REVIEWED-BLD2022-1081+Structural_Calculations+8.10.2022_7.05.40_PM+3044649RECEIVED
Aug 16 2022 BLD2022-1081
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
...............................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Noorbakhsh Residence
Addition
Structural Calculations
7527 172nd Street S.W.
Edmonds, WA 98026
Snohomish County
Sidesway Project No. 20040.01
Prepared By:
SIDESWAY
ENGINEERING
Noorbakhsh Residence Addition
August 1, 2022
Project No. 20040.01
TABLE OF CONTENTS
DESCRIPTION PAGE NO.
Project Summary
Gravity System
Lateral System
Design Loads 1.01
Roof & Floor Framing Design 1.02 - 1.09
Foundation Design 1.10 - 1.11
Seismic & Wind Loads
2.01 - 2.05
Lateral Load Distribution
2.06
Shear Wall Design
2.07
Diaphragm & Chord Analysis
2.08
20305 871h Avenue W.
Edmonds, WA 98026
S, 5WAY (425) 673-4160
ENGINEERING
Noorbakhsh Residence Addition
August 1, 2022
Project No. 20040.01
Project Description
Sidesway Engineering was retained by the homeowners to perform analysis and design as necessary to
obtain a building permit for the proposed single story addition to the existing single-family residence
located at 7527 172"d Street SW in Edmonds.
The addition adds approximately 517ft2 of livable area over a new 130ft2 basement storage room and
crawlspace at the southeast corner of the residence. A new deck will be added to the west side of the
addition and the garage will be expanded to the north. The roof and floor systems will be conventionally
wood framed with joists spanning between stud bearing walls and beams which stack down to both the
existing and new foundation systems. The deck will be framed with joists spanning between a ledger
alongside the addition and exterior beam lines.
The lateral force resisting system consists of a sheathed roof diaphragm spanning to various wood stud
shear walls around the perimeter. All existing framing and dimensions were provided to us from the 5ft2
Studio Architects plans and observations collected during a Sidesway site visit.
Scope of Work
Provide gravity and lateral calculations for the proposed addition as required to obtain a building permit.
Provide structural framing plans and details as required for permit.
Design Criteria
2018 International Building Code (IBC)
2018 International Existing Building Code (IEBC)
ASCE 7-16 Minimum Design Loads for Buildings and Other Structures
Applicable Material Reference Standards (ACI, AISC, NDS)
This is a Risk Category II structure designed for the following loads:
Dead Loads: 12psf (roof), 15psf (floor), 8psf (exterior/interior walls)
Snow Load: 25psf
Live Load: 40psf (floor), 60psf (Deck)
Wind Load: 100mph, Exposure'B', KZT = 1.0 (refer to wind loads)
Seismic Load: R = 6.5 (wood s.w.), Site Class D, SDC D (refer to seismic loads)
Project Summary
The proposed addition to the single-family residence as designed in the following calculations conforms to
the 2018 IBC and IEBC. Refer to the calculations and the construction drawings for structural framing
requirements.
20305 871h Avenue W.
Edmonds, WA 98026
SIDE5WAY (425)673-4160
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6/9/2022 22040.01
Sheet No.
Wind Analysis
Wind Parameters:
Risk Category: _
Exposure Category: =
g
Height Adjustment Factor (A): =
1.0
Topographic Factor (Kzt): =
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See Kzt figures.
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t t ,5
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Roof
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C= D= 3"4 .g
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Wind Analysis LFM
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6/10/2022 22040.01
Noorbakhsh Residence cn.dwd Sheet No,
Dam
2.02
Wind Analysis
Wind Parameters:
Risk Category: _
Exposure Category: _
Height Adjustment Factor (A): _
Topographic Factor (Kzt): _
Least Horizontal Dimension(x): _
Mean Roof Height (h): _
Basic Wind Speed (V): _
gis.�limiiiellllsls
7A
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0.4 * h = a, b feet
min = 4 � feet
6
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Roof ^�
Factored ASCE 7-16 Ps30 Values, ^512, (psf)
Ps30 A= 13 • y Ps30 B=
Ps30 C= 9 .O Ps30 D= o
Roof Wind Areas (ftA2)
A= 53-Z B=
C= D= O
Roof Wind Area Loads (#)
Ps30 A * A= losq Ps30 B * B= o
Ps30 C * C= 665q Ps30 D * D= o
F(Roof)= -4'}Ib #
ASD
y�z9 #
OND
Check not less than max...
0.04 * x = I feet
3 Feet = 3 ° feet
max = 3 feet
Fmin (Roof)= 22u S # —7
T_eP o•'
Lor+wh�
b[
$TF�c1..Kt'
ASD
`i944 #
6ovb;¢rJ S
.....
. Wind Analysis LFM
- - - _ _....-- - an -
6/10/2022 22040.01
5IDE5WAY ROM Noorbakhsh Residence Ch""`a sh"l W.
ENGINEERING 2.03
ASCE
ASCE 7
Hazards Report
RMLN.W SOCIM U CNIL MINOS
Address:
Standard:
ASCE/SEI 7-16 Elevation: 261.84 ft (NAVD 88)
7527 172nd St SW
Risk Category:
II Latitude: 47.843318
Edmonds, Washington
Soil Class:
D - Default (see Longitude:-122.334163
98026
Section 11.4.3)
Seismic
Site Soil Class:
D - Default (see Section 11.4.3)
Results:
Ss :
1,316
SDI N/A
S,
0.467
TL 6
F,
1.2
PGA: 0.565
F,
N/A
PGA 1, : 0.677
SMs
1.579
FPGA 1.2
SN„
N/A
Ia 1
Sos
1,052
C 1.363
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed:
Thu Jun 09
2022
Date Source:
USGS Seismic
Desian Maps
°e�`P"°°
ASCE 7 Hazard Tool Design Values
BY LFM
Projwt No.
Date 06/09/22
22040.01
5 I D ESWAY
Ptojx
Noorbakhsh Residence
Chft*e"
� NO
ENGINEERING
Date
7°rI
MSFRS Seismic Loads
Parameters:
Latitude/Longitude
= 47.843318,-122.334163
Risk Category
= II
(ASCE 7-16, Table 1.5-1)
Importance Factor, le
= 1.00
(ASCE 7-16, Table 1.5-2)
Soils Site Class
= D
(Per geotech, else per 11.4.3)
SDs
= 1.052
(SEAC)
S,
= 0.4678
F
= 1.832
Sol
= 0.5713
Seismic Design Category
= D
(ASCE 7-16, Table 11.6-1, -2)
Building Properties:
Response Moditication Coetricient, R =
6.5
(ASCE 7-16, Table 12.2-1)
Overstrength Factor, no =
2.5
(ASCE 7-16, Table 12.2-1)
Deflection Amplification Factor, Ca =
4.0
(ASCE 7-16, Table 12.2-1)
Fundamental Period, T, =
C1h "
Ct = 0.02 (ASCE 7-16,
=
0.122
x= 0.75 Table 12.8-2)
k =
1
(ASCE 7-16, Section 12.8.3)
1.5*T, =
0.814648 (If 1.5Ts <Ta, see 11.4.8)
Seismic Response Coefficient, C,:
V = 0.044SDSI (Minimum) =
0.046
W
V = (SDSIW)/R =
0.162
W GOVERNS
V = (SD1I)/RT, (Maximum) =
0.718
W
Distribution of Seismic Forces:
Diaphragm
DL
Area
WDL
Story
wjhjK
wxhx K
Force F.
Sum
Level
(psf)
(ft-)
(kips)
Ht. (ft)
(k-ft)
Ew,h;"
(kips)
F
Roof Framing
16
3605
57.7
11.2
646
1.00
6.53
6.53
2nd Framing
0
0
0.0
0
0
0.00
0.00
6.53
Base Shear (ULT) _
Base Shear (ASD) _
Diaphragm Design Forces:
E = 57.7
9.34 kips
6.53 kips
646 1.00 6.53
Diaphragm
W,
E W,
Fj E F1
E Fi. WP.
Fp, Min
p(Max)Px
Level
(kips)
(kips)
(kips) (kips)
E W,
0.2S sIwpu
o.4spstwp=
Govern
Roof Framing
57.7
57.7
6.5 6.5
6.5
8.50
16.99
8.50
2nd Framing
0.0
57.7
0.0 6.5
0.0
0.00
0.00
0.00
... Seismic Design Loads LFM
DOW 6/10/2022 22040.01
5I DE 5WAY P, Noorbakhsh Residence chft*ad sh"tfp.
ENGINEERING Date 2,05
LA IC�RL LOA& DSSf2Z8Ui1�1r)
Fw�..fl = 2922 va
A -- —7
0NW
m
Aoo-1-1'1�+ cc
Fin -4V49vi
45.2
A w,tpl'l--4
�`wo cum
p,VDVrWa ONE
(J,iO C" fe(L
D
21.2!
i
T "t4L A4-£A
Z
= 3b 0 $ Ft66��JJ
LsNE,O L-iNE �'lgzo1!'Z G53oa= 2sazkea
151L,FiZ 653a'* = 2�96 E62 e6.N S 3105P' 7-
= 3cosvrL
ii x 242Z#= 59 4k Wrap n 29zz> = 86S wz D
z
N3.5' H3,si
Oz
6yga" +f 653o es = 121Za
3�e5F'Z
�vn.,,j� =u3• tizr24az,�=�461#Wv+�9
Z
ueK ,p
5,DE5WAY Fkeat
ENGINEERING
Elcifil + kbbi�v.J
11/�ZZ�11 (N= C�tb in+�
y
LISA
,
L."1•ME a �0,s FZ �. LSyo rr= 147%l# ErR Go lza.-is
36.Sf Z
F�acnrD _ 2b.-TS/z * wQ " = g6Zd 1.✓U•rD
T3A5'
L�nIE ®�� = I�lflF2 V. 653oer 3z04k" GaAAwS
�05 F,z
N949Itt� vwz
Lateral Load Distribution By LFM Fmject No.
Date 06/10/22 22040.01
Noorbakhsh Residence
Z O to
SN�iR-2 WM�I-S l Rscrc�-l�•
L�Iy O=Z6b+1•I 1/ Z I6s =3B9 rF ib
w� ne�F
� � 3���F a 9.'��� Z.bc' _ O•yb� 2��(,9.3#vr�>� (2'x�sc•�)� = 4N55#Y -�o�,l = 43�5�4
WR��S• 2,bb'- o•
ovrc¢ rturwr+�t 6 •. Ws
reavF +Eq' — o.6 zk,-z' (8 9 �• = �,v 45g1+
r • do (•iO 5 rhJk 9
0Vu2-turzNSNC
q'* 5�•`lar`A _ �ls4�kt � 5ook� NccLw�.a ••1`b ��S Rle�t�
L7N� �JSw= 25.643.ZS - 21e1$5'' W—= illgf _y9P�F F� Swi 2£cn D
ze.bs ,
C�Ar 29112n>•1N 6 ('�rZS' ✓M'��
6C� = 4N I t 5'�0 is N Lzc�e� :. nlb "'S 04AR''D
L9'* 144PAP — 0.46V ZZ-t do- C&W E` 9I t\13'* 12psFvL� = 1Z%uf — 116 �(k�
Z L
- 132H4 �S06N �yv E6l1L(zG},v
yH�WR l ! 3e9 0.F :. ux SW3 (456a.F
Ovti2'fueN�N 6 ; z ,�
4k -3 P F E a i•4' 0,6v 4.4 r (0.3,)t9o1c) + (I s�aFrz
y.4 I — "5 or Z
l�o� I I— ISbIF = 51310
�J0S -02- rA5160 slcm-
S�FFPrIL wA-LS (0 < Lc�/rL. By LF,_l
cxtZ 1270 Liao
IDE WAY
ENGINEERING
rocpcf-
2.0-4 k
SIMPSON
X CALCULATION RESULTS
Input Parameters
REBAR DEVELOPMENT
LENGTH CALCULATOR
JULY 08, 2022
Concrete
Concrete Compressive
Rebr
Reber Yeld
Reber Spacing
Minimum Cleo
Seismic Design
Aopticadon
classSplice
pees
type
Strength
sim
Strength
Reber Cooling
(Cemr-ta-Cemen
Cover
category
fl�"
M
fv Prot)
Sfin)
C. on
l.ep Splice
pees A
NWC
1 2.500
5
1 40
Uncoated / Zinc coated
18
3
C-F
Excessive Relmorcemem --
s.n(lrlo) Ao,wm+aeelirl�l
0.31 0.31
Results
Model No.
Tension Development Length, ldt (in)
Compression Development Length, Id, on)
Drill BB Diameter, dh,te (in)
SET-XPe
12.00
16.70
0.75
SET-3GTM
12.00
16.70
0.75
Notes
1. For SET-XF® the value off', used to calculate development lengths is limited to 2,5D0 psi when Seismic Design Category C-F is selected.
2. Adhesive installation instructions and parameters can be found at
Anoll p Adhesives Technical and Installation Notes (hltQLdy ww.stronggg g&pmdumslanc igdng-systems/technical-notes/anchodtm-adhesives installabon-insbuct ons).
Existing cast -in -place
reinforcing bar -
Existing concrete -
New concrete
Post -installed
reinforcing bar
Development length
Lap Splice Application
LIFO a-9-Zozz N00R8AVASA Z,oag
7��P6tKFlbN� k CGIofz9
171,4QNe.A Gvn
I =7
b -o
SQ,X k" �,J ALL COLL+ C."(@2_
V = 2-1 q G # EQ
(tip= -2NLA = 31vkk
-14'
V Lk 6d � = 584acF
C9.4'+2�60
m = ISZG�Z * 85ooq = y75og Faz c�J
I97Y14
Z
�2" looF S.r� rrN+�V vl8d e 6"A-Z, O.C.
)
b 28s' = Z� Ibl3x co+p
' -�-/P Do�<3LE TAP Pur,�c A��uvert�
—gvbv\
CS>Ll-EC.%a2 p1EE^y�� -( ' tom' LToP PLT
USE MS'cT a ((y�C� ZDOO R�
Vescoptton By Project Na
—AP+4P -� i EioYZ.i L�lh ZZo-K�.ol
Date
IDE WAY Checked 2Ozz
Protect Sheet No.
No�2gAkHQ+
ENGINEERING Dare -Z,0`6