HomeMy WebLinkAboutPermit D07-121 - SCHWALD RESIDENCE - GARAGESCHWALD GARAGE
14931 62 AV S
D07-121
Citf Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
Parcel No.: 3597000100
Address: 14931 62 AV S TUKW
Suite No:
DEVELOPMENT PERMIT
Permit Number: D07-121
Issue Date: 06/07/2007
Permit Expires On: 12/04/2007
Tenant:
Name: SCHWALD RESIDENCE
Address: 14931 62 AVS , TUKWILA WA
Owner:
Name: GROHS HARLAN C+IDA M TTEES
Address: 27614 MILITARY RDS , AUBURN WA 98001
Phone:
Contact Person:
Name: THEO VERVILLES
Address: 17500 WEST VALLEY HY , TUKWILA WA 98188
Phone: 206 391-2020
Contractor:
Name: TUFF SHED INC
Address: 8939 SOUTH 190TH STREET, #D , KENT, WA 98031
Phone:
Contractor License No: TUFFSI*038RZ
Expiration Date: 07/02/2007
DESCRIPTION OF WORK:
CONSTRUCT 960 SF DETACHED GARAGE
Value of Construction: $35,433.60 Fees Collected: $1,031.96
Type of Fire Protection: NONE International Building Code Edition: 2003
Type of Construction: VB Occupancy per IBC: 26
**continued on next page**
doc: IBC -10/06
D07-121 Printed: 06-07-2007
City o -Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
Permit Number: D07-121
Issue Date: 06/07/2007
Permit Expires On: 12/04/2007
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End 'rime:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private: Public:
Storm Drainage:
Street Use: Profit: N Non -Profit: N
Water Main Extension: Private: Public:
Water Meter:
N
Permit Center Authorized Signature:Date:
I hereby certify that I have read and x ed this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complie wi , whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the pert ce o rk. I ant authorized to sign and obtain this development permit.
Signature: I � Date: (' —Q-7
Print Name:
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended
or abandoned for a period of 180 days from the last inspection.
doc: IBC -10/06
D07-121 Printed: 06-07-2007
Parcel No.: 3597000100
Address:
Suite No:
Tenant:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
14931 62 AV S TUICW
SCBtWALD RESIDENCE
PERMIT CONDITIONS
Permit Number:
Status:
Applied Date:
Issue Date:
D07-121
ISSUED
04/03/2007
06/07/2007
1: ***BIDING DEPARTMENT CONDITIONS***
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall
bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site
and available to the building inspector for inspection purposes.
6: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
6: All wood to remain in placed concrete shall be treated wood.
7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
8: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be
obtained at City Hall in the office of the City Clerk.
9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206-431-3670).
10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of,
any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
**continued on next page**
doc: Cond-10/06
D07-121 Printed: 06-07-2007
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing
this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating
construction or the performance of work.
Signature: 1 -/�./ C_..., ''''....-a
Print Name: 1 ..12-"(2-(- l bQ.'P L L—
Date: - 0-7
doc: Cond-10/06
007-121 Printed: 06-07-2007
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
hp: //ivww. c i. iulctvila. wa. us
Building Permit No.
POI-- t2 -L
Mechanical Permit No.
kreieri
Plumbing/Gas Permit No.
Public Works Permit No.
Project No.
(For office use only)
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION
-y King Co Assessor's Tax No.: 7 597D /PO
�y
Site Address:/y // LZ II2 %it% S' /c« -l'" Suite Number: Floor:
��
Tenant Name: !.✓N Sl�7za,I/f New Tenant: ❑ Yes al..No
Property Owners Name: 5.,9 /41 i
Mailing Address: �h' '1 ¢
City
State
Zip
CONTACT PERSON - who do we contact when your permit is ready to be issued
Name: 71e7.0 Vitt! JJrS Day Telephone: �" za 2- me)
Mailing Address: / 75;00 Ali- V �zY /lL � / '�"' J'R Cu 4
City
iZip
E -Mail Address:r-�V/11( 2`f St/ .f!d C15 A7* Fax Number: c/�S Zits/ 9 7 ?s
GENERAL CONTRACTOR INFORMATION -
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5))
Company Name: 7-4.-e}:::-;P.".Sidfel ,AG
Mailing Address: /71 , /v-/' 1/?)
74-4,4-y A7 /61
Contact Person: �7 i V0 ii /Jfe
E -Mail Address x'14 l''1 f
Contractor Registration Number: fel �fsi� b3 E?/ Z
City
Bi ate
State Zip
Day Telephone: ZZ 7— 5r Z5 Za
Fax Number: re -S` 2e5%_ 779s -
Expiration Date) —c
ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record
Company Name: / ,purel $ /9 12 C; A -Y4
Mailing Address: 1/ /d f 11 -ST' Ar Ave ��- �aekwl 5' fA/I /- /
City State Zip
Day Telephone:
Fax Number:
Contact Person: ) f T Air! i ). J
E -Mail Address:
ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record
Company Name: S)17'M
Mailing Address:
Contact Person:
E -Mail Address:
Q:Applications Tonna-Applications On Lined -2006 - Permit Application.doc
Revised: 9-2006
bh
City
Day Telephone:
Fax Number:
State
Zip
Page 1 of 6
BUILDING PERMIT INFORMATION — 206-431-3670
4212
.00
Valuation of Project (contractor's bid price): $ JfjZ>� Existing Building Valuation: $
Scope of Work (please provide detailed information): %,v67171L ZYM 95 serfs,
Will there be new rack storage? ❑ Yes
.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) _
*For an Accessory dwelling, provide the following: cy.�y� N'ai;.tt/
Lot Area (sq ft): ItiGb Floor area of principal dwelling: / /v Floor area of accessory dwelling: I Z�
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: ye'/4 Compact: Handicap:
Will there be a change in use? 0 Yes 0 No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers 0 Automatic Fire Alarm f None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No
If 'yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
Q:' pplications\Fonns-Applications On Line3-2006 - Permit Application.doc
Revised: 9-2006
bh
Page 2 of 6
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC'
Type of
Occupancy per
IBC
1gtFloor
(VG
11-12
V
n
f
2nd Floor
3`d Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
1(1 O
t i e
V
IA /�
v l
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) _
*For an Accessory dwelling, provide the following: cy.�y� N'ai;.tt/
Lot Area (sq ft): ItiGb Floor area of principal dwelling: / /v Floor area of accessory dwelling: I Z�
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: ye'/4 Compact: Handicap:
Will there be a change in use? 0 Yes 0 No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers 0 Automatic Fire Alarm f None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No
If 'yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
Q:' pplications\Fonns-Applications On Line3-2006 - Permit Application.doc
Revised: 9-2006
bh
Page 2 of 6
PERMIT APPLICATION NOTES - Applicable to all permits in this application
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER OR AUTHORIZED . GENT:
Signature: . . - / Date: 3-07
Print Name: 1 k 4t rV V s-7.2�'� Day Telephone: 4 - 7?/- aD
Mailing Address: 44J ('t czy 4 y'
City
1n 'yF) 7'! 8 5
City State Zip
Date Application Accepted:
o2,(0 -1 -
QMpplications\Fonns-Applications On Line\3.2006 - Permit Application.doc
Revised: 9-2006
bh
Date Application Expires:
J0(02f 04
Staff Initials:
Page 6 of 6
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
INSPECTION RECORD
Retain a copy with permit
7-42 /
(206)431-3670
Project: /Type
/
o spection:
Address:
/,/937 GZ4v C
Date Called:
1
Special Instructions:
Date anted
.. ,A� (( a.) c
Requester:
)
Phone
2G�-.39'/-
202 6)
nApproved per applicable codes. 0 Corrections required prior to approval.
COMMENTS:
.
'~6,)
a illi/ � C F' ,r ') � / =' , ,I •' ; : -_v' �. ! ` � l i
t- / -/r"- .11?,', r (-,i/y.,> -
.. ,A� (( a.) c
(
)
`>/ S j(/(' £/Iver t°/ 67/i' Z-/
n /( (PZ
/ r Fs( v, -lam —to ,' --1 s 1
/1 ( /L `-, -t 7 (.4 ✓ Li A 1 .
0 r'i 1 1 —0 V -1 i t/ t i ._1' p r -! /,‘,A1
_.
Inspector
Date:
re 6 7
El 5 .00 REINSPECTION FEEEQUIRED. Prior to inspection. fee must be
id at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection.
Re(eipt No.:
Date:
40.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3
Project:
Se /-/)4L D 2.-5 -
Type of Inspection:
i oo f//1d9
Address:
p --/9s/ 62 A/5
Date Called:
Special Instructions:
Date Wanted:
rQ- /
O%
p.m.
Requester:
Phone No:
,2-63-
1-70Zo
roved per applicable codes. El Corrections required prior to approval.
COMMENTS:
/ \
DK .00 REINSPECTION FI
= id at 6300 Southcenter
Receipt No.:
Date: C17
REQUIRED. REQUIRED. P for to inspection. fee must be
lvd., Suite 10 . Call the schedule reinspection.
Date:
z-,
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
12 7_ t2 1
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
(206)431-36
6300 Southcenter Blvd., #1 00, Tukwila, WA 98188
Project:
Ad . resss::
tot
Special Instructions:
Requester:
Phone No:
-In-Approved per applicable codes. J Corrections required prior to approval.
COMMENTS:
Inspeckor:
Date:
�-z4--
8.00 REINSPECTION REQUIRED. rior to inspection, fee must be
�baid at 6300 Southcenter lvd.. Suite 1 0. Call the schedule reinspection.
Ilt teipt No.: 'Date:
INSPECTION RECORD
Retain a copy with permit
1)07-12/
I INSPECTION NO. N{MIT NO.
CITY OF TUKWILA BUILDING DIVISION IC
.
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431
Pro'
_1:/ v'f /d , '5.
Pff/ r)i-' 42-il.,P *(C �A. q /
Type of Infection:
7/ /1/4 /
/1/,17 ' -/?/-7-1:51/2e4 A/3 / n, Sz r/17'711(T‘&/ U✓
Address:_
/t// C2na
S
Date Called:
Special Instructions:Date
Wanted:
(p.m. arrrJ,
Reque ter:
—
Phone No:
.7a-39/-
2_67 i)
Approved per applicable codes. El Corrections required prior to approval.
LVMMCN 13:
Pff/ r)i-' 42-il.,P *(C �A. q /
/1/,17 ' -/?/-7-1:51/2e4 A/3 / n, Sz r/17'711(T‘&/ U✓
/ti"4 //Z,d k9/44,,,e1/4-- to r.v�
\
InspBct r:
14-14'1, 7N -"Li .4-4_ _.,,cc...,
U 58.00 REINSPECTIO FEE REO ED. Prior to inspection, fee must be
aid at 6300 Southcen r Blvd.. Suite 100. Call the schedule reinspection.
Re eipt No.:
Date:
INSPECTION RECORD
Retain a copy with permit
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION it
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-360
INSPECTION NO.
roject: ,
1'/V -,f-7 (C7 ,/,?t's -
Type of Inspection: -
/-,71/» -iv.;.
`
Addre •
/‘/3/
.q
Date Called:
Special Instructions:
Date Wanted:
C -7—/L/ -v7
P•r��r!(
OP;
Requester:
Phone No:
06- 39 /- ?
Zo
proved per applicable codes. ❑ Corrections required prior to approval.
COMMENTS:
D : , q-�1
: 00 REINSPECTIO FEE REQUIF;ED. Prior to inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection.
Receipt No.:
Date:
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
INSPECTION RECORD
Retain a copy with permit
PER NO.
206)431-3670
Project:
5t4 e4,4, 6(
11-1-42-W 4r // u /F/-k1,71Z
Type of Inspection:
/7/4"2 e)-refk'
Address:
/ `631----47
44_.
Date Called:
Special Instructions:
.
Date Wanted:
a.m.
P.m.
Requester:
.."
Phone No:
2e1.9.--
/
ElApproved per applicable codes.
EfF.
Corrections required prior to approval.
COMMENTS:
11-1-42-W 4r // u /F/-k1,71Z
11-e
/ ' 4 ' ,
------- /
/
1
4Afec -r.
r_,7
9 0
)
Date:
$58.00 REI ECT1ON FEE REQUIRED. Prior to inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection.
Receipt No.:
Date:
INSPECTION RECORD
Retain a copy with permit
D07—/Z/
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION 14
6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3
Project:
fl
Type of Inspection:
U
(&J,,,' sivA #1A941,1t,4 4.-
Addrew...
p." t-7 1 6 2
)4I) S
Date Called:
Special Instructions:
Date Wmted:
a.m.
Requester:
Phone No:
0 (.. -
I
2 d ? 62
A roved per applicable codes. Corrections required prior to approval.
COMMENTS:
or:
.00 REINSPECTION FEESEQUIRE
id at 6300 Southcenter Blvd.. Suite
Receipt No.:
Date:
. Prior to inspection, fee must be
00. Call the schedule reinspection.
Date:
Aga
62.
J
vs'
£Vs77
l/ovs'
0
1
FILE Copy
- - - r •,,
PRiu. r.L 0 7 5 7 7e o/ao
r .51P go-rd./17c 'deo
RECEIVED
11OFTU jA
? 03 2nn7
PERMITCENTER
SCOL l =za
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
FILE COP
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 1 OF 15
CALC. BY CJD DATE 2/14/2007
1-.
Structural Calculations 'for:
Dawn Schwald
Tuff Shed Project No. 170-513143
Bu1ittG
n i ns: Overall Building Width:
►�I� nh1G`
Overall Building Length:
Building Overhangs:
Project Location:
Building Code:
Tukwlt WA
_J.
IBC 2003
B := 24.ft + 0 • irl
L:= 40•ft+ 0•irl
Bover:= 12•in
Plate Heights: Finished Floor Elevation:
Top of Plate Elevation:
Roof Angle:
oof Pitches:
Peak Roof Height:
Mean Building Height:
Consider Vertical Loads:
Dead Loads: Roof Dead Load, DLr f:
Wall Dead Load, DLWali:
Live Loads:
4
pitch 1—
2
Roof Live Load Correction Factors:
Roof Live Load:
Snow Loads: Roof Snow Load:
Roof Load Summary
Roof Support
Trusses @ 24 in. c/c
Truss Span (ft):
24
Roof Dead Load (psf):
10
Roof Live Load (psf):
25
Roof Snow Load (psf):
25.00
Goveming Total Load (psf):
35
See Calculations to Follow
fhb. ridge runs parallel to Length)
Lover= 12•ir
hfloori 6•ir
hfloor2 := 8.1.f
O := atan(pitch)
hpeak 12•ft+ 5•in
hmean (hfloor2 + hpeak)•0.5
DLroof 10 -psi
DLwall:= 8•ps,
R1 = 1
R2 = 1
LLroof = 25 ps'
SLroof 25ps'
Roof End Reactions:
Dead Load:
Total Load:
hplate hfloor2
0 = 18.43 deg
hpeak = 12.42 ft
hmean = 10.26 ft
B
Rroof DL 2 + Boyer) •DLroof•rtspacing
Rroof DL = 260 Ib
B 1 SLroof))
Rroof LL �2 + Bover •max
LLroof ))
Rroof LL = 650 Ib
''spacing
RECEIVED
CITY OF TUKWIlA
APR 0 3 ?007
PERMITCENTER
DDS- -X21
P:\0 PROJECTS\14000\14200\14293 TS170 513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 2 OF 15
CALC. BY CJD DATE 2/14/2007
4 Foot Opening Header Wall A
Effective Length Factor:
(Ref NDS Table 3.3.3)
Le := k • Lu Le = 7.36 ft
1.84
Selected Member Properties
Species
Beam Design Data
Member:
# of
Mem.
2x4
Beam Span (ft):
4
# of Memb:
lx
E
2
Unbraced Length (ft):
4
Adjustment Factors - NDS Table 2.3.1
CD
CM
Hem -Fir
Ci
CL
CI
Cr
1.15
1.00
6.13
1.00
See Below
1.00
1.00
Effective Length Factor:
(Ref NDS Table 3.3.3)
Le := k • Lu Le = 7.36 ft
1.84
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
S,
lx
E
(in)
(in)
(in2)
(in3)
(in4)
(ksi)
Hem -Fir
No.2
2x4
2
1.5
3.5
10.50
6.13
10.72
1300 •
Concentrated Load Data
Number
DL
(kips)
LL
(kips)
a dist.
(ft)
Description
P1
0.00
0.00
0.00
0.06
P2
0.00
0.00
0.00
w2
P3
0.00
0.00
0.00
0.00
P4
0.00
0.00
0.00
0.00
P5
0.00
0.00
0.00
0.00
P6
0.00
0.00
0.00
Uniform Load Data
Number
DL
(kip/ft)
LL
(kiptft)
a dist.
(ft)
c dist.
(ft)
trib. wt.
(ft)
Description
w1
0.03
0.06
0.00
0.00
2.50
Roof Load
w2
0.00
0.00
0.00
0.00
0.00
1244
w3
0.00
0.00
0.00
0.00
0.00
w4
0.00
0.00
0.00
0.00
0.00
w5
0.00
0.00
0.00
0.00
0.00
w6
0.00
0.00
0.00
0.00
0.00
Calculated Adjustment Factor
CL =
0.9969
Reactions
Maximum Shear Stress (psi)
DL
(kips)
LL
(kips)
TL
(kips)
Left End
0.06
0.13
0.19
Right End
0.06
0.13
0.19
r-
riAr
RL
L
rrArr
P
RR
b c �
[___o
w
1111111111
P
L
rrAr
P
RL RR
Shears, Moments, & Deflections
Maximum Shear Stress (psi)
27
Allowable Shear Stress (psi)
173
OK
Maximum Bending Stress (psi)
366
Allowable Bending Stress (psi)
974
OK
Max. Dead Load Deflection (in)
0.013
3766
Max Live Load Deflection (in)
0.026
1858
Max Total Load Deflection (in)
0.039
1244
USE
2-2x4
P:\0 PROJECTS\14000\14200\14293_TS170_513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 3 OF 15
CALC. BY CJD DATE 2/14/2007
3 Foot Opening Header - Wall B
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
Le := k • Lu Le = 3.68 ft
Selected Member Properties
Species
Beam Design Data
Member:
# of
Mem.
2x6
Beam Span (ft):
3
# of Memb:
Ix
E
2
Unbraced Length (ft):
2
Adjustment Factors - NDS Table 2.3.1
CD
CM
Hem -Fir
Ct
CL
C;
Cr
1.15
1.00
15.13
1.00
See Below
1.00
1.00
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
Le := k • Lu Le = 3.68 ft
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
S.
Ix
E
(in)
(in)
(in2)
(in3)
(in4)
(ksi)
Hem -Fir
No.2
2x6
2
1.5
5.5
16.50
15.13
41.59
1300
Concentrated Load Data
Number
DL
(kips)
LL
(kips)
a dist.
(ft)
Description
P1
0.00
0.00
0.00
0.33
P2
0.00
0.00
0.00
w2
P3
0.00
0.00
0.00
0.00
P4
0.00
0.00
0.00
0.00
P5
0.00
0.00
0.00
0.00
P6
0.00
0.00
0.00
Uniform Load Data
Number
DL
(kip/ft)
LL
(kip/ft)
a dist.
(ft)
c dist.
(ft)
trib. wt.
(ft)
Description
w1
0.13
0.33
0.00
0.00
13.00
Roof Load
w2
0.00
0.00
0.00
0.00
0.00
Max Live Load Deflection (in)
w3
0.00
0.00
0.00
0.00
0.00
2301
w4
0.00
0.00
0.00
0.00
0.00
w5
0.00
0.00
0.00
0.00
0.00
w6
0.00
0.00
0.00
0.00
0.00
Calculated Adjustment Factor
CL=
0.9976
Reactions
MaAmum Shear Stress (psi)
DL
(kips)
LL
(kips)
TL
(kips)
Left End
0.21
0.49
0.70
Right End
0.21
0.49
0.70
L
L
RL
Trchr
RR
77471,
T
RR
Shears, Moments, & Deflections
MaAmum Shear Stress (psi)
63
Allowable Shear Stress (psi)
173
OK
Maximum Bending Stress (psi)
414
Allowable Bending Stress (psi)
975
OK
Max Dead Load Deflection (in)
0.005
7675
Max Live Load Deflection (in)
0.011
3286
Max Total Load Deflection (in)
0.016
2301
USE
2 - 2x6
P:\0 PROJECTS\14000\14200\14293 TS170 513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 4 OF 15
CALC. BY CJD DATE 2/14/2007
4 Foot Opening Headers - Wall B
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
Le := k•Lu Le = 3.68 ft
Selected Member Properties
Species
Beam Design Data
Member:
# of
Mem.
2x6
Beam Span (ft):
4
# of Memb:
kr
E
2
Unbraced Length (ft):
2
Adjustment Factors - NDS Table 2.3.1
CD
CM
Hem -Fir
Ct
CL
C•,
Cr
1.15
1.00
15.13
1.00
See Below
1.00
1.00
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
Le := k•Lu Le = 3.68 ft
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
Sx
kr
E
(in)
(in)
(in2)
(in3)
(in4)
(ksi)
Hem -Fir
No.2
2x6
2
1.5
5.5
16.50
15.13
41.59
1300
Concentrated Load Data
Number
DL
(kips)
LL
(kips)
a dist.
(ft)
Description
P1
0.00
0.00
0.00
0.33
P2
0.00
0.00
0.00
w2
P3
0.00
0.00
0.00
0.00
P4
0.00
0.00
0.00
0.00
P5
0.00
0.00
0.00
0.00
P6
0.00
0.00
0.00
Uniform Load Data
Number
DL
(kip/ft)
LL
(kiplft)
a dist.
(ft)
c dist.
(ft)
trib. wt.
(ft)
Description
w1
0.13
0.33
0.00
0.00
13.00
Roof Load
w2
0.00
0.00
0.00
0.00
0.00
Max Live Load Deflection (in)
w3
0.00
0.00
0.00
0.00
0.00
971
w4
0.00
0.00
0.00
0.00
0.00
w5
0.00
0.00
0.00
0.00
0.00
w6
0.00
0.00
0.00
0.00
0.00
Calculated Adjustment Factor
CL=
0.9976
Reactions
Maximum Shear Stress (psi)
DL
(kips)
LL
(kips)
TL
(kips)
Left End
0.28
0.65
0.93
Right End
0.28
0.65
0.93
raiP
F„A.,
RL
L
L Ib `�1
1111111111
P
L
RL RR
Shears, Moments, & Deflections
Maximum Shear Stress (psi)
84
Allowable Shear Stress (psi)
173
OK
Maximum Bending Stress (psi)
737
Allowable Bending Stress (psi)
975
OK
Max Dead Load Deflection (in)
0.015
3238
Max Live Load Deflection (in)
0.035
1386
Max Total Load Deflection (in)
0.049
971
USE
2 - 2x6
P:\0 PROJECTS114000\14200\14293_TS170_513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 5 OF 15
CALC. BY CJD DATE 2/14/2007
8 Foot Opening Header - Wall B
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
Le := k • Lu Le = 3.68 ft
Selected Member Properties
Species
Beam Design Data
Member:
# of
Mem.
2x12
Beam Span (ft):
8
# of Memb:
Ix
2
Unbraced Length (ft):
2
Adjustment Factors - NDS Table 2.3.1
CD
CM
(ksi)
Ct
CL
C1
Cr
1.15
1.00
33.75
1.00
See Below
1.00
1.00
Effective Length Factor: k = 1.84
(Ref NDS Table 3.3.3)
Le := k • Lu Le = 3.68 ft
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
SX
Ix
E
(In)
(in)
(1n2)
(in3)
(in4)
(ksi)
Hem -Fir
No.2
2x12
2
1.5
11.25
33.75
63.28
355.96
1300
Concentrated Load Data
Number
DL
(kips)
LL
(kips)
a dist.
(ft)
Description
P1
0.00
0.00
0.00
0.33
P2
0.00
0.00
0.00
w2
P3
0.00
0.00
0.00
0.00
P4
0.00
0.00
0.00
0.00
P5
0.00
0.00
0.00
0.00
P6
0.00
0.00
0.00
Uniform Load Data
Number
DL
(kip/ft)
LL
(kip/ft)
a dist.
(ft)
c dist.
(ft)
trib. wt.
(ft)
Description
w1
0.13
0.33
0.00
0.00
13.00
Roof Load
w2
0.00
0.00
0.00
0.00
0.00
OK
w3
0.00
0.00
0.00
0.00
0.00
w4
0.00
0.00
0.00
0.00
0.00
w5
0.00
0.00
0.00
0.00
0.00
w6
0.00
0.00
0.00
0.00
0.00
Calculated Adjustment Factor
CL=
0.9948
Reactions
DL
(kips)
LL
(kips)
TL
(kips)
Left End
0.60
1.30
1.90
Right End
0.60
1.30
1.90
ri
L
RL
1---t-b
1111111111
yrkrr
L
RL
Shears, Moments, & Deflections
Maximum Shear Stress (psi)
84
Allowable Shear Stress (psi)
173
OK
Maximum Bending Stress (psi)
719
Allowable Bending Stress (psi)
972
OK
Max Dead Load Deflection (in)
0.030
3241
Max Live Load Deflection (in)
0.065
1483
Max Total Load Deflection (in)
0.094
1017
USE
2
- 2x12
P:10 PROJECTS114000\14200\14293 TS170 513143
Iw:=1.1
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 6 OF 15
CALC. BY CJD DATE 2/14/2007
IBC Lateral Loads
Determine Wind Loads:
Basic Wind Speed (3 second gust):
Wind Load Importance Factor:
Exposure Category:
Vwind = 85•mpt-
Exposure := "C"
Project Location:
Tukwila, WA
Building Code:
IBC 2003
Height and Exposure Coefficient: X = 1.21
Basic Wind Pressures: nb. intermediate roof angles are interpolated
Main Windforce Resisting System Loads: p (IBC Table 1609.2.1(1))
Horizontal Loads (psf)
Horizontal Loads (psf)
Vertical Loads (psf)
Wall
Interior Zone:
Wall
Roof
Interior Zone:
Windward Roof
Leeward Roof
Transverse
10.3
-2.4
Transverse
-9.6
10.0
-7.2
Longitudinal
7.6
-3.5
Longitudinal
-9.6
-6.1
Calculated Wind Pressures: (10psf minimum wall load, Opsf minimum roof lateral load).
Calculated Wind Loads
Horizontal Loads (psf)
Vertical Loads (psf)
Interior Zone:
Wall
Roof
Interior Zone:
Windward Roof
Leeward Roof
Transverse
12.4
10.0
Transverse
-11.6
-8.7
Longitudinal
10.0
10.0
Longitudinal
-11.6
-7.4
Wind Loads Transverse Direction:
Trib_arearoof t hpeak — hfloor2
Trib_areawall t
hplate
2
Transverse wind forces:
Force at roof:
B = 24 ft
L = 40 ft
Trib_arearoof t = 4.32 ft
Trib_areawall t = 4.05 ft
hpeak = 12.42 ft
Fwind t Pwhtr•L•Trib_arearoof t + Pwhtw•L•Trib_areawall t
Fwind t = 3743.12 Ib
Distributed forces at roof: Fdwind t Pwhtr.Trib_arearoof t + Pwhtw•Trib_areawall t
Wind Loads Longitudinal Direction:
B = 24 ft
hplate
Trib_areawall_I (hmean — hfloor2) + 2
Longitudinal wind forces:
Force at roof:
Fwind I Pwhlw.B•Trib_areawall I
L = 40 ft
Fdwind t = 93.58 pif
hmean = 10.26 ft
Trib_areawall_I = 6.21 ft
Fwind I = 1490 Ib
Distributed forces at roof: Fdwind I Pwhlw•Trib_areawall I Fdwind I = 62.08 plf
P:\0 PROJECTS\14000\14200\14293 TS170 513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 7 OF 15
CALC. BY CJD DATE 2/14/2007
SEISMIC LOADS:
Seismic Use Group:
Max Considered Earthquake Coefficients:
Seismic Site Class:
Seismic Importance Factor:
Site Coefficients: {tables 1615.1.2(1-2)}
Adjusted Max considered Earthquake:
Design Spectral Response Acceleration:
Seismic Design Category:
Structural System:
Response Modification Factor:
Fundamental Period:
Use_Group :=
Ss := 1.360
Site Class := "D"
IE := 1.0
Fa = 1
Sms = 1.36
Sds = 0.91
SDC="D"
S1 := 0.469
Fv = 1.53
S m 1 = 0.72
Sd1 = 0.48
Basic_Structural_System := "Bearing Wall System"
Seismic_Resisting_System := "Light Framed Walls w/ Wood Shear Panels"
R := 6.5
{table 1617.6}
T := .020 hpeak)75
)
ft
Seismic Response Coefficient: Cs := max
Determine structural dead load: Ws
Floor and Roof Dead Loads:
Area of Roof & Floor:
Total Roof Dead Load:
Exterior Wall Dead Loads
Length of wall:
Wall Dead Load:
Total Structural Dead Load:
•sec T = 0.13 s
Sds
R Rl T
IE IE) sec
Area := (L + 2 •Lover)•(B + 2 •Bover)
Wroof Area•DLroof
JSLroof
Wroof shear:= i > 30, Area •
psf
Wall load tributary to roof:
Lwall:=L+B+L+B
Sd1
Cs = 0.14
Area = 1092 ft2
Wroof = 10.92 kip
SLroofi
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 8 OF 15
CALC. BY CJD DATE 2/14/2007
Determine Total Base Shear Forces:
Compare Seismic Forces at Roof:
Wind & Seismic Forces:
Use Maximum Forces:
Roof Diaphragm Design:
Controlling Lateral Load:
Strut Reaction, R:
Uniform Shear in Strut, v:
Chord Forces (T = C):
FEQ Cs•Ws shear
FdEQ_t := FEQ _ L FdEQI := FEQ _ B
FEQ = 2.3 kip
FdEQ t = 56.4 plf
FdEQ I = 93.99 plf
Froof_t max(FEQ, Fwind_t)
Fdroof_t max(FdEQ_t, Fdwind t)
Fwind t = 3.7 kip
Fdwind t = 93.58 plf
Wind Govems TransverseLoad.
Fwind I = 1.5 kip
Fdwind l = 62.08 plf
Froof I max(FEQ, Fwind_I)
Fdroof I max�FdEQ_I Fdwind_I)
Seismic Govems Longitudinal Load.
Transverse' Load Govems Diaphragm Design.
L
Rroof Fdroof t*—2
Rroof
vd :_
B
Tchord 8 •B
Fdroof_t* L2
Diaphragm and Fasteners Design Strength:
Roof deck is 1/2" wood floor sheathing
with 8d common nails @6" o.c. at edges.
Use 8d common nails @12" o.c.
for interior nailing.
Rroof = 1872 Ib
Tchord = 780 Ib
vallow := 197-plf
Since vanow = 197 Ib/ft >= vd
78 Ib/ft OK
Consider Diaphragm Chord/Drag:
Area of Chord:
Allowable Tension in Chord:
Load duration factor:
chord := "Double 2x4 Hem Fir Top Plate"
Achord 5.25.in2
Ft:= 400•psi
CD := 1.6
Pa FtAchord •CD
Fastener type:
R
R
L
L
T
Roof
Diaphragm
C
v
TTTTTTTT
w
B
fastener := "16d nails"
Allowable shear per fastener: vfastener 89•Ib
Number of Nails Required:
Pa = 3360 Ib
Nfasteners
Use Double 2x4 Hem Fir Top Plate with 6 - 16d nails each side of splice minimum.
B
Consider Drag Strut: dragspacing dragspacing = 13.7 in
Rroof _ vfastener
Tchord
vfastener*CD
P:\0 PROJECTS\14000\14200\14293_TS170_513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 9 OF 15
CALC. BY CJD DATE 2/14/2007
Consider 2x Wood Studs -
Member := "2x4"
No of Members:
n := 1
Selected Member Properties
Species
Commercial
Grade
Member Size
# of
Mem.
b
d
Area
S.
ix
E
(in)
(in)
(in2)
(in3)
(in4)
(ksi)
Hem -Fir
Stud
2x4
1
1.5
3.5
525
3.06
5.36
1200
Plate Height
ht := hplate – 4.5•ir
Compression Parallel to Grain
Non -Adjusted Design Value:
Grading Adjustment Factor:
Coefficient Used for Column
Stability Factor:
Maximum Bending
Unbraced Length:
Lu := 12•in
Unbraced Length
Factor:
Fc = 800 psi
KcE := 0.3
k := 1.0
Unbraced Length: kl := k.ht
(See NDS Section 3.7.1)
(See NDS Section 3.7.1)
kl = 7.72 ft
Effective Length Factor: k := 1.84 Le := k • Lu Le = 1.84 ft
(Ref NDS Table 3.3.3)
Determine the allowable axial compressive stress per NDS Section 3.6
Adjustment Factors - NDS Table 2.3.1
CM
Ct
Cp
C1
Cr
CT
1.00
1.00
1.00
1.00
1.15
1.00
Modified Modulus of Elasticity:
Stress used for column
stability factor:
E':= E•CM•Ct•Ci•CT
KcE•E'
FcE
Column stability factor: Cp
Allowable axial compression
design stress w/ no lateral load:
Maximum Allowable
Axial Load w/ no lateral load:
Allowable axial compression
design stress with lateral load:
(ddressed (id))
FcE)
1+ 1
11[ Fc i
kl 12
CD := 1.15
CD := 1.E
2•c
FcE 2
+ —�
Fc
2 •c
FcE
Fc
c
Fac No_LL:= Fc•CD•CM•Ct•CF•Ci•Cp
Pallow No LL:= A(id)•F'c No LL
F'c w LL:= Fc•CD•CM•Ct•CF•Ci•Cp
E' = 1200000 psi
FcE = 513.19 psi
Cp = 0.53
F'c_No_LL = 483 psi
Pallow No LL = 2537 Ib
Fc_w LL = 672 psi
1 P:\0_PROJECTS\14000\14200\14293_TS170_513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 10 OF 15
CALC. BY CJD DATE 2/14/2007
Determine the allowable bending stress per NDS Section 3.3
Determine the slendemessR if L> 0 ft i-e•ddressed(id) 11
ratio: B •= u 2 '
bdressed (id))
Coefficient used for beam
stability factor:
Tabulated bending design
value from Table 4A:
Tabulated bending design
value multiplied by applicable
adjustment factors:
KbE := 0.439
Stress value used for beam
stability factor:
Fb material = 675 psi
Fbstar := Fb material•CM•Ct•Ci•CD•Cr
Beam stability factor: CL := if
Allowable bending stress:
Lateral pressure:
Maximum moment due
to lateral pressure:
Maximum bending stress:
Lu > 0 -ft,
1
1+
(Fbstar)
1.9
FbE
RB = 5.86
KbE • E'
FbE = 15.34 ksi
FbE := 2
RB
FbE
1+
Fbstar)
1.9
Fb allow:= Fb material•CM'Ct'C1 CD•CL'Cr
Tributary width of member:
Pwhtw = 12.45 ps
Mmax Pwhtw'twidth•ht2.0.125
Mmax
fb := Sx(id)
Find the maximum compressive stress to
satisfy the bending and axial compression
interaction equation.
Solving for the compressive
stress results in:
Maximum allowable
axial load w/ lateral load:
fc = 272 psi
fb = 485 psi
f 12
c
F'c)
Pallow w LL A(id)•fc
Controlling allowable axial Toad:
Pallow = 1430 lb
Required axial load capacity: Prequired
Stud deflection @ midheight: Alateral
FbE
Fbstar
,1.0
0.95
Fb allow'= 1237 psi
twidth = 16 -in
Mmax = 124 lb -ft
fb
fc
Fb_allow 1 — FcE)
1
=1
< 1.0 (NDS equation 3.9-3)
Pallow w LL = 1430 Ib
Arial load w/ lateral load governs
Rroof DL + .5Rroof LL
rtspacing - twidth
5 • Pwhtw•twidth • ht4
384.E•Ix(id)
Prequired = 390 'Ib
Alateral = 0.21 in
ht
Alateral
—448
P:\0 PROJECTS\14000\14200\14293 TS170 513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 11 OF 15
CALC. BY CJD DATE 2/14/2007
Shear Wall Design: Consider Wall A:
Percentage of lateral force taken by wall A:
Total Wall Length:
1wall 16•f
Length of Considered Shear Wall:
Shear Stress:
Froof t = 3743.12 Ib
Percent := 50%
lshearwall 16•f
Froof t•Percent
vv1
Ishearwall
vvl = 116.97 plf
Wind Govems Transverse Load.
Fastener type (penny weight): nail_size := 8 Sheathing grade: sheathing := "Wood Structural Panel"
Fastener spacing at edge: edge_spacing := 6•in Sheathing thickness: thickness := 32 •in
Hem -Fir Studs Used? HF_reduction := "yes" {18% reduction if hem -fir studs are used}
Sheathing Applied Directly? direct applied := "yes"
Adjustment for perforated shearwall:
max_height_opening := 0.11
perforated_multiplier = 1.00
{Per IBC Table 2305.3.7.2}
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
Check Uplift:
Overturning Moment:
Roof Tributary Area:
vallow = 230 p11
Since vi1 = 117 Ib/ft
<= va1bw = 230 Ib/ft OK
Mot Froof t•Percent hplate
At := 2.5•f
Mot = 15.16 kip•ft
2 2 21
2
'wall !wall 31w8all Iw2all
Resisting Moment: Mres :=(,DLroof• 2+Fwvtl• +Pwvtw. ).At + hmean
Mres = 10.22 kip•ft
Since MBs
10.2 k -ft < Ma = 15.2 k -ft Uplift. Check tension.
Tension Required:
Mot — Mres
tension .—
!wan — 6•in
tension = 318.55 Ib
Since Tension 318.5 Ib <= 500.0 Ib Sill Plate will Suffice.
P:10 PROJECTS\14000\14200\14293 TS170 513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 12 OF 15
CALC. BY CJD DATE 2/14/2007
Shear Wall Design: Consider Wall C:
Percentage of lateral force taken by wall C:
Total Wall Length:
'wall 24.11
Length of Considered Shear Wall:
Shear Stress:
Froof t = 3743.12 Ib
Percent := 50%
Ishearwall 24t
Froof t•Percent
vv1:=
'shearwall
Fastener type (penny weight):
Fastener spacing at edge: edge_spacing := 6 -in Sheathing thickness:
Hem -Fir Studs Used? HF_reduction := "yes" {18% reduction if hem -fir studs are used}
Sheathing Applied Directly?
nail_size := 8
vv1
= 77.98 plf
Wind Govems Transverse Load.
Sheathing grade:
sheathing := "Wood Structural Panel"
15
thickness := 3— 2 •in
direct_applied := "yes"
Adjustment for perforated shearwall:
max_height_opening := 0 fi
perforated_multiplier = 1.00
{Per IBC Table 2305.3.7.2}
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
Check Uplift:
Overturning Moment:
Roof Tributary Area:
Resisting Moment:
vallow'= 230p11
Since v„ = 78
Ib/ft
Vaiiow = 230 Ib/ft
OK
Mot Froof_ t• Percent•hplate
At := 2.5•f
Mot = 15.16 kip •ft
2 2 2) 2
'wall 'wall 3Iwa11
Mres := DLroof 2 + Pwvtl 8 + Pwvtw (wall
8 ) At + DLwaII2 hmean
Mres = 23 kip •ft
Since Mres
23.0 k -ft
>= Mot = 15.2 k -ft OK
P:\0 PROJECTS\14000\14200\14293_TS170_513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 13 OF 15
CALC. BY CJD DATE 2/14/2007
Shear Wall Design: Consider Wall B:
Percentage of lateral force taken by wall B:
Total Wall Length:
'wall 4•f
Length of Considered Shear Wall:
Shear Stress:
vv1
Froof I = 2255.82 Ib
Percent := 10%
Ishearwall 4 •fi
Froof 1•Percent
Ishearwall
vv1
= 56.4 pif
Fastener type (penny weight): nail_size := 8
Fastener spacing at edge: edge_spacing := 6•in
Hem -Fir Studs Used? HF_reduction := "yes"
Sheathing Applied Directly? direct_applied := "yes"
Adjustment for perforated shearwall:
Seismic Govems Longitudinal Load.
{Note: 5 - 4' panels each resist
10% of lateral force = 50% total)
Sheathing grade:
Sheathing thickness:
sheathing := "Wood Structural Panel"
15
thickness := 3— 2 -in
{18% reduction if hem -fir studs are used}
max_height_opening := 0 •fi
perforated_multiplier = 1.00
{Per IBC Table 2305.3.7.2}
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
Check Uplift:
Overturning Moment:
Roof Tributary Area:
Resisting Moment:
vallow = 230 p11
Since v„1 =
56 Ib/ft
<= vallow = 230 Ib/ft OK
Mot Froof I •Percent "hplate
At := 13f
Mot = 1.83 kip•ft
lwall2 'wall2 3lwall2" 'wall
Mres: DLroof 2 + Pwvll 8 + PwvIw• 8 ) At + DLwall' 2 .hplate
2
Mres = 0.46kip•ft
Since Mres 0.5 k -ft
< Mot = 1.8 k -ft Uplift. Check tension.
Tension Required:
tension :-
Mot - Mres
'wall - 6•In
tension = 390.51 Ib
Since Tension 390.5 Ib
<= 500.0 Ib Sill Plate will Suffice.
P:\O PROJECTS\14000114200114293 TS170 513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 14 OF 15
CALC. BY CJD DATE 2/14/2007
Shear Wall Design: Consider Wall D:
Percentage of lateral force taken by wall D:
Total Wall Length:
!wall = 4041
Length of Considered Shear Wall:
Shear Stress:
Froof 1 = 2255.82 Ib
Percent := 50%
lshearwall:= 4041
Froof 1 -Percent
vv1vv1 = 28.2 plf
lshearwall
nail size := 8 Sheathing grade:
edge_spacing := 6 -in Sheathing thickness:
HF_reduction := "yes" {18% reduction if hem -fir studs are used}
direct_applied := "yes"
Fastener type (penny weight):
Fastener spacing at edge:
Hem -Fir Studs Used?
Sheathing Applied Directly?
Seismic Govems'LongitudinalLoad.
{Note: Shearwall length is lower for
perforated walls.}
sheathing := "Wood Structural Panel"
15
thickness := 3— 2 -in
Adjustment for perforated shearwall:
max_height_opening := 041
perforated_multiplier = 1.00
{Per IBC Table 2305.3.7.2}
For 0.469 in. Wood Structural Panel applied directly to framing w/ 8d nails
@ 6 in. edge spacing.
Check Uplift:
Overturning Moment:
Roof Tributary Area:
Resisting Moment:
wallow = 230;p11
'Since v 28 Ib/ft <= ''van°, = 230
Ib/ft OK
Mot Froof I•Percent•hplate
At := 13f
Mot = 9.14 kip •ft
!wall !wal2 l 31wa112) lwall2
Mres : DLroof 2 + Pwvll' 8 + Pwvlw` 8 ) At + DLwall' 2 •hplate
Mres = 46.04 kip -ft
Since Mres
46.0 k -ft >= Mot = 9.1 k -ft OK
P:\O_PROJECTS\14000\14200\14293_TS170_513143
McGINNIS & ASSOCIATES
Consulting Engineers, Inc.
1110 Westmark Drive
Saint Louis, Missouri 63131-1735
JOB: TS Ranch Garage
#170-513143 NO. 14293
SHEET NO. 15 OF 15
CALC. BY CJD DATE 2/14/2007
Overall Overturning:
Driving Forces:
Overturning Moments:
Uplifting Moment:
Combined Driving Moment:
Resisting Moment:
{1621.1}
2
hpeak
Mot1 Pwhtr'L2
Mot2:= FEQ'hplate
B2 B2
Muplift Pwvtw'L'3 8 — Pwvtl L 8
Mdriving max(Mot1 + Muplift, Mott)
Bl 2
Mres (Ws_ot • 2 )'
Mott = 30.83 kip •ft
Mot2 = 18.27 kip•ft
Muplift = 125.36 kip •ft
Mdriving = 156.2 kip •ft
Mres = 171.4 kip•ft
Since Mres 171.4
>= Mdriving
156.2 OK
Foundation Design:
Consider Continuous Wall Footings:
Maximum allowable bearing pressure:
Roof Tributary Width:
Wall Height:
Fb = 1000 • ps'
twroof 2 + Bover
hplate = 8.1 ft
Maximum axial Toad per foot of wall:
Pmax TLroof'Wroof + DLwall'hplate
Minimum footing width required:
Pmax
bfooting Fb
Required Frost Depth:
dfooting 12•in
bfooting = 6.2 in
Pmax = 519.8 plf
Use 8" wide x 12" deep footing minimum.
P:\0 PROJECTS\14000\14200\14293 TS170 513143
MBR LEN FORCE MBR
1- 2 6.26 -2891 5- 6
2- 3 5.59 -1899 6- 7
3- 4 5.59 -1899 7- 8
4- 5 6.26 -2891 8- 1
10- 5 .88 11
LEN FORCE
6.26 2756
5.59 2756
5.59 2756
6.26 2756
JT REACT ACT BRG REQ BRG CANT
1P 1255.H 3.50" 2.07"
1 -375.0
5R 1255. 3.50" 2.07"
5 -375.0
11631 6-4414
-14
MBR FORCE
2- 8 262
2- 7 -1035
131BR7 f0RRCCE9 JT 3X PLATE
14- 6 -1 262 5 2 X 36
4 3X 4
3-15 2-5-9 4-3-15
3x8-
9 1
12
4�
0-0
5x6-
3
x -
HORZ VERT AMO JT PLATE HORZ
4-14 2-1 0 5 3X 8 4-14
1-12 33-2
18 76 3X 8
1-12 3-2 18 S 3X 6
8 2X 4
VERT ANO
2-1 3-8 0
3-8 90
2 11;-$R
3-15
32/ 3x4\
1111r.10111111 _1:58-10
8 7 6
2x4/ 3x8- 2x4/
3x6
RECEIVED
CITY OFTUKWILA
APR 03 ?flfl7
PERMITCEMTER
0-0 55 22 0-0 5 2 0-0
12 0-0 17-7-2
"14
121
24400
0-0
DESIGN CRITERIA - ANSI/TPI 1-2002
SPACING 24.0 IN 0/C REP BEND
PLATE : EAGLE METAL PRODUCTS -75
PLATE DUR INC=1.15
10LB LL CHECK ON BOTTOM CHORD
WIND LOAD: ASCE7-02 90MPH EXP_C 15' TA
DESIGN LOADINGS
LOM CASE 1
TOP LL TOP DL BOT LL BOT OL INC
30.0 10.0 .0 10.0 1.15
LOM CASE 2
10LB LL CHECK ON BC's
TOP LL TOP DL BOT LL'BOT DL INC
.0 10.0 10.0 10.0 1.15
LOAD CASE 3
WIND LOAD: ASCE7-02 90MPH EXP
TOP LL TOP DL BOT LL BOT DL TNC
30.0 6.0 .0 6.0 1.33
SECTION DIR LIVE D
1- 3 Norm -25.3 0
3- 5 Norm -25.3 0
9- 1 Norm -40.2 61.0
10- 5 Norm -25.3 1640
LOM CASE 4
WIND LOAD: ASCE7-02 90MPH-VCP
TOP LL TOP DL BOT LL BOT -0
30.0 6.0 .0 6: 1.
SECTION DIR LIVE READ
1- 3 Norm -25.3 16.0
3- 5 Norm -25.3 6.0
9- 1 Norm -25.3 6.0
10- 5 Norm -40.2 6.0
LUMBER SOLUTION
TOP 2X4 HF -#2
TOP PANEL 1- 2 CSI= . 6
BOT 2X4 HF -#2
BOT PANEL 7- 8 CSI=
WEB 2X4 HF -Stud
DEFLECTION
TOTAL LOAD DEF G PANEL = .362"
L/DEF=794 L= 288.0 REC CMBR= .30"
TOTAL LOAD HOR DEF =; 15"
MAX DEF:LL= .207" DLO .162" TL= .362"
:n
BRACING S
NOTE:Brace botto cfrd with properly
applied gypsulh'bb r or equal, unless
otherwise noted.
TIFF SLED, PC.
1777 S. HARRISON ST. #800
DENVER, CO 80210
Phone: 303-753-8833
Fax: 303-753-2185
A copy of this design shall be furnished to the erection contractor. This
design is for an individtud building component (a thus). It is based on
specifications provided by the component mwracatrer and performed In
accordance with the current versions of TPI and NDS design standards.
No responsibility is assumed for the accuracy of information provided by
the thus designer. Dimensions shall be verified by the manufacturer ad/or
building designer prior to fabrication. The buildsngdesigner shall review
loading and truss configuration to ensure that this design meets or exceeds
minimum loading required by applicable local balding codes. Compression
chords shall be laterally braced by the roof or floor sheathing directly
anached. unless otherwise noted. Bottom chord bracing shall be as noted.
Bracing shown is for lateral support of individual tress components only to
reducebuckling length. It is not wind or lateral load bracing or overall
building design bracing which is by others. Refer to HIB -91 (TPI) for
reconmended truss handling and erection Do not apply Toads beyond
weight of erectors until all pemsnent brscirg is in place. Concentration of con-
struction
arstructi n loads greater than the design loads shall not be applied to the trusses
x wry time. Trusses shall be handled with case prior to erection to avoid danage.
laanber moisture content shall be 19% or less at the time of fabrication, unless
noted otherwise(U.N.0.). Connector plates shall be marsefacnued by Eagle Metal
Products (ICBG #4420) from 20, 18 or 16 gat ASTM A653 SQ grade 40 steel.
with 060 (min.) coating. Plates shall be applied on both faces of thus at each
joint. Plate dimensions are listed width x length Slots (holes) in plate shall run
parallel to the plate length. Slots inplate shall be oriented as shown on the draw-
ing. The plate shall be centered on pint U.N.O. Design assumes drat adeauae
drainage will be provided to prevent ponding, and adequate anchorage will be
provided resist uplift at supports. The seal on this drawing indicates ace
of professional engineering respa"ibility solely for the thus component i n
shown. The suitability and
d use of this component for wry particular building design
is the responsibility of the building designer, per ANSUi'P1 1-1995 Section 2.
Job ID:513146\T01
DATE: 2/13/07
SPAN: 24- 0- 0
Oty 12
SHEET 1 of 1
KEYMARK ENGINEERING
BOULDER -COLORADO -80301
KEYsmart 3.202 SCALE= 1/4":1'
JOB:513146\T01 DATE 2/13/07 TIME 8:45 PAGE 1
JOB: 513146\T01 SPAN: 24-00-00 PITCH: 4.00 TRUSS OTT: 12 LEFT OH: 0-10-08 RIGHT OH: 0-10-08
11-1R _ A-4-14— 12-0-0
10-8 6-4-14
3-15
12 -n -n
5-7-2
HEEL TO PEAK : 12-9-1
3x8-
1
Z-5-9
12
324/
17-7-7 12-0-0
5-7-2 -}� 6-4-14 ____111-11R4-3-15 2-5-9 3-15 I
5x6-
3
3x4\
4
RT TC W/0 OVERHANG : 12-7-13
12
3x8-
5
( -8 8 7 6 (3- )
1255# 2x41 3x6 3x8- 2x41 1255#
0-0
0-0
0-0
0-0
LOADS: TOP
LIVE DEAD
30.0 10.0
SPACING 24.0
6-4-14
6-4-14
BOTTOM
LIVE DEAD
.0 10.0
INCREASE 1.15
5-7-2
5-7-2
6-4-14
12-0-0 24-0-0 17-7-2
24-0-0
BDFT:T/C 224.0 B/C 192.0 WEB 160.0
DEF: LL= .207" DL= .162" TL= .362"
20 GAUGE PLATES:
48 2X4 48 3X4
24 3X6 24 5X6
72 3X8
CHD1-3 TS Si OVERALL 13-08-01
13-06-14
18.4// 13-06-14 // 18.4
24 2X4 HF -#2 B/C 13-08-00
CHD7-1 BU S1 UPSET: 0-00-04
9-02-04
.01 W/0 Upset 9-02-1.3 71.6
10-00-00
12 2X4 HF -#2 B/C 10-00-00
CHD5-7 BU Si UPSET: 0-00-04
13-02-04
.0( W/O Upset 13-02-13171.6
14.00-00
12 2X4 HF -#2 B/C 14-00-00
WEB2-8 S1 OVERALL 1-11-04
1-10-15
18.41
1-10.06
1 .0
24 2X4 HF -Stud B/C 1-10-15
WEB3-7 S1 OVERALL 3-08-13
.0(
3-08-12
)
118.4
/ 18.4
12 2X4 HF -Stud B/C 3-08-12
WEB2-7 S1 OVERALL 5-07-10
51.7//
19.81
5-07-10
1 19.8
/ 70.2
24 2X4 HF -Stud B/C 5-07-10
JOB:513146\TO1
DATE 2/13/07 TIME 8:45 PAGE 2
J
.
iiiiiir
JOINT:4 3x4 Angle:18degs
1-12
N
JOINT:2
1--1
1-12
3x4 Angle:l8degs
r 4-14
..4II
JOINT:1 3x8 Angle:Odegs
JOINT:3 5x6
Angle:Odegs
4-14
�
I 1
1 I
1 1
1U1
I
1 1
�sIell
III
ro
T
1 1
I
INI
--- -
- —-
1 1
m 1 1
m
JOINT:5 3x8 Angle:Odegs
JOINT:7 3x8 Angle:Odegs
JOINT:8 2x4 Ang1e:90degs
JOINT:6 2x4 Angle:90degs
1 :8-81 it2-8-8
3-15 4-3-15
5x5
12 3x5 „; . 3x5
4V 3x5
3x5
3x5 3x5
3x5 iTlIIIlII 1
.�.�.•.�.❖.❖...•.....❖...❖.....•...•...❖.❖.❖.❖.•...❖.❖.•...❖...❖.......•...❖.•...❖...•...•.......❖...❖.•...•...❖.•...❖.❖.•...❖.❖.•
4x6
0i0
3x5
3x5
3x5
3x5
4x6
0-0
3x5
3x5
3x5
3x5
3x5
0-0
18:8:8
R-8-8
LUMBER SOLUTION
TOP 2X4 HF -Stud
BOT 2X4 HF -Stud
BLK 2X4 HF -Stud
BLK SPACING 24.0 IN 0/C
GABLE PLATES
PLATE : EAGLE METAL PRODUCTS -95
Heel/Splice 4-0x6-0
Blocks 3-0x5-0
Pitch Break 5-0x5-0
Note: This design assumes that
the bottom chord is supported
vertically continuously along
its length and that both the
top and bottom chords are
supported laterally. All members
shown on this drawing are
prescribed by the user and
must be manually reviewed to
ensure their ability to resist
all applied loads.
Vertical blocks may require
lateral support(s) to resist
applied wind loading.
TIFF SHA INC.
1777 S. HARRISON ST. #800
DENVER, CO 80210
Phone: 303-753-8833
Fax: 303-753-2185
A copy of this design shall be furnished to the erection contractor. This
design is for an individual building component (a truss). It is based on
specifications provided by the component manufacturer and performed in
accordance with the current versions of TPI and NDS design stadards.
No responsibility is assured for the accuracy of information provided br
the truss designer. Dimensions shall be verified by the manufacturer and/or
building designer prior to fabrication. The buildift designer shall review
loading and truss configuration to ensure that this design meets or exceeds
minimum tiding required by applicable local building codes. Compression
chords shall be laterally braced by the roof or floor sheathing,directly
attached, unless otherwise noted. Bottom chord bracing shall e as noted.
Bractntaagg shown is for lateral support of individual thus components only to
reducebuckling length. It is not wind or lateral load bracing or overall
building des# bracing which is by oder. Refer o HIB -91 (TPI) for
mrotruss handling and erection. Do not apply loads beyond
weight of erectors until all permanent bracing is in place. Concentration of con-
struction bads greater than the design loads shall not be applied to the muses
it any time. Trusses shall be handled with can: prior to erection to avoid damage.
Lumber moisture covert shall be 19% or less at the time of fabrication, unless
noted etherwise(U.N.O.). Connector plates shall be manufactured Eagle Metal
Products (ICBG #4421» from 20, 18or 16 gee ASTM A653 SQ grade 40 steel.
with G60 (min.) coating. Plates shalt beap plied on bah facers or truss at each
joint. Plate dimensions are listed width a lengdn. Slots (holes) in plate shall run
parallel to the plate length. Slots in late shall be oriented as shown an the draw-
ing. The plate shall be centered on joint U.N.O. Design assumes that
drainage will be provided to prevent ponding, and adequate anchorage wil be
provided resist uplift at supports. The seal on this drawing indicates acceptance
of pmfessioiel engineers miss responsibility solely for the ss component design
shown. The suitability and use of this component for any particular building design
is the responsibility of the building designer, per ANSI/f IP 1-1995 Section 2.
Jab ID:513146\L01
DATE: 2/13/07
SPAN: 24- 0- 0
Qty 2
SHEET 1 of 1
KEYMARK ENGINEERING
2905 Wilderness Place,STE 202
Boulder,Colorado 80301
KEYsmart 3.202 SCALE= 1/410:1'
JOB:513146\LO1
DATE 2/13/07 TIME 8:45 PAGE 1
JOB: 513146\L01 SPAN: 24-00-00 PITCH: 4.00 TRUSS QTY: 2 LEFT OH: 0-10-08 RIGHT OH: 0-10-08
11-1.
1 -. _
10
t� 12-0-0 12-0-0 101
3-15 4-3-15 3-15
HEEL TO PEAK : 12-9-1
5x5
RT TC W/0 OVERHANG : 12-7-13
3x5 3x5
0-0
3x5
3x5
4x6
0-0
10-0-0
10-0-0
LOADS: TOP BOTTOM
LIVE DEAD LIVE DEAD
30.0 10.0 .0 10.0
SPACING 24.0 INCREASE 1.15
3x5
3x5
3x5
3x5
14-0-0
24-0-0 24-0-0
3x5
0-0
BDFT:T/C 37.3 B/C 32.0 WEB 33.3
DEF: LL= .207" DL= .162" TL= .362"
20 GAUGE PLATES:
68 3X5 4 5X5
12 4X6
CHD1-2 TS Si OVERALL 13-08-01
13-06-14
18.4// 13-06-14 // 18.4
4 2X4 HF -Stud B/C 13-08-00
CHD4-1 8U S1 UPSET: 0-00-04
9-02-04
.01 W/O Upset 9-02-1; 71.6
10-00-00
2 2X4 HF -Stud B/C 10-00-00
CHD3-4 BU S1 UPSET: 0-00-04
13-02-04
.01 W/O Upset 13-02-1\\ 71.6
14-00-00
2 2X4 HF -Stud B/C 14-00-00
GBLK E S1 OVERALL 1-01-13
3-01-05
18.4\
3-00-12
.0
B/C 3-01-05
4 2X4 HF -Stud
GBLK E S1 OVERALL 1-01-13
4/ 2-05-05 4/ 1-09-05 4/ 1-01-05
REFER TO PREVIOUS GABLE BLOCK TICKET
GBLK A S1 OVERALL 3-08-13
.01
3-08-12
\ 18.4
/ 18.4
2 2X4 HF -Stud B/C 3-08-12
JOB:513146\LO1
DATE 2/13/07 TIME 8:45 PAGE 2
N
I
F--1
3-0
bilV.
3-0
N
6
�+1
I
' I
I
I
6
JOINT:4 4x6 Angle:Odegs
JOINT:3 4x6 Angle:Odegs
JOINT:1 4x6 Angle:Odegs
JOINT:2 5x5
Angle:90degs
JOB:513146\T01 SPAN: 24- 0- 0 4.00/12 TRUSS TYPE 0100
KEYsmart II Version:3.202 DATE: 2/13/2007
- ANSI/TPI GRIPPING REPORT -
CRITICAL TOP CHORD PANEL 1- 2
T/C AXIAL STRESS INDEX .21
T/C BENDING STRESS INDEX .63
COMBINED STRESS INDEX .85
CRITICAL BOTTOM CHORD PANEL 7- 8
B/C AXIAL STRESS INDEX .61
B/C BENDING STRESS INDEX .18
COMBINED STRESS INDEX .79
JT# MBR FORCE AREA #TEETH MBR FORCE AREA #TEETH MBR FORCE AREA #TEETH
1 1- 3 771 2.43 19 1- 5 -663 2.04 16
2 1- 3 293 1.29 10 2- 8 88 .95 7 2- 7 347 .91 7
3 3- 5 531 1.26 10 3- 1 531 1.26 10 3- 7 -189 .98 7
4 3- 5 289 1.30 10 4- 6 88 .95 7 4- 7 342 .91 7
5 5- 3 767 2.42 19 5- 1 -658 2.03 16
6 5- 1 88 1.42 11 6- 4 88 .87 6
7 5- 1 44 1.37 10 7- 2 347 .89 7 7- 3 -189 .98 7
7- 4 342 .89 7
8 5- 1 88 1.42 11 8- 2 88 .87 6
NOTES:
1. Plate areas above calculated for forces in members shown.
2. All members analyzed for minimum 375 Pound force.
3. Chord forces on interior joints represent shear from adjacent panels.
4. Positive force is tension. Negative force is compression.
5. Member forces are for 1 ply of multiple ply trusses.
6. Areas and #teeth represent the minimum required per plate on each side.
May 9, 2007
City of Tukwila Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
Theo Vervilles
17500 West Valley Hy
Tukwila, WA 98188
RE: CORRECTION LETTER #1
Development Permit Application Number D07-121
Schwald Residence
Dear Mr. Vervilles,
This letter is to inform you of corrections that must be addressed before your development permit(s) can
be approved. All correction requests from each department must be addressed at the same time and
reflected on your drawings. I have enclosed comments from the Planning Department. At this time the
Building, Fire, and Public Works Departments have no comments.
Planning Department: Brandon Miles at 206 431-3684, if you have questions regarding the
attached memo.
Please address the attached comments in an itemized format with applicable revised plans,
specifications, and/or other documentation. The City requires that four (4) complete sets of revised
plans, specifications and/or other documentation be resubmitted with the appropriate revision
block.
In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every
resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person
and will not be accepted through the mail or by a messenger service.
If you have any questions, please contact me at (206) 431-3760.
Brenda Holt
Permit Coordinator
encl
File No. D07-121
P:\Jennifer\Correction Letters \2007\D07-121 Correction Ltr #1.DOC
jem
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665
I
DATE:
CONTACT:
RE:
ADDRESS:
ZONING:
PLANNING DIVISION COMMENTS
April 5, 2007
Theo Vervilies
D07-121
14931 62nd Ave S
LDR
The Planning Division of DCD has reviewed the above permit application. The application as
submitted cannot be approved.
1. Clarify the proposed use of the structure. The site plan notes that this is a "garage",
however, the site plan does not show a driveway extended to the structure. The
description of the application notes that the structure is a shop. While the application
also notes that this is an accessory dwelling unit. An accessory dwelling unit is not
permitted as an accessory structure to the main house.
`-' PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
ACTIVITY NUMBER: D07-121 DATE: 05-29-07
PROJECT NAME: SCHWALD RESIDENCE
SITE ADDRESS: 14931 62 AV S
Original Plan Submittal Response to Incomplete Letter #
X Response to Correction Letter # Revision # After Permit Issued
DEPARTMENTS:
Building Division
Public Works
Fire Prevention Planning Division
Structural
Permit Coordinator ❑
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete IM Incomplete ❑
Comments:
DUE DATE: 05-31-07
Not Applicable ❑
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
TUES/THURS ROUTING:
Please Route d Structural Review Required
REVIEWER'S INITIALS:
No further Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved ❑
Notation:
Approved with Conditions
DUE DATE: 06-28-07
Not Approved (attach comments) ❑
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials:
Documents/routing slip.doc
2-28-02
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
ACTIVITY NUMBER: D07-121 DATE: 04-03-07
PROJECT NAME: SCHWALD RESIDENCE
SITE ADDRESS: 14931 62 AV S
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued _
DEPARTMENTS:
Build gDivision zi
X1144, 4,
Fire Prevention
Pub is Works 411 Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete El Incomplete ❑
E
Planning Division
f;t4
Permit Coordinator
Comments:
DUE DATE: 04-5-07
Not Applicable ❑
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
TUES/THURS ROUTING:
Please Route
REVIEWER'S INITIALS:
Structural Review Required
No further Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 171
Notation:
REVIEWER'S INITIALS:
DUE DATE: 0503-07
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections:
6.•/I o�
Bldg ❑ Fire ❑ Ping (i2( PW ❑ Staff Initials: 124"
Documents/routing slip.doc
2-28-02
City of Tukwila
Steven M Mullet, Mayor
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
Steve Lancaster, Director
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: Plan Check/Permit Number: D07-121
❑ Response to Incomplete Letter #
• Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Schwald Residence
Project Address: 14931 — 62nd Avenue S
Conta6 Person: Theo Vervilles Phone Number:
Summary of Revision: rA;s Not AG c L td R� d [c! trill tiiv1 �. wiJ�
1:2f A 9,3 et? 47f/zAsaRAsh}a, f jj N4n7t exaosits i»e fox Gym/LS
cv� t -u; A L.1 r..ri d si cit LaAht 1C;ra
(JR; rt_uo4r 'd 7h A Ai w r. f z y- Sheep
ilfS0
MAS 7 9 1001
rUktsu
PFRmir
TE,
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
Entered in Permits Plus on 614,01
,01
\applications\forms-applications on line\revision submittal
Created: 8-13-2004
Revised:
Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2
Washington State Department of Labor and Industries
General/Specialty Contractor
A business registered as a construction contractor with L&I to perform
construction work within the scope of its specialty. A General or Specialty
construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
License Information
License
TUFFSI*038RZ
Licensee Name
TUFF SHED INC
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
601645132
Ind. Ins. Account Id
Business Type
CORPORATION
Address 1
17500 W VALLEY HWY STE 100
Address 2
City
TUKWILA
County
KING
State
WA
Zip
981885500
Phone
4252518833
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
12/9/1997
Expiration Date
7/2/2007
Suspend Date
Separation Date
Parent Company
Previous License
Next License
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
SAUREY, TOM
Cancel
Date
01/01/1980
Bond
Amount
LANGTON, STEVE
01/01/1980
PROLOW, LEE
01/01/1980
Bond Information
Bond
Bond
Company
Name
Bond Account
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Bond
Amount
Received
Date
TRAVELERS
CASUALTY
https://fortress.wa.gov/lni/bbip/printer.aspx?License=TUFFSI*038RZ 06/07/2007
12
j 4
1
4040
WINDOW
1
J
24'-0'
WALL A ELEVATION
12
4
1
L
J
24'-01' I
WALL C ELEVATION
•
•
1.-o.
RANCH GARAGE
24' X 40' = 960 SQ FT
FINISHED GRADE
FINISHED GRADE
• •
1'-0'
DRAWING INDEX
Al - PROJECT NOTES, ELEVATIONS
A2 - PLANS, SHEAR WALL SCHEDULE
A3 - SECTIONS, DETAILS
11 ; I 1` r, � 1 I, ! 1.' 1 .1 1 i i.' J 1.... : 1. .1 ; !.la j 11-1 i 1 L 1l` T•; .1 3.1, w..littt•-
:
!1 : ,1 1:11 1 r1r.: �, 1'r ! 1i 1ri 1 1 I! 1 1 7_ i ' 1'r r r 1 r 1_I. !.1 r. : 1 ='i'.I-11.r111-1.1:1s.t.111 .1 l i j I' - .I :, 11..11 1 i 1 r , 1-1 ::.' r.iL ' 1 1'113.11' 1
;.7
IS' 1" 1 1 1 r 1 1 1 1 1 ,11 :�.l r•� 1 1
1 1 I ; ! 1 r 1 1 ). .I ' 1' r .' ! -i i31 -",11_
j!• r 1 �• I T '. •Mier_ 1" r 1: j. l &,, J 1
t,;_.','_. `1_r' 1lrti:�—��`-1--'.•J_-�,1'.�1,1,J � ;_-=`T�•'-•L�
2% DOWNSLOPE FOR 51—\
MINIMUM ON ALL SIDES
FINISHED GRADE
4040
WINDOW
1
1
4040
WINDOW
8070
DOOR
11-0'
2% DOWNSLOPE FOR 5
MINIMUM ON ALL SIDES
MASHED GRADE
40'-0'
1
WALL B ELEVATION
c-^ firtAT PERMIT
vim%
IED FOR:
City of Tukwila
BUILDING DIVISION
1
REVIEWED FOR—
CODE COMPLIANCE
APPROVED
44Y :; 20 7
Of Tukwila
BUILDING DMSIO.I
shall be made to the scope
-::aill:cu't prior appr1o: t1 cr
Cul:ding D v;::an.
moire a wt. p'an
rn,;y inciue..e additional plan review fees.
40'-O"
WALL D ELEVATION
•
•
PROJECT NOTES
DESIGN REQUIREMENTS
1. GOVERNING CODES: 2003 IRC
OCCUPANCY REQUIREMENTS: GROUP U
CONSTRUCTION TYPE: V-8
2. DESIGN SCHEDULE
A. BUILDING SIZE
WIDTH: 24'-0'
LENGTH: 406-0'
SIDE WALL HEIGHT: 8'-1 118'
TOTAL HEIGHT: 12'-5118'
B. BUILDING LOADS
ROOF UNE LOAD: 25 PSF
ROOF DEAD LOAD: 10 PSF
C. DESIGN WIND
3 SECOND GUST. Vas: 85 MPH
WIND EXPOSURE: C
D. SEISMIC DESIGN CATEGORY: D
E. SITE CLASS: D
F. ROOF PITCH: 4112
3. ROOFING SCHEDULE
A. ROOF SHEATHING SHALL BE APA RATED 15132' THICK 4 -PLY CDX PLYWOOD.
STAGGER LAYOUT PER APA CONDITION 1.
B. PI /32/16 MIN UNBLOCKED.
C. MIN GRADE PLYWOOD AT OVERHANGS TO BE CDX OR iX TEG SHEATHING.
D. SHEATHING NAILING SHALL BE PER NAIUNG SCHEDULE.
E. 20 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.).
F. 15 LB. ROOFING FELT.
G. TYPE 'D' METAL FLASHING AND DRIP EDGE REQUIRED ALL SIDES.
H. TRUSSES SHALL BE SPACED 0 24' OC.
J. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS.
K. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICBG HESR 1082.
L THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430)1S THE INSPECTION
AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS.
M. TRUSS MANUFACTURER: TUFF SHED. INC.
4. WOOD FRAMING
B. ALL FRAMING MEMBERS SHALL BE STUD.GRADE OR BETTER WITH THE
FOLLOWING DESIGN VALUES: Fb = 675 PSI. Ft = 400 PSI, Fv = 75 PSI
Fc = 800 PSI PARALLEL TO GRAIN. E =1.200.000 PSI.
C. STUDS SHALL BE SPACED 16-0C.
D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE.
E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS
OCCURRING IN BRACED WALL PANELS PER 2308.9.3.
F. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE
G. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE.
5. SOIL
A MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SLTY CLAY. OR
CLAYEY SILT (CL. ML. MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING
PRESSURE
USED IN DESIGN IS 1500 PSF AT 12' DEEP. VALUES ARE PER TABLE 18042.
B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS. FOUNDATION
WLL EXTEND MIN. 2'-0' BELOW GRADE.
C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL
D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS. THE
SERVICES OF A SOILS ENGINEER MAY BE REQUIRED.
6. PERMIT
A. P':RMIT APPLICATIONS. WHERE NO PERMIT IS ISSUED. SHALL EXPIRE PER
LIMITATIONS SET BY LOCAL CODES. SECTION 105.5.
B..I03 CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE
GENERAL NOTES
1. GENERAL
A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS.
BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES.
TREES, UTILITIES, ETC.
B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING
CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED
AND PER GOVERNING REGULATIONS.
C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS
DRAWING SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT.
D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAIUNG REQUIREMENTS
OF COMMON NAILS.
2. PLYWOOD DIAPHRAGMS
PRODUCT STD PS 1-95. DOUGLAS FIR -LARCH, STRUCTURAL 1
(OR CDX).
3. MATERIAL EVALUATION REPORT IDENTIFICATIONOO
A TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER
IGBO ES REPORT IESR 1082.
B. DURATEMP SIDING BY SIMPSON LUMBER COMPANY 1S APPROVED FOR
USE WITHOUT UNDERLAYMENT PER ICBG ES REPORT IER-4856.
C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER
NES REPORT BNER-405
D. LAMINATED VENEER LUMBER (LVL) PER
IC80 ES REPORT TIER -4979.
E. PID PRE -DEFLECTED HOLOOWNS BY SIMPSON PER
IC80 ES REPORT TIER -5328-
F. SSTB ANCHOR BOLTS BY SIMPSON PER
ICBG ES REPORT TIER -4935
FILE COPY N.
Permit NO.
flan review 2" proval IS subjixt to caws and
Approve c: c: =uctt�y�doormTye�r doormats ss not authatas
eb'��� C t. / £ epos code M c,
'-c.-zzi ;A' r= -d co lddors 14 adv>avledXtl,`
Date 1- 0
of TUkwila
BUILDING pMSION
HEC` :"ED
CilYOF ,UKW1 I A
--
pcR9SI ITER
P01-12.1
•
1
r ,
1McGINNIS & ASSOCIATES
CONSULTIIVG ENGINEERS, INC.
1110 WESTMARK DRIVE
SAINT LOUIS, MISSOURI 63131
PHONE: (314) 469-6460
#14293
PO No. 513143 Inv No. 265938
Customer: DAWN SCHWALD
Description:
RANCH GARAGE
124'X40'=960 SO FT
Site Address:
14931 62ND AVE SE
TUKWILA, WA 98168
THESE DRAWINGS AND THE
DESIGN ARE THE PROPERTY OF
TUFF SHED, INC. THESE
DRAWINGS ARE FOR A BUILDING
TO BE SUPPLIED AND BUILT BY
TUFF SHED. ANY OTHER USE IS
FORBIDDEN BY BOTH TUFF SHED
AND THE ENGINEER OF RECORD
McGinnis ASSOCIATES.
TUFF SHED
Storage Buildings & Garages
TUFF SHED, INC.
deal 17500 W. VALLEY HWY
TUKWILA, WA 96188
(425) 2618833
STORE 170
Drawn By: PK
Date: 211W07
Checked By: CJD
Date: 2114107
Revised:
Revised:
The:
PROJECT NOTES
ELEVATIONS
Scale: 1t4" =1'-0"
Sheet
A 1
Sheet 1 of 3
1
NAILING SCHEDULE
CHORD SPLICE NAILING: 8 - 16d NAILS EACH SIDE OF SPLICE.
TRUSS BLOCKING: (4) - 16d (TOENAILED)
SHEAR WALL SCHEDULE
CALC.
SWEAR
LOAD
ALLOW
SHEAR
LOAD
()
SHEAR WALL SCHEDULE
CALC. ALLOW
SHEAR SHEAR
LOAD LOAD
PM) (W)
FRAMING NAILING:
STUD TO TOP PLATE, 2-16d END NAIL
STUD TO SILL PLATE. 2-16d END NAIL OR 4-8d TOENAIL
DBL. HEADER 16d @ 16" OC ALONG EACH EDGE
HEADER TO KING STUD 4-8d TOENAIL OR 4-16d END NAIL
UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE
PER 2003 IBC TABLE 2304.9.1.
UPLIFT TRANSFER: PROVIDE SIMPSON H2.5
AT EACH END OF TRUSSES.
PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED
EDGES OF PLYWOOD ON SHEAR WALLS PER 320.11.3.
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
24'-0" LONG TOTAL. 16' USED FOR SHEAR.
NAILING:
A % EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
117
230
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
40'-0" LONG TOTAL. (4'+4'+4'+4'+4')=20'
USED FOR SHEAR.
NAILING:
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
56
230
UNBLOCKED ROOF DIAPHRAGM
ROOF SHEATHING NAILING:
BORDER: 8d COMMON @ 6" OC
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
78
197
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
24'-0" LONG TOTAL. 24' USED FOR SHEAR.
NAILING:
EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
78
230
2X4 FRAMING. SHEATHE EXTERIOR WITH 1/2"
DURATEMP.
40'-0" LONG TOTAL. 40' USED FOR SHEAR.
�NAILING:
1 / EDGE: 8d COMMON @ 6" OC
FIELD: 8d COMMON @ 12" OC
NO HOLDOWNS REQUIRED.
28
230
C
-11
SEE FOOTING DETAIL CF -1
REFERENCE SECTION 31A3
FOR ANCHOR BOLT SIZE,
SPACING, AND ADDITIONAL
REQUIREMENTS.
FOUNDATION PLAN
•
•
2X4 TREATED SOLE PLATE—
TYPICAL ALL WALLS (U.N.O.)
1
24'-0"
4'-0'
4'-0'
16'4'
C>
4'-Ov x 4'-0'
3-0xVOX
4'
4' r' ow
-0'
4'-0' x
wow
WALL FRAMING STUDS@ 16' OC
FLOOR PLAN
•
DOUBLE TOP PLATES
INTERLOCK AT CORNER
0
111
0
4'-0" HEADER
2- 2X4 HF #2 OR
2-1314'X5112'LVL
D
W
4
«c
m
4
15j
LO1
11 TOI A
1
1
—l1
II
11
11
11
11
11
i
@24'OC
W
O
re
CATWAUCS
11
11
II
11
11
11
11
II
11
11
11
11
11
11
11
11
II
11
ROOF FRAMING PLAN
CATWALKS
a
REvltwtW
CODE COMPLIANCE
APPROVED
i
MAY : 2007 j
City Of Tukwila 1
B JLDIN Dn car .t
RECE, tD
C1TYOFTTIic.': LA
v
PE#MTCPATP
1
Ts
dlizO
•
I ;$
I MCGINNIS & ASSOCIATES
CONSULTING ENGINEERS, INC.
1110 WESTMARK DRIVE
SAINT LOUIS, MISSOURI 63131
PHONE: (314) 469-6460
#14293
PO No. 513143 Inv No. 265938
Customer: DAWN SCHWALD
Description:
RANCH GARAGE
24'X40'=960 SQ FT
Site Address:
14931 62ND AVE SE
TUKWILA, WA 98168
THESE DRAWINGS AND THE
DESIGN ARE THE PROPERTY OF
TUFF SHED. INC. THESE
DRAWINGS ARE FOR A BUILDING
TO BE SUPPLIED AND BUILT BY
TUFF SHED. ANY OTHER USE 1S
FORBIDDEN BY BOTH TUFF SHED
AND THE ENGINEER OF RECORD
McGinnis ASSOCIATES.
TUFF SHED
Storage Buildings & Garages
TUFF SHED, INC.
17600HWY
TUK W. , WA 168
TUKWILA, WA 09168
(425) 2914833
STORE 170
Dravm By: PK
Date: 2/10107
Chedced By: CJD
Date: 2/14!07
Revised:
Revised:
Title:
PLANS
SHEAR WALL SCHED
NAILING SCHEDULE
Scale: 114- =11-0'
onset
A2
Sheet2 of 3
•
SEE PROJECT NOTES FOR MATERIALS
NAIL TO INTERMEDIATE FRAMING
MEMBERS - REFERENCE NAILING
SCHEDULE/A2
45th' CDX
SHINGLES
1r�.T51 ��f�w�
,44EAVAIMI-"wir
-
,•
IP EDGE
DIAPHRAGM
BOUNDARY
TRIM
PANEL EDGE IS NOT
SUPPORTED BY BLOCKING -
UNLESS NOTED.
AND
OR TRUSSES.
REFERENCE NAILING
SCHEDULE/A2
SIDING
ROOFING SHEATHING NAILING DTL
TRUSS BLOCKING
WALL TOP PLATES
RAFTER OR TRUSS
400000•111
SIMPSON H2.5 PLATE
INSIDE AT EACH TRUSS
DOR RAFTER
TOE NAIL AS REQUIRED
BOTH SIDES
ZSIDING NOT
SHOWN FOR
CLARITY
STUDS
H2.5 RANCH GARAGE TRUSS ATTACHMENT DETAIL
WITH BOTTOM CHORD
I0!
TOP PLATES
CRIPPLES (AS REQ.)
SPACER (IF REQ.)
DOUBLED HEADER
STUD
TRIMMER
SOLE PLATE
FOR OPENINGS
UP TO 5'-11 1/2"
TOP PLATES
CRIPPLES (IF REQ.)
SPACER (IF REQ.)
DOUBLED HEADER
STUD
DOUBLE TRIMMERS
SOLE PLATE
FOR OPENINGS
6'-0" AND WIDER
NAILING:
HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL
DOUBLED HEADER - 16d (8316' STAGGERED FACE NAIL
REFERENCE TABLE 2304.9.1
HEADER DETAIL
NOT TO SCALE
ROOF SHEATHING --�—�"
2X4 BLOCK W/ A34 AT EACH END AND
6-8d COMM NAILS THRU ROOF SHEATHING
2X4 BRACE AT 8' OC ATTACH WITH (6) 16d
COMMON FACE NAILS AT BLOCK AND AT
ROOF SHEATHING. 3 NAILS EACH SIDE
TRUSS
END WALL
TRUSS --�
ATTACH END WALL TRUSS TO TOP PLATE WITH
NAILS PER SHEAR WALL SCHEDULE.
2X4 FULL LENGTH OF BUILDING 0 8' OC
BOTH END WALLS. ATTACH TO TRUSS
BOTTOM CHORD WITH 2-16d NAILS.
NAIL ALSO AT END WALL TRUSS.
MATCH DIAGONAL BRACE LOCATION.
H10 ANCHOR AT EACH 2X4 BRACE
THIS DETAIL IS PROVIDED IN LIEU OF A RIGID CEILING SYSTEM
END WALL BRACE and
4 TRUSS BOTTOM CHORD BRACE
NOT TO SCALE
1
1
iP
GABLE TRUSS
GABLE TRUSS BOTTOM CORD
NAIL SHEATHING PER
NAILING SCHEDULE
NAIL BOT. CHORD TO
UPPER TOP PLATE FROM
BELOW W/ 16d NAILS t 9'
O.C. BEFORE SETTING
ON WALL
BOTTOM EDGE OF TOP
SHEATHING PANEL
NAIL TO PLATE 2
FASTEN END TRUSS -
PLATE ASSEMBLY TO
LOWER TOP PLATE Wl
16d016'0.C.
WALL STUDS
SECTION ENDWALL ASSEMBLY DETAIL
Pot 1
KtVi.tYVW I'+! 1
CODE COMPLIANCE
APPROVED
MAY =� l 2001
City Of Tukwila
i
BUILDING DI IISLGNq
2X SOUD BLOCKING BETWEEN TRUSSES
NAIL SHEATHING TO WALL STUD
PER SHEAR WAIL SCHED(LE
SHEAR TRANSFER NOTES:
1. REFERENCE SHEAR WALL SCHEDULE FOR
IVUUNG AND HOLDO MI REQUIREMENTS_
2. REFERENCE ROOFING SCHEDULE FOR
MATERIAL AND NPJLRIG REQUIREMENTS.
NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL
SCHEDULE EDGE NAL G
0
SHEAR TRANSFER DETAIL
3+w-= r -or
D
1
ATTACH 15132' CDX PLYWOOD SHEATHING
TO TRUSSES PER NAILING SCHEDULE.
REFERENCE TABLE 23-11-B-2.
CERJNG AND WALLS SHALL
BE LEFT UNFAVISHED
411,
24'-O'
BUILDING SECTION ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.S OR EQUWCUPS.
WALL FRAMING TO BE 2X4 HF STUD GRADE a 16' OC.
1N' =
•
•
•
•
V ( FINISH
GRADE
14.
z
3'CLR
TYP.
ig
UNHEATED GARAGE SPACE
14 CONTINUOUS
TOP & BOTTOM
CONCRETE FL
Q 4
,/ WWF PER NOTES
BELOW
THICKENED
MONOLITHIC FOUNDATION
•
CONFNUOUS FOOTING NOTES
1. TOP OF SLAB TO BES- MN. ABOVE GRADE SLAB REINFORCEMENT SHALL
BE WWF 603 W1001I0 PER ASTM AI66. LOCATE AT M40EP'TH OF SLAB.
2. ALL F•OOTNG FORMS SHALL BE INSPECTED FOR SITE AND REINFORCING
BEFORE POURIFG TE
3. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL. COMPETENT SOLAR
PROPERLY COMACTED STRUCTURAL FILL. ALLOYrABLESOL BEARING
PRESSURE IS 1000 PSF AT 1TBELOW GRACIE
4. CONCRETE MLI .ua 23 DAY COMPRESSIVE STRENGTH. rc= 2500 PSL.
S: RERIFORCNG STEEL- AMIS. GRADE 4O OR GRAM 60. ALL REINFORCING
STEB SHOWNS MAY BE TAPPED A lifilifUlfOF3!sBAR
GIN/ETERS OR 24' ILNIRIUM rN0DEVER IS LARGER.
6. SB C DESIGN CATEGORY_ 0
A. ATTACH PRESSE TREATED SOLE RATE TO THE FOOTRO3 USING
Sir DIA X 1r WHOM' BOLTS rMTH NLITSAI)WASIERS.
B. ANATORBOLTS SHALL SEANEDOEDATLEAST T INTO THE CONCRETE
ANDSHALL BE SPACED NOT MORE THAN SOC.
C. THERE SHALL BEAMBAOALOF 2BOLTS PER SOLE RATE PIECE WITH 1
BOLT LOCATED NOT MORETWIN 1TNOR LESSTHAN7BOLTOIMETERS
FROM EACH BW &CA PIECE.
O
CF -1 FOUNDATION DETAIL
31�= T-Owa 1116s 1;tC
ENO RAFTER
ROOF SHEATHING
STRUCTURAL TRUSS
2X4 LADDER FRAME
STANDARD
GABLE
TOP PLATE
WALL STUD
SECTION AT RIDGE
LAY OUTRIGGERS FLAT AND 'LET INTO TOP
CHORD OF ENDWALL (GABLE) TRUSS TO
SUPPORT OVERHANG. ATC -0" O.0 BUTT NAIL
TO FIRST STRUCTURAL TRUSS.
STRUCTURAL TRUSS
2X4 LADDER FRAME
STAPKIARD GABLE
BLOCKING
END RAFTER -'
RECE; ICD
GITY0FMKVALA
A=R. O -
ITER
CANTILEVERED LADDERRMIT#
FRAME OVERHANG DETAIL
ert
4
(4.1
O
g
facts
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r
ox
V .• rn a
DaUl =111
ZW=
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coau
Du.
I EL O D
Drawn By: PK
Date: 2110107
Checked By: CJD
Date: 2/14107
Revised:
Revised:
Title:
SECTIONS
DETAILS
Scale: NONE
Sheet
A3
L. Sheet as
1