REVIEWED BLD-BLD2021-0172+Structural_Calculations+1.29.2021_1.38.01_PM+2021708REED & ASSOCIATES, PS
Civil & Structural Engineering
19626 76th Ave. W. #A, Lynnwood, WA 98036
Office (425)778-2793 wer@reed-assoc.com
STRUCTURAL CALCULATIONS FOR:
Randy Munson
323 Daley (East)
Lateral Design of a (2)-story SFR
Site: Edmonds, Wa
NOT VALID WITHOUT A WET
SIGNA TURF
pELL
J OF
V 1�
��ss NAT
ENG\ate
- 4"n } 7
EXPIRES 5-27- �`
WENDELL E. REED, PE, CBO
7n,tG ior+
Lateral Analysis /BC 2015
R&A Job #: 21-104
Description: 323 Daley (East)
Engineer: WER
Governing Code: 2015 International Building Code all references in right margin are 2015
IBC unless specifically noted otherwise. [Page numbers]
1603.1 General Desicin Criteria f3531
f Walls Floors Snow 2jin
40 25
10 10
1603.1.4 Wind Design Criteria f3541
1. Nominal/Ultimate Wind Speed V
2. Risk Category asd/Vi,
85/110
3. Wind Exposure Category 11
1.00
4. Internal Pressure Coefficient
11
B
5. Components and Cladding design pressure
+/- 55
+/- 16
1603.1.5 Seismic Design Data f354
1. Seismic Importance Factor
2. Short Period Acceleration
2. 1-Second Accelleration
3. Site Class
4. Spectral response coefficient
4. Spectral response coefficient
5. Seismic Design Category
6. Seis. Force Resisting System
7. Design Base Shear
8. Seismic Response Coefficient
9. Response Modification Factor
10. Analysis Procedure
11. Risk Category
Table of Contents
Version 7.0
Partitions
10
mph F 1609.3(3) [372]
ASCE 7-10 T 6-1 [77]
1609.4 [373]
ASCE 7-10 F 26.11-1 [258]
psf 4SCE 7-10 30.2.2 [316]
1e
Ss
1.00
ASCE 7-10 T 1.5-2 [5]
1.25
USGS Seismic Design Map Online
S,
0.4
USGS Seismic Design Map Online
Sys
D
ASCE 7-10 T 20.3-1 [204J
Sol
0.83
EQ 16-39 [387]
0.43
EQ 16-40 [387]
D
T1613.3.5(1) and (2) [398J
A.15.
1096
ASCE 7-10 T 12.2-1 [73]
1 Ibs
Cs 0.13
R 6.5
Equivalent Lateral Force
11
0.0
1.0
General Lateral Design Criteria
2.0
Determination of Wind Forces
3.0
Determination of Seismic Forces
4.0
Allowable Stress Design Loads
5.0
Shear walls in the Front to Rear Direction
6.0
Shear walls in the Side to Side Direction
7.0
Shear flow calculations
Appendix
A SCE 7-10 EQ 12.8-2 [89]
ASCE 7-10 T 12.2-1 [73]
ASCE 7-10 T 12.6-1 [88]
ASCE 7-10 T 11, 6-2 [69]
•m,
Wind Design (MWFRS - Envelope Procedure) ASCE 7 10
Wind Load Method ASCE 7-10 28.1.1 2 297
Nominal/ultimate Wind Speed 85/ 110 mph
Wind Exposure Category B 1609.3 [3731, F1609 [372]
Height & Exposure Adjustment 1609.4 [373]
Topographic Factor = 00 ASCE 7-10 F 28.6-1 [304]
Wind Pressures ASCE 7-10 28. 6.3 302 Kzt - 1.00 ASCE 7-10 F 26.8-1 [2521
Ps = Kn PS30
ASCE 7-10 EQ 28.6-1 [306]
Minimum pressures shall not be less than assuming the pressures for
A SCE
zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. 7 10 28.6.4 [306]
Roof Pitch 5 -12 or
Ridge Elevation 22.62 degrees
Eave Height 24 ft
Mean Roof Height, h 17 ft
20.5 ft ASCE 7-10 26.2 [243]
Zone Pressures, (A)(pssol ASCE 7 1n F �R a �3041
110 Horizontal Pressures
0 Vertical Pressures Overhan s
A B C D E F G H off off
24.10 13.90 17.40 4.00 -10.70 -14.60 -7.70 -11.70 -19.90 -
2 0.00 0.00 10.00 0.00 -417.00
.10 -7.90 -1.10 -5.10 0.00 17.0
Horizontal Zones Areas & Forces Fx ASCE 7-10 F 28.6-1 303
End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal
dimension (I.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet.
D
F x 37, (p sx'X)
x = A
Diaphragm (x = 2)
Front to Rear
I.h.d. (ft) = 32 A B Side to Side
C p A B C D
a (ft) = 3.2 Areas 26 26 104 144
24 30 28 420
2a (ft) = 6.4 Forces Fx = 3374 Fxmin = 3440
Fx = 3163 F = 4432
xmin
Diaphragm (x = 11
I.h.d. (ft) = 32
RM
Side to Side
a (ft) = 3.2 Areas A B C p
58 630
2a (ft) = 6.4 Forces F. = 12360 F
xmin = 1100,9
Version 7.0
Pg 1.3
Seismic Design IBC 2015
Site Clasification Criteria Selection
Risk Category
& Minimum Desi n Lateral Force
Seismic Importance Factor
II
IE
Seismic Design Category
1.00
Site Class
D
Short Period Acceleration
D
Ss
1-Second Acceleration
1.25
S'
Seis. Force Resisting System
0.4
Response Modification Factor
5.
R A
6.5
.5
Design Spectral Response Arrallar.fi
Site Coeffiecient, Fa Parameters
Site Coeffiecient, Fv 1.0
1.6
Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively,
2
SDs=3 Fa*ss SIDS =0.83
2
S D1 =3T v's 1 Soi = 0.43
Sim lified anal sis Seismic base shear ASCE 7-10 12.14.8 108
V = (F Sos/R) W Where: F=1.1 for (2)-story
Vertical Distribution Forces at each level ASCE 7-10 12.14.8 108
F. = (w),/W) V
r IM;Elye seismic 1A
Diaphragm
Fx = 6637
Diaphragm (x = 1)
F. = 5167
Version 7.0
FX = 0.141 x w,r
it & Forces Ilbs at Level x
roof area (ft2) floor area
2700
weight (Ibs) 40500 0
weight (Ibs)
roof area (ft2) floor area
2400
ASCE 7-10 T 6-1 [473]
ASCE 7-10 T 1.5-2 [5]
T1613.3.5(1) and (2) [398J
ASCE 7-10 T 20.3 3-1[204]
F1613.3.1(1) [16-74]
F1613.3.1(2) [16-76]
ASCE 7-10 T 12.2-1 [73J
ASCE 7-10 T 12.2-1 [73]
T1613.3.3(1) [387]
T1613.3.3(2) [387]
EQ 16-39 [387]
EQ 16-40 [387]
ASCE 7-10 EQ 12.14-11 [1081
ASCE 7-10 EQ 12.14-12 [109]
ngnlo
,eight ±jFT376q640
8
6080
Pg 2.4
Allowable Stress Desi n Loads For Wood IBC 2015
Design shall be in accordance with Sections 2304-2306.
Structures using wood shear walls and diaphragms to resist 2301.2 (1) [473]
wind, seismic and other lateral loads shall be designed and 2305.1 [488]
constructed in accordance with AF&PA SDPWS and provisions
of Sections 2305 - 2306.
Design Der Alternative Basic Load Combinations 1605.3.2 359 For worse case effect with wind load, L & S shall be zero.
Equations 16-18, 16-19and 16-20 become, 1605.1 [357]
D + W VV '0.6
Where w equals 1.3, W equals FX of the respective diaphragm, and
D shall be multiplied by two-thirds. 1605.3.2 [359]
For worse case effect with seismic load, L & S shall be zero.
Equation 16-22 controls, 1605.1 [357]
0.9D+E/1.4
, substitute ASCE 7-10 EQ 12.14-5 for E
0.9 D +
(p Q E - 0.2 S IDS
D) ASCE 7-10 12.14.3.1.3 (7), EQ 12.14-5 [104]
1.4
simplify &arrange variables
EQ 16-22
1.4 E
Where QE equals F, of the respective diaphragm.
Principle of Mechanics
Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist,
Wind Design Loads, 1.3 Fx
For Kzt = 1.00
Front to Rear Side to Side
Dia hra m Force Ibs Force Ibs
x = 2 2631 2467
x = 1 4266 9641
Seismic Design Loads, (p/1.4) FX
P = 1.3
Version 7.0
ASCE 7-10 12.3.4 [83]
Pg 3.5
Allowable Stress Design Loads For Wood - cont.
Sum the moments about the base of a shearwall, overturning shall resist,
(v-w)-h - 3 2 % D�2w + Pw
for wind
(v •w) •h - (0.9 - 0.14 S IDS) (D D. W + P •w
2 ) for seismic
Where, v = shear per linear foot of shearwall
w = width of shearwall
h = height of shearwall
D = resisting dead load centered over shearwall
P = resisting dead load at end of shearwall
Free Body Diagram of a ShearWall
M
Version 7.0
OxIC
Pg 3.6
Wall Line
Level
Segment
Tributary loads
Wind
Seismic
(x)
G\0�1
Width
Height
wr wra wf wfa
T(x)
T(x+1)
T(x) T x+1
( )
Seis
2
F-R
2.00
g
3 8
max
Wind
Seis
2.00
6
3 8
-116
236
185
VD(x+1) [ibs]
2.50
6
3
-116
236
185
%
18%
88%
2.50
6
8
3 8
-134
216
148
VD(X) [Ibs]
473.653
1109.27
-134
216
148
VT(x) [Ibs]
473.653
1109.27
L
9.00
9.00
V
53
123
SW
around opng
2015 SDPWS
SEISMIC
Max
TMAx(X) [Ibs]
185
236
Version 7.0
Pg 4.7
Wall Line Level �\o1-1
Segment
Tributary loads
Wind Seismic
G
(x)
Width
Height
wr wra
wf
wfa T(x)
T(x+1) T(x)
T(x+1)
Seis
F-R
2.80
g
8 5.5
8
1106
2277
236
max
Wind Seis
VD(x+1) [Ibs] 473.653 1109.27
2.80
8
8 5.5
8
1106
2277
236
503
503
18% 18%
VD(x) [Ibs] 767.904 863.657
VT(x) [Ibs] 1241.56 1972.93
L 5.60 5.60
V 222 352
2015 SDPWS SEISMIC
MAX 503
TMAX(x) [Ibs] 1106 2277
2
� F-R
12.00
8
4
8
-204
Wind Seis
11.00
8
173
110
VD(X+1) [Ibs] 1315.7 3081.31
4.00
8
4
8
-164
220
110
50% 50%
4.00
8
4
8
118
548
110
VD(X) [Ibs] 2133.07 2399.05
8.00
g
4
8
118
548
110
VT(x) [Ibs] 3448.77 5480.36
4
8
-43
361
110
L 39.00 39.00
V 88 141
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs]
118 548
3 1 F-R
7.00
g
Wind Seis 7.00
g
298
657
12
VD(x+1) [Ibs] 868.365 2033.66 12.00
8
298
657
12
%
33% 33%
164
501
12
VD(x) [Ibs] 1407.82 1583.37
VT(x) [Ibs] 2276.19 3617.04
L 26.00 26.00
V 88 139
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs]
298 657
Version 7.0
ME
Wall Line Level Segment Tributary loads Wind Seismic
(x) `�o
O� Width Height wr wra wf wfa T(x)
A
2
S-S
9.00
8
14
8
-1191
VD(X+1) [IbsJ
Wind
Seis
9.00
8
14
8
-1191
%
5.00
8
14
8
-8
VD(X) [Ibs]
50%
1233.41
50%
12.00
8
14
8
-1483
8
3081.31
10.00
8
14
8
VT(x) [Ibs]
1233.41
3081,31
-1288
L
45.00
45.00
V
27
68
2015 SDPWS
SEISMIC
MAX
TMAx(X) [Ibs]
T(x+1) T(x) T(x+1) Seis
max
-1094
-1094
-642
-1433
-1207
Version 7.0
Page5.9
Wall Line
Level
Segment
Tributary loads
Wind
Seismic
(x)
GNo�
O��o
Width
Height
wr wra wf
wfa
T(x)
T(x+1)
T(x) T(x+1)
Seis
A
S-S
25.00
g
3
8
max
Wind
Seis
5.00
8
-351
-668
VD(x+1) [Ibs]
1233.41
3081.31
9.00
8
3
8
386
190
50%
50%
9.50
g
3
8
238
19
VD(X) [Ibs]
4820.32
2399.05
3
8
220
-3
VT(x) [Ibs]
6053.74
5480.36
L
48.50
48.50
V
125
113
2015 SDPWS
SEISMIC
MAX
TMAx(X) [Ibs]
386
190
B
�
S-S
5.00
g
Wind
Seis
5.00
8
778
614
VD(x+1) [Ibs]
1233.41
3081.31
8.00
8
778
614
%
50%
50%
4.00
g
697
520
VD(X) [Ibs]
4820.32
2399.05
21.00
8
805
645
VT(x) [Ibs]
6053.74
5480.36
349
115
L
43.00
43.00
141
127
2015 SDPWS
SEISMIC
MAX
TMAx(X) [Ibs]
805
645
Version 7.0
Page5.10
Shear wall Summa
Sheeting Regm'ts
LI Wind Seis Max
1
- 2ndP25
185
2
- 2nd
147
3
- 2nd
113
4 -
2nd
A -
2nd
68
B -
2nd
116
C - 2nd
D - 2nd
1-1st
2-1st
3-1st
4-1st
A - 1st
B - 1st
C-1st
D - 1st
i ransfer
L_zmear
Wind
Seismic
1 1P35
123
1 I 1
110
1 I 1
113
1 1 1
68
1 ; 1
87
158
503
4 6
222735263
141
1 1
8863
139
1 1
8889113
1 1
125101
127
1 1
141
SW-1 SW-2
Sheathing 127
SW-3
SW-4
503
Shear Flow 141 222
IEEE]
Shear Transfer Connectors
- Cp = 1.6,
Hem -Fir
Connector
16d Nails
16.6 10.6
16d Slant Nails (v<150plo
13.8 8.8
Simpson A35 Clip
0.0
0.0
51.1 32.4
Simpson H1 Truss Connector
0.0
0.0
35.3 22.4
Simpson DTC Clip
17.9 11.4
112" Diameter Anchor Bolts
(2x)
77.6 49.3
5/8" Diameter Anchor Bolts (2x)
0.0
0.0
113.0 71.8
5/8" Diameter Anchor Bolts
0.0
0.0
(3x)
141.6 89.9
0.0
0.0
SW-5 SW-6
EIEE3plf)
plf)
Z (Ibs)
195.2 Ibs
0.0 0.0
162 Ibs
0.0 0.0
600 Ibs
0.0 0.0
415 Ibs
0.0 0.0
210 Ibs
0.0 0.0
912 Ibs
0.0 0.0
1328 Ibs
0.0 0.0
1664 Ibs
0.0 T 0.0
Overturnin Values
Wind Seismic
2015NDS T 11 N [105]
J
2015 NDS T11N [105]
l
Current Simpson Guide
Current Simpson Guide
CurredntSimpson Guide
2015NDS T11E [93]
2015NDS T11E[93]
2015NDS T11E [93]
Page6.11
1 II AlMlk ucen n--
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 01 Date: 1/25/21
Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 6.2 in R2= 6.2 in (1.5) DL Defl= 0.23 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
14.0 ft
Reaction 1 LL
2800 # Reaction 2 LL 2800 #
Beam Wt per ft
19.48 #
Reaction 1 TL
4616 # Reaction 2 TL 4616 #
Bm Wt Included
273 #
Maximum V
4616 #
Max Moment
16157 '#
Max V (Reduced)
3964 #
TL Max DefI
L / 240
TL Actual Defl
L / 361
LL Max Defl
L / 360
LL Actual DefI
L / 713
Section (W)
Shear (inz)
TL Defl (in)
LL Defl
123.39
62.34
0.46
0.24
66.78
20.50
0.70
0.47
OK
OK
OK
OK
54%
33%
66%
50%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2903
290
2.0
750
CIF Size Factor
1.001
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 400 Uniform TL: 640 = A
Uniform Load A
R1 = 4616 R2 = 4616
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 2 Date: 1/25/21
Selection 4x 12 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 3.2 in2 R2= 3.2 in2 (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
9.0 ft
Reaction 1 LL
1440 # Reaction 2 LL 1440 #
Beam Wt per ft
9.57 #
Reaction 1 TL
2023 # Reaction 2 TL 2023 #
Bm Wt Included
86 #
Maximum V
2023 #
Max Moment
4552 '#
Max V (Reduced)
1602 #
TL Max DefI
L / 240
TL Actual Defl
L / 947
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
73.83
39.38
0.11
0.07
55.17
13.35
0.45
0.30
OK
OK
OK
OK
75%
34%
25%
24%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
900
180
1.6
625
Adjusted Values
990
180
1.6
625
CIF Size Factor
1.100
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 320 Uniform TL: 440 = A
Uniform Load A
R1 = 2023 R2 = 2023
SPAN = 9 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 03 Date: 1/25/21
Selection 5-1/4x 9-1/2 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 5.0 in R2= 5.0 in (1.5) DL Defl= 0.15 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
11.5 ft
Reaction 1 LL
2645 # Reaction 2 LL 2645 #
Beam Wt per ft
15.59 #
Reaction 1 TL
3726 # Reaction 2 TL 3726 #
Bm Wt Included
179 #
Maximum V
3726 #
Max Moment
10714 '#
Max V (Reduced)
3213 #
TL Max DefI
L / 240
TL Actual Defl
L / 355
LL Max Defl
L / 360
LL Actual DefI
L / 573
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
78.97
49.88
0.39
0.24
43.20
16.62
0.58
0.38
OK
OK
OK
OK
55%
33%
68%
63%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2976
290
2.0
750
CIF Size Factor
1.026
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 460 Uniform TL: 633 = A
Uniform Load A
R1 = 3726 R2 = 3726
SPAN =11.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 04 Date: 1/25/21
Selection 4x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 2.9 in2 R2= 2.9 in2 (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
7.25 ft
Reaction 1 LL
1305 # Reaction 2 LL 1305 #
Beam Wt per ft
7.87 #
Reaction 1 TL
1823 # Reaction 2 TL 1823 #
Bm Wt Included
57 #
Maximum V
1823 #
Max Moment
3304 '#
Max V (Reduced)
1435 #
TL Max DefI
L / 240
TL Actual Defl
L / 902
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
49.91
32.38
0.10
0.06
36.71
11.96
0.36
0.24
OK
OK
OK
OK
74%
37%
27%
25%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
900
180
1.6
625
Adjusted Values
1080
180
1.6
625
CIF Size Factor
1.200
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 360 Uniform TL: 495 = A
Uniform Load A
R1 = 1823 R2 = 1823
SPAN = 7.25 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 05 Date: 1/25/21
Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.5 in2 R2= 1.5 in2 (1.5) DL Defl= 0.06 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
14.25 ft
Reaction 1 LL
855 # Reaction 2 LL 855 #
Beam Wt per ft
12.99 #
Reaction 1 TL
1161 # Reaction 2 TL 1161 #
Bm Wt Included
185 #
Maximum V
1161 #
Max Moment
4137 '#
Max V (Reduced)
1000 #
TL Max DefI
L / 240
TL Actual Defl
L / 977
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
82.26
41.56
0.17
0.11
17.10
5.17
0.71
0.48
OK
OK
OK
OK
21%
12%
25%
24%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2903
290
2.0
750
CIF Size Factor
1.001
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 120 Uniform TL: 150 = A
Uniform Load A
R1 =1161 R2=1161
SPAN = 14.25 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 6 Date: 1/25/21
Selection 2-11/16x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 2.1 in2 R2= 2.1 in2 (1.5) DL Defl= 0.01 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
7.0 ft
Reaction 1 LL
1260 # Reaction 2 LL 1260 #
Beam Wt per ft
9.97 #
Reaction 1 TL
1610 # Reaction 2 TL 1610 #
Bm Wt Included
70 #
Maximum V
1610 #
Max Moment
2817 '#
Max V (Reduced)
1155 #
TL Max DefI
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
63.16
31.91
0.04
0.03
11.64
5.97
0.35
0.23
OK
OK
OK
OK
18%
19%
10%
11%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2903
290
2.0
750
CIF Size Factor
1.001
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 360 Uniform TL: 450 = A
Uniform Load A
R1 =1610 R2=1610
SPAN =7FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 7 Date: 1/25/21
Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 7.2 in2 R2= 7.2 in2 (1.5) DL Defl= 0.12 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
12.0 ft
Reaction 1 LL
3840 # Reaction 2 LL 3840 #
Beam Wt per ft
19.48 #
Reaction 1 TL
5397 # Reaction 2 TL 5397 #
Bm Wt Included
234 #
Maximum V
5397 #
Max Moment
16191 '#
Max V (Reduced)
4507 #
TL Max DefI
L / 240
TL Actual Defl
L / 440
LL Max Defl
L / 360
LL Actual DefI
L / 708
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
123.39
62.34
0.33
0.20
66.92
23.31
0.60
0.40
OK
OK
OK
OK
54%
37%
55%
51%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2903
290
2.0
750
CIF Size Factor
1.001
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 640 Uniform TL: 880 = A
Uniform Load A
R1 = 5397 R2 = 5397
SPAN =12FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 8 Date: 1/25/21
Selection 5-1/4x 16 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 11.1 in2 R2= 11.1 in2 (1.5) DL Defl= 0.15 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
14.0 ft
Reaction 1 LL
5390 # Reaction 2 LL 5390 #
Beam Wt per ft
26.25 #
Reaction 1 TL
8304 # Reaction 2 TL 8304 #
Bm Wt Included
368 #
Maximum V
8304 #
Max Moment
29063 '#
Max V (Reduced)
6722 #
TL Max DefI
L / 240
TL Actual Defl
L / 500
LL Max Defl
L / 360
LL Actual DefI
L / 906
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
224.00
84.00
0.34
0.19
124.17
34.77
0.70
0.47
OK
OK
OK
OK
55%
41%
48%
40%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2809
290
2.0
750
CIF Size Factor
0.969
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 770 Uniform TL: 1160 = A
Uniform Load A
R1 = 8304 R2 = 8304
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 09 Date: 1/25/21
Selection 3-1/2x 9-1/2 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 2.5 in2 R2= 2.5 in2 (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
7.0 ft
Reaction 1 LL
1323 # Reaction 2 LL 1323 #
Beam Wt per ft
10.39 #
Reaction 1 TL
1899 # Reaction 2 TL 1899 #
Bm Wt Included
73 #
Maximum V
1899 #
Max Moment
6584 '#
Max V (Reduced)
1891 #
TL Max DefI
L / 240
TL Actual Defl
L / 792
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
52.65
33.25
0.11
0.06
26.55
9.78
0.35
0.23
OK
OK
OK
OK
50%
29%
30%
28%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2976
290
2.0
750
CIF Size Factor
1.026
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Loads
Point LL Point TL Distance
2645 B = 3726 3.5
Pt loads:
0
R1 = 1899 R2 = 1899
SPAN =7FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 10 Date: 1/25/21
Selection 6x 12 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 7.2 in R2= 7.2 in (1.5) DL Defl= 0.02 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
6.0 ft
Reaction 1 LL
3300 # Reaction 2 LL 3300 #
Beam Wt per ft
15.37 #
Reaction 1 TL
4486 # Reaction 2 TL 4486 #
Bm Wt Included
92 #
Maximum V
4486 #
Max Moment
6729 '#
Max V (Reduced)
3053 #
TL Max DefI
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
121.23
63.25
0.05
0.04
92.29
26.94
0.30
0.20
OK
OK
OK
OK
76%
43%
18%
18%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
875
170
1.3
625
Adjusted Values
875
170
1.3
625
CIF Size Factor
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 1100 Uniform TL: 1480 = A
Uniform Load A
R1 = 4486 R2 = 4486
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - EAST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 11 Date: 1/25/21
Selection 6x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 2.2 in2 R2= 2.2 in2 (1.5) DL Defl= 0.07 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
11.5 ft
Reaction 1 LL
1035 # Reaction 2 LL 1035 #
Beam Wt per ft
12.7 #
Reaction 1 TL
1367 # Reaction 2 TL 1367 #
Bm Wt Included
146 #
Maximum V
1367 #
Max Moment
3929 '#
Max V (Reduced)
1179 #
TL Max DefI
L / 240
TL Actual Defl
L / 673
LL Max Defl
L / 360
LL Actual DefI
L / 997
Section (W)
Shear (in2)
TL Defl (in)
LL Defl
82.73
52.25
0.20
0.14
53.89
10.40
0.58
0.38
OK
OK
OK
OK
65%
20%
36%
36%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
875
170
1.3
625
Adjusted Values
875
170
1.3
625
CIF Size Factor
1.000
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00 Le
= 0.00 Ft
Uniform LL: 180 Uniform TL: 225 = A
Uniform Load A
R1 = 1367 R2 = 1367
SPAN =11.5FT
Uniform and partial uniform loads are Ibs per lineal ft.