REVIEWED BLD2024-1449+Structural_Analysis_or_Calculations+11.4.2024_10.47.26_AM+4599653RECEIVED
BLD2024-1449 Nov 04 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
%DEPARTMENT
T Engineers Tel: 425- 459-9697
17614 NE 291h St; Redmond, WA 98052
REVIEWED
CITY OF EDMONDS
ALCULATIONS
23423 DELIVERY
RESTAURANT
23423 HIGHWAY 99
EDMONDS, WA 98026
DATE: 10/05/2020
�7�7are i 11 _ _ \ B
MECH UNITS
(E) ROOF JOIST
ROOF PLAN
MECHANICAL SCREENING
SCALE : 1/4" = T-O" SEE DETAIL 3
(N)2x8 (DF#2)
TO (E)
CENTER THE UNIT
TO ONE (E) JOIST
WITH A (N) 2X8
JOIST SISTERED,
TYP FOR ALL UNITS
4x4 PT SLEEPER
x 2'-0" LONG,
CENTER ON THE
(N) JOIST, TYP
FOR ALL UNITS.
FAN EQUIPMENT SCHEDULE (9-4- CLASS I HOOD)
UNIT
BRAND NAME
MODEL
CFM (REQUIRED)
HORSE POWER
S.P.
ELECTRICAL
(VOLTAGE) (PHASE
WEIGHT
EXHAUST FAN #1
DAYTON
5PV07
3703
1
0.75
(115/208-230)/(1 P
128
EXHAUST FAN #2
DAYTON
5PV07
3703
1
0.75
(115/208-230)/(1 P
128
MAKE UP AIR #1
ESSICK AIR PRODUCTS
2YAE4-4UU13
3703
1/2"
1
(115-230)/(1 PH)
269
MAKE UP AIR #2
ESSICK AIR PRODUCTS
2YAE4-4UU13
1 3703
1/2"
1 1
(115-230)/(1 PH)
269
CENTER THE UNIT
TO THE (2)2x JOIST
AS SHOWN
(2) 1/4" DIA GALV
LAG SCREWS AT
CORNERS, 2 1/2"
MIN PENETRATIO1
(E) ROOF JOIST
Co-) 16" o.c.,
FIELD VFY
(N) 2x8
SISTERED TO
(E) ROOF JOIST
w/ (2)#12
SCREWS @a 12"
oc, STAGGER
SECTION AT MECH UNIT
4 PT SLEEPER x
0" LONG, CENTER
� THE NEW JOIST,
k SIDE OF THE UNIT
4" DIA GALV LAG
BREWS, (3) EA SIDE.
✓ATERPROOF BY
RCH.
Existing Roof Design Loading:
DL = 12 psf
LL = 25 psf
Existing Roof Joist @ 16" oc Design Forces:
DL = 12 psf x 1.33' = 16 #/ft
LL = 25 psf x 1.33' = 34 #/ft
New Mech Units:
Exhaust Fan Weight = 130 #
Makeup Air Unit = 270 #
See next page for the new 2x8 joist capacity check
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO --None--
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2018
Material Properties
Analysis MethorAllowable Stress Design
Fb +
900 psi
Load CombinatilBC 2018
Fb -
900 psi
Fc - PH
1350 psi
Wood Species Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Applied Loads
Beam self weight calculated and added to loads
Point Load : D = 0.270 k @ 1.20 ft
Point Load : D = 0.130 k @ 12.0 ft
DESIGN SUMMARY
13)
2x8
Span = 19.20 ft
E : Modulus of Elasti
Ebend- xx 1600 ksi
Eminbend - x 580ksi
Density 31.21 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.7591 Maximum Shear Stress Ratio
=
0.275 :1
Section used for this span
2x8
Section used for this span
2x8
fb: Actual =
737.74psi
fv: Actual
=
44.58 psi
Fb: Allowable =
972.00psi
Fv: Allowable
=
162.00 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span =
11.982ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.664 in Ratio =
346>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for
Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CFN C i Cr Cm
C t CL M fb
F'b
V fv F'v
D Only
0.00
0.00 0.00 0.00
Length = 19.20 ft 1 0.759 0.275
0.90 1.200 1.00 1.00 1.00
1.00 1.00 0.81 737.74
972.00
0.32 44.58 162.00
+0.60D
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00 0.00 0.00
Length = 19.20 ft 1 0.256 0.093
1.60 1.200 1.00 1.00 1.00
1.00 1.00 0.48 442.64 1728.00
0.19 26.75 288.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span
Load Combination
Max.
"+" Defl Location in Span
D Only 1
0.6644 9.740
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #,
Values
in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.325 0.121
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO --None--
Vertical Reactions
Support notation : Far left is #' Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum 0.195 0.072
D Only 0.325 0.121
+0.60D 0.195 0.072
Spectral Accelaration (Short Period), SDS =
0.842
Component Amplification Factor, ap =
2.50
ASCE 7-10 Table 13.5-1 or 13.6-1
Response Modification Factor, Rp =
6.00
ASCE 7-10 Table 13.5-1 or 13.6-2
Component Importance Factor, Ip =
1.00
ASCE 7-10 13.1.3
Component Operation Weight, Wp =
270
Ibs
Vertically Cantilevered System =
Y
Component Height, z =
13.00
ft
Average Roof Height, h =
12.00
ft
z
h =
1.08
z
1+2h =
3.17
0.4apSDS z
Rp ( 1 + 2 =
0.44
h�
/Ip
0.4apSDSWp z
1 + 2
h) =
FP = RplIp
120.0
Ibs
ASCE 7-10, 13.3-1
Fp (Max) = 1.6 Sps:
1.35
Fp (Max) = 1.6 SpslpWp:
363.7
Ibs
ASCE 7-10 Eq. 13.3-2
Fp (Min) = 0.3SpS:
0.25
Fp (Min) = 0.3SpSIpWp:
68.2
Ibs
ASCE 7-10 Eq. 13.3-3
Concurrent Vertical Seismic Force, +-0.2SpSWp:
+-45
Ibs
Seismic Design Force, Fp:
120.0
Ibs
84.0
Ibs ASD
Overturning Force Fp = 84 #
Overturning Moment Mp = 84# x 2.5' = 210 #'
Resisting Force W = 270 #
Resisting Moment Mr = 270# x 3.2572 = 438 #'
for loading combination: 0.6DL + EQ
Net Tension Force T = (0.6 x 438-210)/3.25' = +16.2 # >0
No net uplift occur.
Provide (3) 1 /4" dia lag screws to
supporting roof member each side:
Va=1.6x6x150#=1440#>Fp O.k.
Wp
Fp:::: E F/ :::::: cD
cD
................ .
ROOF
3'-Y
9/22/2020 ATC Hazards by Location
LITC Hazards by Location
Search Information igeies
E3 oSequim
Marysville
0
Address:
23423 Hwy 99, Edmonds, WA 98026, USA
Whidbev Everett
toy
is 407 ft '
Coordinates:
47.7863871,-122.3409475
If
Elevation:
407 ft
Timestamp:
2020-09-23T05:42:28.380Z
Redmond
Seattle
Hazard Type:
Seismic
o
Reference
ASCE7-10 Go gle
m
Map i Report a map error
Document:
Risk Category:
II
Site Class:
D
MCER Horizontal Response Spectrum Design Horizontal Response Spectrum
Sa(g)
Sa(g)
1.20
0.80
1.00
0.60
0.80
0.60
0.40
0.40
0
.20
0.20
0.00
0.00
0.0 1.0
2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0
3.0 4.0 5.0 6.0 7.0 Period (s)
Basic Parameters
Name
Value Description
SS
1.263 MCER ground motion (period=0.2s)
St
0.493 MCER ground motion (period=1.Os)
SMS
1.263 Site -modified spectral acceleration value
SMt
0.743 Site -modified spectral acceleration value
SIDS
0.842 Numeric seismic design value at 0.2s SA
SIDt
0.495 Numeric seismic design value at 1.0s SA
Additional Information
Name Value Description
SDC D Seismic design category
Fa 1 Site amplification factor at 0.2s
FV 1.507 Site amplification factor at 1.0s
https://hazards.atcouncil.org/#/seismic?lat=47.7863871&Ing=-122.3409475&address=23423 Hwy 99%2C Edmonds%2C WA 98026%2C USA 1/2
9/22/2020
ATC Hazards by Location
CRg
0.987
Coefficient of risk (0.2s)
CRt
0.952
Coefficient of risk (1.0s)
PGA
0.51
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.51
Site modified peak ground acceleration
TL
6
Long -period transition period (s)
SsRT
1.263
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.279
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
SsD
1.5
Factored deterministic acceleration value (0.2s)
S1RT
0.493
Probabilistic risk -targeted ground motion (1.0s)
S1 UH
0.518
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
S1 D
0.6
Factored deterministic acceleration value (1.0s)
PGAd
0.55
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor
to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by
the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude
location in the report.
https://hazards.atcouncil.org/#/seismic?lat=47.7863871 &Ing=-122.3409475&address=23423 Hwy 99%2C Edmonds%2C WA 98026%2C USA 2/2
Table 2.3.2 Frequently Used Load Duration
Factors, Co'
Load Duration Co Typical Design Loads
Permanent 0.9 Dead Load
Ten years 1.0 Occupancy Live Load
Two months 1.15 Snow Load
Seven days 1.25 Construction Load
Ten minutes 1.6 Wind/Earthquake Load
Impact'' 2.0 Impact Load
1 Load duration thetors shall not apply to reference modulus of elastics-
ty, E reference modulus of clasucny for beam and column stability.
L_. nor to reference compression petpendreular to gram design values.
F based on a deformation limn.
2 Load duration factors ereater than 16 shall not apply to structural
members pressure -treated with water -home preservauv� Isce Refer-
ence 30). or lire retardant chemicals. The impact load duration factor
shall not apply to connections
2.3.3 Temperature Factor, Ct
Reference design values shall be multiplied by the
temperature factors, C,, in Table 2.33 for structural
members that will experience sustained exposure to ele-
vated temperatures up to 150'F (see Appendix C).
W*=i1CT,ar T:MT► rTi if'T,,=iI
The effects of fire retardant chemical treatment on
strength shall be accounted for in the design. Adjusted
design values, including adjusted connection design
values, for lumber and structural glued laminated timber
pressure -treated with fire retardant chemicals shall be
obtained from the company providing the treatment and
redrying service_ Load duration factors greater than 1.6
shall not apply to structural members pressure -treated
with fire retardant chemicals (see Table 23.2).
Table 2.3.3 Temperature Factor, Ct
2.3.5 Format Conversion Factor, Kf (LRFD
Only)
For LRFD, reference design values shall be multi-
plied by the format conversion factor, KF, specified in
Table 23.5- The format conversion factor, Kr, shall not
apply for designs in accordance with ASD methods
specified herein-
2ALS Resistance Factor, io (LRFD Only)
For LRFD, reference design values shall be multi-
plied by the resistance factor, 40, specified in Table 2.3.6.
The resistance factor, oo, shall not apply for designs in
accordance with ASD methods specified herein_
2AL7 Tlme Effect Factor, X (LRFD Only)
For LRFD, reference design values shall be multi-
plied by the time effect factor, J_ specified in Appendix
N.3.3. The time effect factor, a., shall not apply for de-
signs in accordance with ASD methods specified herein.
Reference Design In-Sem-ice C,
Vnines Moisture
Conditions' TS10001F 100'F<T512S'F 12S*V-eTV 50aF
Fb, F,., Fes, and Frl Wet LO 0.7 0.5
%0 ct and dry service cordnions for sawn lumber, structural glued laminated umber.. prefahncatcd wood 1-joists, structural
composite lumber, wood structuml panels and cross-Lammatod timber are specified in 4 1 4 5 1 4, 7. 1.4.. 8.l A. 9.3.3, and
10.I5 respectively-
Table 11.3.1 Applicability of Adjustment Factors for Connections
Lateral Loads
Dowel -type Fasteners
(e.g. bolts, lag screws, wood screws,
Z = Z x
CD
C„
C,
Cs
C, -
Cr - C,h
C,,, 3.32 0.65
X
nark, spikes, drift bolts, St deli ins)
Split Ring and Shear Plate
P = P x
Ct,
CM
C,
Cs
C, C,,
- C„ -
- 3.32 0.65
A
Connectors
Q = Q x
Cu
CM
C,
C
C, C,,
- - -
- 3.32 0.65
X
P = P x
Ca
CM
C,
-
- -
- C,,1 -
- 3.32 0.65
x
Timber Rivets
Q = Q x
I Cu
CM
C.
-
C,5 -
- C,,' -
- 332 0.65
X
Spike Grids
Z = Z x I
Cu
CM
C,
-
C, -
- - -
- 3.32 0.65
A.
Withdrawal Loads
1 Nails, spikes, lag screws, W = W x Co C„' C, - - - Cis - - C,,, 332 0.65 X
wood screws, & drift pins
I The load duration factor, Cm shall not exceed 1.6 for connections Isee 11 32)
2- The wet service factor. CM. shall not apply to too -nails loaded in withdrawal (see 12.5 4.1)-
3. Specific information concerning geometry factors C.,. penetration depth factors Ci, end grain factors. Co, metal side plate factors. C., diaphragm factors, Cy.
and toe -nail factors. C,., is provided in CTtopters 12, 13, and 14.
4 The metal side plate factor. C'., is only applied when rive capacity (P„ Q,) controls (soe Chapter 14 )
5 The Rcometry factor C',,, is oniv applied wficn wood capacity, Q.. conitots (see Chapter 14)
=3.2 Load Duration Factor, CD (ASD Only)
Reference design values shall be multiplied by the
load duration factors, CD <_ 1.6. specified in 2.3.2 and
Appendix B, except when the capacity of the connec-
tion is controlled by metal strength or strength of con-
crete/masonry (see 11.2.3, 11.2.4, and Appendix B.3)-
The impact load duration factor shall not apply to con-
nections.
11.3.3 Wet Service Factor, CM
Reference design values are for connections in
wood seasoned to a moisture content of 19% or less and
used under continuously dry conditions, as in most cov-
ered structures. For connections in wood that is unsea-
soned or partially seasoned, or when connections are
exposed to wet service conditions in use, reference de-
sign values shall be multiplied by the wet service fac-
tors, CM, specified in Table 11.3.3.
11.3.4 Temperature Factor, Ct
Reference design values shall he multiplied by the
temperature factors, C,, in Table 113.4 for connections
that will experience sustained exposure to elevated
temperatures up to 150'F (see Appendix Q.
U) Table 12K
3
W
LAG SCREWS: Reference Lateral Design Values, Z, for Single Shear
(two member) Connectionsn-z."
for sawn lumber or SCL with ASTM A653, Grade 33 steel side plate (for t,<-1/4-) or
ASTM A 36 steel side plate (for t,=1/4")
(tabulated lateral design values are calculated based on an assumed length of lag
screw penetration. p, into the main member equal to 813)
N
y
�ZL
p
100
A.
ZJ
Z.
ZJ
Z.
ZJ
zit
Z.L
ZII
ZJ
Al
ZJ
ZII
ZJ
Z1,
ZJ
ZJ
24
ZJ
Oct I.
O
n.
n
I bs
Ibs.
Ds
Ibs
It's
IDS
tbs.
lbs.
ttla.
Ibs.
1b4.
Ibs.
lbs.
Ds
It's,
Ibs
Ib4
Mn
the
0-075
114
170
130
160
12D
ISO
110
150
It"
ISO
100
140
100
140
100
130
90
130
90
130
90
414 gape,
5116
220
160
200
140
190
130
190
130
190
130
180
120
190
120
170
110
170
110
160
100
3B
ZZO
lea
200
140
ZOO
130
190
130
190
120
180
120
180
120
170
110
170
100
170
100
0.105
114
180
140
170
130
160
120
160
120
16O
110
150
110
150
110
140
100
140
100
140
g0
j12 gape
5M6
230
170
210
150
200
140
200
140
190
130
19D
130
190
120
lea
110
170
110
170
110
308
230
160
210
140
200
140
200
130
200
130
190
120
190
120
lea
110
180
110
170
110
0-120
1N
190
150
180
130
170
120
170
120
160
120
160
110
180
110
15O
100
150
100
140
100
j 11 gape
5.16
230
170
210
ISO
210
140
_00
140
200
140
190
130
190
130
18O
120
180
120
180
110
319
240
170
220
150
210
140
210
140
200
130
200
130
190
120
lea
110
lag
110
lea
110
0.134
114
200
150
180
140
180
130
*70
130
170
120
160
120
lea
110
150
110
150
100
150
100
j10 gape,
SP16
240
180
220
160
210
15j
210
140
200
140
200
130
20D
130
190
120
180
120
180
120
3B
240
170
220
150
2ZO
140
.10
140
210
140
ZOO
130
20D
130
190
120
190
120
ISO
110
0.179
114
220
170
210
150
200
151
200
140
1gO
140
190
130
190
130
180
120
170
120
170
120
17 gagel
5'18
250
190
240
170
230
163
-30
160
230
150
220
150
22D
150
210
130
200
130
200
130
3B
270
190
250
170
240
160
_40
160
230
150
220
140
22D
140
210
130
210
130
200
130
0239
114
240
180
220
160
210
150
Z10
150
200
140
190
140
19D
130
180
120
180
120
180
120
13 paga)
SWIG
300
ZZO
280
190
270
180
260
180
260
170
250
160
250
160
230
150
230
150
230
140
318
310
220
280
190
270
180
270
180
260
170
250
160
250
160
240
140
230
140
230
140
7A8
420
290
390
260
380
240
370
240
360
230
350
220
350
220
330
200
330
200
320
1W
112
510
340
470
30D
460
290
450
28D
440
270
430
250
420
260
400
240
400
230
390
23D
54
770,
490
710
430
ON
400
680
400
680
380
640
370
63D
350
800
330
Soo
330
580
370
N4
1110
670
102J
590
980
563
970
550
950
530
920
500
910
500
a60
450
850
450
840
440
713
1510
am
1390
780
1330
730
1320
710
1280
690
iZ50
650
1230
650
1170
590
1180
590
1140
570
1
1940
1100
1790
960
0
9
1700
SM
1650
860
1600
820
15W
510
150D
740
14M
730
1460
710
Us
114
240
180
220
16
210
1so
210
150
200
140
200
140
190
130
180
120
lea
120
180
120
5116
N8
310
320
220
220
250
290
20
19
770
280
190
180
270
180
le."
260
270
170
170
250
250
170
19i�
250
160
230
240
150
150
230
240
150
140
230
230
140
140
7116
am
320
440
290
42
420
260
4t0
250
390
240
390
230
370
220
390
210
360
210
1/2
590
390
540
340
520
320
510
320
500
310
480
290
490
290
AW
27D
450
260
440
200
son
850
530
790
470
750
440
740
440
720
420
700
400
6W
400
660
37D
650
360
a"
3S0
314
1200
730
1100
640
13150
Goo
•-_-
5_..
1020
570
990
54i1
980
53u
9310
d+_
___
480
900
:7]
718
1600
930
1470
B20
1410
770
1400
750
1350
720
1320
e90
1310
680
1240
630
1Z2J
620
1200
6Y3
1
2G1❑
1150
1870
1000
1800
950
1780
930
1730
goo
18W
850
1600
840
1570
T70
1550
760
1530
740
1. Tabulated lateral design values, Z- shall he multiplied by all applicable adjustment thctom (sec'rable 11.3.1).
2. Tabulated lateral design values, Z, are for "reduced body diameter" lag screws isec Appendix Table 1-2) insetted in side grain with screw axis perpendicular to
wood fibers: screw penetration, p, into the main member equal to SD; dowel bearing strengths. F„ of 61,850 psi for ASTM, A653, Grade 33 steel and 87,(0J psi
for ASIIM A36 steel and screw bending yield strengths. F,a of 70MILM psi for D = 14", 60,W0 psi for D = 5%16 and 45.000 psi for D--3-'S"
3 Allere the log screw penetration, p, is less than 8D but not less than 40, tabulated lateral design values, Z, shall be muluplrod by piMD or lateral design values
shall be calculated using the provisions of 12.3 for the reduced penetration.
4. The length of lag screw- penetration, p. not including the length of the tapered tip. E 4 see Appendix -labia 1-21 ), of the lag screw into the main member shall not be
less than 4D Sec 12 1 A.6 for minimum length of penetmurin, p—