Specifications 11-.VN11:10 CONSIICTIP G
C-IVamIVC-4omormG. ■p sz. STRIJCTUu t_
CNGIIVC—CRS
RECEIVED
JUL 28 2022
STRUCTURAL CALCULATIONS CITY RD
BUILDIONG DIVISION
HUNT ADU
(Y�ST2c>22- ooZso
209e SW ANN PLACE
TIGARD, OR
ece,j) U AL
PROi(sj,
��GINEFj� oy
18,519
OREGON
q ✓-4P 10, 4
lyFw S \
EXPIRES: JUNE 30, 20231
Prepared For:
DANA HUNT
43601 SE MUSIC CAMP ROAD
SANDY, OR 97055
JULY 22, 2022
PROJECT # 20042
1213 E FOREST DRIVE
RIVERTON, WY 82501
�s Project#: 20042 Page#: 2
GRL<JN101) Proj.Name: HUNT ADU
c-Nciawrc-c-raanrc, MAC. Engineer: MSG Date: 7/22/2022
Subject: Project Data
I. Project Information:
Project Number = 20042
Project Name = HUNT ADU
• Project Engineer = MSG
II.Client:
Dana Hunt
43601 SE Music Camp Road
Sandy,OR 97055
IIA. Location: IIB.Owner:
12096 SW Ann Place HUNT FAMILY
Tigard,OR 12096 SW Ann Place
Tigard,OR
III. Design Parameters:
Building Code = 2021 ORSC/2019 OSSC
f'c = Concrete Yield Strength = 3000 psi
fy = Reinforcement Veild = 60000 psi
IV.Soil Design Parameters:
Geotechnical Engineer = None-Prescriptive per CODE
BP = Bearing Pressure = 1500 psf
fd = Frost Depth = 12 in
= Coefficient of Friction = 0.30
= Passive Pressure = 300 pcf
V. Building Risk Category and Importance:
Risk = Risk Category Classification: = is ASCE 7;Table 1.s-1
Class = Building Classification = Typical Building
IE = Seismic Importance Factor: _ 1.00 I ASCE 7;Section 11.5.1,Table 1.5-2
IS = Snow Importance Factor: = 1.00 J ASCE 7:Section 11.5.1,Table 1.5-2
V. Dead Loads:
RDL = Roof Dead Load = 17 psf
FDL = Floor Dead Load = 15 psf
VI. Live Loads:
LL = Floor Live Load = 40 psf
LLR = Roof Live Load = 20 psf
Project#: 20042 Page#: 2
RL"uNIC10 Proj.Name: HUNT ADU
EFJG11IVc—ER1NG, Engineer: MSG Date: 7/22/2022
Subject: Project Data
•
VI.Snow Loads:
pg = Ground Snow = 10 psf
Ce = Exposure Factor = 0.90
Ct = Thermal Factor = 1.00
Of = Flat Roof Snow Load = 6.3 psf =0.7 Ce Ct is pg ASCE 7;Eqn 7.3-1
pfmin = Oregon Minimum Snow Load = 20.0 psf =20 Is ASCE 7;Section 7.3.4
pr = Rain on Snow Surcharge = 0 psf ASCE 7;Section 7.10
SL = Design Balance Snow Load without Drift = 20.0 psf =max(pf+pr,pm,pfmin)or override
Project#: 20042 Page#: #REF!
GRALIJ Proj. Name: HUNT ADU
ElV6 II VC-ER 1 NG, 111,11.111C. Engineer: MSG Date : 7/22/2022
Subject: Location
it x
VII. Location Map:
�}y A �R [' A \a•)-. f'l . '..; .7.1i 4: �+ys. ..4 ' 'A? Ail . `},,
. �• `� t j•'. • ..,v. f.. '�'I M I.._I„ f ., f+ ZI�x' lir r wok .
x o-, t*�, J r �.dak- • m e
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011
4 v Y o f i r � [
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44
� a
PAY^ Y , }►� 4 ire yr• i'`' -0 4 r• lftt tiliir . ''
r _ �t , ? ,3q .-.• , a 4' ♦ J . . ix
PJ4
.s va .° :h .
is ,_ x rriei,// At:tjr.' .+' .. dim A a'.
r y
4
^i Yrb .,*.: ,'�pF'`a '. R .' .. c C y y ,y y.#4 / ..t•, �� ',.F & . ;'.
L x A 1
DJ. 0-7 x s .- �.. ` OT"^ v.r+ v t : .f 3 nu
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mf w h
ASCE ASCE 7 Hazards Report
AMERICAN SOCIETY OF CML ENGINEERS
Address: Standard: ASCE/SEI 7-16 Elevation: 221.02 ft(NAVD 88)
12100 SW Ann PI Risk Category: II Latitude: 45.430907
Portland, Oregon Soil Class: D - Default(see Longitude: -122.800371
97223 Section 11.4.3)
•
ll
Seismic
Site Soil Class: D- Default(see Section 11.4.3)
Results:
Ss : 0.852 Su, : MA
S, : 0.395 TL : 16
Fa : 1.2 PGA: 0.389
: N.iA PGA u: 0.471
Sus : 1.022 FRG, : 1.211
S . : NtA I, : 1
Sus : 0.681 C : 1.226
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Thu Jul 21 2022
Date Source: USGS Seismic Design Maps
ttC'.: a5ceTazard4ocl orlmc� Page 1 of 3 Thu Jul 21 2022
Project#: 20042 Page#:
GRALUNlUI Proj. Name: HUNT ADU
C—ti1G�NC—C—fY�ti1G, ■IVC.
Engineer: MSG _ Date : 7/22/2022
Subject : Snow Loading
Oregon Snow Loading
The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site
into the boxes below. The tool provides the design ground snow load (pg In ASCE7') for your site. The design ground snow load val-
ues can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes.
Ground snow bads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the lati-
tude and longitude values be entered with a precision of 0.001 (about 105 yards).
•ASCE Standard;ASCFISFI l.10)afinrmurn OrGign I pads For flu.H,ngs and Other Slructurrs W dished by the Amencan Socutty of Civi Engineers.
Latitude - Longitude Lookup
Results
tablude 45.431
Longitude: •177.800
Snoe.Load: 10.0 Oct
Modeled Elevation: 295 ft
Site Elevation versus Modeled Grid Elevation
Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required.The modeled
grid elevation is the average elevation or the 4 km (about 2-1/2 miles)grid cell that was used in the snow load modeling. In rela-
tively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations
may be quite different.
The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid
elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if
your site is at or near the top of a hill.
Oregon Design Ground Snow Load Look Up Results
It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow
loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineer-
ing Judgment when interpreting and using the results reported by this tool.The user is recommended to review the online map, to
gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location.
In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study
is required to determine the design ground snow load in these areas.The ground snow load values on the map are based on ex-
trapolation, and are not recommended for design.See the Map Usage Notes for the regions that require a site-specific case study.
it is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or
roof snow loads.
The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7' for site exposure, roof slope, roof
• configuration, etc.Only the properly adjusted loads can be used to design roof structural elements.
•
Oregon requires a minimum roof snow load of 20 psi (pm in ASCE7') for all roofs, plus a 5 psi rain-on-snow surcharge for many
roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for
Oregon, Part 11 for further Information.
•ASCE Standard(ASCE1SEi 7-10)Minimum Design toads for Buildings and Olney Structures m.W*snad by the American Society of c;,.l Engineers.
■ Project#: 20042 Page#: 7
GRALUN� Proj.Name: HUNT ADU
Eh1G11IVEgEf4UVG. /11611C.
Engineer: MSG Date: 7/22/2022
Subject: Framing
I. Loading(Roof):
RDL = Roof Dead Load = 17.0 psf !.
LLR = Roof Live Load = 20.0 psf
SL = Snow Load = 20.0 psf
II. Loading(Floor):
FDL = Floor Dead Load = 15.0 psf
lL = Floor Live Load = 40.0 psf
III. Roof Framing:
Rl1-Roof joists
Span = Rafter Span(Horizontal) = 15.00 ft
Slope = Roof Pitch = 5:12 22.6 deg
trib = Tributary Width = 2.00 ft
RDL = Roof Dead Load = 17.0 psf
RDLs = Roof Dead Load due to Roof Pitch = 18.4 psf =36.8 plf
SL = Snow Load = 20.0 psf =40.0plf
2x10 DF#2 @24"oc
RpL1= 276 lbs RsL1= 300 lbs R1= 576 lbs
R012= 276 lbs R222= 300 lbs R2= 576 lbs
HDR1-Header Typical
Span = Rafter Span (Horizontal) = 5.00 ft
Slope = Roof Pitch = 5:12 22.6 deg
trib = Tributary Width = 11.50 ft
RDL = Roof Dead Load = 17.0 psf
RDLs = Roof Dead Load due to Roof Pitch = 18.4 psf =211.8 plf
SL = Snow Load = 20.0 psf =230.0plf
6x8 DF#2
ROL1= 635 lbs Rs11= 690 lbs 112= 1325 lbs
R0L2= 635 lbs Rye= 690 lbs R2= 1325 lbs
R81-Rake beam
Span = Beam Span(Horizontal) = 7.50 ft
Slope = Beam Roof Pitch = s:12 22.6 deg
trib = Tributary Width = 4.00 ft
RDL = Roof Dead Load = 17.0 psf
RDLs = Roof Dead Load due to Roof Pitch = 18.4 psf =73.7 pIf
SL = Snow Load = 20.0 psf =80.oplf
6x8 DF#2
Ro1.1= 276 lbs R5L3= 300 lbs R1= 576 lbs
• RpL2= 276 lbs Ry2= 300 lbs R2= 576 lbs
RB2-Roof Beam
Span = Beam Span(Horizontal) = 6.75 ft
Slope = Tributary Roof Pitch = 5:12 22.6 deg
trib = Tributary Width = 11.50 ft
RDL = Roof Dead Load = , 17.0 psf
RDLs = Roof Dead Load due to Roof Pitch = 18.4 psf =211.8 pit
SL = Snow Load = 20.0 psf =230.0 pit
6x8 DF#2
ROL1= 715 lbs RS11= 776 lbs R2= 1491 lbs
Rou= 715lbs Rsu= 776Ibs R2= 1491Ibs
Project#: 20042 Page#: 7
�■RL`t-VNlED Proj.Name: HUNT ADU
c—hiGnVC—c—R�IV6, ■Mc. Engineer: MSG Date: 7/22/2022
...:.........
Subject: Framing
IV.Floor Framing(Loft Level):
101-Typical loft joists
Span = Joist Span = 14.00 ft
trib = Tributary Width = 1.33 ft
FDL = Floor Dead Load = 15.0 psf =20.0 pit
LL = Floor Live Load 40.0 psf =53.3 plf
2x10 DF#2 @16"oc
Ret1= 140 lbs Rua.= 373 lbs R1= 513 lbs
RD12= 140 lbs Rux= 373 lbs Rz= 513 Ihs
1213 E Forest Drive Project Title: HUNT ADU
Riverton,WY 82501 Engineer: MSG
GRALUN16 Project ID: 22042
ittimeENGINEERwG,INC. ph: 307-463-0431 Project Descr:NEW ADU
mobile:503-409-3856
matt@gralund-engineering.corn Printed:22 JUL 2022, 9:57AM
File 22042.Multiple Simple Beam Software copyright ENERCALC,INC.1983-2020,
Build:12.20.8.24
Lic.#:KW-06010862 Gralund Engineering,Inc.
•
Description : ROOF FRAMING
Wood Beam Design : RJ1 -roof joists
Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2x12,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir-South Wood Grade: No.2
Fb-Tension 850.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,200.0 ksi Density 28.720 pcf
Fb-Compr 850.0 psi Fc-Perp 520.0 psi Ft 525.0 psi Eminbend-xx 440.0 ksi
Applied Loads
Unif Load: D=0.01840, S=0.020 k/ft,Trib=2.0 ft
Desian Summary
Max fb/Fb Ratio = 0.729. 1 D(0.03880)S(0.040)
fb:Actual : 819.20 psi at 7.500 ft in Span#1
Fb:Allowable : 1,124.13 psi
Load Comb: +D+S+H 2x12
Max fv/FvRatio= 0.218: 1 15.0 ft
fv:Actual: 45.06 psi at 0.000 ft in Span#1 H
Fv:Allowable: 207.00 psi
Load Comb: +D+S+H 'MaxDeflections - -
Max Reactions (k) Q L Lr E W € a Transient Downward 0.214 in Total Downward 0.412 in
Left Support 0.28 0.30 Ratio 839 Ratio 437
Right Support 0.28 0.30 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design : HDR1 -typical header
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size: 6x8,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending
Wood Species: Douglas Fir-Larch Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.210 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Unif Load: D=0.01840, S=0.020 kilt,Trib=11.50 ft
Desian Summary 0(0.2118 S(0.230
Max fb/Fb Ratio = 0.460. 1
fb:Actual: 462.48 psi at 3.000 ft in Span# 1
Fb:Allowable: 1,006.25 psi
Load Comb: +D+S+H 6x8
44,
Max fv/FvRatio= 0.195: 1 6.0 ft
fv:Actual: 38.22 psi at 5.380 ft in Span#1 --H
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) Q L la $ 21 E H Transient Downward 0.027 in Total Downward 0.052 in
Left Support 0.63 0.69 Ratio 2684 Ratio 1398
Right Support 0.63 0.69 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
1213 E Forest Drive Project Title: HUNT ADU
Riverton,WY 82501 Engineer: MSG
QERARfVGLUNp` Project ID: 22042
MIGINIEEl ,INC. ph:307-463-0431 Project Descr:NEW ADU
mobile:503-409-3856
matt@gralund-engineering.com Printed:22 JUL 2022, 9:57AM
Multiple Simple Beam 'Fie:22042.
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24
Lic.#:KW-06010862 I ralund Engineering,Inc.
Wood Beam Design : RB1 -rake beam
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 6x8,Sawn, Braced @ 1/3 Points
• Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir-Larch Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.210 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Unif Load: D=0.01840, S=0.020 k/ft,Trib=4.0 ft
Design Summary
D 0.07360 S 0.090
Max fb/Fb Ratio = 0.250; 1
fb :Actual: 251.35 psi at 3.750 ft in Span#1
Fb:Allowable: 1,004.84 psi
Load Comb: +D+S+H 1 41, axe
Max fv/FvRatio = 0.090: 1 I 7.50 ft
fv:Actual: 17.59 psi at 6.900 ft in Span#1 F-
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections
Max Reactions (k) 4 L LE 6 W E ti Transient Downward 0.023 in Total Downward 0.044 in
Left Support 0.28 0.30 Ratio 3951 Ratio 2057
Right Support 0.28 0.30 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
-------- ------
LC: LC:
Wood Beam Design : RB2-roof beam
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 6x8,Sawn, Braced 1/3 Points
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir-Larch Wood Grade: No.2
Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 31.210 pcf
Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi
Applied Loads
Unit Load: D=0.01840, S=0.020 k/ft,Trib=11.50 ft
Design Summary
D 0.2116 50.230
Max fb/Fb Ratio = 0.582. 1
fb:Actual: 585.32 psi at 3.375 ft in Span#1
Fb:Allowable: 1,004.98 psi
Load Comb: +D+S+H 46 6x8
Max fv/FvRatio= 0.227: 1 6.750 k
fv:Actual: 44.44 psi at 6.143 ft in Span#1 F--- _-___-.
Fv:Allowable: 195.50 psi
Load Comb: +D+S+H Max Deflections -
Max Reactions (k) Q I, IL a 'c( E Id Transient Downward 0.043 in Total Downward 0.082 in
Left Support 0.71 0.78 Ratio 1885 Ratio 981
Right Support 0.71 0.78 LC:S Only LC:+D+S+H
Transient Upward 0.000 in Total Upward 0.000 in
• Ratio 9999 Ratio 9999
LC: LC:
. • 1213 E Forest Drive Project Title: HUNT ADU
Riverton,WY 82501 Engineer: MSG
CUIrtILILJNIII31 Project ID: 22042
@NsNEC--RING.ANC. ph:307-463-0431 Project Descr:NEW ADU
mobile: 503-409-3856
mattQgralund-engineering.com Printed:21 JUL 2022. 4:46PM
Multiple Simple Beam
L ui ''
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24
Lie.#:KW-06010862 Gralund ngineering,Inc.
•
• Description : FLOOR FRAMING
. Wood Beam Design : -None--
Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16
BEAM Size : 2x10,Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir-Larch Wood Grade: No.2
Fb-Tension 900 psi Fc-Pril 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31-21 pcf
Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi
Applied Loads
Unit Load: D=0.0150, L=0.040 k/ft,Trib=1.333 ft
Design Summary
Max fb/Fb Ratio = 0.885. 1 _D(0.0201 L 0.05332
fb:Actual : 1,007.67 psi at 7.000 ft in Span#1
Fb:Allowable : 1,138.50 psi
Load Comb: +D+L 2x10
Max fv/FvRatio= 0.275: 1 14.0 ft
fv:Actual: 49.56 psi at 13.253 ft in Span#1 — _ �--'I
Fv:Allowable: 180.00 psi
Load Comb: +D+L MaxlDeffecbons
Max Reactions (k) P L Lt A WEB Transient Downward 0.293 in Total Downward 0.402 in
Left Support 0.14 0.37 Ratio 573 Ratio 417
Right Support 0.14 0.37 LC:L Only LC:+D+L
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Project#: 20042 Page#: Ll
GRA _IJIV1101 Proj.Name: HUNT ADU
NGaNC-C-ReIVG, ■ringlc. Engineer: MSG Date: 7/22/2022
Subject: Wind Load Determination
Main Wind Force Resisting System
Basic wind speed Sec 26.5 V= 98 mph Ps=X Ktt Iw psi
Exposure category Sec 26.7 B Zone Ps(psf) Peak roof height=> 15.0 ft
Topographical factor Sec 26.8 K,t= 1.0 A 20.1 Mean roof height=> 14.5 ft
B -1.0 Roof plate height=> 14.0 ft
Roof pitch 5:12 e= 22.6° C 13.9 Foundation(datum)=> 0.0 ft
Adjustment factor A= 1.00 D 0.2
Wind in North-South Direction Case A-Transverse
L..aii Ito End Zones(A&B) Interior Zones(C&D)
Zones Tribh.,e„ wind(tW) Width Force Width Force Vvm £Vstory Vredistrib IV redistrib
B&D 1.0 ft 01b Slb
Roof A&C 7.0 ft 31.0 ft 6.0 ft 843 lb 25.0 ft 2439 lb 3.29 kip 3.29 kip 106.0 plf 106.0 plf
Wind in East-West Direction
Case B-Longitudinal
Zones Trib Lwaii Ito End Zones(A&B) Interior Zones(C&D)
£V neient wind(NS) Width Force Width Force Unory story reaisirib FWedi:cab
Roof B&D 1.0 ft 15.0 ft 6.0 ft 0 lb 9.0 ft 21b 1.72 kip 1.72 kip 114.9 plf 114.9 plf
A&C 7.0 ft 8431b 8781b
O
ass s���� IIO f��! ��
�� � o 0
op
•,r,,_,: l1.!: , ,Nl, II
11111110
MIN'111.1104,114.-0
111111111111111111
i '`
.."4111111411
Case A •
, .‘ 0 .....
r, Case B
Project#: 20042 Page#: L2
GRALLJN� ) Proj.Name: HUNT ADU
EfVCillIVEC-R11MCi,4e►IG' Engineer: MSG Date: 7/22/2022
Subject: Wind Load Determination
•
WIND DESIGN-ASCE 7-16 Part 2:Low-Rise Buildings(Simplified)(Section 30.4) Components and Cladding
Basic wind speed sec 26.5 V= 98 mph MWFRS(for reference)
Exposure category sec 26.7 B Zone p,(psf) Peak roof height=> 15-0 ft
Topographical factor sec 26.8 K„= 1.0 A 20.1 Mean roof height=> 14.5 ft
' 8 -1.0 Roof plate height=> 14.0 ft
Roof pitch 5:12 0= 22.6° C 13.9 Foundation(datum)=> 0.0ft
Adjustment factor A= 1.00 D 0.2
Comp&Cladding Diagrams
Zone Eff Area p,(psf) p,(psfj
0
10 ft2 10.5 -24.6 ^ os •''4-.�
Interior Zone 1-
20 ft2 9.4 -24.6 �0' 0 '' ,�' �*'� o
Roof 50 ft2 8.1 -20.9 n o .�� ���`+,
100 ft2 7.0 -18.1 AN o `� ��D O °
10 ft2 0.0 0.0 � 1�'�ti s`�7 p \X1�� C
ZCenter 20 ft2 0.0 0.0 n i% '6 °�•`� oil 0
Roof 50 ft2 0.0 0.0 a 1rt 0,1, 1.
100 ft2 D.0 0.0 ''
10 ft2 10.5 -24.6 Flat/Hip/Gable(0°5 Ci 5 7°) Hip Roof(7°<_0<_45°)
Zone2e- 20 ft2 9.4 -24.6 ten,
Roof Eave 50 ft2 8.1 -20.9 '1,
100 ft2 7.0 -18.1 �k.
SO ft2 10.5 -39.3 ��� A
Zone 2n- 20 ft2 9.4 -36.0 I f -r r
Roof Rake 50 ft2 8.1 -27.9
It •- 0
100 ft' 7.0 -23.1j�P�
10 ft2 10.5 -39.3 2JGG 1
10
9.4
Zone 2r- 20 ft2 9.4 -36.0
Roof Ridge 50 ft2 8.1 -27.9 Gable Roof(7°<0 5 45°)
1O0ft2 7.0 -23.1
Zone 3e- 10 ft2 10.5 -39.3
Corner 20 ft2 9.4 -36.0
Roof Eave 50 ft2 8.1 -27.9
100 ft2 7.0 -23.1
Zone 3r- 10 ft2 10.5 -50.6
Corner 20 ft 9.4 -41.3
Roof Ridge 50 ft2 8.1 -29.0
100 ft2 7.0 -29.0
Zone 4- 10 ft2 17.3 -18.7
Interior 20 ft2 16.5 -18.0
Wall 50 ft2 15.5 -16.9
100 ft2 14.7 -16.2
10 ft2 17.3 -23.1
Zone S- 20 ft2 16.5 -21.6
- End Wall 50 ft2 15.5 -19.5
100 ft2 14.7 -18.0
. Description Zone Eff Area p,(psf) p,(psf) Controlling p,(psf)
' Roof-Typical Zone Zone 1-Interior Roof 30.0 ft2 9.0 -23.4 23.4 psf suction
Roof-Central Portion>3'from edge Zone la-Center Roof 20.0 ft2 0.0 0.0 0.0 psf pressure
Roof-Edge within 3'of edge Zone 2e-Roof Eave 20.0 ft2 9.4 -24.6 24.6 psf suction
Roof-Rake within 3'of edge Zone 2n•Roof Rake 20.0 ft2 9.4 -36.0 36.0 psf suction
Roof-Ridge within 3'of edge Zone 2r-Roof Ridge 20.0 ft2 9.4 -36.0 36.0 psf suction
Roof-Corner within 3'of corner Zone 3e-Corner Roof Ea 20.0 ft2 9.4 -36.0 36.0 psf suction
Roof-Ridge Corner within 6'of corn.Zone 3r-Corner Roof Rh 20.0 ft2 9.4 -41.3 41.3 psf suction
Wall-Typical Zone Zone 4-Interior Wall 10.0 ft2 17.3 -29.0 29.0 psf suction
Wall-Edge within 3'of corner Zone 5-End Wall 10.0 ft2 17.3 -16.2 17.3 psf pressure
Project#: 20042 Page#: L3
GlIZILVN113 „° Proj.Name: HUNT ADU
ENG11lVC-EROVG. IIIIVC. Engineer: MSG Date: 7/22/2022
Subject: Wind Load Determination
Main Wind Force Resisting System-Uplift
' Basic wind speed Sec 26.5 V= 98 mph MWFRS p:=X K,i 1,,,poo
Exposure category Sec 26.7 B Zone Ps(psf)-1 Ps(psf)-2 Peak roof height=> 15.0 ft
Topographical factor Sec 26.8 Ka= 1.0 E -13.2 --- Mean roof height=> 14.5 ft
F -12.1 --- Roof plate height=> 14.0 ft
Roof pitch 5:12 6= 22.6° G -9.3 --- Foundation(datum)=> 0.0 ft
Adjustment factor X= 1.00 H -9.5 ---
EoH -13.2 ---
GOH -9.3 --- _
Wind in North-South Direction CaseA-Transverse
Length of wall Ito wind(EW) 31.0 ft Negative values indicate suction
End Zones Main Zones Overhangs
E F G I H EoH GoH
Case 1 -13.2 psf -12.1 psf -9.3 psf -9.5 psf -13.2 psf -9.3 psf
Case2 --- --- --- --- --- ---
Width 6.Oft 6.0ft 25.0ft 25.Oft 6.0ft 25.0ft
Wind in East-West Direction Case B-Longitudinal
Length of wall -Lto wind(NS) 15.0 ft
End Zones Main Zones Overhangs
E F G I H EOH GOH
Case 1 -13.2 psf -12.1 psf -9.3 psf -9.5 psf -13.2 psf -9.3 psf
Case2 --- --- --- --- --- ---
Width 6.0 ft 6.0 ft 9.0 ft 9.0 ft 6.0 ft 9.0 ft
O ,40
44111611lag
0 \ kkiZ+ii 0 10 0000E
. .I11.!,41.
1411N111,0146.4110121 ...diiii.
,,---. ta.. ® ,i,
......
2
...o.g.„.40 ,,, _______-,
-,
Case v '---<•.'I `42)
11160° Case B
Project#: 20042 Page#: L4
G1111.41.1LVNED "." Proj.Name: HUNT ADU
C—NGItNC—cReV6 r , INC. , Engineer: MSG Date: 7/22/2022
Subject: Seismic Load Determination
I.Seismic Ground Motion Values: AsEt ASCE/-16/1aC:20:8.3C
LAT = Site Latitude: = 45.431
LONG = Site Longitude: = -122.800
• Ss = MCE Spectral Accel @ 0.2 Sec: = 0.852 https://hazards atcouncil.org
Si = MCE Spectral Accel @ 1.0 Sec: = 0.395 https://haeards.atnoundI.org
SITE = Site Class:( Default per ASCE 7;11.4.4) = Default per Geotech or ASCE 7;Table 20.3-1
Fa = Spectral Accel @ 0.2 Sec for Site = 1.20 1 ASCE 7;Table 114-1
Fv = Spectral Accel @ 1.0 Sec for Site = 1.91 ASCE 7;Table 11.4-2
SMs = MCE Spectral Resp(Short Period) = 1.02 1=Fa SS ASCE 7;Eqn 11.4-1
SMi = MCE Spectral Resp(Long Period) = , 0.75 ',=F,,Si ASCE7;Eqn 114-2
Sos = Design Spectral Accel @ 0.2 Sec = 0.68 =2/3 5M5 ASCE 7;Eqn 11,4-3
Sol = Design Spectral Accel @ 1.0 Sec = 0.50 =2/3 5Mi ASCE 7;Eqn 11.4.4
II. Design Response Spectrum Periods:
To = Period,0.2"SD1/Sos = 0.147 sec =0.2 So1/Sps ASCE 7;Section 11.4.6
Ts = Period,Sp1/Sos = 0.736 sec =Spl/Sps ASCE 7;Section 11.4.6
Tt = Long Period,Transition Period = 16.0 sec ASCE 7;Figure 22-14,Figure 22-15
Ct = Factor for Approximate Period = 0.020 i ASCE 7;Table 12.8-2
x = Exp.Parameter for Approximate Period = 0.750 Moment Frame: None
h = Height of Building(=Mean Roof Ht) = 1.45 ft
Ta = Period,(approx):T=Ct(her = I 0.149 sec ASCE 7;Eqn 12.8-7
Cu = Coeff for Upper Limit on Calc'd Period = 1.40 ASCE 7;Table 12.8-1
,
Tma„ = Max Fundamental Period,T(approx)"Cu = ! 0.208 sec ASCE 7;Eqn 12.8-7
III. Site-Specific Ground Motion Procedures(ASCE7;Section 11.4.8):
Site specific analysis shall be performed
Is structure on Site Class F = No
Is S1>0.6 = No
Is Structure on Site Class E with Ss>1.0 = No
Is Structure on Site Class D or E with Si>0.2 = Yes ----Check Exceptions----
Exceptions
Structure on Site Class E with St>1.0 = No
Structure on Site Class D with Si>0.2 = Yes ----Ta must be<_1.5Ts----
Is Ta 5 1.5Ts = Yes ----Cs 2 computed with Ta----
Structure on Site Class E with Si>0.2 = No
IV. Building Risk Category and Importance:
Risk = Risk Category Classification: = II ASCE 7,Table 1.S-1
- Class = Building Classification = Typical Building
IE = Seismic Importance Factor: _ - 1.00 ASCE 7;Section 115.1,Table 1.5-2
V.Structural System(ASCE 7;Table 12.2-1):
ASCE 7;Tables 11.6-1&11.6-2
SDc = Seismic Design Category: = D 8c;Tables 16 13 5 6i11&lzi
BBS = Basic Building System: = Bearing Wall Systems
Light-framed(wood)walls sheathed with wood structural panels
SFRS = Seismic Force Resisting System: = rated for shear resistance or steel sheets
R = Response Modification Coeff(Ductility): = 6.50 _
00 = System Overstrength Factor: = 3.00 •'can be reduced by M in Flexible diaphragms but shall not be<2'•
Cd = Deflection Amplification Factor: = 4.00
Height Limitations:(ft) = 65.00
Project#: 20042 Page#: L4
GRAL�JlV� Proj.Name: HUNT ADU
C-lVGIlVEERlIVG. us . Engineer: MSG Date: 7/22/2022
Subject: Seismic Load Determination
VI.Calculation of the Seismic Response Coefficient(ASCE 7;Section 12.8):
Cs 1 = Sos/(R/I)= = ' 0.105 W <---- ASCE 7;Eqn 12.8-2(short period Cutoff)
Cs 2a = if T 5 TL,then SD1/T(R/I I=" 0.5.19 W ASCE 7;Eqn 12.8-3(long period)
Cs 2b = if T > T1,then S❑1*TL/T2(R/I)_ = n/a- ASCE 7;Eqn 12.8-4(very long period)
Cs 3 = 0.044*S *I >_0.01
•
os IJ 0.030 W ASCE 7;Eqn 12.8-5(minimum)
Cs 4 = if Si>0.6g then 0.50*Si/(R/I)= = I -n/a= ASCE 7;Eqn 12.8-6(soh site minimum)
V = Cs W=(Eqn 12.8-1) = 0.105W
SEISMIC BASE SHEAR COEFFICIENT
Site-Specific motion analysis not required by exemptions
Plotting
0.12 Tmax 2.75
0494 se,0.105 W
0.08
0.06
0.04
0.02
0.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00
Period:T(sec)
. Project#: 20042 — Page#: L5
GRALILJNEI Proj.Name: HUNT ADU
c-1\1o5Nc— rinr01,aNc. Engineer: MSG Date: 7/22/2022
Subject: Seismic Load Determination
Detai e• Brea •own of Seismic Dead Loa• Show'Detailed Wt 2'
- Level Description: Roof slope= 5:12 slope factor= 1.08
Element Lump Line Loads Area Loads — Weight
Weight Length Uniform Area Uniform slope
Roofing-standing seam rooff 588 ft2 3.00 r°' Y 1911 lb
Building Paper(15#Felt) 588 ft2 1.50,r,: Y 956 lb Distributed
Sheathing(1/2") 588 ft2 1.50 r Y 956 lb Gray Weight
Trusses(24"oc) 588 ft2 3.00 is Y 1911 Ib 14.33 psf
Insulation 588 ft2 0.50 c V 319lb
Ceiling gyp 5/8" 588 ft2 2 ' Y 1784 lb Distributed
MEP allowance 588 ft2 588 lb Seis Weight
22.93 psf
Partition Allowance 92.0 ft 55.0 psi ! 5060 lb
Total Area 588 ft! Level Weight 13.5 kip
Level Mass 0.035 k-s2/in
Level Description:
Lump Line Loads ads Area Loads Weight
......
Weight Length Uniform Area Uniform
Distributed
Gray Weight
0.00 psf
Distributed
Seis Weight
0.00 psf
Total Area 588 ft2 Level Weight 0.0 kip
Level Mass 0.000 k-s2/in
Level Description:
Element Lump Line Loads _ Area__ _Loads Weight
Weight Length Uniform Area Uniform
______ Distributed
- Gray Weight
0.00 psf
____r _
_ -_ Distributed
_._...,. _ Seis Weight
0.00 psf
Total Area 0 ft2 Level Weight 0.0 kip
•
Project#: 20042 Page#: 17
G11-41._IxJN1 Proj. Name: HUNT ADU
C—iIVa3111IVC—cRONAIG, aitit. Engineer: MSG Date: 7/22/2022
Subject: Seismic Load Determination
Seismic Base Shear and Distribution
, Seismic Coefficient C,= 0.105
Period of Structure T,= 0.149 sec
Exponent due to period k= 1.0
Level Story Height Weight Description Weight
Roof 2nd 14.0 ft Roof 13.5 kip <---• See Detailed Breakdown
Seismic Weight of Building W= 13.5 kip
V= Seismic Base Shear C,W 1.4 kip
ELF Distribution of Seismic Forces Per ASCE 7-16 12.8.3:
A, W, h, Whk Cx Fx EFx
Roof 588 ft2 13.5 k 14.0 ft 189 1.000 1.4 k 1.4 k
FW;h;k= 189 1.000 1.4 k
Seismic Forces at Diaphragm Per ASCE 7-16 12.10.1.1:
Spectral Accel at 0.2 sec SDS= 0.69
Seismic Importance IE= 1.0
Fpxmax=0.4(Sos)IE*wp 0.278 *wp max
Fpxmin=0.2(SDS) Is*wp 0.139 *wp min
F; W; IF'/1W; governing Fpx y=F x� /Fx
Roof 1.4 k 13.5 k 0.105 0.139 min 1.9 kip 1.32
Project#: 20042 Page#: L8
-- GRALIJAIEll Pros.Name: HUNT ADU
ENO1NEC-RINO,INC. Engineer: MSG Date: 7/22/2022
Subject: Lateral Load Distribution
loading in the North-South Direction
Wind Wind Load Factor: 0.6 (ASD) Seismic EQ Load Factor: 0.7 (ASD) PseisNs=
_ Lw-rw Vsmry IVsrory vltory Areadia F. Vstnry fVssory vstory 1.3
IRoof 31 ft 2.0 k 2.0 k 64 plf 588 ft' 1.4 k 1.3 k 1.3 k 2.19 psf
Roof Level
Wind (ASD) Seismic (ASD)
1 Lwan Trib vstory Vssery grid Vebove Vgdd wind v grid wind Trib v V V Vnd v
story story geld above g leis grid seis
V-A 11.Oft 18.5 ft 64 plf 1.2k 1.2k 107 plf 352 ft' 2.19 psf 0.8k 0.8k 70 plf
V-B 15.0ft 12.5 ft 64 plf 0.8k 0.8k 53 plf 238 ft' 2.19 psf 0.5k 0.5k 35 plf
31.0 ft Story Shear: 2.0 k 589 ft' <=Trib s FAdia Story Shear: 1.3 k <=Shear s£t
is �u Project#: 20042 Page#: L9
GRLLJW� • Proj.Name: HUNT ADU
ENQiINEE12111%1E,IINC. Engineer: MSG Date: 7/22/2022
Subject: Lateral Load Distribution
Loading in the East-West Direction
Wind Wind Load Factor: 0,6 Seismic EQ Load Factor: 0.7 (ASD) P,eisrw=
L e.NS Vaory IVnory vstory Aread„ F, Vaory £Vstcry vstory 1.3
'Roof 15 ft 1.0 k 1.0 k 69 plf 588 ft' 1.4 k 1.3 k 1.3 k 2.19 psf
Roof Level
Wind Seismic (ASD)
11wa11 Trib V story Vstary grid Vabnve Vgrid wind V grid wind Trib Vstory Vstory grid Vabove Ugnd sea V grid Iris
V-1 25.oft 7.5 ft 69 plf 0.5k 0.5k 21 plf 233 ft' 2.19 psf 0.5k 0.5k 20 plf
V-2 8.0 ft 11.5 ft 69 plf 0.8 k 0.8 k 99 plf 357 ft' 2.19 psf 0.8 k 0.8 k 98 plf
19.0ft i £L.,, StoryShear: 1.3k ,`< 589 ft' c Tri' =LAriia StoryShear: 1.3k <=Shear xI\
Project#: 20042 Page#: L10
4aRAI..IJ1111101111 Proj. Name: HUNT ADU
IEFVIDillIVlOIMWM VG. ■NC. Engineer: MSG Date : 7/22/2022
Subject: Shear Wall Design
Capacities shown for:
PRELIMINARY SHEAR WALL DESIGN Doug-Fir Larch wood panels
w/0.131" CD nails
level grid wall type Wind Seismic* (ASD)
selection void vallow+40% vgrid V,ilow Controlling Stress Level
Roof V-A W6 107 plf 364 plf 70 plf 260 plf 0.29 OK
V-B W6 53 plf 364 plf 35 plf 260 plf 0.15 OK
V-1 W6 21 plf 364 plf 20 plf 260 plf 0.08 OK
V-2 W6 99 plf 364 plf 98 Plf 260 plf 0.38 OK
Controlling load underlined for reference *Aspect ratio may reduce capacity
Project#: 20042 Page#: L11
GJr41, ..Ll.1PIIlIED `; Proj.Name: HUNT ADU
EIVd11rVCC-RAN®. 11N4C. Engineer: MSG Date: 7/22/2022
Subject: Shear Wall Design
Two Story Stacked Wood Shear Wall Design
Shear wall capacities for:
Direction of Loading North-South Doug-Fir Larch wood panels
Grid Line V-A w/0.131" al nails
Level Wall Type Lwall Hwad Hwall/Lwan I 2nd Story Wall Calculations
Roof W6 11.0 ft 14.0 ft 1.27 OK Lateral forces at Roof Level
Overturning Wind 1.18 k * 14.0 ft = 16.5 k-ft
Moment Seismic 0.77 k * 14.0 ft = 10.8 k-ft
Wind Resisting Wall 140 plf * (11.0 ft?/2= 8.5 k-ft
V grid V allow+40% stress FVwat Moment Uniform 57 plf * (11.0 ft)'/2= 3.5 k-ft
Roof 107 plf 364 plf 0.29-OK I 1.18 k Hold Down Design
Controlling Wind M=0.60+0.6W 9.3 k-ft
Story T=M/(L- 0.5 ft) = 887 1b
Seismic(ASD) Tension Above 0 lb
Vgnd V*allow stress I FVwaii Design Tension 887 lb
Roof 70 plf 260 plf 0.27-OK 0.77 k DTT1Z Tallow= 920 lb
USE: Hold down 0.96 OK
Dead Load
Wall Height Uniform Trib
Roof 10.0 psf 14.0 ft 14.3 psf 4.0 ft
197 plf
EVwind= 1.18 k r, ,,1 ,j, 1 .j. J. I v
EVsa;s= 0.77 k 14.o ft
Project N: 20042 Page#: L12
GRU_L) '�. Proj.Name: HUNT ADU
EN®eNEER/1V43, ANC. Engineer: MSG Date: 7/22/2022
Subject: Shear Wall Design
_ ._
Two Story Stacked Wood Shear Wall Design
Shear wall capacities for:
Direction of Loading North-South Doug-Fir Larch wood panels
Grid Line V-B w/0.131" nails
Level Wall Type Lwall Hwali Hwa i/Lwall 2nd Story Wall Calculations
Roof W6 15.0 ft 14.0 ft 0.93 OK Lateral forces at Roof Level
Overturning Wind 0.80 k * 14.0 ft = 11.1 k-ft
Moment Seismic 0.52 k * 14.0 ft = 7.3 k-ft
Wind Resisting Wall 140 plf * (15.0 ft)2/2= 15.8 k-ft
v grid v allow+40% stress EVwag Moment Uniform 57 plf * (15.oft)'/2= 6.4k-ft
Roof 53 plf 364 plf 0.15-OK _ 0.80 k Hold Down Design
Controlling Wind M==0.6 D+0.6 W -2.2 k-ft
Story T=M/(L- 0.5 ft) _ -151 lb
Seismic(ASD) Tension Above 0 lb
vertu v*allow stress EVwail Design Tension 0 lb
Roof 35 plf 260 plf 0.13-ON 0.52 k USE: No Req'd Tallow= None
Hold down OK
Dead Load
Wall Height Uniform Trib
Roof 10.0 psf 14.0 ft 14.3 psf 4.0 ft
197 plf
EVwind= 0.80 k y, I i ,I, 1 1 ,I,
EVseia= 0.52 k 14.0 ft
Project#:_ 20042 Page#: L13
GI L_IJIV� `t Proj.Name: HUNT ADU
EN1:11RNEERMNG, INC. Engineer: MSG Date: 7/22/2022
Subject: Shear Wall Design
Two Story Stacked Wood Shear Wall Design
Shear wall capacities for:
Direction of Loading East-West Doug-Fir Larch wood panels
Grid Line V-1 w/0.131" m nails
Level Wall Type Lwau Haall Hwan/wwall 2nd Story Wall Calculations
Roof W6 25.0 ft 8.0 ft 0.32 OK Lateral forces at Roof Level
Overturning Wind 0.52 k * 8.0 ft = 4.1 k-ft
Moment Seismic 0.51 k * 8.0 ft = 4.1 k-ft _
Wind Resisting Wall 80 plf * (25.0 ft)2/2= 25.0 k-ft
Vgdd V auow+40% stress EVwag Moment Uniform 107 plf * (25.0 ft)'/2= 33.6 k-ft
Roof 21 plf 364 plf 0.06-OK 0.52 k Hold Down Design
Controlling Wind M=0.6 D+0.6 W -31.0 k-ft
Story 1=M/{L- 0.5 ft) = -1266 lb
Seismic(ASD) Tension Above 0 lb
V grid V*allow stress FVwall Design Tension 0 lb
Roof 20 plf 260 plf 0.08-OK 0.51 k No Req'd Tallow= None
USE: Hold down OK
Dead Load
Wall Height Uniform Trib
Roof 10.0 psi 8.0 ft 14.3 psf 7.5 ft
187 plt
EVwind' 0.52 k . 1 � ,i, I . I r,
XVsels= 0.51k ) 8.0 ft
Project#: 20042 Page#: L14
GI`VND :, Proj.Name: HUNT ADU
IIM V11131UVER11lVQ, •Nc. Engineer: MSG Date: 7/22/2022
Subject: Shear Wall Design
Two Story Stacked Wood Shear Wall Design
Shear wall capacities for:
Direction of Loading East-West Doug-Fir Larch wood panels
Grid Line V-2 w/0.131" O nails
Level Wall Type Lwali Hwaii Hwai/Lwall 2nd Story Wall Calculations
Roof W6 4.0 ft 14.0 ft 3.50 OK* Lateral forces at Roof Level
*reduced capacity due aspect ratio Overturning Wind 0.40 k * 14.0 ft = 5.5 k-ft
Moment Seismic 0.39 k * 14.0 ft = 5.5 k-ft
Wind Resisting Wall 140 plf * (4.0 ft)2/2= 1.1 k-ft
Vivid V eiiow+40% stress I EVwai Moment Uniform 165 plf * (4.0 ft)'/2= 1.3 k-ft
Roof 99 plf 364 plf 0.27-OK I 0.40 k Hold Down Design
Controlling Wind M=0.6 D+0.6 W 4.1 k-ft
Story T=M/(L- 0.5 ft) = 11671b
Seismic(ASD) Tension Above 0 lb
V grid V* flow stress EVwaii Design Tension 1167 lb
Roof 98 plf 149 plf 0.66-OK 0.39 k DTT2Z TA.= 1825 lb
USE:
Hold down 0.64 OK
Dead Load
Wall Height Uniform Trib
Roof 10.0 psf 14.0 ft 14.3 psf 11.5 ft
CP
305 pif
EVwind= 0.40k 1 1 J, 1 i i v
EVaaia= 0.39 k > 14.0 ft
SUIL
RECEIVED SCTRV RAL
C-IV GIIV CCR11IV Ci. 111V C. AUG CNG�f�IECR
�_ 2022
CITY OF TIGAR[.
pi i!i D}VlcKTh
A1CA1OI I.J Ikked
To: Dana Hunt Date: August 2, 2022
Attn: Dana Project#: 22042— Hunt ADU
CC: From: Matthew Gralund PE
Re: Shear walls
Comments:
Dana:
In the spreadsheet for the lateral loads, the sheet is written for specific nailing patterns. The shear walls in
the calculations are W6, W4, W3, W2 where the"W" is for wood walls and the following number is the on
center spacing for edge nailing, all interior nailing is 12" on center which is typical panel nailing.
On this project all shear walls were the W6 nailing in the calculations so I just noted it as SW (shear wall) on
the plans and specified the nailing in the sheet notes/legend. I did not think there was any confusion. To
clarify this I have attached the standard shear wall schedule that would be added to larger projects with more
shear wall types.
If you have any questions on this topic. Please do not hesitate to contact me. Thank you.
S,tgU CT URA.
\sk,D PROFFf
��G x
INFO '3
a/ 118,,519
OREGON
j44 S . GO"
(EXPIRES: JUNE 30, 2023
1213 E f-OREST UR
GRALIJNO-ENOINEERIN .COM RIVEII<TON.WVOMING
3O7-4G3-O431
r^-
A
SHEAR WALL SCHEDULE
SOME SHEAR WALL TYPES NOTED MAY NOT BE USED ON THIS PROJECT. _ _ - FOR 0.14A'Ox21Yi NAILS IN DOUG-FIR LARCH(2018 IBC)
NAIL SIZE& BLOCKING&STUD RIM JOIST OR 2x PLATE ATTACHMENT SILL PLATE ATTACHMENT
WALL SHEATHING SHEAR
WALL APA-RATED SPACING AT ALL SIZE AT ADJOINING BLOCKING CONN TO ANCHOR BOLT TO SILL PLATE AT
TYPE PANEL EDGES PANEL EDGES TOP PLATE BELOW NAILING TO WOOD RIM JOIST CAPACITY
, , ,16] OR BLOCKING BELOW CONCRETE BELOW FOUNDATION
[1 2 12 LBS/FT
[4,5] [3.6,13] [7,8] [10] [11]
[Wfi> 143i 0.14WO"23 ®6'OC 2x CLIP @16'OC 0.14B60x3[ @6'DC ei%O @48'OC 2x 310
,ram> 152' 0143"Ox2 'OC CLIP @12'0C D.148'0x374"@/'OC °'e 0 @32"OC 460
STAGGERED p.e 0 @48°OC 3x[15]
es 0.148'Ox2.z' 3'OC 0.148'Ox3Ve'@6'OC 6-{"0 @24'OC 2x
`W3 STAGGERED 3x CLIP @8'OC (2)ROWS[91 6e'O @32'DC 3x 115] 600
I' a 0.148bx2Yi 2'OC CLIP @16'OC 0.148'0x3�i(OTC @t6"OC 2x
fit--' 'rig STAGGERED 3x EACH SIDE (2)ROWS[9] 6/e'O @24°0C 31[t5] 710
i t'O BOTH SIDES 0.148'Ox2''a'04'OC CLIP @12'OC 0.148.Ox3% @4"OC e1, 0 @24'0C 3x 151 920
W. STAGGEReeO EACH SIDE (2)ROWS[9] ]
__ 0.14WOx3) @4'OC(2)ROWS[9]OR
WJ; 'ii BOTH SIDES 0.148'OX23i@3"OC 3x CLIP@8'OC (2)ROWS OF SOS( x5'SCREWS °e'B@16'OC 3x1161 1200
�- STAGGER D EACH SIDE
@8'OC(9]
CLIP @6bC EACH SIDE[7.8]
2W2 x 19ii BOTH SIDES 0.148'Ox2ti 2'OC CLIP @8 OC OR(2)ROWS OF SOS Yk eO S"SCREWS °'' @12"OC 3x(15] 1540
STAGGER D EACH SIDE @8'0C[9]
NOTES:
[I] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. INSTALLED OVER SHEATHING. [13] AT ADJOINING PANEL EDGES,(2)2x STUDS NAILED TOGETHER
MAY BE USED IN PLACE OF SINGLE 3x STUD.DOUBLE 2x STUDS
[2] WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, [8] FRAMING CLIPS:A35 OR LTP5 OR APPROVED EQUIVALENT. SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS
PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO TOGETHER WITH 3'LONG NAILS OF THE SAME SPACING AND
THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON [9] WHERE BOTTOM PLATE ATTACHMENT SPECIFIES(2)ROWS OF DIAMETER AS THE PLATE NAILING,PER SECTION.
THE SAME STUDS. NAILS OR SCREWS,PROVIDE DOUBLE JOIST,RIM JOIST OR
EQUAL BELOW.STAGGER NAILS/SCREWS IN ROWS 13S'APART [14] CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR
[3] BLOCKING IS REQUIRED AT ALL PANEL EDGES. MINIMUM. ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO
CAST-IN-PLACE ANCHOR BOLTS.SPECIAL INSPECTION MAY BE
[4] PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE [10] ANCHOR BOLTS SHALL BE PROVIDED WITH HOT DIPPED REQUIRED.
ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. GALVANIZED STEEL PLATE WASHERS 0.229'x3"x3'MIN.THE
ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED [15] NAIL STUDS TO 3x SILL PLATES WITH EITHER(2)0.148"0x4"END
OR DOORWAYS OR AS DESIGNATED ON PLANS.HOLD-DOWN I3 I3/."PROVIDED A STANDARD CUT WASHER IS PLACED NAILS OR(4)0.131'Ox2Y'TOENAILS
REQUIREMENTS PER PLANS.(ALTERNATE NOTE:WALLS BETWEEN THE PLATE WASHER AND NUT.PLATE WASHER TO
DESIGNATED AS PERFORATED SHEAR WALLS REQUIRE EXTEND TO WITHIN V OF THE EDGE OF THE SILL PLATE ON THE [16] EC> WHERE'W"INDICATES WOOD SHEATHING AND'X'
SHEATHING,SHEAR WALL NAILING,ETC.ABOVE AND BELOW SIDE(S)WITH SHEATHING.INCREASE PLATE WASHER SIZE AS INDICATES EDGE NAIL SPACING.
ALL OPENINGS). REQUIRED.EMBED ANCHOR BOLTS 7°MINIMUM INTO THE
CONCRETE. [171 EDGE NAILS SHALL BE LOCATED'[e'FROM PANEL EDGES.
[5] SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN
POSTS,EDGE NAIUNG MAY ALSO BE REQUIRED TO EACH STUD [11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE ADJOINING PANEL EDGE
USED IN BUILT-UP HOLD-DOWN POSTS.ADDITIONAL CORROSION IN THE FASTENERS.PROVIDE HOT-DIPPED PANEL EDGE NAILING,TYP.
INFORMATION PER HOLD-DOWN DETAILS. GALVANIZED(ELECTRO-PLATING IS NOT ACCEPTABLE)NAILS
AND CONNECTOR PLATES(FRAMING ANGLES,ETC.)FOR ALL
[6] INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS.ATTACH CONNECTORS IN CONTACT WITH PRESSURE TREATED 1 '
SHEATHING TO INTERMEDIATE FRAMING WITH 0.148'Ox2)(,' FRAMING MEMBERS.ADDITIONAL INFORMATION PER U
NAILS AT 12'0C WHERE STUDS ARE SPACED AT 16"0C AND STRUCTURAL NOTES,
0.1481Ox2.] NAILS AT 6bC WHERE STUDS ARE SPACED AT
24"0C. [12] WHERE WOOD SHEATHING(W)IS APPLIED OVER GYPSUM NAILS TO MATCH PLATE NAILING
SHEATHING(G),CONTACT THE ENGINEER OF RECORD FOR (212x STUDS
['/] BASED ON 0131.Ox1}9"NAILS USED TO ATTACH FRAMING CLIPS ALTERNATE NAILING REQUIREMENTS.
DIRECTLY TO FRAMING,USE 0.131"Ox2J4"NAILS WHERE SECTION
SHEAR WALL SCHEDULE
DOUGLAS-FIR LARCH STUDS
SCALE: NONE
1
I cOO1I0d 542032 <.-_. 'CREATED/REVISED BY; DETAIL NO.
GNaId Engineering Inc OS ROMI Resented MATTHEWGRALUND
the aonm,enL an all Ideal rid detpmmey hx be meet In whole orGRALIJlV� CREATED/REVISED DATE: 01331-IBC1 8
EMoIpw u IMO•IMC.
In pen,*nun mitten pennhmon From 01* ram 11 Engineering Inc.Gm 04/1112022
Erylnerng Inc dedhrm any,eepns*Mty b Its untried use.
APPENDIX F
Al
TERMINATION MIN.12 IN.
ABOVE ROOF AND MIN.10 FT. J ELECTRICAL BOX
FROM OPERABLE OPENINGS / FOR FUTURE FAN
AND AIR INTAKES(AF103.5.1.3) INSTALLATION
(AF103.12)
•
3 IN.OR 41N.DIA. ATTIC EXPOSED PIPE
SOLID PIPE VENT SHALL BE MARKED
STACK(AF103.5.1.3) d' "RADON REDUCTION SYSTEM"
(AF103.9)
iii
I
PENETRATIONS IN FLOORS LIVING AREA -"—
ABOVE CRAWL SPACES
SHALL BE SEALED SHEETING PENETRATIONS
SHALL FIT CLOSELY
(AF103.4.9) — AROUND PIPES(AF703.3)
CRAWL SPACE ' DUCTWORK SEAMS
VENTILATION.NO Il AND JOINTS SEALED
OPERABLE LOUVERS `� S 7�(AF103.4.8)
(AF103.5.1.1) CRAWL SPACE
GRADE LEVEL _
� MIN.B-MIL POLYETHYLENE
^� _� 1 EXTENDING TO
MIN.41N.GRAVEL OR FOUNDATION WALLS,
OTHER APPROVED GAS- OPTIONAL 3 IN.OR 4IN JOINTS LAPPED MIN.12IN.
PERMEABLE LAYER PERFORATED PLUMBING TEE (AF103.5.1.2)
(AF103.2) DRAIN PIPE (AF103.5.1.3)
For SI: 1 inch=25.4 mm.
FIGURE AF103(2)
RADON-RESISTANT CONSTRUCTION FOR CRAWL SPACE FOUNDATIONS
2021 OREGON RESIDENTIAL SPECIALTY CODE 625
Plan #
Floors Large
Bed roomsq.t-.==' Small 2...1
WC l
LAV t
Tub ( Basement
Vent 1st Floor j .a O
Water Heater \ ` 2nd Floor
AC t• -' �� ive.,A 3rd Floor
School R-3 Total 3 -
1- u#+li 4- S%Nk.. Garage
a� , -J�O I L�1 Total#for Elec
t-4) PrD+AY • c � rn� � -Rx �A shy - +0
criuAA- ,n I op v•-t:i- 44,ff :-c c- -1.or 7r-ar rAl 0 or es)
— rv`;. ` p\�r- l�e�� (Jorn�
_ 1l N pv.
Y`n‘5D3.3 n2-1 ✓eM -��1�^ '
4+0-1/ ,r r' - ;` w ( _e2to,•r-ti�.
? speclf - ,na..JlLA
Ll> r6.n►��- o n-t ern fl\C-01 l,-ro n M.ar,cnc c. + c- a..lc,r rn
Prbw e c.�r-t.� sti,� ac-�-�s egos .
11/14/22,4:13 PM Fee List
MST202140250 - Hunt 6 Yl� _
4 604C(litt" !io
Menu 4 Add a Void Invoice nvoice&Pay ReCalc Help Wr
Fee Cabo.Factor: Job Ve ue(Calculato4 1 Fee Total $24 410 00 (/v' � ,L
WlOK��r SdAG�fr�iC V
Showing 1-21 of 21 a/,
ie
❑ nvoice# Date Assessed F Item Quantity Unit Fe • Status Adjusted Balance Due Notes S group. Gl/ I ( /4----/2-
0 07/28/2022 12%State Surcharge J 1 Each 65.88 NEW $65.88 STTAX
❑ 08/03/2022 Wash Co Trans Der Tax-SF Detached 1 Each $9,998.00 NE
❑ 08/03/2022 Tigard Trans SDC Improvement-Other Residential 1 Each $3.90300 u .y/--,7
❑ 08/03/2022 Tigard Trans SDC Reimbursement-Other Residential 1 Each $225.00 2 . (•� r/✓rt ! ( e /K ,� ( 7. c
❑ 08/03/2022 Parks SDC Improvement-Other Residential 1 (,Each $5,129.00 -NEW $5,129.00 ir-- / ,��r_ e-ifrr7' g 5
❑ 08/03/2022 Parks SDC Reimbursement-Other Resident* 1 VA Each $1..207.00 EW $1,207.00 (/� a(� ^'!`
.•
❑ 08/03/2022 Parks SDC Neighborhood-Other Residential 1 Each $1,901.00 ' EW $1.901.00
❑ 08/09/2022 fC Small Fenn Res/ADU Review0/s_, 1 Each $110.00 NEW $110.00 r,-. r �
❑ 08/09/2022 Vinfo ProcessiArchivjpg-Sin$0.50(up to 11x17) 9 Each $1, .• NEW $14.50 / IK.0 ��L � ��,/1�///�/� v
❑ 08109/2022 ,Tig-Taal School CET-Residential Co f 1 to Each $507.6 TAW $507.60 ,Q(•�•� rosy /5 (" �76�stii__ '_ !
❑ 08/09/2022 ✓Permit Fee-Elect(SF or 1st MF dwelling unit) 1 Sq Ft $16{. 54 1" PE ETAX
❑ 08/09/2022 i " tale Surcharg - le al 1 Each $20 NEW $20.22 E X
❑ 08/09/2022 eat P m• ...�:... .tI 1 NEW $61.06 MPERMIT.MTAX
❑ 08/09/2022 i rash ':v 3.32 �' ,�W
0 08/09/2022 5)0 le Duct Exhaust $23.32 MPERMIT.MTAX
($athrooms, filet,IJtilily_. � Ea• $ '.✓ $23.32 MPERMIT,MTAX
❑ 08/09/2022 ttic/Crawlspace Fans $ t $23.32 MPERMIT.MTAX
❑ 08/09/2022 / tate r harge-Mecl - $15.72 `+TAX
❑ 08/09/2022sion Control w/Development y Ea• r •. $107.60
❑
07/28/2022 PPllan Review �/, )1,
/�a. ($81.25) BPERMIT
❑ 07/28/2022 (//euilding Per.•' New Consiructi•n 84_ t ac• • r .EW $549.04 BPERMIT.MSTTAX
❑ 232668 07/28/2022 /plan-, Few , , a-ch INVOICED + $0.00'/ /� BPERMIT -/1�� A� .b ,,g.-/,.n
Page l oft VVV k1 ,_i ce ( "1-Ga /cf l7 " fV - '/1/-vf . C y / (/9'J ,,� /
-vue ,- ( , /.r (,4eG- 7/2J72 Nti ' i .--44. 3,1",51w-r4X -7-)7Z._ --(___ G0.1--- ---C C76(%77A '
.. , -,, i i /1,51) Irl---(24CS
l
C
ft7zr- l L ) P
s r �, rat
r
-'-' 577 -7 WI-eV 1.-1 Cn.47.4&-(/077.
(.1i\cV
hops://tigard-prod-ay.accela.com/portlets/web/en-us/#/core/spacev360/tigard.mst202200250 1/1
11/15/22,5:26 PM Fee List
MST2022..20250 - Hunt
Mery ; Add Delete Void Invoice Invoice 8 Pay ReCalc Help
Fee Calc.Factor: Job Value(Celculator)556,825.92 v Fee Total $25.802.11
Showing 1-27 of 27
❑ Invoice# Date Assessed Fee Item Quantity Unit Fees Status Adjusted Balance Due Notes Subgroup
❑ 07/28/2022 12%Stale Surcharge-Beilcing 1 Each 57113 NEW $71.13 MSTTAX
❑ 08/03/2022 Parks SDC Improvement-Other Residential 1 Each V15.129.00 NEW $5.129.00
❑ 08/03/2022 Parks SDC Reimbursement-Other Residential 1 Each �/�Jy(207.00 NEW 41,207.00
❑ 08/03/2022 Parks SDC Neighborhood-Other Residential 1 Each �' S1,901.00 NEW $1.901.00
❑ 08/09/2022 DC Small Form Res i AD()Review I Each $110.00 NEW $110.00
❑ 08/09/2022 Info Process/Archiving-Sm$0.50(up to 11x17) 29 Each $14.50 NEW $14.50
❑ 08/092022 Permit Fee-Elect(SF or 1st MF dwelling unit) 1 Sq Ft 5168.54 NEW $168.54 EPERMIT.ETAX
❑ 08/09/2022 12%State Surcharge-Electrical 1 Each $20.22 NEW $20.22 ETAX
❑ 08/09/2022 Heal Pump 1 Each $61.06 NEW $61.06 MPERMIT,MTAX
❑ 08/09/2022 Water Heater 1 Each $23.32 NEW $23.32 MPERMIT.MTAX
❑ 08/09/2022 Single Duct Exhaust(Bathrooms,Toilet.Utility... 1 Each $23.32 NEW $23.32 MPERMIT,MTAX
❑ 08/09/2022 Attic/Crawlspece Fans 1 Each $23.32 NEW $23.32 MPERMITMTAX
❑ 08/09/2022 12%State Surcharge-Mechanical 1 Each $18.52 NEW $18.52 MTAX
❑ 08/09/2022 Erosion Control w/Development 1 Each $161.40 NEW $161.40
❑ 07/28/2022 Plan Review Each /- ($52.82) NEW Y ($52.82) BPERMIT
❑ 11/15/2022 Wash Co Trans Dev Tax-SF Detached .iiEactt/ $9,998.001NEW $9,998.00
O 11/15/2022 SFR-Baths 1 Each $312.70 NEW $312.70 PPERMIT.PTAX
❑ 11/15/2022 12%State Surcharge-Plumbing I Each 560.04 NEW $60.04 PTAX
❑ 11/15/2022 Sanitary Sewer 100 Linear Ft $62.54 NEW $62.54 PPERMIT.PTAX
❑ 11/15/2022 Storm Sewer 100 Linear Ft $62.54 NEW $62.54 PPERMIT.PTAX
❑ 11/15/2022 Water Service 100 Linear Ft $62.54 NEW $62.54 PPERMIT.PTAX
❑ 11/15/2022 Tig-Tual School CET-Residential 1 Each $522.00 NEW $522.00
❑ 11/15/2022 Water Heater 1 Each $23.32 NEW $23.32 MPERMITMTAX
❑ 11/15/2022 - rd Trans SDC Improvement-Other Residential 1 Each //'S4,527.00 NEW $4,527.00
❑ 11/15/2022 rd Trans SDC eimbursement-Other Residential 1 Each k $261.00 NEW $261.00
❑ 07/28/2022 Building Permit-New Construction 1 Each $592.79 NEW $592.79 BPERMITMSTTAX
❑ 232868 07/28/2022 Plan Review 1 Each $438.13 INVOICED $0.00 BPERMIT
Page 1 of 1
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