Bundy calcsTHOMPSON RandallThompson, P.E.
9
Phone: 509.97.15999
r N o l N s e w: N m email: rthompsonenginsering@yahoo.com
541 Jordan Ln * Richland, WA 99352
STRUCTURAL CALCULATIONS
COFFEESTAND
FOR
CRYSTAL BUNDY
PROJECT. #22-083
SITE LOCATED AT
ROCHESTER, WA
BY
RANDALL N. THOMPSON, P.E.
5/12/22,1:47 PM
BUNDY COFFEE
Rochester, WA 98579, USA
Latitude, Longitude: 46.8280636, -123.0755296
Date
Design Code Reference Document
Risk Category
Type
Value
Ss
1.314
SI
0.526
SMS
1.577
SM1
null -See Section 11.4.8
SDS
1.051
SDI
null -See Section 11.4.8
Type Value
SDC null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 91.4.8
PGA
0.579
FPGA
1.2
PGAM
0.695
TL
16
SsRT
1.314
SsUH
1.462
SsD
1.534
S1RT
0.526
S1UH
0.601
SID
0.83
PGAd
0,723
CRS
0.899
U.S. Seismic Design Maps`/i
G^' OSP
Oee
5112/2022,1:47:12 PM
ASCE7-16
II
D - Default (See Section 11.4.3)
Description
MCEB ground motion, (for 0.2 second period)
MCEB ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEB peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk-targetedground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0,2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance In 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
02022
https://seismiemaps.org 1/3
SCOPE OF WORK:
Provide vertical & lateral design (per 2018 I.B,C.) for new coffer stand per client's request.
PROJECT DESCRIPTION:
Single story wood framed coffee stand.
DESIGN PARAMETERS:
GRAVITY LOADS:
Roofs: Trusses & comp. = 15 psf dead
25 psf snow
40 psf total
Walls: Conventional = 10 psf dead
SITE SOILS DATA:
Assumed allowable soil bearing pressure = 1500 psf
LATERAL LOADS:
Wind:
Basic wind speed = 110 MPH
V-asd = 85 MPH
Exposure category `B"
Seismic:
Design category "D"
Resonant response factor R = 6.5
Ss = 1.314g S 1 = 0.526g Sds = 1.051 g Shc = null
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I5HEARWALL DEa(GN GHAP1
WALL
LINE
STORY
LEVEL
SHEAR
FORCE
(Ibs)
AVAILABLE
5HEARWALL (5.W.)
TOTAL
S.W.
SHEAR
(pt)
v.W.
TYPE
ANCHOR BOLTS
UPLIFT
(Ibs)
S.W.
SECTION
DEAD
LOAD
(1t)
NET
UPLIFT
(Ibs)
TOTAL
UPLIFT
(165)
HOEDOWN OPTION5
(n) / dia. (s)
ti
�f
13 EI
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