REVIEWED BLD-BLD2021-0170+Structural_Calculations+1.29.2021_1.02.18_PM+2021477REED & ASSOCIATES, PS
I 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 (West)
Lateral Design of a (2)-story SFR
Site: Edmonds, Wa
NOT VALID WITHOUT A WET
SIGNA TURF
E WAs
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30771 ��
jO,�FS�FG 1 sT E��G���
�/ONAL EN
EXPIRES 5-27- 2.
WENDELL E. REED, PE, CBO
2015 IBC
JOB # 212-105
Date I Eng I # Desc.
Lateral Analysis IBC 2015
R&A Job #: 212-105
Description: 323 Daley (West)
Engineer: WEIR
Governing Code: 2015 International Building Code all references in right margin are 2015
IBC unless specifically noted otherwise. [Page numbers]
1603.1 General Design Criteria f3531
Roof
I Walls
I Floors
I Snow
I Partitions
Live Load (pso
25
40
25
Dead Load (pso
15
10
1 10
1 10
1603.1.4 Wind Design Criteria f3541
1. Nominal/Ultimate Wind Speed Vasd/Vult
85/110 mph
F 1609.3(3) [3721
2. Risk Category II
3. Wind Exposure Category
1.00
"B"
ASCE 7-10 T 6-1 [771
4. Internal Pressure Coefficient
+/- 55
1609.4 [3731
ASCE 7-10 F 26.11-1 [2581
5. Components and Cladding design pressure
+/- 16 psf
ASCE 7-10 30.2.2 [3161
1603.1.5 Seismic Design Data f3541
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
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
le
1.00
ASCE 7-10 T 1.5-2 [5]
Ss
1.25
USGS Seismic Design Map Online
Si
0.4
USGS Seismic Design Map Online
D
ASCE 7-10 T 20.3-1 [204]
SDs
0.83
EQ 16-39 [387]
SDI
0.43
EQ 16-40 [387]
D
T1613.3.5(1) and (2) [398]
A.15.
ASCE 7-10 T 12.2-1 [73]
10062 Ibs
Cs 0.13
R 6.5
Equivalent Lateral Force
11
General Lateral Design Criteria
Determination of Wind Forces
Determination of Seismic Forces
Allowable Stress Design Loads
Shear walls in the Front to Rear Direction
Shear walls in the Side to Side Direction
Shear flow calculations
Appendix
ASCE 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]
Version 7.0
Pg 0.2
Wind Design (MWFRS - Envelope Procedure) ASCE 7 10
Wind Load Method ASCE 7-10 28 1 1 (2) f2971
Nominal/Ultimate Wind Speed 85/ 110
Wind Exposure Category B
Height & Exposure Adjustment k = 1.00
Topographic Factor Kzt = 1.00
Wind Pressures ASCE 7-10 28.6.3 f3027
Ps = k Kn Ps30
mph 1609.3 [373], F1609 [372]
1609.4 [373]
ASCE 7-10 F 28.6-1 [304]
ASCE 7-10 F 26.8-1 [252]
ASCE 7-10 EQ 28.6-1 [306]
Minimum pressures shall not be less than assuming the pressures for ASCE 7-10 28.6.4 [306]
zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero.
Roof Pitch 4 :12 or 18.435 degrees
Ridge Elevation 26 ft
Eave Height 18 ft
Mean Roof Height, h 22 ft ASCE 7-10 26.2 [243]
Zone Pressures (I\)(ps3o) ASCE 7-10 F 28.6-1 f3041
110 1 Horizontal Pressures
0 A B C D
Vertical Pressures
E F G H
Overhangs
OH GOH
1 24.88
7.36
17.49
1.53
-14.58
-15.04
-10.30
-11.86
-23.78
-19.60
2 0.00
0.00
0.00
0.00
-2.82
-5.43
-0.76
-3.50
0.00
0.00
Horizontal Zones Areas & Forces, Fx ASCE 7-10 F 28 6-113037
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- 7, (P sx-X)
x = A
Diaphragm (x = 2)
I.h.d. (ft) = 48
a (ft) = 4.8 Areas
2a (ft) = 9.6 Forces
Diaphragm (x = 1)
I.h.d. (ft) = 48
a (ft) = 4.8
2a (ft) = 9.6
Areas
Forces
Front to Rear
A
B
C
D
38
26
154
170
Fx = 4091
Fxmin = 4640
Front to Rear
A
B
C
D
84
350
Fx = 8213
Fxmin = 6944
Side to Side
A
B
C
D
38
36
200
212
Fx = 5033
Fxmin = 5792
Side to Side
A
B �-05O
D
84
4
Fx = 9962
Fxmin = 8544
Version 7.0
Pg 1.3
Seismic Desiqn IBC 2015
Site Clasification, Criteria Selection
& Minimum Design Lateral Force
Risk Category
II
ASCE 7-10 T 6-1 [473]
Seismic Importance Factor
IE
1.00
ASCE 7-10 T 1.5-2 [5]
Seismic Design Category
D
T1613.3.5(1) and (2) [398]
Site Class
D
ASCE 7-10 T 20.3 3-1[204]
Short Period Acceleration
Ss
1.25
F1613.3.1(1) [16-74]
1-Second Acceleration
S,
0.4
F1613.3.1(2) [16-76]
Seis. Force Resisting System
A.15.
ASCE 7-10 T 12.2-1 [73]
Response Modification Factor
R
6.5
ASCE 7-10 T 12.2-1 [73]
Design Spectral Response Acceleration Parameters
Site Coeffiecient, Fa 1.0 T1613.3.3(1) [387]
Site Coeffiecient, Fv 1.6 T1613.3.3(2) [387]
Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively,
2
S DS = 3'F a *S s SDs = 0.83 EQ 16-39 [387]
2
S D1 = 3'F v'S 1 SD1 = 0.43 EQ 16-40[387]
Simplified analysis Seismic base shear ASCE 7-10 12.14.8 [1087
V = (F SDs/R) W Where: F=1.1 for (2)-story ASCE 7-10 EQ 12.14-11 [108]
Vertical Distribution Forces at each level ASCE 7-10 12 14 8 [1087
Fx = (wx/W) V
Fx = 0.141 X wx
FffPCfiva ¢cicmin . .. L.a 9
ASCE 7-10 EQ 12.14-12 [109]
-- ---
Diaphragm (x = 2)
Fx = 6256
oa VUV
roof area (ft')
I A
floor area (ft)
1 story height (ft)
wall length (ft)
wx
2600
8
134
weight (Ibs)
39000
0—+—
5360
44360
Diaphragm (x = 1)
Fx = 4581
roof area (ftZ)
floor area (ft)
story height (ft)
wall length (ft)
wx
2200
8
128
weight (Ibs)
0
22000
5120
32480
Version 7.0
Pg 2.4
Allowable Stress Design Loads For Wood IBC 2015
Design shall be in accordance with Sections 2304-2306. 2301.2 (1) [473]
Structures using wood shear walls and diaphragms to resist 2305.1 [488]
wind, seismic and other lateral loads shall be designed and
constructed in accordance with AF&PA SDPWS and provisions
of Sections 2305 - 2306.
_Design per Alternative Basic Load Combinations 1605 3 2 [3597
For worse case effect with wind load, L & S shall be zero. 1605.1 [357]
Equations 16-18, 16-19and 16-20 become.
D + (01N ° 0.6
Where w equals 1.3, W equals FX of the respective diaphragm, and 1605.3.2 [359]
D shall be multiplied by two-thirds.
For worse case effect with seismic load, L & S shall be zero. 1605.1 [3571
Equation 16-22 controls,
0.9 D + E/1.4
, substitute ASCE 7-10 EQ 12.14-5 for E
0.9 D + (pQE-0.2SIDS D)
1 ASCE 7-10 12.14.3.1.3 (7), EQ 12.14-5 [104]
1.4 simplify & arrange variables EQ 16-22
(0.9-0.14 SIDS) D+ P QE
1.4
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
Diaphragm
Force Ibs
Force Ibs
x = 2
3191
3926
x = 1 1
6406
7771
Seismic Design Loads, (p/1.4) F,
p = 1.3
Diaphragm
Force Ibs
x = 2
5809
x =_1
4253
ASCE 7-10 12.3.4 [831
Version 7.0
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 - D•W + P w)
3 2 for wind
(v•w)•h - (0.9 -0.14 S IDS) 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
r%
(1tx1116
Version 7.0
Pg 3.6
Wall Line
Level
(x)
G,.�o
O
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
wra
wf
wfa
T(x)
T(x+1)
T(x)
T(x+1)
Seis
max
1
2
F-R
8.00
8
-263
-197
Wind Seis
VD(X+1) [Ibs]
% 25% 25%
7.50
8
-250
-182
8.00
8
-263
-197
15.00
8
-451
-416
VD(x) [Ibs] 797.654 1452.26
VT(x) [Ibs] 797.654 1452.26
L 38.50 38.50
V 21 38
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs]
2--j
2
F-R
4.00
8
2
8
-265
-34
Wind Seis
VD(x+1) [Ibs]
5.50
8
2
8
-320
-98
3.00
8
2
8
-228
9
127
%
50%
50%
3.00
8
2
8
-228
9
127
VD(x) [Ibs] 1595.31 2904.52
VT(x) [Ibs] 1595.31 2904.52
L 30.50 30.50
V 52 95
2015 SDPWS SEISMIC
MAX 127
TMAX(x) [Ibs] 9
10.00
8
2
8
-486
-291
5.00
8
2
8
-302
-77
3
1 2
F-R
4.00
8
6
8
-232
79
Wind
Seis
8.00
8
6
8
-460
-186
VD(X+l) [Ibs]
%
25%
25%
VD(x) [Ibs]
797.654
1452.26
VT(x) [Ibs]
797.654
1452.26
L
12.00
12.00
V
66
121
2015 SDPWS
SEISMIC
MAX
TMAX(x) [Ibs]
79
Version 7.0
Pg 4.7
Wall Line
Level
(x)
o�\o�
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
wra
wf
wfa
T(x)
T(x+1)
T(x)
FT(x+1)
Seis
max
1
1
FIR6.00
8
76
37
Wind Seis
VD(x+1) [Ibs] 797.654 1452.26
25% 25%
4.00
8
130
99
7.50
8
36
-10
25.00
8
-433
-556
VD(x) [Ibs] 1601.53 1063.33
VT(x) [Ibs] 2399.19 2515.6
L 42.50 42.50
V 56 59
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs] 130 99
2
1
F-R
9.00
8
2
8
593
547
9
Wind Seis
VD(x+1) [Ibs] 1595.31 2904.52
9.00
8
2
8
593
547
9
11.00
8
2
8
526
469
9
%
50%
50%
VD(x) [Ibs] 3203.07 2126.67
VT(x) [Ibs] 4798.38 5031.19
L 29.00 29.00
V 165 173
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs] 593 547
3
1
F-R
15.00
8
663
703
79
Wind Seis
VD(x+1) [Ibs] 797.654 1452.26
%
25%
25%
VD(x) [Ibs] 1601.53 1063.33
VT(x) [Ibs] 2399.19 2515.E
L 15.00 15.00
V 160 168
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs] 663 703
j=]
4
Wind Seis
VD(X+1) [Ibs]
VD(x) [Ibs]
VT(x) [Ibs]
L
v
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs]
Version 7.0
Pg 4.8
Wall Line
Level
(x)
G\oK\
p`��
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
Fwra
wf
Fwfa
T(x)
T(x+1)
T(x)
T(x+1)
m
max
max
A
2
S-S
3.50
5
3
8
13
144
Wind Seis
VD(x+1) fibs]
Olo 25% 25%
VD(x) [Ibs] 981.431 1452.26
VT(x) [Ibs] 981.431 1452.26
L 12.00 12.00
V 82 121
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs] 45 181
3.50
5
3
8
13
144
2.50
5
3
8
45
181
2.50
5
3
8
45
181
SW
around
opn'g
B
2
S-S
5.50
8
3
8
-62
150
Wind Seis
VD(X+1) [Ibs]
50% 50%
10.30
8
3
8
_263
-84
6.50
8
3
8
-104
101
VD(x) [Ibs] 1962.86 2904.52
VT(x) [Ibs] 1962.86 2904.52
L 22.30 22.30
V 88 130
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs] 150
C
2
S-S
8.50
8
19
8
-1113
-1151
Wind Seis
VD(X+1) [Ibs]
8.50
8
19
8
-1113
-1151
% 25% 25%
VD(x) [Ibs] 981.431 1452.26
VT(x) [Ibs] 981.431 1452.26
L 17.00 17.00
V 58 85
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs]
El=
D 1
2 1
S-S
Wind Seis
VD(x+1) [Ibs]
%
VD(x) [Ibs]
VT(x) [Ibs]
L
v
2015 SDPWS SEISMIC
MAX
TMAX(x) [Ibs]
Version 7.0
Page5.9
Tribut loads
0mWind
���
Seis
2015SDPWS SEISMIC
MAX 704
MINE
MINE
Wind Seis
MAX 170
NINE
00®mimmmommimmmm��
MAX
'
=_
ME
mNo
�����
m
MAX
ME
Version 7.0
Page5.10
Shear wall Summary
1 - 2nd
2 - 2nd
3-2nd
4 - 2nd
A-2nd
B-2nd
C - 2nd
D-2nd
1 - 1st
2-1st
3 - 1st
4 - 1st
A- 1 st
B-1st
C - 1 st
D - 1 st
Sheathing
Shear Flow
Sheeting Reqm'ts
Wind
Seis Max
15
38
37
127
47
121
58
121
63
130
41
85
1.
SW-1 SW-2
------------------
1 1
1 2
1 2
5 7
1 ; 1
1 � 1
SW-3
Shear Transfer
Wind
Seismic
21
38
52
95
66
121
82
121
88
130
58
85
56
59
165
173
160
168
585
503
148
127
IE115
99
SW-4 SW-5
Sw-a
Overturninq Values
Wind Seismic
Shear Transfer Connectors
- CD = 1.6, Hem -Fir
Connector
Z (Ibs)
16d Nails
195.2 Ibs
2015NDS T11N[105]
15.8 0.0
0.0
0.0
0.0
0.0
16d Slant Nails (v<150plf)
162 Ibs
2015NDST11N[105]
13.1 0.0
0.0
0.0
0.0
0.0
Simpson A35 Clip
600 Ibs
Current Simpson Guide
4 8.6 0.0
0.0
0.0
0.0
0.0
Simpson H1 Truss Connector
415 Ibs
Current Simpson Guide
33.6 0.0
0.0
0.0
0.01
0.0
Simpson DTC Clip
210 Ibs
CurredntSimpson Guide
1 7.0 0.0
1/2" Diameter Anchor Bolts (2x)
912 Ibs
73.9 0.0
0.0
0.0
0.0 1
0.0
2015NDS T11E[93]
5/8" Diameter Anchor Bolts (2x)
1017 0.0
0.0
TO
1328 Ibs
2015NDS T11E [93]
5/8" Diameter Anchor Bolts (3x)
0.0
0.0
134.9 0.0
0.0
1664 Ibs
2015NDS T11E(93)
0.0
0.0 1
0.0
Page6.11
REED $ASSOCIATES, PS
ng
'gaiA'a,A d .NA Li
off 2m T6N Ass. W. NA, lY�nreoC, WA 9B03B
011lm (42S) 778-2703 �sedaeeoc.cam
511tARWALL & HOLDOWN NOTES (U.N.O.) :
(1) Simpson or =. Locate at end of( SW) u.n.o. Install per
manufacturer recommendations for foundation minimum end
distance and embedment, deepen foundation as required.
(2) Construct cripple wall same as shearwall (SW) above, and
gable -end same as shearwall (SW) below.
(3) Requires 3x or (2) 2x foundation sill plate
(4) Threaded rod and coupler as required.
(5) Common nails, UNO: 8d=0.131"x2'/z", 10d=0.148"x3",
12d=0.148"x3'/4", 16d=0.162"x3'/z", 16d sinker=0.148"x3'/4".
(6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables &
rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When
specified spacing is less than 24"o/c, install A35's at roof solid
blk'ing to SW top plate, and install H1 or H2.5 on all
trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35.
Conn. per Simpson Strong -Tie or equal.
(7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at
abutting panel edges.
(8) Anchor bolts shall be embedded at least 7" into concrete;
there shall be a minimum of two bolts per piece with one bolt
located not more than 12" or less than seven bolt diameters from
each end of the piece. 2x min PT, u.n.o.
HOLDOWN SCHEDULE Date:
#:
MARK HOLDOWN / FASTENERS TO FOUNDATION Job 212-105
STRAP *(1) (2)-STUDS MIN U.N.O. ANCHOR *(1)(4) COMMENTS
T-1
STHD14/14RJ
(30) - 16d sinkers
N/A
SHEARWALL SCHEDULE Date: 1/0/1900
(
MARK
SHEATHING - APPLY TO SHEATHING EDGE NAILS ` 5) ROOF TO TOP PLATE, Job #: 212-105
2) FLOOR TO TOP PLATE
2x HF STUDS @ 16"o/c ALL EDGES BLOCKED BASE PLATE SILL PLATE ANCHORS w/
NAILS *(5)
*(
U.N.O. BELOW *(9) (do not penetrate past flush) & SILL PLATE *(6) 3" x 3" x 114" WASHERS *(8)
SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8"PJx10" AB's @ 48 " o/c
�1 1
�i
�vva4
ilCvrr--%�
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 01 Date: 1/25/21
Selection 4x 8 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 2.5 in2 R2= 2.5 in2 (1.5) DL Defl= 0.05 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
6.0 ft
Reaction 1 LL
975 # Reaction 2 LL 975 #
Beam Wt per ft
6.17 #
Reaction 1 TL
1578 # Reaction 2 TL 1578 #
Bm Wt Included
37 #
Maximum V
1578 #
Max Moment
2368 '#
Max V (Reduced)
1261 #
TL Max DefI
L / 240
TL Actual Defl
L / 702
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
30.66
25.38
0.10
0.05
24.28
10.51
0.30
0.20
OK
OK
OK
OK
79%
41%
34%
27%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
900
180
1.6
625
Adjusted Values
1170
180
1.6
625
CIF Size Factor
1.300
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: 325 Uniform TL: 520 = A
Uniform Load A
R1 = 1578 R2 = 1578
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 02 Date: 1/25/21
Selection 5-1/4x 11-1/4 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 7.8 in R2= 7.5 in (1.5) DL Defl= 0.24 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
12.0 ft
Reaction 1 LL
3513 # Reaction 2 LL 3388 #
Beam Wt per ft
18.46 #
Reaction 1 TL
5852 # Reaction 2 TL 5633 #
Bm Wt Included
221 #
Maximum V
5852 #
Max Moment
21003 '#
Max V (Reduced)
5160 #
TL Max DefI
L / 240
TL Actual Defl
L / 296
LL Max Defl
L / 360
LL Actual DefI
L / 595
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
110.74
59.06
0.49
0.24
86.29
26.69
0.60
0.40
OK
OK
OK
OK
78%
45%
81%
60%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2921
290
2.0
750
CIF Size Factor
1.007
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 Uniform LL: 450 Uniform TL: 720 = A
Point LL Point TL Distance
1500 B = 2624 5.5
Uniform Load A
Pt loads:
0
R1 = 5852 R2 = 5633
SPAN =12FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
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 9-1/4 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 6.6 in R2= 5.7 in (1.5) DL Defl= 0.15 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
9.0 ft
Reaction 1 LL
2983 # Reaction 2 LL 2567 #
Beam Wt per ft
15.18 #
Reaction 1 TL
4985 # Reaction 2 TL 4256 #
Bm Wt Included
137 #
Maximum V
4985 #
Max Moment
12327 '#
Max V (Reduced)
4418 #
TL Max DefI
L / 240
TL Actual Defl
L / 363
LL Max Defl
L / 360
LL Actual DefI
L / 731
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
74.87
48.56
0.30
0.15
49.56
22.85
0.45
0.30
OK
OK
OK
OK
66%
47%
66%
49%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2985
290
2.0
750
CIF Size Factor
1.029
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 Uniform LL: 450 Uniform TL: 720 = A
Point LL Point TL Distance
1500 B = 2624 3.25
Uniform Load A
Pt loads:
0
R1 = 4985 R2 = 4256
SPAN = 9 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 04 Date: 1/25/21
Selection 6x 12 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 3.5 in2 R2= 3.5 in2 (1.5) DL Defl= 0.11 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
12.0 ft
Reaction 1 LL
1313 # Reaction 2 LL 1313 #
Beam Wt per ft
15.37 #
Reaction 1 TL
2192 # Reaction 2 TL 2192 #
Bm Wt Included
184 #
Maximum V
2192 #
Max Moment
6577 '#
Max V (Reduced)
1842 #
TL Max DefI
L / 240
TL Actual Defl
L / 639
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
121.23
63.25
0.23
0.11
90.19
16.25
0.60
0.40
OK
OK
OK
OK
74%
26%
38%
28%
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: 219 Uniform TL: 350 = A
Uniform Load A
R1 = 2192 R2 = 2192
SPAN =12FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 5 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= 0.13 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
11.0 ft
Reaction 1 LL
2640 # Reaction 2 LL 2640 #
Beam Wt per ft
15.59 #
Reaction 1 TL
3716 # Reaction 2 TL 3716 #
Bm Wt Included
171 #
Maximum V
3716 #
Max Moment
10218 '#
Max V (Reduced)
3181 #
TL Max DefI
L / 240
TL Actual Defl
L / 389
LL Max Defl
L / 360
LL Actual DefI
L / 627
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
78.97
49.88
0.34
0.21
41.20
16.45
0.55
0.37
OK
OK
OK
OK
52%
33%
62%
57%
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: 480 Uniform TL: 660 = A
Uniform Load A
R1 = 3716 R2 = 3716
SPAN = 11 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 06 Date: 1/25/21
Selection 4x 12 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 4.0 in R2= 4.0 in (1.5) DL Defl= 0.05 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
9.0 ft
Reaction 1 LL
1800 # Reaction 2 LL 1800 #
Beam Wt per ft
9.57 #
Reaction 1 TL
2518 # Reaction 2 TL 2518 #
Bm Wt Included
86 #
Maximum V
2518 #
Max Moment
5666 '#
Max V (Reduced)
1993 #
TL Max DefI
L / 240
TL Actual Defl
L / 762
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (in3)
Shear (inz)
TL Defl (in)
LL Defl
73.83
39.38
0.14
0.09
68.67
16.61
0.45
0.30
OK
OK
OK
OK
93%
42%
32%
30%
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: 400 Uniform TL: 550 = A
Uniform Load A
R1 = 2518 R2 = 2518
SPAN = 9 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 07 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= 5.8 in R2= 5.8 in (1.5) DL Defl= 0.04 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
10.0 ft
Reaction 1 LL
3900 # Reaction 2 LL 3900 #
Beam Wt per ft
15.59 #
Reaction 1 TL
4353 # Reaction 2 TL 4353 #
Bm Wt Included
156 #
Maximum V
4353 #
Max Moment
10882 '#
Max V (Reduced)
3664 #
TL Max DefI
L / 240
TL Actual Defl
L / 438
LL Max Defl
L / 360
LL Actual DefI
L / 514
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
78.97
49.88
0.27
0.23
43.88
18.95
0.50
0.33
OK
OK
OK
OK
56%
38%
55%
70%
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: 780 Uniform TL: 855 = A
Uniform Load A
R1 = 4353 R2 = 4353
SPAN =LOFT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM NO. 8 Date: 1/25/21
Selection 3-1/2x 9-1/4 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 3.6 in2 R2= 3.6 in2 (1.5) DL Defl= 0.06 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
8.0 ft
Reaction 1 LL
1920 # Reaction 2 LL 1920 #
Beam Wt per ft
10.12 #
Reaction 1 TL
2680 # Reaction 2 TL 2680 #
Bm Wt Included
81 #
Maximum V
2680 #
Max Moment
5361 '#
Max V (Reduced)
2164 #
TL Max DefI
L / 240
TL Actual Defl
L / 630
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
49.91
32.38
0.15
0.10
21.55
11.19
0.40
0.27
OK
OK
OK
OK
43%
35%
38%
36%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2985
290
2.0
750
CIF Size Factor
1.029
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: 480 Uniform TL: 660 = A
Uniform Load A
R1 = 2680 R2 = 2680
SPAN = 8 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM N. 09 Date: 1/25/21
Selection 4x 10 DF-L #2 Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 3.8 in R2= 3.8 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
1800 # Reaction 2 LL 1800 #
Beam Wt per ft
7.87 #
Reaction 1 TL
2364 # Reaction 2 TL 2364 #
Bm Wt Included
47 #
Maximum V
2364 #
Max Moment
3545 '#
Max V (Reduced)
1756 #
TL Max DefI
L / 240
TL Actual Defl
L / >1000
LL Max Defl
L / 360
LL Actual DefI
L / >1000
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
49.91
32.38
0.07
0.05
39.39
14.64
0.30
0.20
OK
OK
OK
OK
79%
45%
23%
24%
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: 600 Uniform TL: 780 = A
Uniform Load A
R1 = 2364 R2 = 2364
SPAN = 6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
BEAM 10 Date: 1/25/21
Selection 5-1/4x 11-1/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 4.2 in R2= 4.2 in (1.5) DL Defl= 0.10 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
13.5 ft
Reaction 1 LL
2430 # Reaction 2 LL 2430 #
Beam Wt per ft
18.46 #
Reaction 1 TL
3162 # Reaction 2 TL 3162 #
Bm Wt Included
249 #
Maximum V
3162 #
Max Moment
10672 '#
Max V (Reduced)
2723 #
TL Max DefI
L / 240
TL Actual Defl
L / 518
LL Max Defl
L / 360
LL Actual DefI
L / 751
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
110.74
59.06
0.31
0.22
43.84
14.08
0.68
0.45
OK
OK
OK
OK
40%
24%
46%
48%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
2900
290
2.0
750
Adjusted Values
2921
290
2.0
750
CIF Size Factor
1.007
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 = 3162 R2 = 3162
SPAN =13.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
323 DALEY STREET - WEST
CITY OF EDMONDS, WASHINGTON
BeamChek v2016 licensed to: Randall J. Munson Reg # 6181-65874
GT 01 Date: 1 /25/21
Selection 5-1/8x 15 GLB 16F-V2 HF/HF Lu = 0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 5.2 in2 R2= 5.2 in2 (1.5) DL Defl= 0.52 in Recom Camber= 0.78 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
Beam Span
24.0 ft
Reaction 1 LL
1500 # Reaction 2 LL 1500 #
Beam Wt per ft
18.68 #
Reaction 1 TL
2624 # Reaction 2 TL 2624 #
Bm Wt Included
448 #
Maximum V
2624 #
Max Moment
15745 '#
Max V (Reduced)
2351 #
TL Max DefI
L / 240
TL Actual Defl
L / 294
LL Max Defl
L / 360
LL Actual DefI
L / 624
Section (in3)
Shear (in2)
TL Defl (in)
LL Defl
192.19
76.88
0.98
0.46
122.38
18.08
1.20
0.80
OK
OK
OK
OK
64%
24%
82%
58%
Fb(psi)
Fv(psi)
E(psi x mil
Fc I(psi)
Reference Values
1600
195
1.4
500
Adjusted Values
1544
195
1.4
500
Cv Volume
0.965
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: 125 Uniform TL: 200 = A
Uniform Load A
R1 = 2624 R2 = 2624
SPAN = 24 FT
Uniform and partial uniform loads are Ibs per lineal ft.