmonds, WA 98020
® ® Works
(360) 7 3-9h 59
(360) 793-9659
Thuesen Custom Homes
I
Oct. 15, 2019 09:46
pc5r.wwb
SOMVAREFOR WOOD DESIGN
Design Check Calculation Sheet
Wood Works Sizer 11A.1
Loads:
Load
Type
Distribution
Pat-
tern
Location tftl
Stazt End
Magnitude
Start End
Unit
1.33
Dead
Point
4.04
1612
lb.
2 c33
Live
Point
4.11
1850
lb
3 c33
Snow
Point
4.01
1424
lbs
4 j143
Dead
Full UDL
629.0
plf
5 j143
Live
Full UDL
211'0
plf
Load6
Dead
Full UDL
250.0
plf
Self -weight
Dead
Fu11 UDL
42.3
plf
Maximum Reactions (lbs) and Bearing Lengths (in)
4'-1.32"
Unfacto zed:
Dead
1886
3511
Live
563
2417
Snow
1424
Facto zed:
Total
2450
6392
Hearing:
Length
0.50*
0.82
rlin z 'd
0.50*
0.82
Minimum bearing length setting used: 1/2" for end supports
pc5
Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"x15-1/2")
Supports: All - Timher-soft Column, D.Fir-L No.2
Total length: 4'-1.32"; Clear span: 4'; volume = 5.1 cu.ft.; Beam and stringer
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2016 :
Criterion
Analysis Value
Desi Value
Unit
Anal s's/Desi
Shear
fv = 7
Fv' 170
psi
fv Fv' = On04
Bending(+)
to = 69
Eb' = 847
psi
fb/Eb' = 0.08
Dead Def1'n
0.00 = <L/999
Live Defl'n
negligible
Total Defl'n
0.00 = <L/999
0.20 = L/240
0.01
Additional Data:
FACTORS: F/E(psi)CD C6t Ct CL CF Cfu Cr Cfrt Ci Cc LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 875 1.00 1.00 1.00 1.000 0.969 1.00 1.00 1.00 1.00 - 2
Fop' 121 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC 12 = D+L, V m = 2426, V design = 850 lb.
Bending(+): LC 42 = D+L, It T 2459 To -ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow t9=wind I=impact Lr=roof live Lc=concentrated E=earthqua M.e
All LC's are listed in the Analysis output
Load combinations: ASCP. 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 lb-in2
"Live. deflection = Deflection from all n n-dead loads (live, wind, sn ow...l
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflaction.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
COMPANY
Design Build Services, Inc.
PROJECT
510 8th Ave N - Lot 2
0thWA
510 8th Ave N
WoodWorks'
9 7
Monroe, WA 98272
Monroe, ,
Edmonds, WA 98020
(360) 793-9659
Thuesen Custom Homes
SOFTWARE FOR WOOD DESIGN
Oct. 15, 201909:47
pc5ar.wwb
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1 pc4
Dead
Point
9.04
987
lbs
2 pc4
Live
Point
9.04
2032
lbs
3 pc4
Snow
Point
9.04
469
lbs
Load4
Dead
Full UDL
250.0
plf
Self -weight
Dead
Full UDL
42.3
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
11'-1.07"
a
Unfactored:
Dead
1800
2426
Live
372
1659
Snow
86
383
Factored:
Total
2173
4086
Bearing:
Length
0.50`
0.57
Min req'd
0.50*
0.57
'Minimum bearing length setting used: 1/2" for end supports
pc5a
Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"x15-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 1 V-1.07"; Clear span: I V; volume = 13.7 cu.ft.; Beam and stringer
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2016 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 31
Fv' = 170
psi
fv/Fv' = 0.18
Bending(+)
fb = 209
Fb' = 847
psi
fb/Fb' = 0.25
Dead Defl'n
0.03 = <L/999
Live Defl'n
0.01 = <L/999
0.37 = L/360
in
0.03
Total Defl'n
0.04 = <L/999
0.55 = L/240
in
0.07
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt Ci Cn
LC#
Fv' 170 1.00 1.00 1.00 - - -
- 1.00 1.00 1.00
2
Fb'+ 875 1.00 1.00 1.00 1.000 0.969 1.00
1.00 1.00 1.00 -
2
Fcp' 625 - 1.00 1.00 - - -
- 1.00 1.00 -
-
E' 1.3 million 1.00 1.00 - - -
- 1.00 1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D+L, V max = 4080, V design =
3695 lbs
Bending(+): LC #2 = D+L, 1.1 = 8019 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
PROJECT
510 8lh Ave N - Lot 2
20th59 SE
Monroe, WA 98272
510 8th Ave N
Edmonds, WA 98020
WoodWorks'
(360) 793-9659
(360) 7
Thuesen Custom Homes
Oct. 15, 2019 09:47
PC6r.wwb
SOF7iYAREFOR N'OOD DESIGN
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location 11tI
Start End
magnitude
Start End
Unit
1 w28
Dead
Partial UDL
Ito
11.43 13.93
205.4 205.4
Rif
2 w28
Live
Partial UDL
Yes
11.43 13. 93
449.1 449.1
plf
3 w28
Snow
Partial UDL
Yes
11.43 13. 93
119.7 119.7
plf
4 c6
Dead
Point
Ito
2.57
1755
lbs
5 c6
Live
Point
Yes
2.57
3528
ibs
6 c6
Snow
Point
Yes
2.57
737
lbs
7 c7
Dead
Point
Iro
11.43
1310
lbs
6 c7
Live
Point
Yes
11. 43
2458
lbs
9 c7
Snow
Point
Yes
11.43
643
lbs
10 j144
Dead
Full UDL
11
629.0
plf
ll jl44
Live
Full UDL
Yes
275.0
Rif
Load12
Dead
FuII UDL
No
250.0
plf
Self-wei ht
Dead
Full UDL
170
42.3
1plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
14'-3.74"
Unfactored:
Dead
3348
10010
3403
Live
2863
6017
2947
Snow
383
841
519
Fanter.d:
Total
6211,
16027
6351
Bearing:
Length
0.86
1.99
0.88
14in re 'd
0.86
1. 99"
0.88
"Minimum bearing length governed by the required width of the supporting member.
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination.
PC6
Timber -soft, D.Fir-L, No.2, 1WIB (11-1/2"x15-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 14'-3.74"; Clear span: 7% T: volume = 17.7 cu.ft.; Beam and stringer
Lateral support: top= full, bottom= at all supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Anal
s s Value
Desi n
Value
Unit
Anal sis/Desi
I
Shear
fv
=r 54
Fv'
170
psi
fv Fv' =
0.32
Bending(+)
fb
= 307
SO' =
847
psi
fb/Eb' =
0.36
Bending(-)
fb
= 348
FBI =
847
psi
fb/Fb' =
0.41
Dead Def1'n
0.01
= <L/999
Live Defl'n
0.01
= <L/999
0.24 =
L/360
0.04
Total Def1'n
0.02
= <L/999
0.36 =
L/240
i
0.05
Additional Data:
FACTORS: F/E(psi)CD Cbl Ct CL CF Cfu Cr
Cfrt Ci Cc LC#
Fv' 170 1.00 1.00 1.00 - - - -
1.00 1.00 1.00 2
Fb'+ 875 1.00 1.00 1.00 1.000 0.969 1.00 1.00
1.00 1.00 - 5
Fb'- 875 1.00 1.00 1.00 1. 000 0.969 1.00 1.00
1.00 1.00 - 2
F-P' 625 - 1.00 1.00 - - - -
1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - -
1.00 1.00 - 5
CRITICAL LOAD COMBINATIONS:
shear : LC 42 = D+L, V max = 6017, V design = 6363
lbs
Bending(+I: LC #5 = D+L (pattern: L ), At = 11799 lbs-ft
Sending(-1: LC #2 = D+L, I4 = 13359 lbs-ft
Deflection: LC #5 = (live)
LC #5 = (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live L-concentrated
E=earthquake
A11 LC, are listed in the Analysis output
Load Patterns: s=5/2, X=L+S or L+Lr, - o pattern load in
this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 lb-in2
"Live" deflection = Deflection from all non -dead loads (live,
orind, s new I
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4A.
COMPANY
Design Build Services, Inc.
PROJECT
510 8ih Ave N - Lot 2
28119 130th
Monroe,WA98272Edmonds,
Bth Ave N
WA 98020
WoodWorks'
59SE510
(360) 793-9659
Thuesen Custom Homes
Oct.15,201909:48
pc7r.mvbW
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location I'll
Start End
Magnitude
Start End
Unit
1 w61
Dead
Partial UDL
0.10 9.10
88.7 88.7
pit
2 w61
Live
Partial UDL
0.10 9.10
213.3 213.3
plf
3 u,61
Snow
Partial UDL
0.10 9.10
33.3 33.3
plf
4 c31
Dead
Point
0.10
2724
lbs
5 c31
Snow
point
0.10
4437
ibs
6 c80
Dead
Point
I.11
2510
lbs
7 c80
Snow
Point
9.10
2555
lb s
B C81
Dead
Point
5.10
183
lbs
9 c81
Live
Point
5.10
160
in
10 c81
Snow
Point
5,10
67
lbs
Loadll
Dead
Pa dial UDL
-9'00 0.00
250.0 250.0
p11
Self-wei ht
Dead
Full UDL
42.3
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
10'-1.96,
Unfactored:
Dead
3723
2918
Live
1133
947
Snow
4897
2463
Factored:
Total
8620
5476
Bearing:
Length
1.20
0.76
Min re 'd
1.20
0.76
reaction an at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from cmical load combination.
pc7
Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"x15-1/2")
Supports: All - Timber -soft Column, D.Fir-L No-2
Total length: 10'-1.96"; Clear span: 10.; volume = 12.6 cu.ft.; Beam and stringer
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Anal sis Value
-�
Desi Value
Unit
Anal sis/Desi
Shear
fv* = 31
Fv' 195
spsi
fv* Fv' = On19
Bending(+)
fb = 168
Fb' = 847
fb/Fb' = 0.20
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.02 = <L/999
0.34 = L/360
0.04
Total Dafl'n
0.03 = <L/999
0.50 = L/240
in
0.06
The effect of point loads within a distance d of the support
has been included as per LIDS 3.4.3.1
Additional Data:
FACTORS: F/E(psi)CD Cft Ct CL CF
Cfu Cc Cfrt Ci Cn
LC#
Fv' 170 1.15 1.00 1.00 - -
- - 1.00 1.00 1.00
3
Fb'+ 875 1.00 1.00 1.00 1.000 0.969
1.00 1.00 1.00 1.00 -
2
Fop' 125 - 1.00 1.00 - -
- - 1.00 1.00 -
-
E' 1.3 million 1.00 1.00 - -
- - 1.00 1.00 -
3
CRITICAL LOAD COMBINATIONS:
Shear : LC #3 = D+.75(L+S), V max = 5476,
V design* = 4426 lb.
Bending(+): LC 42 = D+L, M = 6461 lbs-ft
Deflection: LC #3 = D+.75(L+S) (live)
LC 43 = D+.75(L+S) (total)
D=dead L=live S=snow i4=wind I=impact Lr=roof live
L-concentrated E=earthquake
All LC' a e listed in the Analysis output
Load combinations: AS CE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 lb-in2
"Live" deflection = Deflection from all n n-dead
loads (live, oind, s ow...)
Total Deflection = 1.00(Dead Load Deflection) +
Live Load Deflection.n
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
120thSt SE
WoodWorkso
Monroe, WA 98272
(360)
(360) 793-965959
SOFrrVARFFOR WOOD DFSrON
Oct. 15, 201909:48
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location tft]
Start End
Magnitude
Start End
Unit
1 w54
Dead
Partial UDL
6.04 11.04
15.3 15.3
plf
2 w54
Snow
Partial UDL
6.04 11.04
25.0 25.0
plf
3 c78
Dead
Point
11.04
32
lbs
4 c78
Snow
Point
11.04
50
lbs
Load5
Dead
Fu 11 UDL
250.0
plf
Self -weight
Dead
Full UDL
42.3
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
PROJECT
5108thAve N-Lot 2
510 8th Ave N
Edmonds, WA 98020
Thuesen Custom Homes
pc7ar.wwb
Unfactored:
Dead
1637
1710
Snow
29
146
Factored:
Total
1665
1857
Bearing:
Length
0.50`
0.50*
Min req'd
0.50*
0.50*
'Minimum bearing length setting used: 1/2" for end supports
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical
load combination.
pc7a
Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"x15-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: IV-1.0'; Clear span: IV; volume = 13.7 cu.ft.; Beam and stringer
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fV = 11
Fv' 153
psi
fv/Fv' = 0.07
Bending(+)
fb = 119
Fb' = 763
psi
fb/Fb' = 0.16
Dead Defl'n
0.02 = <L/999
Live Defl'n
negligible
Total Def1'n
0.02 = <L/999
1 0.55 = L/240
in
0.04
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
Fv' 170 0.90 1.00 1.00 - - -
- 1.00
1.00 1.00
1
Fb'+ 875 0.90 1.00 1.00 1.000 0.969 1.00
1.00 1.00
1.00 -
1
Fcp' 625 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E' 1.3 million 1.00 1.00 - - -
- 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC kl = D only, V max - 1673, V design
= 1271 lbs
Bending(+): LC #1 = D only, M = 4551 lbs-ft
Deflection: LC ff2 = D+S (live)
LC 142 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind,
snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
PROJECT
510 8th Ave N - Lot 2
R
U
BE
Monroe, WA 98272
510 e ve N
Edmonds, WA 98020
o d Wo r k s
(360) 793-9659
(360) 7 3-96 9
Thuesen Custom Homes
e Custom
Oct. 15, 2019 09:39
pc8.twib
S0Fr1VARE FOR WOOD DESIGN
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft)
Start End
Magnitude
Start End
Unit
1 w65
Dead
Partial UDL
Ile
0.06 8.06
100.8 100.8
plf
2 .65
Live
Partial UDL
Yes
0.06 8.06
190.9 190.9
pif
3 w65
Snow
Partial UDL
Yes
0.06 8.06
-1%4 -18.4
plf
4 c118
Dead
Point
Ito
4.56
-43
lbs
5 cll8
snow
Point
Yes
4.56
-99
lb.
6 j130
Dead
Partial UDL
Ile
2.06 8.06
50.8 50.8
pif
7 jl30
Live
Partial UDL
Yes
2.06 B.06
180.0 180.0
plf
8 j142
Dead
Partial UDL
Ito
8.06 20.06
50.8 50.8
pif
9 j142
Live
Partial UDL
Yes
8.06 20.06
180.0 180.0
pif
10 j143
Dead
Partial UDL
Ile
15.72 19.72
629.0 629.0
plf
11 jl43
Live
Partial UDL
Yes
15.72 19.72
275.0 275.0
plf
12 j144
Dead
Partial UDL
Ito
2.06 16.06
629.0 629.0
plf
13_j144
Live
Partial UDL
Yes
2.06 16.06
275.0 275.0
plf
14 j145
Dead
Partial UDL
iro
0.06 2.06
629.0 629.0
plf
15j 145
Live
Partial UDL
Yes
0.16 2.06
275.0 275.0
plf
Loadl6
Dead
Full UDL
11,
250.0
plf
Self-wei ht
Dead
Fu11 UDL
Ito
42.3
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
20'-4.11"
Unfactored•
Dead
3450
8576
6031
2144
Live
1932
5023
3418
1144
Snow
-95
-189
45
-8
Factored:
Total
5382
13600
9450
3287
Bearing:
Length
0.75
1.69
1.17
0.50*
.inre 'd
0.75
1. 69'*
1.17*�
0.50`
'Minimum bearing length setting used: 1/2° for end supports
"Minimum bearing length governed by the required width of the supporting member.
pc8
Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"x15-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 20'-4.11"; Clear span: 8', 6', U; volume = 25.2 cu.fl.; Beam and stringer
Lateral support: top= full, bottom= at all supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015 :
Criterion
Anal
sis Value
Desi n
Value
Unit
Anal sis/Desi
Shear
fv
= 49
Fv' =
170
psi
fv Fv' =
On29
Bending(+)
fb
= 250
Fb' =
847
psi
fb/Fb' =
0.29
Bending(-)
lb
= 212
Fb' =
847
psi
fb/Fb' =
0.31
Dead Defl'n
0.01
= <L/999
Live Defl'n
0.01
= <L/999
0.27 =
L/360
in
0.03
Total Defl'n
0.02
= <L/999
0.41 =
L/240
0.05
Additional Data:
FACTORS: F/E(psi)CD CPS Ct CL CF Cfu Cr Cfrt Ci Cr, LCH
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 7
Fb'+ 875 1.00 1.00 1.00 1.000 0. 969 1.00 1.00 1.00 1.00 - 9
Fb'- 875 1.00 1.00 1.00 1.000 0.969 1.00 1.00 1.00 1.00 - 7
FOR' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 9
CRITICAL LOAD COMBINATIONS:
Shear LC p7 = D+L (pattern: LL I, V max = 8102, V design = 5817 lbs
Bending(+): LC 49 = D+L (pattern: L LI' M = 9581 lbs-ft
Bending(-1: LC q7 = D+L (pattern: LL_), M = 10063 lbs-ft
Deflection: LC 49 = (live)
LC N9 = (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC, Ile listed in the Analysis output
Load Patterns: s=S12, X=L+S or L+Lr, o pattern load in this span
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 4639e06 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, uind, s ow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.n
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement.
2. Please vertfy that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
1/7
ANCHOR BOLTS
WALL
PILE SUPPORTED SLAB
NOT TO SCALE
�r;s,
1018" O.G.
6 MIL PLASTIC
UNDER SLAB
Concrete Beam Design Report
Concrete Beam Design
Job: 30227 Designed By: RDH PE
Beam ID: SLAB Checked By:
Date: 10/15/2019 4:19:29 PM Program: Concrete Beam Design 4.0
Grade Beam
2/7
Page 1
Code ACI (2011) Design Method Ultimate Strength
Member Type One -Way Slab Cross Section Shape Rectangular
Snan Data:
Main Span Length
11.000 Ft
Left End Support
Pinned
Right End Support
Pinned
Left Support Width
4.000 In
Right Support Width
4.000 In
Left Haunch Start Location
Not Present
Right Haunch Start Location
Not Present
Cross Section Data:
Total Depth at Mid -Span 8.000 In Top Width at Mid -Span 12.000 In
Material Datn:
Pe
3.000 K/ln2
Flexural Reinforcing fy
60.000 K/In2
Concrete Density
144.000 Lb/Ft'
Shear Reinforcing fvy
60.000 K/In2
Concrete Tensile Strength
0.420 K/In2
Stress Block, Beta
0.850
Design C'riteriw
Bottom Cover to Stirrup
1.500 In
Top Cover to Stirrup
1.500 In
Total Load Deflection Limit
L/240.00
Live Load Deflection Limit
L/360.00
Allow Cuts in Tension Zone
N
Check Crack Control Provisions
Y
ECHO OF LOAD INPUT
DEAD LOAD
LIVE LOAD
WIND LOAD
EARTHQUAKE
LOAD
ROOF LOAD
Check Deflection:
Yes
Main Span
# 1
Concentrated Load:
0.000 K
-1.000 K
Distance:
0.000 Ft
5.500 Ft
# 1
Uniform Load:
-0.150 K /Ft
0.000 K /Ft
Distance to Begin:
0.000 Ft
0.000 Ft
Distance to End:
11.000 Ft
0.000 Ft
CRITICAL SHEARS & MOMENTS
Load Combination Dead Load:
1.400 x Dead Load
Load Combination # 1:
1.200 x Dead Load + 1.600 x L + 0.500 x R
Load Combination # 2:
1.200 x Dead Load + 1.000 x L + 1.600 x R
Load Combination # 3:
1.200 x Dead Load + 0.800 x W + 1.600 x R
Load Combination # 4:
1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R
DEAD LOAD
LOAD COMB 1
LOAD COMB 2
LOAD COMB 3
LOAD COMB 4
Shear
Left End:
1.155
K
1.790
K
1.490
K
0.990
K
1.490
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-1.155
K
-1.790
K
-1.490
K
-0.990
K
-1.490
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
3.176
K -Ft
7.123
K -Ft
5.473
K -Ft
2.723
K -Ft
5.473
K -Ft
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Max Deflection
-0.031
In
-0.084
In
-0.084
In
-0.031
In
-0.084
In
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Dead Part:
-0.031
In
-0.031
In
-0.031
In
-0.031
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
D
sCustom Homesl4 8th Ave N, Edmonds- Lot
10/15/2019 4:19:29 PM
Concrete Beam Design Report
3/7
Page 2
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction Left End:
1.155
K
1.790
K
1.490
K
0.990
K
1.490
K
Reaction Right End:
1.155
K
1.790
K
1.490
K
0.990
K
1.490
K
Load Combination # 5:
1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R
Load Combination # 6:
0.900 x Dead Load + 1.600 x W
Load Combination # 7:
0.900 x Dead Load + 1.400 x E
Load Combination # 8:
1.200 x Dead Load - 0.800 x W + 1.600 x R
Load Combination # 9:
1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R
LOAD COMB 5
LOAD COMB 6
LOAD COMB 7
LOAD COMB 8
LOAD COMB 9
Shear
Left End:
1.490
K
0.743
K
0.743
K
0.990
K
1.490
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-1.490
K
-0.743
K
-0.743
K
-0.990
K
-1.490
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
5.473
K -Ft
2.042
K -Ft
2.042
K -Ft
2.723
K -Ft
5.473
K -Ft
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Max Deflection
-0.084
In
-0.031
In
-0.031
In
-0.031
In
-0.084
In
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Dead Part:
-0.031
In
-0.031
In
-0.031
In
-0.031
In
-0.031
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
1.490
K
0.743
K
0.743
K
0.990
K
1.490
K
Reaction
Right End:
1.490
K
0.743
K
0.743
K
0.990
K
1.490
K
Load Combination # 10:
1.200 x Dead Load + 1.000 x L -1.400 x E + 0.200 x R
Load Combination # 11:
0.900 x Dead Load -1.600 x W
Load Combination # 12:
0.900 x Dead Load - 1.400 x E
LOAD COMB 10
LOAD COMB 11
LOAD COMB 12
LOAD COMB 13
LOAD COMB 14
Shear
Left End:
1.490
K
0.743
K
0.743
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-1.490
K
-0.743
K
-0.743
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
5.473
K -Ft
2.042
K -Ft
2.042
K -Ft
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
Max Deflection
-0.084
In
-0.031
In
-0.031
In
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
Dead Part:
-0.031
In
-0.031
In
-0.031
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
1.490
K
0.743
K
0.743
K
Reaction
Right End:
1.490
K
0.743
K
0.743
K
SECTION DESIGN INFORMATION
SECTION FLEXURAL DESIGN
Mid -Span Region:
Cross -Section Information:
Total Depth :
8.000 In
Distance to Centroid As :
6.25 In
Top Width:
12.000 In
Distance to Centroid A's :
1.75 In
For Design Moment, Mu:
7.123 K -Ft
Required As:
0.283 In2 (p : 0.004)
Required A's :
0.000 In (p : 0.000)
Provided As:
0.400 InZ (p : 0.005)
Provided A's:
0.000 I112 (p : 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn :
10.544 K -Ft
1
Gross Area :
96.000 InZ
Gross Moment of Inertia:
512.000 I112
Neutral Axis Location :
4.00 In
N (Es/Ec) :
9.28
Modulus, Ec :
3,123.33 K /InZ
L:Project FilesCustom Homes14 8th Ave N, Edmonds- Lot 10/15/2019 4:19:29 PM
2Slab.rtf
Concrete Beam Design Report
4/7
Page 3
Cracked Moment of Inertia : 96.533 InZ Neutral Axis Location : 6.32 hr
Cracking Moment: 4.382 K -Ft
* Indicates That Nominal Resistance Includes Appropriate Phi Factor Ot
BOTTOM BARS o 0
Mid -Scan Region:
I Design Moment, Mu 1 7.12 K-Ft I As Required 1 0.283 In` I As Provided I 0. n` I d 1 6.250 In I
Bar Size 44 Number of Layers 1 Layer Spacing 0.00 In
Number of Bars 2 Bars in Lower Layer 2 Ld 13.15 In
At Left Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Suppor-t-)----J 0.00 In
At Right Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) T 0.00 In
MAXIMUM DEFLECTIONS
Span
Load Comb
Short Total
Long Total
Max Allow
Short Live
Load
Max Allow
Ieffective
In
In
In
In
In
In`
MAIN
Dead
-0.031
0.550 OK
512.00
1
-0.084
-0.141
0.550 OK
-0.053
0.367 OK
373.04
2
-0.084
-0.141
0.550 OK
-0.053
0.367 OK
373.04
3
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
4
-0.084
-0.141
0.550 OK
-0.053
0.367 OK
373.04
5
-0.084
-0.141
0.550 OK
-0.053
0.367 OK
373.04
6
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
7
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
8
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
9
-0.084
-0.141
0.550 OK
-0.053
0.367 OK
373.04
10
-0.084
-0.141
0.550 OK
-0.053
0.367 OK
373.04
11
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
12
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
SHEAR DESIGN - MAIN SPAN
--------------------- Left Side ---------------------
--------------------- Right Side ---------------------
Number @ Spacing Al
Number @ Spacing Al
InZ
InZ
Spacing starts from face of support ....
None Required None Required
L:Project FilesCustom Homes14 8th Ave N, Edmonds- Lot 10/15/2019 4:19:29 PM
2Slab.rtf
Concrete Beam Design Report
Concrete Beam Design
Job: 30227 Designed By: RDH PE
Beam ID: SLAB Checked By:
Date: 10/15/2019 4:55:33 PM Program: Concrete Beam Design 4.0
5/7
Page 1
Description: Slab at Garage
Code ACI (2011) Design Method Ultimate Strength
Member Tvne One-Wav Slab Cross Section Shane Rectangular
Snnn Data
Main Span Length
11.000 Ft
Left End Support
Pinned
Right End Support
Pinned
Left Support Width
4.000 In
Right Support Width
4.000 In
Left Haunch Start Location
Not Present
Right Haunch Start Location
Not Present
Cross Section Data:
Total Depth at Mid -Span 8.000 In Top Width at Mid -Span 12.000 In
Material Data:
fc
3.000 K/In'
Flexural Reinforcing fy
60.000 K/In'
Concrete Density
144.000 Lb/Ft'
Shear Reinforcing fvy
60.000 K/In2
Concrete Tensile Strength
0.420 K/In'
Stress Block, Beta
0.850
Desiun Criteria:
Bottom Cover to Stirrup
1.500 In
Top Cover to Stirrup
1.500 In
Total Load Deflection Limit
L/240.00
Live Load Deflection Limit
L/360.00
Allow Cuts in Tension Zone
N
Check Crack Control Provisions
Y
ECHO OF LOAD INPUT
DEAD LOAD
LIVE LOAD
WIND LOAD
EARTHQUAKE
LOAD
ROOF LOAD
Check Deflection:
Yes
Main Span
# 1
Uniform Load:
0.150 K /Ft
-0.050 K /Ft
Distance to Begin:
0.000 Ft
0.000 Ft
Distance to End:
11.000 Ft
11.000 Ft
CRITICAL SHEARS & MOMENTS
Load Combination Dead Load:
1.400 x Dead Load
Load Combination # 1:
1.200 x Dead Load + 1.600 x L + 0.500 x R
Load Combination # 2:
1.200 x Dead Load + 1.000 x L + 1.600 x R
Load Combination # 3:
1.200 x Dead Load + 0.800 x W + 1.600 x R
Load Combination # 4:
1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R
DEAD LOAD
LOAD COMB 1
LOAD COMB 2
LOAD COMB 3
LOAD COMB 4
Shear
Left End:
1.155
K
1.430
K
1.265
K
0.990
K
1.265
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-1.155
K
-1.430
K
-1.265
K
-0.990
K
-1.265
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
3.176
K -Ft
3.933
K -Ft
3.479
K -Ft
2.723
K -Ft
3.479
K -Ft
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Max Deflection
-0.031
In
-0.041
In
-0.041
In
-0.031
In
-0.041
In
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Dead Part:
-0.031
In
-0.031
In
-0.031
In
-0.031
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
1.155
K
1.430
K
1.265
K
0.990
K
1.265
K
L: Project FilesCustom mes14 8th Ave N, Edmonds- Lot
2Slab-50 psf.rtf
10/15/2019 4:55:33 PM
Concrete Beam Design Report
6/7
Page 2
Reaction Right End: 1.155 K 1.430 K 1.265 K 0.990 K 1.265 K
Load Combination # 5:
1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R
Load Combination # 6:
0.900 x Dead Load + 1.600 x W
Load Combination # 7:
0.900 x Dead Load + 1.400 x E
Load Combination # 8:
1.200 x Dead Load - 0.800 x W + 1.600 x R
Load Combination # 9:
1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R
LOAD COMB 5
LOAD COMB 6
LOAD COMB 7
LOAD COMB 8
LOAD COMB 9
Shear
Left End:
1.265
K
0.743
K
0.743
K
0.990
K
1.265
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-1.265
K
-0.743
K
-0.743
K
-0.990
K
-1.265
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
3.479
K -Ft
2.042
K -Ft
2.042
K -Ft
2.723
K -Ft
3.479
K -Ft
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Max Deflection
-0.041
In
-0.031
In
-0.031
In
-0.031
In
-0.041
In
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
5.500
Ft
Dead Part:
-0.031
In
-0.031
In
-0.031
In
-0.031
In
-0.031
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11,000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
1.265
K
0.743
K
0.743
K
0.990
K
1.265
K
Reaction
Right End:
1.265
K
0.743
K
0.743
K
0.990
K
1.265
K
Load Combination # 10:
1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R
Load Combination # 11:
0.900 x Dead Load -1.600 x W
Load Combination # 12:
0.900 x Dead Load -1.400 x E
LOAD COMB 10
LOAD COMB 11
LOAD COMB 12
LOAD COMB 13
LOAD COMB 14
Shear
Left End:
1.265
K
0.743
K
0.743
K
Moment
Left End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Shear
Right End:
-1.265
K
-0.743
K
-0.743
K
Moment
Right End:
0.000
K -Ft
0.000
K -Ft
0.000
K -Ft
Maximum Moment
3.479
K -Ft
2.042
K -Ft
2.042
K -Ft
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
Max Deflection
-0.041
In
-0.031
In
-0.031
In
Located at:
5.500
Ft
5.500
Ft
5.500
Ft
Dead Part:
-0.031
In
-0.031
In
-0.031
In
Inflection Points:
0.000
Ft
0.000
Ft
0.000
Ft
11.000
Ft
11.000
Ft
11.000
Ft
Reaction
Left End:
1.265
K
0.743
K
0.743
K
Reaction
Right End:
1.265
K
0.743
K
0.743
K
SECTION DESIGN INFORMATION
SECTION FLEXURAL DESIGN
Mid -Span Region:
Cross -Section Information:
Total Depth :
8.000 In
Distance to Centroid As :
6.25
In
Top Width:
12.000 In
Distance to Centroid A's :
1.75
In
For Design Moment, Mu
:
3.933 K -Ft
Required As:
0.173 In (p : 0.002)
Required A's :
0.000 InZ (p : 0.000)
Provided As :
0.200 InZ (p : 0.003)
Provided A's :
0.000 InZ (p : 0.000)
Reduction Factor, Phi :
0.90
Moment Capacity, *Mn:
5.449 K -Ft
Gross Area:
96.000 InZ
Gross Moment of Inertia:
512.000 In
Neutral Axis Location :
4.00
In
N (Es/Ec) :
9.28
Modulus, Ec :
3,123.33
K /InZ
Cracked Moment of Inertia:
54.237 In
Neutral Axis Location :
6.76
In
Cracking Moment:
4.382 K -Ft
L: Project FilesCustom Homes14 8th Ave N, Edmonds- Lot 10/15/2019 4:55:33 PM
2Slab-50 psf.rtf
Concrete Beam Design Report
* Indicates That Nominal Resistance Includes Appropriate Phi Factor
7/7
Page 3
BOTTOM BARS
Mid -Span Region:
Design Moment, Mu 393 K-Ft As Required 0.173 In' As Provided 0.200 1112 d 6.250 In
Bar Size 44 Number of Layers 1 Layer Spacing 0.00 In
Number of Bars 1 Bars in Lower Layer 1 Ld 13.15 In
At Left Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 In
At Right Support:
Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 In
MAXIMUM DEFLECTIONS
Span
Load Comb
Short Total
Long Total
Max Allow
Short Live
Load
Max Allow
Ieffeetive
In
In
In
In
In
Ina
MAIN
Dead
-0.031
0.550 OK
512.00
1
-0.041
-0.077
0.550 OK
-0.010
0.367 OK
512.00
2
-0.041
-0.077
0.550 OK
-0.010
0.367 OK
512.00
3
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
4
-0.041
-0.077
0.550 OK
-0.010
0.367 OK
512.00
5
-0.041
-0.077
0.550 OK
-0.010
0.367 OK
512.00
6
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
7
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
8
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
9
-0.041
-0.077
0.550 OK
-0.010
0.367 OK
512.00
10
-0.041
-0.077
0.550 OK
-0.010
0.367 OK
512.00
11
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
12
-0.031
-0.062
0.550 OK
0.000
0.367 OK
512.00
SHEAR DESIGN - MAIN SPAN
--------------------- Left Side ---------------------
--------------------- Right Side ---------------------
Number @ Spacing Al
Number @ Spacing Al
InZ
Lie
Spacing starts from face of support ....
None Required None Required
L:Project FilesCustom Homes14 8th Ave N, Edmonds- Lot 10/15/2019 4:55:33 PM
2Slab-50 psf.rtf
FI� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Thuesen-514 8th Ave N det. garage 2019.wwa WoodWorks(D Sizer 11.1.1 Oct. 16, 2019 11:26:42
Concept Mode: Beam View Roof: 18'
19
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3-6' 12'-6"
28'
27'-6"
26
2
21'
20'
18,
17'-6"
17'
16'
15'-6"
14'
12'-F
12'
10'-6"
9'
8'
6'
5'
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4'
2'_6"
9'
00
F-1 F— WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Thuesen-514 8th Ave N det. garage 2019.wwa WoodWorksO Sizer 11.1.1 Oct. 16, 2019 11:26:31
Concept Mode: Beam View Floor 2: 10,
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7 � WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Thuesen-514 8th Ave N det. garage 2019.wwa WoodWorks(D Sizer 11.1.1
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19 w38' 255 D 63 D k �' k /\
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699 S 5258 L 500 L-27 S
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238 S
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262 S
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154 D
172 D
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360 L'
9A5 S
21
371 S
c!2 D
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:
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172 D
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27
478 D
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1
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1165 S
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306 S 77 S 306 S
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20' 21' 23'
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23'
27'-G'
26'
23'
21'
20'
18'
1 T-6"
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10'-6"
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5'
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Design Build 5ervice5, Inc.
Engineering and GonStruction Management
25119 -120th 5t. 5.E., Monroe, WA 98272
Phone/Fax #(360) 793-9059
Thuesen 514 i8th Ave N -Lot 2 Garage
Foundation Analysis
Allowable Bearing Pressure 2000
Design
DL+
Live Load
Column Footing #
DL LL
SL
DL+LL
DL+SL
.75(LL+SL)
(lb)
c5
6183 4822
3653
11005
9836
12539
6356
c6
3588 5258
532
8846
4120
7931
5258
c17
1269
1165
1269
2434
2143
1165
Strip Footings
DL LL
SL
DL+LL
DL+SL
c5 6183 4822
3653
11005
9836
c6 3588 5258
532
8846
4120
c17 1269
1165'
1269
2434
Wall, DL Wall, LL Wall, SL
Strip Footing w/Wall
c5 160 77
c6 412 80 288'
c17 321 240 117
Design
Load
Area
(lb)
(sf)
12539
6.3
8846
4.4
2434
1.2
Strip width
12 in
Design Design
DL+ Live Load Load
.75(LL+SL) (lb) (lb)
12539 6356 12539
7931 5258 8846
2143 1165 2434
Footing Size
30 in Square
25 in Square
18 in Round
Stem Height (up from ground)
2.0 ft
Area Min. Footing Length
A
6.3 6.3 ft long
4.4 4.4 ft long
1.2 1.2 ft long
DL+
Design
DL+LL
DL+SL
.75(LL+SL)
Live Load
Wall Load Combined
Pressure
Strip Width
(lb)
(plf) (psf)
DCR
Min. Strip Widtl
160
237
218
77
237 1826.1
0.9
11.0 in.
492
700
688
288
700 2014.5
1.0
12.1 in.
561
438
589
268
589 880.0
0.4
5.3 in.
.rN
INI
00
Q
COMPANY
Design Build Services, Inc.
SE
WoodWorKS
Monroe, WA 98272
(360) 793-9659
(360) 93-9 9
SOFiWAREFOR WOOD DESIGN
Oct. 16, 201913:51
Design Check Calculation Sheet
Wood Works Sizer 11.1,1
Loads
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1_c27
Dead
Point
1.04
368
lbs
2 c27
Snow
Point
1.04
556
lbs
3 j2
Dead
Full UDL
87.0
plf
4 j2
Live
Full UDL
240.0
plf
Loads
Dead
Full UDL
80.0
plf
elf -weight
Dead
Full UDL
4.6
plf
Maximum Reactions (lbs) and Bearing Lengths (in)
US
PROJECT
514 8th Ave N - Lot 2
514 8th Ave N
Edmonds, WA 98020
Thuesen Custom Homes
bl .wwb
Unfactored:
Dead
509
388
Live
370
370
Snow
369
187
Factored:
Total
1064
805
Bearing:
Length
0.50*
0.50,
Min req'd
0.50-
0.50*
'Minimum bearing length setting used: 1/2" for end supports
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical
load combination.
b1
Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 3'-1.9% Clear span: T; volume = 0.4 cu.ft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 69
Fv' = 207
psi
fv/Fv' = 0.33
Bending(+)
fb = 609
Fb' = 1345
psi
fb/Fb' = 0.45
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.01 = <L/999
0.10 = L/360
in
0.09
Total Defl'n
0.02 = <L/999
0.15 = L/240
in
0.12
Additional Data:
FACTORS: F/E(psi)CD Ci11 Ct CL CF Cfu Cr Cfrt Ci Cn LC#
FV' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC fk3 = D+.75(L+S), V max = 1056, V design = 888 Ibs
Bending(+): LC 0 = D+.75(L+S), 1.1 = 895 lbs-ft
Deflection: LC 43 = D+.75(L+S) (live)
LC 03 = D+.75(L+S) (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 77.6e06 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
28119 2 E
PROJECT
514 8th Ave N - Lot 2
e N
WoodWorks'
Monroe A 982
Monroe, WA 98272
Edmonds, WA 98020
s, W
Edmonds
(360) 793-9659
Thuesen Custom Homes
SOF11YARE FOR WOOD DESIGN
Oct. 16, 2019 13:52
b2.wwb
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
Location (ft]
Magnitude
Unit
tern
Start End
Start End
1 j5
Dead
Full UDL
38.1
plf
2 j5
Snow
Full UDL
76.6
plf
Load3
Dead
Full UDL
20.0
plf
Self -weight
Dead
Full UDL
9.4
plf
Maximum Reactions (Ibs) and Bearing Lengths (in) :
8'-1"
Unfactored:
Dead
272
272
Snow
309
309
Factored:
Total
582
582
Bearing:
Length
0.50*
0.50*
Min re 'd
0.50*
0.50*
*Minimum bearing length setting used: 112" for end supports
b2
Lumber -soft, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 8'-1.0'; Clear span: 8'; volume = 2.2 tuft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 17
Fv' = 207
psi
fv/Fv' = 0.08
Bending(+)
fb = 189
Fb' = 1138
psi
fb/Fb' = 0.17
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.01 = <L/999
0.27 = L/360
in
0.04
Total Defl'n
0.02 = <L/999
0.40 = L/240
in
0.05
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
Fv' 180 1.15 1.00 1.00 - - -
- 1.00
1.00 1.00
2
Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00
1.00 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - - -
- 1.00
1.00 -
2
Emin' 0.56 million 1.00 1.00 - - -
- 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D+S, V max = 579, V design =
441 Ibs
Bending(+): LC If2 = D+S, M = 1164 Ibs-ft
Deflection: LC 42 = D+S (live)
LC k2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 664e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind,
snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Oeslgn Bu'd Serrces, Inc.
PROJECT . , .
51481h Ave N - Lot 2
28119120th St SE
h4antce WA 96272
5148th Ave N
Edmonds, WA 98020(360)7919659
IG)
Thuesen Custom Homes
[
WoodWorks'
Oct. 16, 2019 t3.55
b3.nwb
Design Check Calculation Sheet
WaoWorks Ste, 11.1.1
Loads:
LO aj
Type
Dlst rf button
Pat-
t
Lo as Lion [ft7
1., A
Naa of Ludo
.t
I r+
1--11
trio! UDL
0.0 JtStart153
153d
ol1Ef
-
Pa rCf al UDL
0.00 2.OJ
12, 25,0
o
3 -33
'13 It
521
c3J
c3{
_can
e36
C�ai
Dead
3m'a
Deatl
Foint
E.21
-it
?.00
^_.OJ
'�.
^_.00
-O.nO
.00
]03t
1JII
2JD
24Q
63
92
Ira
IGa
I11
Ibs
Ibs
Ibs
5 jl
lO j1
11 72
12j2
1 i_j3
J j3
Dead
Live
Dea]
Live
D.aU
-
`a]
±Clot UDL
±tlal VDL
±tlal ULL
±tial UDL
ccl=_1 UDL
rL=1 UDL
13.00 2.00
13.00 22.OU
1G.00 11.00
30.00 13.00
2.OD 1G.00
2.UG 1G.00
87.Dif
9.0 2JJ.J
8'1 .0 6G.J
2J0.0 J.9
a].[J
0 '!.D
20JD.0 2J0.0
if
plf
plf
plf
plf
15 j10
16 j19
Pa±ti=_1 U
ea LI1aL UDL
O.OJ 1.00
O.OD 1.90
'e.5 5
2i0.0 216.0
pl11
f
1] j11
Leaf
Partial U
1.OD 3.00
N9.5 5
6.5
plf
d j it
Live
Pactial U
1.G0 3.00
2d0.0 2J0.0
plf
?j 12
-
Pactial U
3.OG 6.50
9n.5
plf
0_]12
Llva
E'artial U
3.GJ fi.50
2A0.0 2{0.0
pl£
'l_J33e
?2_j13
a5
Ll va
Partial U
Partial U
ii-5D Z.SD
50 a.SD
89.5 - 5
5 .-
2{0.0 2{9.0
plf
plf
jSJ
P_a5
earial U
a.50 11. 50
aa.5 5
a.
p1f
-1 j19
LL va
Partial U
a-50 11.50
240.G 2A J.D
p1L
_ _jls
''?6 j15
W_ad
Ltva
Partial u
k'a r3a1 U
11.5G 13.50
11 .5G 13.50
a9.5 a8.5
210.G 2{9,G
plf
plE
2> j16
W_ad
ea rcial UDL
13.59 11.00
a9.5 a9.5
p1E
e j1b'
Liv=_
Partial UpL
13.50 11.9E
2J0-G 210.0
plf
f jl"/
10 117
Cead
Llve
Partial UDL
earial UpL
19.90
11. Ov 19.00
ad.5 69.5
2l0.0
plf
oli
31 jt6
ial upG
19:10
a0-0
a-5 s
3_ jlv
Ll v
vial UDL
19.OG 22.�r1i
- 2{O.0
-17c9
plE
111
3 t
C_=_d
eclat
feint
-
-
1-/"I2
11s
lbs
Loa�3i
C ad
Pavial UDI.
-,._
0-0 50.
clf
I,o a]3n
Self-;r=Ia R'
D=ad
D=ad
N11 UDL
Full UDL
aG _G
plE
olf
Maximum Reactions (Ibs) and Bearing Lengths (in) :
onEa_mra
c=ad
Li•:e Deis ���
2, s
sn.�:, 3aw Jsv
tal511i63 :G o"/
a clnT:
cth
hl 'mum reaction on at least ono support is from a d4ferent load oombinafion than the critical one for 1,awi g dasfp. sham here, due to Kd factor. Sea An ys+s resuRs for reactor from Grit I bad -Ur abort.
b3
Glulam-Unbal., West Species, 24F-V4 OF, 13-1/2"xt6-1/2"
17 Wrrt - Llo ea md.-, nGth,
suwpffi: A9-Lumbx Post Column, O.F -LNo2
TMaI lateral up orLtCleaspan: 21'S;vuvme= 13.9 cu.fl.
Lateral support top= hA, bottom= at supports;
Analysis vs. Allowable Stress and Deflection uslnn NDS2oi5:
=
OM
Additional Data:
�. F/ElpsvlCD CL
EFv'0 .OG 1n0 1�. OJ I.iiO 1L0 11.0,. d5
24H L.UG I.nO 1.D0 1-ODO �- 1.DD L-OG
-
1,5 hill ion 1.!+V 1.1c
E,iny' 0. 85 mil llon 1.GD 1 0
CRITICAL LOAD COlABINATIONS:
Shear LC RZ pal, 955� lba
e ndinUlrl: LC e p : 1 - J68 Sts-f[ e z 1 - {
Deflem do n: LC !2 - DrL (11va1
L^_ R2 DrL Ito tall
G=daad L=live a- - �:+1 n3 L=icaact L±�conf llvr L.=:=. nc eni. roc ad E-=a rch3uaV=_
P11 Lr•s a e 1latctlA the y=_is o
t_d co rbinattans: ASCE 7-10 / I.._ 2915 u
CALCULATIONS'
Da Elec <io n: EL = 3]OnaOu IV-i n2
"Elva" deflaa LLon x L4flectlon fro:.i all n - -_ s Viva, rind, a . v_I
r ct al D=_f teetion = 1.00I Deal tvad IY_E1e. ti.cnl tdLi ;ad Lt ad paEle e[La n.n
Design Notes:
1. WocwWorks ana!)sIs and dea'g, we ki accordancepiththeICC International BvMag Core (IBC MIS), the National Destgn Specif Eon(NOS 2015). and NOS Des!gn Supp:.ement.
2 Please verify that the def.0 darao n ti Ia are appropriate for )-aW..bon.
3. GO- das'gn va arefor materials conforfn'.ng to ANSI I17-2015 ant manufactured in accordance wdh AN SI At 90.1-2012
4. GLULAAI. bxd = actual breadth x acual depth.
5. Glulam Beams shag be Iate W su000ded accordi a to the prooiam, of NOS Clause 3 3.3.
COMPANY
Design Build Services, Inc.
I PROJECT
514 81h Ave N - Lot 2
WA 96272
206.)76
Edmonds, WA98020
WoodWorks'
-9659SE51481hA
(360)793-9659
ustMonroe,
Thuesen Custom Homes
Oct. 16, 2019 13:56
b1mvib
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1 c19
Dead
Point
2.07
98
lbs
2 c19
Snow
Point
2.07
153
lb s
3 c20
Dead
Point
6.07
601
lbs
4 c20
Snow
Point
6.07
878
lb s
5 c21
Dead
Point
10.07
623
lbs
6.21
Snow
Polot
10.07
846
lbs
7 w20
Dead
Partial UDL
0.07 2.07
34.4 34.4
P1f
8 w20
Snow
Partial UDL
0.07 2.07
56.3 56.3
plf
9 v21
Dead
Partial UDL
10,07 12.07
226.3 226.3
Plf
10 w21
Snow
Partial UDL
10.07 12.07
287.5 287.5
pif
11 c41
Dead
Point
0.07
171
lbs
12 c41
Snow
point
0.07
241
lb,
13 j4
Dead
Partial UDL
0.07 2.07
5.4 5.9
pif
14 j4
Snow
Partial UDL
0,07 2.07
10.9 10.9
plf
15 j5
Dead
Partial UDL
2,07 10.07
5.4 5.4
pif
16 j5
Snow
Partial UDL
2,07 10.07
10.9 10.9
plf
17 j6
Dead
Partial UDL
10.07 12.07
5.4 5.4
plf
18 j6
Snow
Partial UDL
10.07 12.07
10.9 10.9
plf
Load19
Dead
Full UDL
80.0
plf
Self-wei ht
Dead
Full UDL
10.4
1plf
Maximum Reactions (Ibs) and Bearing Lengths (in) :
12'-2.29"
12'-1.14"
Unfacto red:
Dead
1344
1836
moor
1172
1765
Factored:
Total
2511
3Hl
Hearing:
Length
0.80
1.49
.in re 'd
0.80
1.49"
Minimum bearing length governed by the required width of the supporting member.
b9
LSL, 1.55E, 1.55E, 3-1/2"x9-1/2", 1-ply
Supports: 1 -Timber-soft Column, D.Fir-L No.2; 2- Lumber -soft Beam, D.Fir-L No.2;
Total length: 12'-2.29"; Clear span: 12'; volume = 18 ca.ft.
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Anal sis/Desi
Shear
fv =140
Fv' -� 357
psi
fv Fv' = On39
Bending(+I
fb = 2012
Fb' = 2674
psi
fb/Fb' = 0.75
Dead Defl'n
0.30 = L/487
Live Defl'n
0.27 = L/542
0.40 = L/360
in
0.66
Total Def1'n
0.57 = L/256
1 0.60 = L/240
in
0.93
Additional Data:
FACTORS: F/E(psi)CD C[1 Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fv' 310 1.15 - 1.00 - - - - 1,00 - 1.00 2
Fb'+ 2325 1.15 - 1.00 1. 000 1.00 - 1.00 1.00 - - 2
Fcp' 900 - - 1.00 - - - - 1.00 - - -
E' 1.6 million - 1.00 - - - - 1.00 - - 2
Emin' 0.80 million - 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max = 3596, V design = 3112 Ibs
Bending(+): LC #2 = D+S, M = 8828 lb.-ft
Deflection: LC #2 = D+S (live)
LC 42 = D+S (total)
D=dead L=live S=snow N=wind I=impact Lr=roof live L-concentrated E=earthquake
All LC's a e listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 388e06 lb-in2
"Live" deflection = Deflection from all n n-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Woorworks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification INDS 2015), and NOS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. System factor KH may not apply to field -assembled multi -ply beams.
4. SCL BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys.
COMPANY
Design Build Services, Inc.
PROJECT
514 8th Ave N - Lot 2
281 120th SE
Monroe, WA 98272
514 8th Ave N
Edmonds, WA 98020
WoodWorks'
(360) 793-9659
(360) 59
Thuesen Custom Homes
Oct. 16, 2019 13:57
b10.wwb
SOFFIYAREFOR "'ODD DESIGN
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1 c22
Dead
Point
3.00
190
lbs
2 c22
Snow
Point
3.00
296
lb s
3 c23
Dead
Point
1.00
190
lbs
4 c23
Snow
Point
9.00
296
lbs
5 w23
Dead
Partial UDL
0,00 3.00
52.1 52.1
Rif
6 w23
Snow
Partial UDL
0.00 3.00
84.4 84.4
plf
7 w24
Dead
Partial UDL
9.00 12.00
52.1 52.1
pit
8 w24
Snow
Partial UDL
9.00 12.00
84.4 84.4
plf
9 c37
Dead
Point
12.00
58
lbs
10 c37
Snow
Point
12.00
84
lbs
ll j7
Dead
Partial UDL
0.00 2.00
11, 5.4
Rif
12_j7
Snow
Partial UDL
0,00 2.00
10.9 10.9
plf
13 j8
Dead
Partial UDL
2.00 10.00
5.4 5.4
plf
14j8
Snow
Partial UDL
2.00 10.00
10.9 10.9
plf
15 j9
Dead
Partial UDL
10.00 12.00
5.4 5.4
Rif
129
Snow
Partial UDL
10.00 12.00
10.9 10.9
plf
Loadl7
Dead
Full UDL
80.0
Rif
Self -weight
Dead
Full UDL
5.2
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
12'
11W.02"
Unfactored:
Dead
889
948
Snow
614
699
Factored:
Total
1502
1647
Bearing:
Length
3.50
3.11
Min re 'd
2.12**
1.91'*
Minimum bearing length governed by the required width of the supporting member.
b10
LSL, 1.55E, 1.55E, 1-3/4"x9-1/2", 1-ply
Supports: All - Lumber -soft Sill plate, Hem -Fir No.2
Total length: 12'; Clear span: 1 V-5"; volume = 1.4 cu.ft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015:
Criterion
Anal s s Va1ue
-�
Desi Value
Unit
Analysis/Desi
She
fv = 113
Fv' 357
psi
fv F;; = On32
Bending(+)
fb = 1638
Fb' = 2674
psi
fb/Fb' = 0.61
Dead Def 1'n
0.29 = L/476
Live Defl'n
0.18 = L/755
0.39 = L/360
in
0.48
Total Defl'n
0.48 = L/292
1 0.58 = L/240
in
0.82
Additional Data:
FACTORS: F/E(psi)CD CIA Ct CL CV Cfu
Cr Cfrt Ci Cn LC4
Fv' 310 1.15 - 1.00 - - -
- 1.00 - 1.00 2
Fb'+ 2325 1.15 - 1.00 1.000 1.00 -
1.00 1.00 - - 2
Fop' 900 - - 1.00 - - -
- 1.00 - - -
E' 1" million - 1.00 - - -
- 1.00 - - 2
Emin' 0'80 million - 1.00 - - -
- 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max = 1455, V design =
1248 lbs
Bending(+): LC 12 = D+S, EI = 3592 lbs-ft
Deflection: LC #2 = D+S (live)
LC p2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live L-concentrated E=earthquake
All LC'a a e listed in the Analysis output
Load combinations: RICE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 194e06 lb-in2
"Live" deflection = Deflection rom all n n-dead loads
(live, wind, s ow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.n
Design Notes:
1. Wood Works analysts and design are in accordance voth the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3, SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to ail plys.
COMPANY
Design Build Services, Inc.
28119
EEdmon
PROJECT
514 8th Ave N - Lot 2
e NMonroe,
1a) WoodWorks'
Monroe2 A 982
WA 98272
Edmonds, WA 98020
s,
(360) 793-9659
Thuesen Custom Homes
SOF11VAREFOR WOOD DESIGN
Oct. 16, 2019 13:59
bl3.wwb
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1 j22
Dead
Trapezoidal
0.04 2.04
52.1 66.0
plf
2 j22
Snow
Trapezoidal
0.04 2.04
84.4 105.6
plf
3 j23
Dead
Partial UDL
2.04 4.04
66.0 66.0
plf
4 j23
Snow
Partial UDL
2.04 4.04
105.6 105.6
plf
5 j24
Dead
Trapezoidal
4.04 6.04
66.0 52.1
plf
6 j24
Snow
Trapezoidal
4.04 6.04
105.6 84.4
plf
Self -weight
Dead
Full UDL
4.6
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
6'-1"
Unfactored:
Dead
198
198
Snow
296
296
Factored:
Total
494
494
Bearing:
Length
0.50*
0.50*
1-fin re 'd
0.50*
0.50*
'Minimum bearing length setting used: 1/2" for end supports
b13
Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x6-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 6-1.0"; Clear span: 6% volume = 0.8 cu.ft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 33
Fv' = 207
psi
fv/Fv' = 0.16
Bending(+)
fb = 530
Fb' = 1345
psi
fb/Fb' = 0.39
Dead Defl'n
0.03 = <L/999
Live Def1'n
0.04 = <L/999
0.20 = L/360
in
0.20
Total Def1'n
0.07 = <L/999
0.30 = L/240
in
0.22
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF
Cfu Cr Cfrt
Ci Cn
LCk
Fv' ISO 1.15 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb'+ 900 1.15 1.00 1.00 1.000 1.300
1.00 1.00 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V max = 494, V design
= 427 lbs
Bending(+): LC 42 = D+S, M = 780 lbs-ft
Deflection: LC 42 = D+S (live)
LC 42 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: ES = 77.6e06 lb-in2
"Live" deflection = Deflection from all non -dead
loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) +
Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
PROJECT
514 8th Ave N - Lot 2
O
19 2 E
e N
®®� Wo r k s
M nroe A 982
Monroe, WA 98272
Edmonds, WA 98020
Edmonds,
s,
(360)793-9659
Thuesen Custom Homes
SOFTWARE FOR WOOD DESIGN
Oct. 16, 201914:00
b12.wwb
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
tern
Location [ftj
Start End
Magnitude
Start End
Unit
l_j34
Dead
Partial UDL
2.05 4.05
226.3 226.3
plf
2 j34
Snow
Partial UDL
2.05 4.05
287.5 287.5
plf
3 j54
Dead
Trapezoidal
0.05 2.05
74.1 91.9
plf
6 j54
Snow
Trapezoidal
0.05 2.05
117.2 141.0
plf
5 b26
Dead
Point
2.05
468
lbs
6 b26
Snow
Point
2.05
697
lbs
Self-wei ht
Dead
Full UDL
6.0
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
4'-1.21"
Unfa ctored:
Dead
484
627
Snow
686
844
Factored:
Total
1170
1471
Bearing:
Length
0.53
0.67
Min req'd
0.53
0.67
b12
Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 4'-1.21"; Clear span: 4% volume = 0.7 cu.ft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 69
Fv' = 207
psi
fv/Fv' = 0.33
Bending(+)
fb = 760
Fb' = 1345
psi
fb/Fb' = 0.57
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.02 = <L/999
0.14 = L/360
in
0.12
Total Defl'n
0.03 = <L/999
0.20 = L/240
in
0.14
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LCk
Fv' 180 1.15 1.00 1.00 - - -
- 1.00
1.00 1.00
2
Fb1+ 900 1.15 1.00 1.00 1.000 1.300 1.00
1.00 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - - -
- 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - - -
- 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - - -
- 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC ff2 = D+S, V max = 1471, V design =
1173 lbs
Bending(+): LC #2 = D+S, td = 1943 lbs-ft
Deflection: LC 02 = D+S (live)
LC 02 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 178e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
20th St3-9659 SE
WoodWorks'
Monroe, WA 98272
(.60) 7
(360) 793-9659
SOFTWARE FOR WOOD DESIGN
Oct. 16, 201914:01
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
tern
Location [ft)
Start End
Magnitude
Start End
Unit
1 j32
Dead
Partial UDL
0.04 1.04
189.7 189.7
plf
2_j32
Snow
Partial UDL
0.04 1.04
251.7 251.7
plf
3 j44
Dead
Trapezoidal
1.04 3.04
91.9 74.1
plf
4 j44
Snow
Trapezoidal
1.04 3.04
141.0 117.2
plf
5 b24
Dead
Point
1.04
422
lbs
6 b24
Snow
Point
1.04
493
lbs
Self -weight
Dead
Full UDL
4.6
plf
Maximum Reactions (lbs) and Bearing Lengths (in)
3'-1.02"
PROJECT
514 8th Ave N - Lot 2
514 8th Ave N
Edmonds, WA 98020
Thuesen Custom Homes
bl4.wwb
Unfactored:
Dead
502
289
Snow
625
376
Factored:
Total
1127
667
Bearing:
Length
0.52
0.50`
Min req'd
0.52
0.50*
'Minimum bearing length setting used: 1/2" for end supports
b14
Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 3'-1.02'; Clear span: 3'; volume = 0.4 cu.ft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using Nos 2015 :
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 73
Fv' = 207
psi
fv/Fv' = 0.35
Bending(+)
fb = 631
Fb' = 1345
psi
fb/Fb' = 0.47
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.01 = <L/999
0.10 = L/360
in
0.09
Total Defl'n
0.02 = <L/999
0.15 = L/240
in
0.11
Additional Data:
FACTORS: F/E(psi)CD C111 Ct CL CF Cfu Cr Cfrt Ci Cn LCO
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D+S, V max = 1127, V design = 932 lbs
Bending(+): LC #2 = D+S, 14 = 929 lbs-ft
Deflection: LC 42 = D+S (live)
LC k2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 77.6e06 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
2 St
PROJECT
514 8th Ave N - Lot 2
5148thAve N
WoodWorks'
Monroe, WAA98272
Edmonds, WA 98020
(360)793-9659
Thuesen Custom Homes
SOFFWARF FOR WOOD DFSfCN
Oct. 16, 2019 14:01
b15.wwb
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
1 j49
Dead
Partial UDL
2.04 4.04
91.9 91.9
plf
2 j49
Snow
Partial UDL
2.04 4.04
141.0 141.0
plf
3 j50
Dead
Trapezoidal
0.04 2.04
74.1 91.9
plf
4 j50
Snow
Trapezoidal
0.04 2.04
117.2 141.0
plf
Self -weight
Dead
Full UDL
4.6
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
4'-1"
Unfactored:
Dead
178
190
Snow
262
278
Factored:
Total
440
468
Bearing:
Length
0.50*
0.50*
Min re 'd
0.50*
0.50*
*Minimum bearing length setting used: 1/2" for end supports
b15
Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 4'-1.0"; Clear span: 4'; volume = 0.5 cu.ft.
Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NOS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Desi n
Shear
fv = 28
Fv' = 207
psi
fvFv' = 0.14
Bending(+)
fb = 320
Fb' = 1345
psi
fb/Fb' = 0.24
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.01 = <L/999
0.13 = L/360
in
0.08
Total Defl'n
0.02 = <L/999
0.20 = L/240
in
0.09
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCk
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D+S, V max = 468, V design = 360 lbs
Bending(+): LC 42 = D+S, 14 = 471 lbs-ft
Deflection: LC 42 = D+S (live)
LC ]f2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 77.6e06 lb-in2
"Live" deflection = Deflection from all non -dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY
Design Build Services, Inc.
20th St SE
WoodWorkso
Monroe, WA 98272
(360)793-9659
(360) 7 3-9659
SOFTIVAREFOR WOOD DESIGN
Oct. 16, 2019 13:49
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads:
Load
Type
Distribution
Pat-
Location tft]
Magnitude
Unit
tern
Start End
Start End
1 j20
Dead
Full UDL
95.9
plf
2 j20
Live
Full UDL
250.0
plf
Self -weight
Dead
Full UDL
4.0
plf
Maximum Reactions (Ibs) and Bearing Lengths (in) :
4'-1.91"
PROJECT
514 8th Ave N - Lot 2
514 8th Ave N
Edmonds, WA 98020
Thuesen Custom Homes
bl7.wwb
Unfactored:
Dead
208
208
Live
520
520
Factored:
Total
727
727
Bearing:
Length
0.96
0.96
Min req'd
0.96
0.96
b17
Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 4'-1.91"; Clear span: 4% volume = 0.6 cu.ft.
Service: wet; Lateral support: top= full, bottom= at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 42
Fv' = 116
psi
fv/Fv' = 0.36
Bending(+)
fb = 495
Fb' = 884
psi
fb/Fb' = 0.56
Dead Defl'n
0.01 = <L/999
Live Defl'n
0.03 = <L/999
0.14 = L/360
in
0.21
Total Defl'n
0.04 = <L/999
0.20 = L/240
in
0.20
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu
Cr Cfrt
Ci Cn
LC#
Fv' 150 1.00 0.97 1.00 - - -
- 1.00
0.80 1.00
2
Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00
1.00 1.00
0.80 -
2
Fcp' 405 - 0.67 1.00 - - -
- 1.00
1.00 -
-
E' 1.3 million 0.90 1.00 - - -
- 1.00
0.95 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC 42 = D+L, V max = 714, V design =
539 lbs
Bending(+): LC 42 = D+L, M = 728 Ibs-ft
Deflection: LC 42 = D+L (live)
LC 42 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 63.1e06 lb-in2
"Live" deflection = Deflection from all non -dead loads
(live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
WoodWorks°
COMPANY
Design Build Services, Inc.
St
PROJECT
514 8th Ave N - Lot 2
514 8th Ave N
Monro
Monroe,, WA 98272
Edmonds, WA 98020
SOFiWAREFOR WOOD DESIGN
(360) 793-9659
Thuesen Custom Homes
Oct. 16, 2019 14:07
c5.wwc
Design Check Calculation Sheet
WoodWorks Sizer 11.1.1
Loads:
Load
Type
Distribution
Location [ft]
Start End
Magnitude
Start End
Unit
1_b10
Dead
Axial
(Ecc. = 0.00")
899
lbs
2 b10
Snow
Axial
(Ecc. = 0.0011)
614
lbs
3 b3
Dead
Axial
(Ecc. = 0.00")
5324
lbs
4 b3
Live
Axial
(Ecc. = 0.00")
4822
lbs
5 b3
Snow
Axial
(Ecc. = 0.00")
3039
lbs
Self -weight
Dead
Axial
41
lbs
Lateral Reactions (lbs):
ca
W
Ul
(D
u
a
"I
c5
Lumber Post, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2")
Support: Non -wood
Total length: 9'; Clear span: 9'; volume = 1.2 cu.ft.
Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft];
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Axial
Axial Bearing
fc = 656
fc = 656
Fc' = 976
Fc* = 1708
psi
psi
fc/Fc' = 0.67
fc/Fc* = 0.38
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 1350 1.15 1.00 1.00 0.572 1.100 - - 1.00 1.00 3
Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Axial : LC #3 = D+.75(L+S), P = 12620 lbs
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
Design Notes:
1. WoodWorks analysis and design are in accordance with the ]CC International Building Code (IBC 2015), the National Design Specification
(NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
Pi
WoodWorks°
COMPANY
Design Build Services, Inc.
St
PROJECT
514 8th Ave N - Lot 2
5148thAve N
Monroe,
Monroe,,WA 98272
Edmonds, WA 98020
SOFTWARE FOR WOOD DESIGN
(360) 793-9659
Thuesen Custom Homes
Oct. 16, 2019 14:08
c6.wwc
Design Check Calculation Sheet
WoodWorks Sizer 11.1.1
Loads:
Load
Type
Distribution
Location [ft]
Magnitude
Unit
Start End
Start End
1 b3
Dead
Axial
(Ecc. = 0.00")
3588
lbs
2 b3
Live
Axial
(Ecc. = 0.00")
5258
lbs
3 b3
Snow
Axial
(Ecc. = 0.00")
532
lbs
Self -weight
Dead
Axial
41
lbs
Lateral Reactions (lbs):
N
91
91
c6
Lumber Post, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2")
Support: Non -wood
Total length: 9'; Clear span: 9'; volume = 1.2 cu.ft.
Pinned base; Load face = width(b); Ke x Lb: 1.0 x 9.0 = 9.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft];
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Axial
Axial Bearing
fc = 462
fc = 462
Fc' = 460
Fc* = 1485
psi
psi
fc/Fc' = 1.00
fc/Fc* = 0.31
-A
O
Additional Data:
FACTORS: F/E(psi)CD CM
Ct CL/CP CF Cfu
Cr Cfrt
Ci LC#
Fc' 1350 1.00 1.00
1.00 0.309 1.100 -
- 1.00
1.00 2
Fc* 1350 1.00 1.00
1.00 - 1.100 -
- 1.00
1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D+L, P
= 8887 lbs
D=dead L=live S=snow W=wind
I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis
output
Load combinations: ASCE 7-10
/ IBC 2015
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification
(NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
WoodWorks°
COMPANY
Design Build Services, Inc.
St
PROJECT
514 8th Ave N - Lot 2
5148thAve N
Monro
Monroe,,WA 98272
Edmonds, WA 98020
SOFTWARE FOR WOOD DESIGN
(360) 793-9659
Thuesen Custom Homes
Oct. 16, 2019 14:09
c17.wwc
Design Check Calculation Sheet
WoodWorks Sizer 11.1.1
Loads:
Load
Type
Distribution
Location [ft]
Magnitude
Unit
Start End
Start End
1 b9
Dead
Axial
(Ecc. = 0.00")
1269
lbs
2 b9
Snow
Axial
(Ecc. = 0.00")
1165
lbs
Self -weight
Dead
Axial
22
lbs
Lateral Reactions (lbs):
10,
W
�
v
o
m
0'
10,
c17
Lumber n-ply, Hem -Fir, No.2, 2x4, 2-ply (3"x3-1/2")
Support: Non -wood
Total length: 10'; Clear span: 10'; volume = 0.7 cu.ft.
Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied
where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Axial
Axial Bearing
fc = 234
fc = 234
Fc' = 315
Fc* = 1719
psi
psi
fc/Fc' = 0.74
fc/Fc* = 0.14
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 1300 1.15 1.00 1.00 0.183 1.150 - - 1.00 1.00 2
Fc* 1300 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D+S, P = 2456 lbs Kf = 1.00
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
Design Notes:
1. WoodWorks analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification
(NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3.
COMPANY
PROJECT
Design Build Services, Inc.
28119 2 St E
514 8th Ave N - Lot 2
e N
WoodWorks°
A
Monroe, WA 98272
Monroe 982
Edmonds, WA 98020
Edmonds,
s,
SOFTWARE FOR WOOD DESIGN
(360) 793-9659
Oct. 16, 2019 14:10
Thuesen Custom Homes
j1.wwb
Design Check Calculation Sheet
Wood Works Sizer 11.1.1
Loads
Load
Type
Distribution
Pat-
Location [ftl
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full UDL
16.0
plf
Load2
Live
Full UDL
53.3
plf
Self -weight
Dead
Full UDL
1.3
plf
Maximum Reactions (lbs):
12'
4
0'
4
12'
Unfactored:
Dead
104
104
Live
320
320
Factored:
Total
424
424
j1
I -Joist, APA PRI, PRI-20, 1-1/2"x9-1/2"
Supports: All - Non -wood
Floor joist spaced at 16" c/c; Total length: 12'; Clear span: 12'
Analysis vs. Allowable Stress and Deflection using NDS 2015:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
V = 424
Vr = 1120
kips
V/Vr = 0.38
Bending(+)
M = 1271
Mr = 2520
kip-ft
M/Mr = 0.50
Dead Defl'n
0.06 = <L/999
Live Defl'n
0.18 = L/821
0.30 = L/480
in
0.58
Total Defl'n
0.23 = L/620
0.60 = L/240
in
0.39
Additional Data:
FACTORS: F/E CD CM Ct CL CF
Cfu Cr Cfrt Ci Cn
LC#
Vr 1120 1.00 - - - -
- - 1.00 - -
2
Mr+ 2520 1.00 - - - -
- 1.00 1.00 - -
2
EI 132.0 million - - - -
- - 1.00 - -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V max = 424 lbs
Bending(+): LC #2 = D+L, M = 1271 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live
Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 145e06 lb-in2 K= 21.97e06
lbs
"Live" deflection = Deflection from all non -dead
loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) +
Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS
Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Wood Works Sizer provides preliminary estimates for I -joist design. Each wood I -joist producer develops its own proprietary design values. Please contact the
manufacturer for a custom ]-joist version of Sizer or other kjoist design software.